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Permit D13-309 - HOME 2 SUITES - UTILITY VAULT
TUKWILA HOME 2 SUITES 300 UPLAND DR D13-309 1110 City of Tukwila Department of Community Development a O 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 19�a Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: DEVELOPMENT PERMIT Permit Number: D13-309 Address: 300 UPLAND DR Issue Date: 1/6/2014 Permit Expires On: 7/5/2014 Project Name: TUKWILA HOME 2 SUITES Owner: Name: Address: , , WA, Contact Person: Name: ALI SADR Phone: (425) 251-6222 Address: 18215 72 AV 5 , KENT, WA, 98032 Contractor: Name: PIVETTA BROTHERS CONST INC Address: PO BOX 370 , SUMNER, WA, 98390 License No: PIVETBC063B9 Lender: Name: US BANK COMMERCIAL REAL ESTATE Address: 210 SIXTH AV, #780 , PITTSBURGH, PA, 15222 Phone: (253) 862-7890 Expiration Date: 10/6/2014 DESCRIPTION OF WORK: SUBTYPE: AOT STATUS: PENDING DESCRIPTION: CONSTRUCTION OF CAST -IN-PLACE CONCRETE DETENTION VAULT. Project Valuation: $85,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: Electrical Service Provided by: Fees Collected: $2,529.50 Occupancy per IBC: U Water District: Sewer District: Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: N Curb Cut/Access/Sidewalk: N Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N N Volumes: Cut: 0 Fill: 0 Number: 0 Yes Permit Center Authorized Signature: Date: 0\lUW I hearby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances govthis 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 construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: V//V r This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the ' inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. r • 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 10: *********************** Public Works Department ******************************* 1) Min. 48 hours in advance contractor shall contact Public Works at 206 433-0179 to schedule a mandatory pre -construction meeting with Public Works Inspector. 2) Vault vents shall have frame and grate at the top which would allow the air circulation and prevent trash and debris to enter the vault. 3) Install MIRASTOP waterstop per attached Carlisle Corporation FOOTING -WALL TERMINATION Detail EPDM-2A. 4) The geotechnical engineer of record shall observe vault placement and prior to final permit sign -off shall certify in writing that the vault was installed per the geotechnical engineer of record recommendations. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4000 SI -CONCRETE CONST 4035 SI -SOILS 5090 STORM DRAINAGE CITY OF TUKLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 1Qt r V Project No. Date Application Accepted: Date Application Expires: ID 3 o to tL\ (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 300 Upland Drive Tenant Name: Tukwila Home2 Suites King Co Assessor's Tax No.: 883650-0030 Suite Number: Floor: New Tenant: ® Yes ❑ ..No PROPERTY OWNER Name: Ali Sadr, Barghausen Consulting Engineers Name: Tukwila Hotel Ownership, LLC City: Kent State: WA Zip: 98032 Address: 5786 Widewaters Parkway Email: asadr@barghausen.com City: DeWitt State: NY Zip: 13214 CONTACT PERSON — person receiving all project communication Name: Ali Sadr, Barghausen Consulting Engineers Address: 18215 -72nd Avenue South City: Kent State: WA Zip: 98032 Phone: (425) 251-6222 Fax: (425) 251-8782 Email: asadr@barghausen.com GENERAL CONTRACTOR INFORMATION Company Name: Pivetta Brothers Construction Address: 1812 Pease Avenue City: Sumner State: WA Zip: 98390 Phone: (253) 862-7890 Fax: Contr Reg No.: PIVETBC063B9 Exp Date: 10/6/2015 Tukwila Business License No.: H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: p g fb IY U ^' \� VI Company Name: HC Architecture City: Q \ C,6 , 5 L State: e ILv Zip: Is -2_21 Architect Name: Address: 1425 Dutch Valley Place NE, Studio B City: Atlanta State: GA Zip: 30324 Phone: (404) 685-8868 Fax: (404) 685-8878 752-8891 Email: ENGINEER OF RECORD Name: p g fb IY U ^' \� VI Company Name: Davis & Church City: Q \ C,6 , 5 L State: e ILv Zip: Is -2_21 Engineer Name: Matthew Church Address: 1400 Union Hill Road City: Alpharetta State: GA Zip: 30005 Phone: (770) 642-1213 Fax: (770) 752-8891 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095)`' Name: p g fb IY U ^' \� VI ,c,0I IT Address: I 0 C)I� ` in(7)0 City: Q \ C,6 , 5 L State: e ILv Zip: Is -2_21 Page 1 of 4 BUILDING PERMIT INFORMATI(- 206-431-3670 • Valuation of Project (contractor's bid price): $ 85,000 Existing Building Valuation: $ N/A Describe the scope of work (please provide detailed information): Construction of cast -in-place concrete detention vault. Will there be new rack storage? ❑ Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Apphcations\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* , Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Apphcations\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INF,ATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811. Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View 0 .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton 0 .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size 9 9 WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H: Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OVVNE OR THORIZED AGENT: Signature: 6 -ad Print Name: Ali Sadr, Agent - Barghausen Engineers Mailing Address: 18215 -72nd Avenue South H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 10/01/2013 Day Telephone: (425) 251-6222 Kent WA 98032 city State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ( ACCOUNT QUANTITY PAID $1,649.24 D13-309 Address: 300 UPLAND DR Apn: $1,649.24 $1,354.25 R000.322.100.00.00 $1,354.25 STATE BUILDING SURCHARGE $4.50 STATE BUILDING SURCHARGE 8640.237.114 $4.50 STRUCTURAL CONSULTANT $290.49 STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R587 E000.08.559.600.41.00 $290.49 $1,649.24 Date Paid: Friday, January 03, 2014 Paid By: WIDEWATERS CONSTRUCITON, INC. Pay Method: CHECK 005682 Printed: Friday, January 03, 2014 1:25 PM 1 of 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.Tukwila WA .gov Parcel No.: Address: 300 UPLAND DR TUKW Suite No: Applicant: TUKWILA HOME2 SUITES RECEIPT Permit Number: D13-309 Status: PENDING Applied Date: 10/02/2013 Issue Date: Receipt No.: R13-02787 Initials: User ID: JEM 1165 Payment Amount: $880.26 Payment Date: 10/02/2013 09:35 AM Balance: $1,358.75 Payee: BARGHAUSEN CONSULTING ENGINEERS, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 30040 880.26 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 880.26 Total: $880.26 rinr• Raraint- Printed: 10-02-2013 INSPECTION RECORD Retain a copy with permit IN ,� ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 1)13-30? 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Proj � � 11i � 4.44.,` e- ectiioon/ Type o Inspection/ rot Address: ( .Pr, Date Called: pecial Instru ions: 4.. xi Date Wanted. ?-� -`� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. O101MENTS: or t'a Inspector: Date:7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD I0 Retain a copy with permit IN TION TION NO. 17/3-307 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project I� fe-I Type of Insp ction: 61 frq f Address: 30o u(Q Yr Date Called. Special Instructions: /a uf f_ /, Date Wanted: 7-6-(S a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: (lf .dIlK. ;;,(e_ ereffr'l Loav Cd f( r Jiise-c'H it P Inspectovr Kra„, Date G j5 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 bre)-30, 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 Project: i 1-10 1t1AI 2 Type ofInspectipn,;, {- d 1 N 1.1 iO1\) W ( I Address: r, 011 PLAYS Cb Date Called: Special Instructions:• ' Date Wa d: �'—iy a�t! p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ^ InsOct�j; `��l1Gl OVA Date: —z1 -1y. n REINSPECTION FE'E REQUIRED. Prior to next inspection, fee must be paid- t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projeicj: 1"C tiv e 2 Type of Inspection: `. a t 1J Address: Scc LI ? LR1 ( ) Date Called: Special Instructions: Date Wanted: m. Requester: Phone No: Approved per applicable codes. 2 Corrections required prior to approval. COMMENTS: (1).roo-1-....)... Qs.) C1e-w (Ee .. ✓ loss n itc CA.*^ Datg: z l 1l n RE NSPbCTION FEE REQ RED. Priorio next inspection, fee must be pail at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 'Information te .ToBuild On Engineering • Consulting • Testing July 7, 2015 Widewaters Group, Inc. 5786 Widewaters Parkway PO Box 3 Dewitt, New York 13214 Subject: Final Letter for Building Structure Special Inspection and Testing 07421103 Home 2 Suites Tacoma, Washington Permit No. D13-309 Dear Mr. Ranieri: In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed special inspection and testing services for the above referenced project. The special inspections provided for the vault structure were: • Soils Testing and Inspection • Reinforced Concrete Testing and Inspection To the best of our knowledge, all work listed above that PSI was scheduled on-site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the Engineer of Record (EOR) and Chapter 17 of the International Building Code. If you have any questions or if we can be of further assistance, please.do not hesitate to contact our office at (253) 589-1804. Respectfully submitted, Professional Service Industries, Inc. Bret Reid Principal Consultant Mike Kath Branch Manager RECEIVED CITY OF TUKWILA JUL 0.7 2015 'ERMIT CENTER Professional Service Industries, Inc. • 10025 South Tacoma Way Lakewood, WA 98499 Phone: 253/589-1804 Fax: 253/589-2136 ~.l Information N .To Build On Engineering • Consulting • 7bstMg November 10, 2014 Widewaters Group, Inc. 5786 Widewaters Parkway PO Box 3 Dewitt, New York 13214 Subject: Final Letter for Building Structure Special Inspection and Testing 07421103 Home 2 Suites Tacoma, Washington Dear Mr. Gonzalez: In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed special inspection and testing services for the above referenced project. The special inspections provided for the building structure were: • Soils Testing and Inspection • Reinforced Concrete Testing and Inspection • Anchor Inspection/Hold Down Inspection • Lateral Framing (Shear Wall, Sheathing, Roof Diaphragms) • Structural Steel Welding and Bolting Inspection To the best of our knowledge, all work listed above that PSI was scheduled on-site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the Engineer of Record (EOR) and Chapter 17 of the International Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 589-1804. Respectfully submitted, Professional Service Industries, Inc. Bret Reid Principal Consultant Mike Kath Branch Manager Professional Service Industries, Inc. • 10025 South Tacoma Way Lakewood, WA 98499 Phone: 253/589-1804 Fax: 253/589-2136 hc architecture ASI NUMBER 022 October 30, 2014 PROJECT: HOME 2 SUITES 300 UPLAND DRIVE TUKWILA, WA 98188 HC -ARCH #492/H5.5 OWNER: TUKWILA HOTEL OWNERSHIP, LLC, 5786 WIDEWATERS PARKWAY DEWITT, Ny 13214-0003 ARCHITECT: HC ARCHITECTURE, INC. 1425 DUTCH VALLEY PL, NE STUDIO B ATLANTA, GEORGIA 30324 Where any item called for in the documents is supplemented hereby, the original requirements shall remain in effect. All supplemental conditions shall be considered as added thereto. Where any original item is amended, voided or superseded hereby, the provisions of such items not so specifically amended, voided or superseded shall remain in effect. Submit Guaranteed Maximum Price or Fixed Cost prior to commencing work Commence work immediately. Contractor shall submit cost breakdown as soon as possible and no later than 10 days after this notice. Initiate immediately based on the understanding that this is a clarification only with no cost or schedule implications. Contractor shall notify architect immediately if this is not understood by all parties UL U370 SHAFT ENCLOSURES Pursuant to observations in the field and discussions concerning the implementation of the UL U370 Assembly at the Stairwell enclosures, the following issues were identified and discussed: a) The wet applied spray -on cellulose is not readily available in the region. b) Due to the unavailability, experience with the application is a concern. Since this assembly is a single GWB layer application and not dual, the cellulose is a key component for fire protection and it would be essential that it be installed correctly and certified. This may not be easily done. c) The implementation of the plumbing chase within the wall was not consistent and in some cases non-compliant with U370. The framing and or plumbing will be modified to comply per this ASI. d)A conventional dual layer gypsum UL assembly is the preferred method of rating the walls in lieu of relying on a single layer combined with wet applied cellulose in the wall. The current framing installation will not accommodate a dual layer between the wall and the trusses that frame into some of the walls, however it is our understanding that the 2x fireblocking effect of the end of the truss combined with additional layering of rated gypsum at the ends of trusses is sufficient to maintain the 2 -hr integrity of the wall. Based on these observations the UL U370 shall be modified to UL 11378 and supplemented with the attached supplemental details and instructions: SUPPLEMENTAL INSTRUCTION 1. Replace UL U370 with UL U378 -2-hour version for Partition type 5. See attached UL document. 2. To accommodate the required extra layer of Gypsum Board inside the stairwell, replace the outermost sloping 2x trim board of the stair run with a narrower 1x trimboard. 3. At the outside of the stairwell walls add a second layer of type -X rated gypsum board. At the ends of all trusses that frame into these stair walls, provide the second wall layer per details on attached sketch 22.1A & B to create a continuous wrap at these truss end locations. 4. Rated stair walls must continue up to the bottom of the roof decking to maintain 2 -hour separation from the concealed ceiling spaces. Ensure that the ceiling in the top of the stair shall be rated type -X gypsum board on 1/2" resilient channels. 5. The underside of the main floor landing in the stair should match the floor/ceiling assembly of the rest of the building which is 5/8" type -X gypsum on 1/2" resilient channels. 6. At plumbing locations within the stair wall continue to follow the parameters set forth by UL U370 to create protected chase areas. To ensure compliance, reroute plumbing and/or provide additional studs where needed to maintain 16" OC max stud spacing and to ensure that no plumbing penetrates horizontally from one stud cavity to another. Ensure that the entire inside of the plumbing cavity is protected with rated gypsum per U370 (not the outside of the stud). If blocking is needed for plumbing attachment within these chases, use non-combustible type only. 7. The corridor air supply duct locations at each end of the corridors (in rooms 301, 401, 338, 438) only serve two floors and have a fire damper at the floor level and are therefore not considered shafts. They are however a concealed space, so this space must be separated from the floor/ceiling concealed space by extending the walls vertically up to the bottom of the floor above with at least 1 layer of gypsum board per IBC 717.2.3. 8. Ensure that Gyperete is also place inside of the guestbath chases. Attachments: UL U378 Sketch 22.1 A&B Sketch 22.1 C 10765 REGISTERED ARCHITECT THOMA J. HOGAN JR. STATE OF WASHINGTON Thomas J. Hogan Jr. BXUV.U378 - Fire -resistance Ratings - ANSI/UL 263 ONLINE CERTIFICATIONS DIRECTORY Home Quick Guide Contact Us UL.com Design No. U378 BXUV.U378 Fire -resistance Ratings - ANSI/UL 263 Page Bottom Design/System/Construction/Assembly Usage Disclaimer • Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Certified products, equipment, system, devices, and materials. • Authorities Having Jurisdiction should be consulted before construction. • Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with applicable requirements. The published information cannot always address every construction nuance encountered in the field. • When field issues arise, it is recommended the first contact for assistance be the technical service staff provided by the product manufacturer noted for the design. Users of fire resistance assemblies are advised to consult the general Guide Information for each product category and each group of assemblies. The Guide Information includes specifics concerning alternate materials and alternate methods of construction. • Only products which bear UL's Mark are considered Certified. BXUV - Fire Resistance Ratings - ANSI/UL 263 BXUV7 - Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada See General Information for Fire -resistance Ratings - ANSI/UL 263 See General Information for Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada Design No. U378 February 26, 2010 Bearing Wall Rating - 1-1/2 or 2 Hr. (See Item 3) Finish Rating - See Item 3 This design was evaluated using a load design method other than the Limit States Design Method (e.g., Working Stress Design Method). For jurisdictions employing the Limit States Design Method, such as Canada, a load restriction factor shall be used - See Guide BXUV or BXUV7 • Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. 16" A t •. • ( L� J 1 r' 1. Wood Studs - Double row of nominal 2 x 4 in. studs, spaced 16 in. OC and cross -braced at mid -height. http://database.ul.com/...SI/UL+263&objid=1077815537&cfgid=1073741824&version=versionless&parent_id=1073984818&sequence=1 [10/30/2014 12:30:34 PM] BXUV.U378 - Fire -resistance Ratings - ANSI/UL 263 Opposite rows spaced 1 in. apart, staggered 8 in. OC and joined at the top and bottom with bearing plates. 2. Bearing Plates - (not shown) Nominal 2 x 4 in. Two layers on top and one layer on bottom for each row of studs. 3. Wallboard, Gypsum* - For 1-1/2 Hr Rating - Finish rating is 20 minutes. One layer of 5/8 in. thick wallboard, 4 ft wide. Applied vertically and nailed to studs and bearing plates 7 in. OC with 6d cement coated nails, 1-7/8 in. long, 0.0915 in. shank diameter and 1/4 in. diameter head. Vertical joints centered over studs. As an alternative, No. 6 bugle head drywall screws, 1_7/8 in. long may substituted for the 6d cement coated nails( For 2 Hr Rating (Not Shown) - Finish rating is 31 minutes. Two layers of 5/8 in. thick wallboard, 4 ft wide.) Inner layer applied vertically and nailed to studs and bearing plates 6 in. OC with 6d cement coated nails, 1-7/8 in. long, 0.0915 in. shank diameter and 1/4 in. diameter head, with first nail starting 3 in. from all edges. Outer layer applied vertically and nailed to studs and bearing plates 8 in. OC with 8d cement coated nails, 2-3/8 in.`t long, 0.113 in. shank diameter and 9/32 in. diameter head, with first nail starting 4 in. from all edges. Verticai) joints centered over studs. All joints in face layers staggered with joints in base layers.) UNITED STATES GYPSUM CO - Type C 4. Joints and Nailheads - (Not shown) - Wallboard joints taped and both joints and nailheads covered with joint compound. 5. Loose Fill Materials* - Blown -in fiberglass loose -fill insulation material. The insulation is blown into the wall cavity to completely fill the enclosed 8 in. cavity in accordance with the application instructions supplied with the product. The minimum average overall density is 2.6 Ib/ft3 dry blown, with no individual density less than 2.2 lb/ft3 dry blown. OWENS CORNING - ProPink-Complete or or ProPink L77. 6. Retention Fabric - (Not shown) - ProPink Complete or or ProPink L77 non -woven fibrous fabric material attached with staples to the outer face of one row of studs to facilitate the installation of the insulation. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Last Updated on 2010-02-26 Ouestions? Print this page Terms of Use Page Too © 2014 UL LLC When the UL Leaf Mark is on the product, or when the word "Environment" is included in the UL Mark, please search the Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2014 UL LLC". http://database.ul.com/...S1/UL+263&objid=1077815537&cfgid=1073741824&version=versionless&parent_id=1073984818&sequence=l [10/30/2014 12:30:34 PM] 22 ,F.go AP ?mit (?- 4' M PSTc 1?95- 77 Pgovc47 RST b CJ`(P'W k(- T06,1\ C.4-0 t' priot4 E\IAT'4 Cpf\lSuN -t�ot� vsl�"1h co (97 .( e -C?uss FP -*b (tGUt, a�oN 0 378 • Pf?O �A�-C�b C�`F177U PSA /art (Vp14 22.1� &`0V l(\1i7e ?LkA611.k6(, City of Tukwila Fire Department Structural Slab Design Loading Concrete slabs or utility vault lids that are subject to fire truck or semi -trailer loading must be designed for additional loading as prescribed below. This may also include the condition of a fire truck setting down stabilizer outriggers to extend a ladder. The project design team should first contact the Tukwila Fire Department at 206-575-4407 to determine whether the required fire truck access area may be restricted and whether the outrigger load is applicable. Design Loading Such a concrete slab must be designed for the following live loads. • HS20 loading required under the latest edition of the American Association of State Highway and Transportation Officials (ASSHTO) publication entitled "Standard Specifications for Highway Bridges" • Ladder truck wheel and axle loads as indicated: 21 ft. Total Load on Front Axle = 24,000 lbs. Gross Vehicle Weight = 78,000 lbs. (105 -ft. ladder truck) Total Load on Rear Axles = 54,000 lbs. (dual -wheel tandem axles) 8 ft H Point load of 45,000 lbs. due to the maximum reaction which may occur at a stabilizer outrigger. This load must be applied on a 2x2 -foot area (4 sf) and also applied as an unfactored load on a 12x15 -inch area (1.25 sf). The live load conditions given above are to be applied independent of each other, but in combination with other loads as required by AASHTO and the IBC. Each load must be increased by any factors required by AASHTO or the IBC unless specifically excepted. For More Information Please contact the Tukwila Fire Department at 206-575-4407. This document is intended to provide guidance in applying certain regulations and is for informational use only. It cannot be used as a substitute for the Construction Codes or for other City codes. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 RECEIVED CITY Jo_ I( tAF E' ION LIMIT 1 1/-= 2: tioe-E-, APPROVED DEC 27 2013 City of Tukwila PUBLIC Works • ,, REVIEWED FOR CODE COMPLIANCE APPROVED DEC 26 2013 City of Tukwila. BUILDING DIVISION CORRECTK)Ni LTA* CCW MIRASTOP WATERSTOP PROVIDE KEYWAY PER INSTALLATION INSTRUCTIONS 5EE .5HEE7' 510.1 VAULT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 262013 City ofTukwila BUILDING DIVISION \Tm APPROVED DEC 272013 PUB C• oLICf _1uKWWoih rks PERMANENT FILE COPY 1)41- 309 F J V 2A FOOTI \G -WALL TE VI\ATO\ E4RL 151 E COAT/NGS 8 WATERPOONG J 2013 CARLISLE CORPORATION • FILE COPY Permit No. TECHNICAL INFORMATION REPORT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 6 2013 City of Tukwila BUILDING DIVISION • Proposed Tukwila Home2 Suites SWC - Minkler Boulevard and Andover Park West Tukwila, Washington 18215 72ND AVENUE SOUTH BRANCH OFFICES • TUMWATER, WA Prepared for: Widewaters 3257 Big Spruce Way Park City, UT 84098 January 30, 2012 Revised April 17, 2013 Revised June 14, 2013 Revised September 20, 2013 Revised December 4, 2013 Our Job No. 15425 RECEIVED CITY OF TUKWILA DEC 0 6 2013 PERMIT CENTER KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX • LONG BEACH, CA • WALNUT CREEK, CA • SAN DIEGO, CA www.barghausen.com CORREC�TlON Di,...), 3101LTfiS. I • TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 — Technical Information Report (TIR) Worksheet Figure 2 — Vicinity Map Figure 3 — Drainage Basins, Subbasins, and Site Characteristics Figure 4 — Soils Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements 2.2 Analysis of the Five Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System • E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL • 15425.002 • • 1.0 PROJIECT OVERVIEW The proposed Tukwila Home2 Suites is an approximate 2.78 -acre site located within a portion of the Southwest quarter of the Southeast quarter of Section 26, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More particularly the site is bound on the north by Minkler Boulevard, on the south by Upland Drive, and Andover Park West lies a few hundred feet east of the project site. The site is bound on the east and west by existing railroad tracks. Please refer to the attached Figure 2 for the exact location of the project site. The proposal for this development is to clear and grade the existing pastureland and construct parking, drive aisles, sidewalks, and a hotel building located in the central portion of the project site. All runoff from the project site will be routed to a detention vault located near the southwest corner of the property, then to a 4 -foot by 17 -foot modular wetland for water quality, which will then drain into a large diameter pipe located on the north side of Upland Drive, which courses in an easterly direction, ultimately discharging into the P17 Pond as owned by the City of Tukwila and acts as a regional detention and water quality facility. The proposed flow control requirements for this project site are to utilize Level 1 Flow Control with Basic Water Quality as dictated by the City of Tukwila for projects in this location of the City. This is not a redevelopment project since the project site is undeveloped at this time. The entire site consists of grass pasture area. Under developed conditions, the site will consist of 80 percent impervious surfaces with the remaining 20 percent being landscape areas. 15425.002.doc • • • FIGURE 1 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET • • • King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Widewaters Address 3257 Big.Spruce Way Phone Park City, UT 84098 Project Engineer Ali Sadr Company Barghausen Consulting Engineers, Inc. Address/Phone 18215 — 72nd Avenue South Kent, WA 98032 / (425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION ❑ Subdivision HPA ❑ Short Subdivision ❑ Grading • Commercial ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Proposed Tukwila Home2 Suites Location Township 23 North Range 4 East SE 1/4 Section 26 Part 4 OTHERREVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Shoreline Management ❑ Rockery ® Structural Vaults ❑ Other Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Tukwila Drainage Basin Green River Part 6 SITE. CHARACTERISTICS ❑ River ❑ Stream ❑ Critical Stream Reach ❑ Depressions/Swales ❑ Lake ❑ Steep Slopes ❑ Floodplain ❑ Wetlands ❑ Seeps/Springs ❑ High Groundwater Table ❑ Groundwater Recharge ❑ Other 15425.002 Part 7 SOILS Soil Type Urban Land Slopes 0 Additional Sheets Attached Erosion Potential Erosive Velocities Part 8 DEVELOPMENT LIMITATIONS REFERENCE 0 0 0 0 Additional Sheets Attached LIMITATION/SITE CONSTRAINT Part 9 ESC REQUIREMENTS ❑®CI❑®®® MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control Clearing and Grading Restrictions Cover Practices Construction Sequence Other • MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ® Stabilize Exposed Surface ® Remove and Restore Temporary ESC Facilities ® Clean and Remove All Silt and Debris ® Ensure Operation of Permanent Facilities. ❑ Flag Limits of SAO and Open Space Preservation Areas ❑ Other Part10; SURFACE WATER SYSTEM ❑ Grass Lined Channel ® Pipe System ❑ Open Channel ❑ Dry Pond ❑ Wet Pond ❑ Tank ® Vault ❑ Energy Dissipater ❑ Wetland ❑ Stream ❑ Infiltration ❑ Depression ❑ Flow Dispersal ❑ Waiver ❑ Regional Detention Method of Analysis KCRTS Compensation/Mitigation of Eliminated Site Storage Level 1 Flow Control Brief Description of System Operation Catch basin collection to pipe conveyance to wet/detention vault.to discharge off site. Facility Related Site Limitations Reference Facility Limitation 15425.002 • Part 11 STRUCTURAL ANALYSIS ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 12 EASEMENTS/TRACTS ❑ Draina9e Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. / / Signed/Dated 15425.002 FIGURE 2 VICINITY MAP ‘s1/4• , -.....:.•_,. • SI, ,. . . • . 'N;., 4'4 iN 1 -••. '1;1.4 w, •"' 1 v: ;A., ,4•I l• ,1 ;1':". ,4" C,-,.. '.1.' i. -.t .." .e - 4. , • "s..1. .*•:• • i \ : • ::- .. ....... maio , 1-. " •-• . 177dii I 41/ ''' . , , 41•: \ ,s,' . 4 % / . e4' --- .;... -• .it( 0 \ , tri .. . 5 ...I.: .11.31 3131111.": .•::' :1*• f 1 :1:411.1:fri,i:-...?:!;.:1'41 . • .... 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A tact alum. t19f7A:•O.V Dow me IIC7t2a whim TO D( car Cr 1U4•LA OT 7770 Ramo 177777 24. l70). 1t70R 1770/0710 70. 9/03277777 i7Et+4Ci,SOD10t no Lamm Pct 1071 M401iSerfsED 0r afh7 I101I 777F17s7r AV 2*7(7 1777 eu'.0 A Z COwm , 1727Ut OC1117AC1r7 2070275 D(Il o S7PIB(17t t0. 7097 A( 7:70 AN, Ki/.1A1-1.CC 9 J074-177. 70 1701)47 11371701 030 mums Of mows Cum PEM041i0 27 BW010u57n CC4l)1C1p0 mecum. r2) BASIS OF BEARINGS 77( 0473 U Of1ID7OS rot 672 777791 R Kap 07/77. anp0t 17(10 3 us 'us r prowl 871fW 70 7 4743 A 1prowlEN 7 (431 l0:yt(L7 1 O 77 MA 03031 YpLLy(t:t 13210 106 1713 4057021071(0011 VERTICAL DATUM (NGVD 29) 0( 7f97tl -0,M1707 nos 337.01 K 00.0)). 1•t:S PC01I A3 833.7 IAS 1711 201110 MIAMI of 20.27' Autmost '47 1.22CC A 1100)7 SCOT At00IC 701y SI1107 MCI A 11:PC04 CA7 725 101[ 0001 7(51D Al 161 .4 A ,DS 113(11' 0)11 704117701 0)77171170) 1)1)01 1100 *ORS 103 11:00000. 1310.0110000 07 A110AAA 051m7V.v0 Vf1RCAL 101177)1X33 1[717'1.1 fl(•IOeurDas. 7701112) MA 1� ( 7(116775 A3 9001/1.9101 1/0 7720370 0341011 C0 1)71(03 O( 3/1331105 177 IMO 004177143, 7712435 AS 911 10701 13 097" 317-130=097 1 >- -- >w3 cc U O. <aa QLL i?Z O M uJ N LC O • Z0 rsi -a oetW m O co - F ¢ O 3 0 0 N 0 u! Z D3 C c0 cori z is co a cc 2 > a Ow -I I >m� Z SC r `IC m 90 o Y IL ;- z 1d 1a! H �I 8 Y $ • GRADING AND STORM DRAINAGE PLAN A PORTION OF THE SW 1/4 OF THE SE 1/4 OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 0 15 30 60 1111111ETEL -ww CATCH BASIN 894.21.80 IE 12' CNC 5=1575 t2-R'C 11.15+73- 1344/.48.20. i=15 -7b1344/.48.20_ TEL VAULT 85118 60=22 01 R 8' CONC 0=591 - TES-CONC-8..B-98- - * :$ZORCW-5.98- -18 Er -FANG - 04=4.64 D „m ACM UGH7 JBOX TEL VImLT- UGM U. CATCH 64504 RIM=21.82 IE 12' CNC 9=17.20 IX SSW R1M=2182 1E B' CONC=11.07 E 18' CONC W.527 0: 18' CONC 0=5.17 Ex. CATCH BASH 681=20.59 IE 12' PVC N=16.54 IE 4' PVC 04=111.76 IE 12' CNC. 5=18.39 IX. SSMH 60=2081 IE 18' CONC 0=4.13 IE 18' CONC W-4.21 0. CATCH BASIN R1M-21.32 10 12" PVC 9=17.12 12' CNC 5.17.14 WAG LIGHT IX 55MH RIM= .64 E 18' CNC SE -3.79 E 18' CNC W=4.04 1E(.ICH BASIN RW 37 IE 1 ' PJC 04=15.27 0: 12" CNC 50=152' IE PVC 14=18.92 UGM J80% TEL VAUIi^ Ute, .. S81EW . - HT JB4i_ J X r. it SNCUi a .. RVM - _.L: �r at..�n, 31111 h YHt .b: 7yry"/�•- _ S1R�E ac 00 E74 8S .. � PNM SRi �E -:� etE - r. _Aa1 a LLM.�M� �I�ImI�I�I__i_I_I_I__I=I_I�I_ - - Ram -y7 -6u a- - - ROW IRACN I 71117 Ex. ROW \7' imi Rw=z2oslwssrANoawaRate 605CB 47 oa'Se'� l�l�l�'©1�mom 1Ig SIDE CURB =_I_�- ° _ J CATCH BASIN �i'i�I�I� aim • 755 02 W 324.37 IR 12' CNC N=1626 IE 7= 18.82 (8' E) )��� ��l�i��g1��=:_I��I� �� IE = 18.82 (12' SW ��L;„--;-,="••-•-"4\ ) SIGNAL BOX RI7w • 22,8 RECN0.71.4 UJB05--- SIGNAL JBOX as 30' 0030A0 R/W EASEMENT PER PIA1 & KONG 7707220771 33. CATCH BASIN RIW20.97 IE 12' CNC 04=16.80 IE 12" CNC W=16.80 E 6" CMP NE=19.63 I z J a 0 Z (� Q / V z za cca Q 0 c c cc0 H co SIGNAL JBOX \-SIGNAL JBOX U. CATCH BASIN NIM=20.69 IE 12 CNC NW=17.67 ti CB M TYPE 1W STANDARD GRATE = IE = 18.50 (12" NE) IE = 18.50 (12" SW) / •00'140('1/ 30' RAILROAD RAY F6 EASEMENT PLAT * 8E0.60.7707220771 CBM TYPE 1W S AIDATD GRATE = 22. IE = 19.33 (8" SW) / CBE TYPE 1 W/ STAM79RD GRAZE 19 =5 / IE = 17.92 (12" NE) IE = 17.92 (12" SE) 122'02' WET/DETENTION VAULT MAX. W.S. EL -21.0 STATIC W.S. EL=14.7 BOTTOM VAULT EL=14.0 6' PJC ROOF DRAIN COLLECTION PIPE 0 1.084 8' PJC CONOENSA COLLECTION PI 1.084 8' PVC ROOF D COLLECTION PIPE 0 1.084 8' PVC CONDENSATE COLLECTION PIPE 0 1 084 NOME CURB AREA DRAIN SEE SANITARY SEWER PLAN AND ARCHITECTURAL PLAN / 23 CONCRETE \ XXU8B ROW EASEMENT REC. No. 784270035 0842 TYPE 1 W/ 8TANDAFD GLUE M = .0 IE = 18.73 (8' NE) 18= 18.73 (12" SW) ei V o�7 = 2.2Z X4.4. �I T:`( )v -'f = 44510 4-L. Tom- itr . 1Z 0 co nO N0 O Q p m w o J z CB R3 TYPE 1W( BTAIDATD GRATE IE = 18.44 (12' NE) IE = 18.44 (12" s) TWEE AAIB ME CREATED BAR® ON A VEFMCAL DATUM OF NGVD 20 TO CONVERT10 NAME TRE CONVERSON B NVOD 2D+88Y - NAVD RE I 10 N 01'49'28' E 11.92' WATER VALVE TF1. MH EX. 10( 0. DRIVEWAY t 1- sae ��CES[!1'/ - liiEl l/ ltipr R1i. 3 6.+_ .=akes: k N_ OgYl1aa1, l� o ,.aL•._ t.'Odd' "W T".t.V!.M rRC�si� 4 r:g i ML -' -XE CIZ cUR8 - �- \NEW 24'D+00I080C-SMH 3239115361YPCUWj-72' ¢-1482.4' N) IE -14 19(30 -CMP 5) RENCVE 21' CMP N AND EX 8 -PVC w` 5s ' Y --- .en /�.�( CONNECT NEW 12'. GROUT �:•v NEW ANNULAR OPENING. _- ,,,,.� DRIVEWAY IE�445 -1+00 FOUND 4'. 4' CONC. MON., BRASSIE 8004181. OFF. 'X' W TOP OF STEM ORNEWAY eewJ RIM = IE = 17.87 (12" E) IE = 17.87 (12" W) 26 LF 12' SD 0 0.00X can TYPE2.48 RIM = 22.30 18 = 14.70 (12" W) IE = 14.70 (12" s) CATCH BASIN 60=20.40 10 12' CUP 0-17.50 LARGE PIPE RUNS N & S UNKNOWN E 410' IIODIAAR REILA D PER DETAIL SHEET INSTALLED IR LANDSCAPE PLANTER RIM=2280 10=14.70 (12' IN N) 1E=14.45 (12' OUT S) ODMMEI(CNL CONC. DR \ PER CRY W 94 TYPE 1W STANDARD ORATE = y,a1 IE= 18.16 (12' N) IE_18.16 (12' W) FIRE RFD -VI- - 15' 071Ui7 EASEMPER PIA1 W n1 cs1 c:o CV CO Z 01 ND CO 08170311 =450.96' 1=8.75' 4«00 413.56' X0'51'29' N 01'39'57' E 2325' 5+00 6100 - I FOUND MON. IN CASE 7+00 7+(0 55 - DL 5 Rai -21.85 10.12.10Drpvc N) I0-12.10(8'640 W/0) M'EWAY EX. 8'PJC 55 c T 8 C • FIGURE 4 SOILS MAP • • Map Unit Legend Map Unit Symbol Totals for Area of interest (AO)) King County Area, Washington (WA633) Map Unit Nam Urban land Acres in A01 Percent of A01 24.8 100.0% 24.8 100.0% Job No. 12961 2.0 CONDITIONS AND REQUIRE1VIENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: The site will drain to the south into a large diameter culvert which is 42 inches in diameter coursing in an easterly direction ultimately discharging into the City of Tukwila's P17 Pond. The site drains to this pond under existing conditions without detention; therefore, this project site will discharge at the natural location. Core Requirement No. 2: Off -Site Analysis. Response: No off-site analysis is required for this project site as the City is well aware of the downstream conveyance system from this project site, and knows that it drains into the City of Tukwila's P17 Pond. Core Requirement No. 3: Flow Control. Response: As dictated by the City of Tukwila, Level 1 Flow Control is the requirement for this project site. This is the least restrictive flow control standard that still provides a level of flow control over and above older methodologies utilized in the past by King County and the City of Tukwila. Core Requirement No. 4: Conveyance System. Response: This project will provide a conveyance analysis based on the 2009 King County, Washington Surface Water Design Manual (KCSWDM) as adopted by the City of Tukwila such that an initial time'of concentration of 6.3 minutes will be utilized in the Modified Rational Method, a Manning's "n" value of 0.014, and a 100 -year precipitation rate, to determine a very conservative design for pipe conveyance calculations since this project site is less than 10 acres in size. Core Requirement No. 5: Temporary Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control requirements. of the City of Tukwila as delineated in the 2009 KCSWDM such that clearing limits will be specified, a rock construction entrance will be instituted, the construction _sequence - wili be followed, perimeter protection• in the form of silt fences will be installed, and. drainage from clearing and grading areas will be routed to temporary V -ditches with rock checkdams ultimately discharging to a sediment pond prior to discharge from the project site. Core Requirement No. 6: Maintenance and Operations. Response: This project will concur with all maintenance and operations requirements of the City of Tukwila for projects of this nature. 15425.002.doc • • • Core Requirement No. 7: Financial Guarantees and Liability. Response: This will concur with all financial guarantees and liability requirements of the City of Tukwila for projects of this nature. Core Requirement No. 8: Water Quality. Response: As dictated by the City of Tukwila, this project will provide at least Basic Water Quality in accordance with the 2009 KCSWDM as adopted by the City of Tukwila such that, for this project site, a modular wetland system is proposed located downstream of the detention vault sized in accordance with the Basic Water Quality Menu. 2.2 Analysis of the Five Special Requirements Special Requirement No. 1: Other Adopted Area -Specific Requirements. Response: This project site is not in a critical drainage area or an area with a master drainage plan, basin plan, lake management plan, or shared facility drainage plan. Therefore, the requirements of this Special Requirement do not apply. Special Requirement No. 2: Development Within a Floodplain or Floodway. Response: This project does not contain, nor is it adjacent to a stream, lake, wetland, or closed depression. Therefore, no flood hazards are applicable to this project site. Special Requirement No. 3: Flood Protection Facilities. Response: The threshold of this requirement is not met; therefore, this requirement does not apply. Special Requirement No. 4: Source Control. Response: Since this project is a commercial site, then the project must provide water quality source controls applicable to the proposed project in accordance with the King County Stormwater Pollution Control Manual and King County Code Section 9.12. At a minimum, the trash enclosures will be covered, will drain to sanitary sewer, and the owner of the property will be educated about the minimal use of pesticides and fertilizers. In addition, the parking lot will be swept regularly to minimize the amount of pollutants being discharged from the project site. Special Requirement No. 5: Oil Control. Response: This project site does not have high use site characteristics nor is it a redevelopment project proposing $100,000 or more of improvements to the existing high use site. Therefore, this Special Requirement does not apply. 15425.002.doc • • • 3.0 OFF-SITE ANALYSIS An off-site analysis has not been prepared for this project site as the City is well aware of the downstream drainage course from this site, which is by a large diameter culvert and open ditch flowing in an easterly direction toward the City of Tukwila's P17 Pond located adjacent to the Green River, approximately 1 mile from the project site. The existing culvert this project site discharges to is 42 -inch diameter and has been sized to include runoff from this project site. In addition, impacts to this culvert and conveyance system should be minimal since this project site is proposing flow control facilities. There is no upstream basin contributing runoff to this project site as the site is higher than the surrounding ground under developed conditions. 12961.005.doc • ASSESSOR'S MAP • • • • Parcel Map and Data 901/ PUB/ 917, 9119 9779 9976 9389 9999 9143 991to R:23 Tukwila Y/24 Y142 9076 _M/t Ektit 8836500030 SITE 99/0 itupatr 11 9118 x. 0970 0199 9122 Mr? """ (c)pe,11,rog' „county* 9102 sixhr 9121 0110 eej 9953 909 911f+ St1/9 9106 9991 0iiinni I2PA I Parcel Number Address Zipcode Taxpayer ROFFE INC 8836500030 Tho infemitilirki included on MIS map. has .been.compileti by King County staff from a OrielY Of sources and is subject to change withoul hops°. King County MAO'S no representations or warhaniies,eiikriasS or implied. as to acCurack.Ccirepteteness. linieliness.. Or rights to thh use of such infbiTifkkin. King County shall ncil be liable for any general. apecial, indirect, 41cltieMal. or consequential:chhiaget iricludieg: bill not limited l0. l6WratiatitiOS or lost Profiit resulting !Mei the usa 01 misuso of (ho information oontainod ori this map. My sato of iltis,thap or intermation on this map is prohibited excopt by Witten permission of King bounty.' King..C.oulllY I PIS_ eilte.tINPWs I aer,vies fCornnianis I $@a11 By visiting this and other King County web pages. you expressly agree to be bound by terms and conditions of the site. 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ANIS Te 7de7 m0 0001 2. /Marti.. 1tbea Nome* Y wn7b,oadale Ammon .1710 wd7 1740077.0/ Mama PAR *e 7011%1364Et0 6p� APPROXIMATE SCALE DF 9EE7 N---. 0 600 • NATIONAL FL00D INSURANCE PROGRAM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 959 OF 1125 (SEE MAP MOM FOR PANELS NOT PRUNED) �rc *ivo 4Am.77 .1.1 1 BM w1i711 wN i MAP HUMBER • 53033C0959 F MAP DEVISED: MAY 16.1995 Federal Emergency Management Agtory BASIN RECONNAISSANCE SUMMARY REPORT RECONNAISSANCE REPORT NO. 24 LOWER GREEN RIVER BASIN JUNE 1987 Natural Resources and Parks Division and Surface Water Management Division King County, Washington • King County Executive Tim 11111 King County Council Audrey Ciruger. District 1 Cynthia Sullivan. District Bill Reams. District 3 Lois North. Distract 4 Ron Sims. District 5 Bruce Laing. District 6 Paul Barden. District 7 Bob Grieve, District 8 Gary Grant, District 9 Department of Public Works Don LaBelle, Director Surface Water Management Division Joseph J. Simmler, Division Manager Jim Kramer. Assistant Division Manager Dave Clark. Manager, River & Water Resource Section Larry Gibbons. Manager. Project Management and Design Section Contributing Staff Doug Chin, Sr. Engineer Randall Parsons. Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker, Engineer Arny Stonkus, Engineer Ray Steiger. Engineer Pete Ringen, Engineer Consulting Staff Don Spencer, Associate Geologist, Earth Consultants, Inc. John Bethel, Soil Scientist, Earth Consultants, inc. P:CR Parts, Planning and Resources Joe Nagel. Director Natural Resources and Parks Division Russ Cahill. Division Manager Bill JoIIv. Acting Division Manager Derek Poon. Chief, Resources Planning Section Bill Eckel. Manager. Basin Planning Program Contributing Staff Ray Heller. Project Manager S Team Leader Matthew Clark. Project Manager Robert R. Fuerstenberg. Biologist & Team Leader Matthew J. Bruengo, Geologist Lee Benda, Geologist Derek Booth, Geologist Dyanne Sheldon. Wetlands Biologist Cindy Baker. Earth Scientist Di Johnson. Planning Support Technician Robert Radek. Planning Support Technician Randal Bays, Planning Support Technician Frac; $eniier, Planning Support Technician Mark Hudson. Planning Support Technician Sharon Clausen, Planning Support Technician David Truax. Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly. Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller. Typesetter Jaki Reed, Typesetter Lela Lira, Office Technician Marty Cox. Office Technician TABLE OF CONTENTS • I. SUMMARY II. INTRODUCTION III. FINDINGS IN LOWER GREEN RIVER BASIN A. Overview B. Effects of Urbanization C. Specific Problems 1. Erosion damage 2. Threat of landsliding 3. Sedimentation 4. Destruction of fish habitat IV. RECOMMENDATIONS A. Prevent accelerated erosion and landsliding B. Improve habitat V. MAP APPENDICES: APPENDIX A: Estimated Costs APPENDIX B: Capital Improvement Project Ranking APPENDIX C: Detailed Findings and Recommendations • • L SUMMARY The Lok%er Green River Basin is located in southern King County between tlr: cities of Tukwila and Auburn. The study area considered here includes the unincorporated areas of the basin. which can be roughly separated into northern and southern portions that are divided the Lower Green River. The two portions are distinctly different m their development patterns, with the northern area dominated by the commercial development of South Center shopping mall, two major interstate freeways, and light industrial activities. In the southern portion, single-family residential land uses dominate. Urbanization processes in this basin are expected to continue, with impervious surfaces in some areas expanding as much as five times their present levels. As might be expected in a basin so heavily urbanized, there are numerous environmental problems. The basin contains many sensitive areas, particularly along the steep slopes of tributary valley walls that are susceptible to erosion and Iandsliding. Stormflows, which have increased as the basin has been developed, have caused gullying, Iandsliding, and other damage along many steep slopes. These problems have also increased sedimentation downstream. Flooding has occurred in some places as both natural and artificial conveyance systems have become clogged with sediment. Worst-case examples of erosion were found at the Kent Highlands landfill, adjacent to King County's Grand View Park, where storm flows have caused erosion of the landfill material. Sediments and chemicals from decomposing trash have washed into the stream system. Flooding potential was found on Tributary 0068 at two locations. Fish habitat losses$ were significant in the northern portion of the basin, with one of the worst examples located on Tributary 0036. Recommended solutions in the Lower Green River Basin include 1) preventing further erosion and Iandsliding by using both natural and artificial retention/detention (R/D), prohibiting certain harmful development practices (such as routing storm flows over steep slopes), and revegetating streambanks; and 2) improving habitat in the basin by preventing the further deterioration of water quality, protecting riparian corridors,- and reestablishing streams and streambanks, where feasible. DI. INTRODUCTION: History and Goals of the Program In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins --Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and -to recommend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine geology, hydrology, and habitat conditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important element of surface water. management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage conditions in the County in order to transmit information to policymakers to aid them in developing more detailed regulatory measures and specific capital improvement plans. They P:LGR 1 • are not intended to ascribe in any conclusive manner the causes of drainage or erosion problems: instead. they are to he used as initial surveys from which choices for subsequent detailed engineering and other professional environmental analyses may be male. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as descriptive environmental narratives rather than as final engineering conclusions. Recommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case-by-case basis by County officials responsible for reviewing applications for permit approvals and for choosing among competing projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site-specific basis for any proposal. III. FINDENGS IN LOWER GREEN RIVER BASIN The field investigation in the Lower Green River Basin was conducted in February 1937 by Ray Heller, resource planner, Arny Stonkus, engineer; and Lee Benda, geologist. Their findings and recommendations are presented in the following discussion. A. Overview of the Basin P:LGR Geographic and land use features. The Lower Green River Basin is located in southern King County between the cities of Tukwila on the north and Auburn on the south. Parts of the cities of Tukwila, Kent, and Auburn lie within the basin, which is divided into two portions. The southern portion lies east of the Green River between the cities of Kent and Auburn; the northern portion lies west of the Green River between the Kent -Des Moines Road and State Road (SR) 513. The southern portion of the basin, which includes large residential and commercial areas within the city of Auburn, was not included in the study area. The areas that were studied --the unincorporated parts of this southern portion of the basin -- are primarily contained in the Soos Creek Community Planning Area. Single-family residential land use dominates in this area, although small farmsalso, occupy sizable acreages. The effects of future development may be dramatic, as some subcatchments are projected to expand in impervious surfaces to as much as five times their current levels. This development will be mainly single-family residential, interspersed with some multi -family units. The northern portion of the basin is dominated by the commercial areas of the South Center shopping mall, its surrounding commercial and light -industrial land uses, three major arterials (Interstates 5 [1-5) and 405 [1-405) and Pacific Highway south), and the shopping district north of Seattle -Tacoma (Sea -Tac) International Airport. Single-family residences greatly outnumber multi -family units in this portion of the basin, which is contained in the Highline and Green River Community Planning Areas. Future growth in this northern portion will consist of commercial and multi -family land uses, including the conversion of some areas presently zoned single-family to denser zoning classifications. Dominant geologic and geomorphic features. The composition of the geologic materials in the Lower Green River valley is dominated by glacial sediments. The glacial sediments include an extensive till laver that is located at the top of the valley scarp. Deposits of recessional outwash sand and other glacio-fluvial sands are locally interspersed on top of the till deposits and along the edges of the valley. The vane% bottom is made up of more recent alluvial sand and silt deposited be the Green and White Rivers before diversion of the White•into the Puyallup River in 1906. The wide floodplain through which the Green River used to meander (before it was diked) is composed of deep floodplain, channel. and lacustrine sediments up to 100 feet thick. There are a few outcrops of sedimentary and volcanic rocks of the Puget • Group in the basin. The morphology of the [.ower Green River basin is dominated by the valley that was formed by the Green and White Rivers prior to the most recent glacial advances. The east and west valley walls were cut by numerous minor tributaries originating in the uplands above the valley escarpment. These tributaries formed steep -sided valleys and alluvial -debris fans at the mouths of the basins. Along the tributaries, landslides and slumps play an active role in maintaining the steep, hummocky valley walls. Historically. the Green and White Rivers meandered through the extensive floodplain located between the valley walls. The White River was diverted south to the Puyallup River, the Green has been straightened, diked, and cleaned of organic and inorganic debris, such as trees and boulders. This essentially isolates the river from its natural floodplain and reduces its present role as a geomorphic agent along the valley floor and walls. The upland areas of the basin have a general morphology indicative of glacial abrasion, deposition, and more recent fluvial erosion caused by minor tributaries. Hydrologic and hydraulic features. The Lower Green River Basin is composed of numerous smaller subbasins which are significantly different from each other in their drainage characteristics. The subbasins are mostly urbanized in the northern and rural in the southern portions of the basin where flows enter the Green River via relatively natural stream channels. Alterations in natural stream corridors occur at or near either the Lower Green River itself or at I-5 culvert crossings. Whereas most subbasins studied exhibited serious effects from urbanization, many were in relatively good condition and/or might be potential sites for stream restoration projects. A number of wetlands in the southern section of the basin and a few small lakes scattered throughout the basin help to mitigate some of the effects of peak flows and excess volumes generated from urbanization. Tributaries flowing from the northern side of the basin into the Lower Green River are highly urbanized drainages which are in need of R/D facilities to reduce the present and anticipated runoff associated with expanses of impervious areas. The rural southern drainages are slated for the greatest increases in impervious surface due to proposed developments, and are in need of regional R/D/ facilities. Habitat characteristics. The habitat conditions in the streams of the Lower Green River Basin vary considerably. In the northern portion of the basin habitat has been almost completely destroyed; in the southern portion, there are reaches which have been damaged but might be restored to use by fish and other wildlife. At present, there are no tributaries in this basin which support anadromous fish. Commercial development in the northern portion of the basin has severely altered .streams and riparian corridors. The clearing and filling of land, construction of buildings, and roadways and piping and diking of streams have eliminated spawning gravel, and other natural features necessary for fish use. In addition, the extensive acres of impervious surfaces associated with intense commercial development have greatly increased the volumes and rates of storm runoff, thereby eroding and destroying" those P:LGR 3 • feu remaining natural reaches downstream in the northern portion. Complicating these conditions even further are the flap gates placed along the main stem of the Greven River at most points where tributaries enter; these structures would effectively prevent any fish from entering the streams. The southern portion of the basin experiences many of the same habitat problems as the northern portion, however to a lesser extent. This problems could worsen as residential development expands these next few years. Without specific efforts to protect the environment, habitat will be lost in the southern portion of the Lower Green River Basin, as it has been in the northern portion. B. Effects of Urbanization in the Basin As in many other rapidly growing basins in the County, the Lower Green River Basin suffers from increased rates and volumes of runoff generated by the impervious surfaces of roofs, roads, and parking lots. When this runoff flows into natural channels, it causes erosion, scour, and downstream sedimentation. Sedimentation fills spawning . gravels and pools, eliminates fish habitat; limits channel capacity, and creates the conditions for bank overtopping and flooding. Surface water originating on pavement incorporates greases, oils and other toxic hydrocarbons associated with urban areas. The stormwater that enters drainage ditches flows at an even faster rate than in natural channels, thereby magnifying the damage it can cause. The damages caused by increased runoff in urban areas such as the Lower Green River Basin might be less severe if wetlands, floodplains, and other natural features had been left intact to attenuate and filter the flows. These elements for the most part have disappeared with development. While development has been accompanied by the installation of artificial conveyance and R/D systems, these have often been undersized, poorly designed and installed, or otherwise inadequate to handle the cumulative effects of runoff from new development. For example, the lower portions of Tributaries 0061, 0068, and 0069 were found to contain particularly serious damage in the form of erosion, scour, sedimentation and the elimination of vegetation from streambanks and corridors. Flooding in these tributaries seems to have increased, in part, from the use of undersized drainage pipes. This problem is repeated along the lower reaches of Tributaries 0036A, 0036B, 0036C, and 0038, where flows have have been piped on their approach to 1-5 or the Lower Green River. Several extreme cases of erosion -incised channels, and landslides -- in part resulting from flows diverted from their natural drainage course and passing through King County Grandview Park -- were noted on the Kent Highlands landfill area. The destruction of pre-existing tightlined conveyance systems has caused surface water at this location to flow unchecked over the unconsolidated former gravel pit slopes and natural hillsiopes. Erosion in this case will also cause water quality deterioration, as toxicants from deteriorating garbage and sediments eventually enter the Lower Green River. C. Specific Problems Identified Problems -- both existing and anticipated -- in the Lower Green River Valley are clearly development -related. Earlier descriptions of the basin and the effects of urbanization pointed out these problems in a general way. Specific details of the most serious problems identified during reconnaissance are provided below. 1. Erosion is damaging both public and private property in the Lower Green River Basin. The majority of the erosion problems in the basin are P:LGR 4 • associated with the steep slopes within the small tributary valleys and along the major valley walls. a. Gully erosion is occurring adjacent to King County's Grandi.kv, Park. where the routing of concentrated storm flows over the steep hillslopes could cause even more serious mass -wasting. Such intense gullying is also occurring in the glacio-fluvial sand adjacent to the Kent Highlands landfill, a situation requiring immediate solution. b. Channel and bank erosion from high peak flows is occuring along many tributaries, particularly those with narrow, relatively steep sides. On Tributary 0016 (RM. 10) and Tributary 0069 (RM. 50) there are examples of this type of erosion. 2. Landsliding is both a present and future threat on steep valley walls. The removal of vegetation, as well as the routing of stormwater along steep slopes (see also 1.a. above), may result in landslides. Many of the valley walls show evidence of historic landslide activity, such as scarps, tilled blocks, chaotic terrain, and tilted trees. A portion of land along the valley wall in the landslide terrain has been put up for sale at S 3I2th St. and 104th Ave. SE. This area should be assessed for its stability prior to development and all regulatory safeguards (statutory and other regulations) should be used to prevent Iandsliding. 3. Sedimentation accompanies the kind of erosion processes discussed above. For instance sediment is filling the stream channel on Tributary 0068 at river miles .30 and .60. This is reducing channel capacity (increasing the possibility of flooding at these locations), as well as degrading fish habitat and water quality. Severe sedimentation in the lower portion of Tributary 0069, where a sediment fan presents a potential barrier to fish. 4. Fish habitat has been destroyed by urbanization throughout the basin, particularly in the northern portion. a. The elimination of habitat features from streambeds and riparian corridors has made most of the basin's tributaries unusable for fish. As discussed in III.A. above, stream channels have been severely altered in the Lower Green River Basin. As a result, large organic debris, pools. gravels, and other elements of godd instream habitat have disappeared. One of the worst cases was found on Tributary 0036, along the north side of SR 518 near 42nd Avenue S. a. Poor water quality is caused by three separate pmblems in this basin. First, streams are contaminated by the domestic garbage dumped directly into streambeds and ravines. Second, streams are being adversely affected by the accelerated erosion in the Kent Highlands landfill. Sediment from the landfill is being carried downstream, polluting water and eroding banks along the way. The latter is expected to continue and worsen, if not addressed. Third, greases, oils, and toxic hydro -carbons from highways, parking Tots, and commercial areas around South Center are degrading water quality. IV. RECOMMENDATIONS P: LG R The solutions proposed for this basin focus on eliminating damage to the natural drainage system, restoring natural drainage conditions where possible, and preventing further damage 5 P:LGR throughout the basin as the urbanization process continues. In most cases these solutions will require the cooperation of local government and other interested agencies. At the present time such arrangements already exist among the King County Surface Water Managment Division: the cities of Tukwila, Kent, and Auburn; and the Washington State Department of Transportation. The purpose of these arrangements is to identify and propose solutions to hydraulic and habitat problems in the basin and to develop cost-sharing agreements where capital improvements are required. These efforts should continue, and similar joint work should be undertaken among other interested agencies, as appropriate. A. Prevent further accelerated erosion and landsliding in the Lower Green River Basin, where possible. Erosion is the source of many other problems discussed in this and other basins reports. By reducing erosion and landslide problems, sedimentation will also be minimized in the both natural and artificial conveyance systems. When sedimentation is reduced flooding problems will be reduced throughout the basin. The steps toward erosion control are listed below. 1. Preserve wetlands for their R/D values, and for the valuable roles they play in enhancing water quality (through filtration) and providing fish and wildlife habitat. Natural R/D facilities, such as wetlands help to attenuate storm flows and prevent accelerated erosion in downstream areas susceptible to erosion damage. The southern portion of the basin contains several wetlands that serve as natural R/D areas. 2. Promote infiltration of excess surface water in upland areas where geologic analysis indicates it will not cause landsliding and other similar problems. Groundwater contaimination should also be considered in this analysis. 3. Preserve vegetation along steep slopes by establishing native growth protection easements, and appropriate building setbacks, and prohibiting vegetation removal. Protected vegetation should include trees as well as shrubs and groundcover. 4. Prohibit the concentration of sormflows over steep slopes. Require that stormflows be attenuated from above with adequate R/D, tightlined or diverted to stable channels. The drainage and erosion problem adjacent to King County's Grandview Park should receive immediate attention to alleviate the severe gully erosion that is presently occurring. 5. Prohibit construction along steep slopes identified as landslide hazard areas in the King County Sensitive Areas Map Folio (SAMF). In addition, strengthen the criteria used by Building and Land Development to review development proposals in landslide hazard areas below valley walls. More restrictive criteria will minimize the potential for property damage for property damage caused by erosion and landsliding in the basin. 6. Prevent instream and bank erosion caused by livestock by limiting their access to stream channels. This will preserve streambank vegetation and eliminate the trampling of banks (a direct source of sedimentation). This is particularly important along the Green River, where livestock are presently causing damage. 6 • P:LGR 7. Construct or upgrade R/D facilities to assure adequacy to contain both current and anticipated stormwater flows. a. Tributary channels currently experiencing channel and bank erosion (e.g.. 0061 and 0069) should be analyzed immediately for their R/ D needs. Future developments should be reviewed using criteria that require Ri D provisions to maintain stormwater runoff at the level necessary to prevcr.t adverse impacts such as erosion. b. Upgrade the existing earthern berm and R/D pond on Tributary 0036D at collection point 7 (47th Avenue S and S 173rd) and add energy dissipators for outflow from the pond. This will improve the overall function of the facility. 8. Replace undersized conveyance pipes, where necessary. Analyze the adequacy of pipes at key locations in all areas where development has occurred or is planned. Review natural capacities as part of this assessment for stormwater conveyance. B. Improve habitat in the Lower Green River Basin stream system where practicable. 1. Prevent the deterioration of water quality from the toxicants of road and parking lot runoff, from domestic trash (including erosion at the Kent Highlands landfill), and from sedimentation. - a. Construct an R/D facility on Tributary 0069 adjacent to Wetland 3226 to provide 3 acre-feet of storage. The facility will intercept drainage from roadside ditches on Southeast 312th Street and cleanse it by means of an oil/water separator. b. Increase enforecment of regulations against the dumping of domestic garbage into ravines and stream channels. Garbage not only degrades water quality as it deteriorates, but it creates fish blockages in tributaries (e.g.. Trib. 0069 at RM .65). c. See A.4. above, regarding the attenuation of stormflows near Kent Highlands landfill and Grandview Park. Preventing severe erosion at these locations will also decrease the washing of chemicals and sediments from the landfill (adjacent to the Grandview Park) into the stream system. 2. Protect against further destruction to channels and riparian corridors in order to preserve the essential features of fish habitat. a. See A.2., 3. and 6. above for recommendations related to the protection of these resources. b. Establish stream -corridor guidelines to prohibit clearing, filling and building within riparian corridors. All streams in the basin would benefit from these guidelines. 3. Reestablish stream and streamside habitat in the northern portion of the basin where these elements have already been severely altered. These restoration efforts should occur during development (or redevelopment) of a site. Opportunities for restoration presently exist on Tributaries 0036A, 0036B, 0036D, and 0038. 7 •5 •, s 4 3 Oiilliat! 3A,.'S.f1 Sta�� 3ti • •� --. .... J 'ter.••' ...; Il f ice✓"— Y ;. :�i ,c5.... s ..... T [• \�. 203 ST: .33:i Sr R ' =:sT 50 Sr IT i ' - s. i1 3 ( S it :,j„ 5T i r1 1 LOWER GREEN RIVER BASIN (North Section) Basin Boundary Subcatchment Boundary Collection Point Stream 0038 Tributary Number 03205 Proposed Project - • Ext.,\ t59 ea r July, 1907 • q. 25 5.5 \\ ..--- \• \;•-•-.7. .., •t, .......\\ r- e' s'••.-. ,.P .-- \ i EE .1 264 w \I — i .1N 7( cr . \•14, "-- , :: i ,......... sr.,..-1\).--ki‘ii -{.-- • ',N., • . .14: t iis -i - \ ;'.. < 1. SE ''..! Ns i `..... ..\ ?II\ 61122....P \ v: S 1,, i.13.21P LOWER GREEN RIVER BASIN (South Section) SE 2f. sr_ • '54 174 ,.• v • • %odjamte... *1 t, 6 • 1=a- Basin Boundary Subcatchment Boundary Collection Point Stream 0061 Tributary Number 03201 Proposed Project I) / e) A • c_.) --1 \-s•••-•-•'-'s•-•__‘.1-1 r _kw July. 1987 55 5, fj --j"-- . i L. : z t ithhin 4+42 • • ,p •t : • ! • ••• ; sr r›?, 4 z. NsPa ST Pit V.AVY , • I •• • -353. i;Rt.".1..•; KIN EFS LEt.l:: lawrgol se 52, .."2•47; .rs GPEEI; / \ ._. . 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I • ......... .. -.• : . \ 000 C ... bAs. s APPENDIX A ESTIMATED COSTS: PROPOSED CAPITAL IMPROVEMENT PROJECTS LOWER ORIiEN RIVER BASIN NOTE: Indicates project was identified by the Surface Water Management Division prior to reconnaissance. Project Collect. Number Point 3201* 18 Project Description Construct R/D facility with 3.0 acre -ft. of storage adjacent to upper end of Wetland 3226. Intcrceptthe roadside runoff on SL 312th so that it will be retained in the upper wetland. Further biological assessment is needed to assure this project does not decrease habitat values. 3204 15 Construct. R/D facility on Trib.0061 at RM 1.25 which would have a capacity of approx. 5.7 acre ft. 3205` Install a control structure and excavate two existing stream channels to provide 2.5 acre -ft. of storage ('Tib. 003611, 0036(:). P:1.61t.APA Problem Addressed Decreases potential downstream flooding and improves water quality. Lessen impact on downstream riparian habi- tat. Provides storage for runoff from future development. Eliminates channel scouring, road erosion and potential downstream flooding Estirnated Costs and Comments 899,000 (subject to right of way acquisitions). 8160,000 (dependent on Lind acquisitions). 885,000 (Dependent on right-of- way actluisituuns) • APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING LOWER GREEN RIVER BASIN A total of three sites had been proposed for Surface Water Management (SWM) projects prior to the field reconnaissance of the Lower Green River Basin. One project remains proposed as iden- tified. one project has been changed to an RID facility, one R/D facility has been added, and one proposed RID facility has been eliminated by the consensus of the field team because it is located in the wetland serving as the city of Kent's water supply. The previous SWM project list for the Lower Green River Basin had an estimated cost of 5700.000, compared to a revised figure of 3344,000 for the remaining three projects. The revised costs are a result of lower estimates for right-of-way acquisitions. These projects are listed in the table below, which summarizes the scores and costs of the proposed projects in the basin. These projects were rated according to criteria set forth by the SWM Program Citizen Advisory Committee. The first rating question, ELEMENT 1: "GO/NO GO," could, be answered affirmatively for the projects below. These projects can now be considered for merging into the "live" CIP list. Any projects scoring more than 100 points should be considered for incorporation into the six-year CIP plans. Project No. Score Rank No. Cost • 3201" 103 1 $ 99,000 3205* 73 85,000 3204 60 3 160.000 TOTAL $344,000 * Indicates project was identified by Surface Water Management prior to reconnaissance. P:CLGAPB/mlm B-1 • APPENDIX C DETAILED FINDINGS AND RECOMMENDATIONS LOWER GREEN RIVLR BASIN All items listed here are located on final display maps in the offices of Surface Water Management, Building and Land Development, and Basin Planning. & Collect. Existing Item* River Mile Point Category PrDp. Proj. Conditions and Problems 1 Section 15 12 Geology & 1 Iydrology 2 0001 RM .29-.30 16 Geology 3 0001 20 C;cology RM .31 4 0001 20 Geology RM 30.60 1'1.0Ai'C;/mini Runoff from Kent highlands landfill and sub -basin tributary to King County Grandview Park is causing extensive gullying and steep -walled valleys. Presents a potential hazard. Extensive sedimen- tation is resulting from erosion. Lower portion of channel is experiencing channel and bank erosion. A very large gully (small valley) is developing due to discharging con- centrated flow on steep slopes. Landslide area is posted for Sale. C-1 Anticipated Conditions and Problems Continued extensive erosion. Fill material will continue to scour away because of lack of compaction. Considerable volumes of fill (contributing to poor water quality) will still he conveyed. Uncontrolled runoff is the cause. Increasing erosion with in- creasing flows in the basin. Continued erosion; may be a public hazard due to 30' vertical walls. Possible hazards associated with development could occur. Recommendations Tightline runoff down to valley fluor in a safe, nonerosive manner. Plan and develop adequate regional R/D facilities in the basin. Determine whether existing facilities should be upgraded for greater control of flows and storage. 1'ightline drainage to Careen River. Perform critical predevrhopment review • Trib. Collect. Proposed Existing Item River Mile Point Category Project Conditions and Problems 5 0001 20 Geology RM 31.00 6 0036A RM .80 7 003613 8 003613 9 003613 10 003613 P:I .GAPE:/mim 9 1 Labitat 4 i lydrology 3205 4 Habitat 4 Ilydrology" 4 Geology Large gully (small valley) formed by development - related drainage. Wash water from Scgale truck center flowing under Prager Rd. contains oil film and quantities of algae. Backwater in channel appeared to be caused by defective riser control. Low -gradient stream chan- nels on Tribs. 003613 and 0036C. Floodplain approxi- mately 25' wide. Stream corridor and in - stream habitat both heavi- ly impacted by erosive storm flows, clearing, and sedimentation. Manhole inlet with trash rack -next to new extensive roadfill. Damaged inflow pipes into manhole control structure. Channel is experiencing channel and bank erosion. Cause is probably high flows. C-2 Anticipated Conditions and Problems Continued erosion. Same. If no upstream RID exists, then water may back up during storms. Riser replacement may eliminate this problem. Further deterioration of the stream system. Roadfill embankment will continue to erode. Erosion will continue. Recommendations ' 'ightiine drainage. Install and maintain a wastewater treatment facility before releasing water to ditch and ultimately the Cirecn River. Excavate and install control struc- ture for an R/D pond. 'i'his system needs R/D to lessen impacts on the system from urban runoff. -Locate control at intersection of Trios. 3613 and 36C. -Reduce existing storm flows. -Restrict future development to release runoff at nonerosive rates. -Requite setbacks from tops of ravines. -Repair and replace pipes in manhole structure. -Stabilize roadfitl. Build upstream R/i) f.ic'lity. • 'I'rib. & Collect. Proposed Existing Item River Mile Point Category project Conditions and Problems 11 00361) 7 Ilydrology 12 0061 14,15 1 labitat RM .00.1.40 13 0061 RM Geology 14 0061 14 I lyd rology RM .02 Pd.( iAPC/mtm R/D berm has collapsed. Severe instream erosion above and below the faci- lity. Sedimentation and erosion in lower reach by farm adjacent to the Green River. Middle reaches have nice pools and riffles. Four waterfalls up to 10' high keep this from being an itnadromous stream. Stream ravine is steep and mostly vege- tated. Best trout stream habitat in the basin. Bank erosion and sedimen- tation in channel located on private property at mouth of basin. Erosion is limited to this sec- tion. Cause of this ero- sion is not certain. Scouring, bank erosion, channel erosion, sediment build up in stream. 'I'hc channel capacity is too small for the flows pre- sently generated. C-3 Anticipated Conditions and Problems lnstream erosion will con- tinue. No energy dissipation from Drisco pipe above berm area. Sediment build up from erosion will migrate downstream. Future development could create up to four times the current amount of impervious surface. This could fill pools with sediment and destabilize the large organic debris in stream. Possibly continued erosion with increased development in the basin. Degradation of riparian corridor will continue. Erosion will continue. Recommendations -Stabilize and upgrade cart hen berm. -Provide energy dissipawrs for Drisc:o pipe outflo'A. -Establish a stream corridor pro- tecting the stream and adjacent ravine sideslopes from clearing. -Future development should release stormwatcr at nonerosive rates. -Develop adequate RID for the basin to prevent erosion. -Reestablish the channel floodplain at the mouth of the basin. Use onsite infiltration to the maxi- mum extent posiNr for nct‘• construction. Trib.Collect. Proposed Existing Item River Mile Point • Category ,Project Conditions and Problems • 15 0061. 15 RM 1.25 Ilydrology 3204 16 0061 14 hydrology RM 1.50 I7 0068 17 RM .25-.35 18 0068 17 RM .25 19 006$ 17 RM .30 P:1.GAPC/mlm 1 labitat !Hydrology habitat Stream segment meanders with little change in ele- vation. Erosion and down - cutting exist in lower segments of stream. Existing outlet of Wetland 3224. Floods over existing gravel road. This wetland is owned by the city of Kent as a water supply source (approx. 86 acres). Nice -looking stream with few pools. Good stream - side cover and instream stabil-ity. Lots of benthic organisms. No fish observed. Outfall has instream ero- sion taking place. Large fill of combustible and construction debris on left hank. milt is .unstable and sliding downhill toward stream. C-4 Anticipated Conditions and 'Problems No change in existing con- ditions. Impact on downstream areas will con- tinue. 1 ncrcased flows and flood frequency due to develop- ment. Use as a well field for water supply. Further instream instability from future development storm runoff; Probable vegetation clearing in stream corridor from development. Erosion of stream channel/ bank, if flows continue unchecked. health and water quality hazard. • Recommendations Construct an RID facility with 3.7 ac/ft. of storage to n1 tig.ite downstream problems. Develop. an interlocal agreement to examine the possibility of using part • of the wetland for a regional R/D facility. -Establish and enforce stream corri- dor guidelines. -E.uture development should release stormwaters at non-erosive rates. Subcatchment 17 should use onsite R/D and infiltration systems to the maxi- mum extent possible for control of peak flows. -BALD grading and filling section has been contacted. • -Stabilize and revegetate ::lope down • .10 stream. -Prohibit filling in stream ravine. • a & Collect. Proposed Existing Item River Mile Point Category Project Conditions and Problems 20 0068 17 RM .60 21 0069 18 RM .00-.90 22 0069 18 RM .10-.90 23 0069 18 RM .10 I':t.GAI'C/mlm I Iabitat Ilabitat Geology Geology Stream becomes eroded from road ditch flows above 108th Ave. SL:. Fill occurring adjacent to stream in SW corner of SC 299th St. and 108th Ave. SE. Minimal fish habitat potential in this stream. Access to stream is open to Green River, but stream is heavily impacted by runoff. This is causing sedimen- tation of the channel in lower portion, erosion and garbage in mid- section, and ditches by trailer park in upper section. High frequency of bank erosion, some small sireamside landslides associated with bank ero• - sion. Sedimentation resulting from channel and bank erosion described above. Sedimentation is occurring over a large arca and may threaten private property. C-5 Anticipated Conditions and Problems More erosion and possible flooding due to fill in the stream corridor. Subcatchment projected to quadruple in amount of impervious surface. The suhcatchment is pro- jected to expand in imper- vious surface five times that in 1985. Alt problems exhibited in 1987 will pro- bably get worse. As development increases in the basins, erosion will increase. Sedimentation will increase with continued development in the basin. Recommendations No obvious regional R/1.) sites, so onsite R/U wilt be (mut t in this subcatchmcnt. Release rates of stormwatcr should be at nonerosive levels. Assess the fish -habitat potential of this stream before doing any habitat projects. Reducing existing and future storm runoff will he key to maintenance of a good stream. Releasing storrnwater runoff at nonerosive rates would help accomplish this goal. Plan and develop adequate WO as population and development increase in the basin. Same as RM .10-00. Also construct sediment detention pond-. at the mouth of the stream. Trib. Collect. Proposed Existing Item River Mile Point Category Protect Conditions and Problems • 24 0069 18 RM .10 25 0069 18 RM .65 26 0069 13 RM .90-1.10 P;LEAP(/mlm 1 lydrology Habitat Ilydrology 3201 Undersized pipe for existing flows. Evidence of debris from backwater. Garbage pushed over ravine embankment is blocking stream. Presents fish blockage and is visually very unpleasant. Wetland 3226 is bissected by SE 312th St. Flows into the northern wetland are blocked due to non- functional culvert on opposite side of SE 312th. This has caused the asphalt road to begin to fail from saturation and standing water. Wetland 3226 contains a wide variety of trees. C-6 Anticipated Conditions and Problems Increase in flows from development in upper catch- ment. Instream erosion and . headwall erosion will result. Possible water quality problem and further fish blockage. 1'otential road failure of SL' 312th St. Continued impact on northern portion of Wetland 3226 if road- side ditch flow is not curtailed. Introduction of petroleum by-products into wetland system. Recommendations Increase the capacity of he existing pipe system. Consider project -to remove garbage to allow fish pas.sagc without further destabilization of the streamhed. -Construct an R/O facility on the southern portion of Wetland 3226. -Intercept the roadside flows on SL 312th to southern portion of Wetland) 3226. This will incorporate a major flow source of the region into an R;l) facility and mitigate a major impact on the northern section of wetland. -Perform a detailed wetland study to determine environmental impact. • • 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The total site area to be developed is approximately 2.78 acres, which consists of till pastureland soil and land cover at this time. The project site is fairly level in nature and will remain that way after being developed. The site drains under existing conditions to the north into the right-of-way of Minkler Boulevard where it is collected in a catch basin collection system and routed into a 66 -inch diameter storm drain on the north side of Minkler Boulevard coursing in an easterly direction. The site is fairly irregular in shape since both the east and west property lines of the site are large diameter curves; however, the north and south property lines are straight as the site is bound on the north by Minkler Boulevard and on the south by Upland Drive. B. Developed Site Hydrology Under developed conditions, the site will utilize Level 1 Flow Control as adopted by the City of Tukwila, delineated further in the 2009 KCSWDM utilizing KCRTS methodology. Under developed conditions, the site is assumed to be 80 percent impervious totaling 2.22 acres with 0.56 acre of landscape area, considered to be till grass. The proposed location for the detention and water quality vault will be in the southwest corner of the project site ultimately discharging to the conveyance system located on the north side of Upland Drive. C. Performance Standards The area -specific flow control standard, as determined from the City of Tukwila's requirements, is to utilize Level 1 Flow Control as delineated in the 2009 KCSWDM. The conveyance system capacity standard is to utilize the Modified Rational Method as delineated further in the previously mentioned manual. The Water Quality Treatment Menu followed for this project site was the Basic Water Quality Manu as dictated by the City of Tukwila. Additional water quality is being applied to runoff from this project site in the City of Tukwila's P17 Pond located east of the project site, which has its own dead storage for settling out sediments and, since it is a pond, it does provide some aerobic treatment capacity as well. Runoff should be fairly clean prior to being discharged in the ultimate downstream drainage course of the site which is the Green River. D. Flow Control System Please refer to the illustrative sketch on the following pages of this report for the flow control system utilized for this project site. E. Water Quality System Please refer to the illustrative sketch on the following pages of this report that delineates the water quality feature proposed for this development, which is a modular wetland system. 15425.002.doc DETENTION SIZING CRITERIA • DETENTION SIZING CRITERIA Total Site Area = 2.78 ac. Pre -Developed 2.78 ac. till pasture Developed 80 percent impervious = 2.22 ac. 20 percent till grass = 0.56 ac. Total 2.78 ac. • 12961.005.doc • • • KCRTS Command Ori c CREATE a new Time Series Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 12961pre.tsf Regional Scale Factor: 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTP60R.rnf Till Pasture 2.78 acres Total Area : 2.78 acres Peak Discharge: 0.336 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:12961pre.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:12961pre.tsf Flow Frequency Analysis Time Series File:12961pre.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:12961pre.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 12961dev 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 Till Grass 0.56 acres Loading Time Series File:C:\KC_SWDM\KC DATA\STEI60R.rnf Impervious 2.22 acres IT 1 • • • Total Area : 2.78 acres Peak Discharge: 1.17 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:12961dev.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:12961dev.tsf Flow Frequency Analysis Time Series File:12961dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:12961dev.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command Size a Retention/Detention FACILITY Edit Facility Loading Time Series File:12961dev.tsf Time Series Found in Memory:12961dev.tsf Saving Retention/Detention Facility File: 12961convey.rdf Starting Documentation File:C:\kc_swdm\kc_data\example\kcbw\12961convey.doc Time Series Found in Memory:12961dev.tsf Edit Complete Retention/Detention Facility Design Saving Retention/Detention Facility File:12961convey.rdf Starting Documentation File:C:\kc_swdm\kc_data\example\kcbw\12961convey.doc Time Series Found in Memory:12961dev.tsf Retention/Detention Facility Design Route Time Series through Facility Time Series Found in Memory:12961dev.tsf Reservoir Routing [R/D Facility] Inflow/Outflow Analysis • • • Flow Frequency Analysis Time Series File:12961rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.367 2 2/09/01 16:00 0.859 5.46 1 100.00 0.990 0.081 7 12/28/01 17:00 0.367 5.36 2 25.00 0.960 0.151 5 2/28/03 7:00 0.176 5.18 3 10.00 0.900 0.075 8 8/26/04 6:00 0.163 4.75 4 5.00 0.800 0.099 6 1/05/05 15:00 0.151 4.36 5 3.00 0.667 0.163 4 1/18/06 22:00 0.099 3.33 6 2.00 0.500 0.176 3 11/24/06 7:00 0.081 2.21 7 1.30 0.231 0.859 1 1/09/08 9:00 0.075 1.94 8 1.10 0.091 Computed Peaks 0.695 5.44 50.00 0.980 • • Flow Frequency Analysis Time Series File:12961pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.196 2 2/09/01 18:00 0.073 7 1/05/02 16:00 0.179 3 2/28/03 3:00 0.019 8 3/24/04 19:00 0.100 6 1/05/05 8:00 0.167 4 1/18/06 16:00 0.161 5 11/24/06 4:00 0.336 1 1/09/08 6:00 Computed Peaks Flow Frequency Analysis Peaks - - Rank Return Prob (CFS) Period 0.336 1 100.00 0.196 2 25.00 0.179 3 10.00 0.167 4 5.00 0.161 5 3.00 0.100 6 2.00 0.073 7 1.30 0.019 8 1.10 0.289 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 • • • Flow Frequency Analysis Time Series File:12961dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.588 0.500 0.705 0.564 0.673 0.627 0.820 1.17 Computed Peaks 6 2/09/01 2:00 8 1/05/02 16:00 3 12/08/02 18:00 7 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 Flow Frequency Analysis - - Peaks - - Rank Return (CFS) Period 1.17 1 100.00 0.820 2 25.00 0.705 3 10.00 0.673 4 5.00 0.627 5 3.00 0.588 6 2.00 0.564 7 1.30 0.500 8 1.10 1.05 50.00 Prob 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980, • Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 112.00 ft Facility Width: 40.00 ft Facility Area: 4480. sq. ft Effective Storage Depth: 5.30 ft Stage 0 Elevation: 14.70 ft Storage Volume: 23744. cu. ft Riser Head: 5.30 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft)- (in) (CFS) (in) 1 0.00 1.41 0.125 2 3.50 1.22 0.054 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) ' (ft) (cu ft) (ac -ft) (cfs) (cfs) 0.00 14.70 0. 0.000 0.000 0.00 0.01 14.71 45. 0.001 0.007 0.00 0.03 14.73 134. 0.003 0.009 0.00 0.04 14.74 179. 0.004 0.011 0.00 '0.06 14.76 269. 0.006 0.013. 0.00 0.07 14.77 314. 0.007 0.015 0.00 0.09 14.79 403. 0.009 0.016 0.00 0.10 14.80 448. 0.010 0.017 0.00 0.12 14.82 538. 0.012 0.019 0.00 0.22 14.92 986. 0.023 0.025 0.00 0.32 15.02 1434. 0.033 0.031 0.00 0.42 15.12 1882. 0.043 0.035 0.00 0.52 15.22 2330. 0.053 0.039 0.00 0.62 15.32 2778. 0.064 0.043 0.00 0.72 15.42 3226. 0.074 0.046 -0.00 0.82 15.52 3674. 0.084 0.049 0.00 0.92 15.62 4122. 0.095 0.052 0.00 1.02 15.72 4570. 0.105 0.055 0.00 1.12 15.82 5018. 0.115 0.057 0.00 1.22 15.92 5466. 0.125 0.060 0.00 1.32 16.02 5914. 0.136 0.062 0.00 1.42 16.12 6362. 0.146 0.065 0.00 1.52 16.22 6810. 0.156 0.067 0.00 1.62 16.32 7258. 0.167 0.069 0.00 1.72 16.42 7706. 0.177 0.071 0.00 1.82 16.52 8154. 0.187 0.073 0.00 1.92 16.62 8602. 0.197 0.075 0.00 2.02 16.72 9050. 0.208 0.077 0.00 2.12 16.82 9498. 0.218 0.079 0.00 • 2.22 16.92 9946. 0.228 0.081 0.00 2.32 17.02 10394. 0.239 0.083 0.00 2.42 17.12 10842. 0.249 0.084 0.00 2.52 17.22 11290. 0.259 0.086 0.00 2.62 17.32 11738. 0.269 0.088 0.00 2.72 17.42 12186. 0.280 0.089 0.00 2.82 17.52 12634. 0.290 0.091 0.00 2.92 17.62 13082. 0.300 0.093 0.00 3.02 17.72 13530. 0.311 0.094 0.00 3.12 17.82 13978. 0.321 0.096 0.00 3.22 17.92 14426. 0.331 0.097 0.00 3.32 18.02 14874. 0.341 0.099 0.00 3.42 18.12 15322. 0.352 0.100 0.00 3.50 18.20 15680. 0.360 0.102 0.00 3.51 18.21 15725. 0.361 0.102 0.00 3.53 18.23 15814. 0.363 0.103 0.00 3.54 18.24 15859. 0.364 0.105 0.00 3.55 18.25 15904. 0.365 0.107 0.00 3.56 18.26 15949. 0.366 0.110 0.00 3.58 18.28 16038. 0.368 0.114 0.00 3.59 18.29 16083. 0.369 0.115 0.00 3.60 18.30 16128. 0.370 0.116 0.00 3.61 18.31 16173. 0.371 0.117 0.00 3.71 18.41 16621. 0.382 0.123 0.00 3.81 18.51 17069. 0.392 0.129 0.00 3.91 18.61 17517. 0.402 0.133 0.00 4.01 18.71 17965. 0.412 0.138 0.00 4.11 18.81 18413. 0.423 0.142 0.00 4.21 18.91 18861. 0.433 0.146 0.00 4.31 19.01 19309. 0.443 0.149 0.00 4.41 19.11 19757. 0.454 0.153 0.00 4.51 19.21 20205. 0.464 0.156 0.00 4.61 19.31 20653. 0.474 0.159 0.00 4.71 19.41 21101. 0.484 0.162 0.00 4.81 19.51 21549. 0.495 0.165 0.00 4.91 19.61 21997. 0.505 0.168 0.00 5.01 19.71 22445. 0.515 0.171 0.00 5.11 19.81 22893. 0.526 0.174 0.00 5.21 19.91 23341. 0.536 0.177 0.00 5.30 20.00 23744. 0.545 0.179 0.00 5.40 20.10 24192. 0.555 0.490 0.00 5.50 20.20 24640. 0.566 1.060 0.00 5.60 20.30 25088. 0.576 1.790 0.00 5.70 20.40 25536. 0.586 2.580. 0.00 5.80 20.50 25984. 0.597 2.870 0.00 5.90 20.60 26432. 0.607 3.120 0.00 6.00 20.70 26880. 0.617 3.360 0.00 6.10 20.80 27328. 0.627 3.580 0.00 6.20 20.90 27776. 0.638 3.790 0.00 6.30 21.00 28224. 0.648 3.990 0.00 6.40 21.10 28672. 0.658 4.170 0.00 6.50 21.20 29120. 0.669 4.350 0.00 6.60 21.30 29568. 0.679 4.520 0.00 6.70 21.40 30016. 0.689 4.690 0.00 • • 6.80 6.90 7.00 7.10 7.20 7.30 21.50 21.60 21.70 21.80 21.90 22.00 Hyd Inflow Outflow Target Calc 1 1.17 ******* 0.86 2 0.59 ******* 0.37 3 0.60 0.18 0.18 4 0.63 ******* 0.16 5 0.70 ******* 0.15 6 0.38 0.10 0.10 7 0.50 ******* 0.08 8 0.56 ******* 0.08 30464. 30912. 31360. 31808. 32256. 32704. 0.699 4.850 0.710 5.000 0.720 5.150 0.730 5.300 0.740 5.440 0.751 5.570 Peak Stage Elev 5.46 5.36 5.18 4.75 4.36 3.33 2.21 1.94 20.16 20.06 19.88 19.45 19.06 18..03 16.91 16.64 Route Time Series through Facility Inflow Time Series File:12961dev.tsf Outflow Time Series File:12961rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.17 CFS at Peak Outflow Discharge: 0.859 CFS at Peak Reservoir Stage: 5.46 Ft Peak Reservoir Elev: 20.16 Ft Peak Reservoir Storage: 24483. Cu -Ft 0.562 Ac -Ft Flow Frequency Analysis Time Series File:12961rdout.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.367 0.081 0.151 0.075 0.099 0.163 0.176 0.859 Computed Peak Flow Rates --- Rank Time of Peak Peaks 2 2/09/01 7 12/28/01 5 2/28/03 8 8/26/04 6 1/05/05 4 1/18/06 3 11/24/06 1 1/09/08 16:00 17:00 7:00 6:00 15:00 22:00 7:00 9:00 Storage (Cu -Ft) 24483. 24014. 23206. 21287. 19520. 14911. 9915. 8670. 0.00 0.00 0.00 0.00 0.00 0.00 (Ac -Ft) 0.562 0.551 0.533 0.489 0.448 0.342 0.228 0.199 6:00 on Jan 9 in Year 8 9:00 on Jan 9 in Year 8 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.859 5.46 1 100.00 0.990 0.367 5.36 2 25.00 0.960 0.176 5.18 3 10.00 0.900 0.163 4.75 4 5.00 0.800 0.151 4.36 5 3.00 0.667 0.099 3.33 6 2.00 0.500 0.081 2.21 7 1.30 0.231 0.075 1.94 8 1.10 0.091 0.695 5.44 50.00- 0.980 • GRADING PLAN • • -1+59 15 30 80 SCALE, ammo 'aMs I („to• TEL NH -1+00 ' 4 FOUND • 4' CONMONSSE BROKEN OFF. ., E. 'X' k' IN TOP OF STEM C840 TYPE 1 w/ STANDARD ORATE M = .00 IE = 17.92 (12' NE) 1E= 17.92 (12'SE) 122'132' WET/DETENTION VAULT MA11. WS. 61=21.0 S1A11C W.S. EL -14.7 BOTTOM VAULT EL=14.0 AREA DRAIN SEE SANITARY SEWER PLAN AND ARCHITECTURAL PLAN N 01'49'28' E 11.92 WATER VALVE -1 DRIVEWAY DRIVEWAY CATCH BASIN r8M-21 60 IE 12' CNC 5-1575 TY�1'C YI=15-91 0149=1820_ - GRADING AND STORM DRAINAGE PLAN A PORTION OF THE SW 1/4 OF THE SE 1/4 OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TEL VAULT SSW RW -22.01 IE 8' CONS E=5.91 -E 1'009 -105.98 -tE 8t1BNN0-14.6.64. J800 EX IYJQ CC CATCH BASIN ROA -21.82 IE 12' CNC N=17.20 DL SSI0 019421 82 IE 8' CONC-11.07 E 18' CONC 0.527 1E 18' CON5 5=517 CC CATCH BISIN RIM -21.32 E 12' PVL 9-17.12 E 12' CNC 5.17.14 EX. CATCH BASIN 914-20.59 IE 12' PVC N=16.54 IE 4' PVL N-18.76 IE 12' CNC. S-16.39 EC 55MN 6a-20.81 IE 18' CON0 5-4.13 E 18' CON5 W=4.21 JBOX TIM NArnr ucHT IW►.41 Elf. 5 i 9444.29.64 IE 18')CNC SE -3.79 IE 18' CLIC W=4.04 EX. 5�Il..TCN BASIN RIR -37 IE 122 PVL N-15.27 E 12- CNC 5E.152 IE PVC N.18.92 U8H1-JB09- 0600 uGHT JBOX TEL V*0L1- f BOX y � mgr DOUBLE 1ELL. PNMT STRIPE SIGNAL JBOX I�i�i�l�l�l�l��l�l�l_i_I=1=1=1_I�lii�l �.d�i�T�I�I�i�I.�I�I�I�I� Ii��iRl�' IX. ROAD ' • "2'� MI - CB N 0704'58' SIDE CtrRa E 12' CNC N=16 78 TYPE t w BfANDAFD CRATE sos' a ` / �1� �1�11 � � � � 'I 0' N 875502' W 324.37 -� _ SIGNAL JBOX IE = 18.82 (8' E] -C 1 -)_ slcunL Jeox • IE = 18.82 (12' SW) �r �. - _ ?� s: s7oa'se� .� / II..•°%• s 228 ' Re Nay - _ EASEMENT `/r 22 - -`•� ! ' 1 s• _,I • d\ - � ... _ ,, me. L �s --�-,�.-�--T�NONuuENi '. . ' _..:- � . � ! i % �, i5 CBE TYYPE1 W MAIDAN)ORATE M = 2.0 IE = 18.50 (12' NE) IE = 18.50 (12' SW) / 30' RAILROAD PER PLAT REC 90.770722077 7 C2. 6' P9L ROOF DRAIN � r. COLLECTION PIPE O - 457- 1.0X B' PVC CONDENSA 4' COLLECTION R.. -. j�-44:• S II fr PVC ROOF DRAT. `--L 4 COLLECC11ON TION PPE 0 t,Ox 8' PVC CONDENSATE COLLECRON PIPE 0 1.01 04 RAILROAD 80'4 EASEMENT REC, Na 784270035 EC 10• OJ. ` ® L•••® ®�®b i ®�NI ��WIIf'%/�' f yA iYidE-" . -i- W4 11 i COMM a' NL 11 Ex.- .._.-1L`..=--1....-...''..... ...__:~, C' DRNEWA CURB EW 4' PLANTER .iX STD. • Ex EW 4 hL TER 510 (` , 5'�• W .RIM -21.15 LUYBMJREn I E-139 !6'[MP W) .:99.40' :��/'R•'C/DI/R'9P�O!•C�r DRA VA EX. s'PVC SS 0846 RIM = IE = 17.87 (12'5) IE= 17.87 (12 W) 26 IE 12' SD 0 0.00% C8 eta TYPE 2.64' CCRRDL OTR CD E PER DECAL ON SIR. CS RIM = 22.30 IE= 14.70 (12' W) IE = 14.70 (12' 5) E4.13 E-14.58(21'cMP N) E.1419(30'CIIP S) REMOVE 21' CMP N AND CONNECT NEW 12'. GROUT NEW ANNULAR OPENING. ORNEYAY IE -14.45 CURB A. 2. 5642 TYRE 1W STANDARD ORATE IE = 18.73 (8' NE) IE = 18.73 (12' 5W) C843 TYPE 18/ BTAM M CRATE 191 = 22.00 IE = 18.44 (12' NE) IE = 18.44 (12' 5) CB14 TYPE 1W BTAFDAID CRATE 00 5141TCN IE = 18.16 (12' N) IE_18.16 (12' W) FOIE HY0. -W 15' MUT( EASEMENT PER PLAT =450.98' 1=6.75' CATCH BASIN RIM -20 00 X1751'29 DRIVEWAY 4+00 413.56' N 0139'57' E 23.25' IX. SSM 919-21.85 15 12' CMP (.1750 E -12.10(811V5 N) LARGE PPE RUNS N 64 5 E-12.10(8'0 W/E) UNKNOWN E 417 IS:C LAN VElLAFD PER DETAIL SHEET INSTALLED IN LANDSCAPE PLANTER. 1091=2260 I5=14.70 (12' IN N) E-14.45 (12' OUT S) DRIVEWAY Ex. 8'PVC SS 30' RAILROAD R/W EASEMENT PER PUT k RECN0.7707220771 CB 11 TYPE 1 W/ 8TAADAFD ORATE = 22.00 IE = 19.33 (8' SW) 5+00 6' CNP NE=19.63 EC CATCH 6A5OY 9191.20.97 15 12' CNC N=16.60 E 12' CNC W=16.60 SIGNAL 1904 I\ -SIGNAL JBOX EC CATCH BASIN RIKA=20.69 IE 12 CNC NW 17.67 1HE6E PLANS ME CREATED BASED ON A YHRIICAL DATUM OF NOIR 28. TO CONV891159 NAVDBB 714E CONIERSAON 8 NAD 21 + 3.63' - NOD 86 7+00 I 34.1 FOUND MON. IN CASE he 0 COco cr aQ J M Y = a p O Y m w U J Y Z_ fit 00 Z u_ 44)) N N cs1 CO a'O N EN < I 191 N CV N 0, CO 00 1- J u) 039 aiv 0 '0. S'4• C • FLOW CONTROL AND WATER QUALITY FACILITY PLAN • • • • 122' WET/DETENTION VAULT PLAN AND SECTIONS B 12' VE411L005 . ,P,IPE .TYPICAL 4 PLACES 14.0- 26 24 22 20 18 16 14 12 . 10 140 //i 5'210' GRATED ACCESS TYPICAL 24' DIAMETER MANHOLE: ACCESS 24' DIAMETER MANHOLE ACCESS Tao A 6' WIDE OPEN9IG IN WALL 12' OWJETER VP .. PIP16E1 TYPICAL 5',10' GRATED ACCESS OPENING B 4— WET / DETENTION VAULT PLAN SCALE 1'-10' APPROXIMATE FINISH GRADE OVER VAULT 72. AWL WATER SURFACE EL=21.0 - POLYPROPYLENE LILY PER DE1A11 DS -10C, ...TYPICAL 5.. PLACES. 12' IN IE=170 V STATIC WATER SURFACE n=14.70 BOTTOM OF VAULT • SECTION A -A .. SCALE: ..1..=.10• IHORIZ.). 1.7=Z .(VERT,). .. . .... .... .. . ........ CONTRACTOR SMALL COORDINATE WITH GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER ON INSTALLATION, DEPTH AND TYPE OF BASE MATERIAL BELOW THE DETENTION VAULT. COORDINATE WITH GEOTECHNICAL ENGINEER ALSO ON USE OF PERIMETER DRAIN, MIRA DRAIN, ETC. EL=14.0 TO If weicAs/ccadottrr was Niters? istrow ACCESS DETAIL HEM 1. RUBBER GASKET 6 GROUT AT ALL JOINTS. 2. REFER TO OS -10C FOR STEP DETAIL CATCH DETAIL IPECISI City of Tukwila MANHOLE ACCESS AND 001C11 veer 03.106 emu= sr 0303 Arnvr=. B. SHELTON 26 : 14-114 1 LANE P•13935 OR APPROVED EQUAL CUT OOT tor To eau. City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP veer 0S•10C swam et 011.03 i AI..sA,AL B. SHELTON 12 10 SECTION B—B SCALE:. r=.10..:iHORIZ,),1 2 OIRT.). . . THESE PLANS ARE CREATED BASED ON A VERTICAL DATUM OF NGVD 29. TO CONVERT TO NAVD88 THE CONVERSION IS NGVD 29 t 3.53' NAVD 88. • 26 24 S A IN :,L UN SS. 2 •.T SA PROVED BY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM=22.30 LIFTING ROD 22. OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARARON EL=21.0 PIP 20 12' RISER POLYPROPYLENE STEPS PER DETAIL DS -10C AND DS -10B CLEANOUT GATE 18 A) SHEAR GATE, IRON .... BODY BRONZE MTD. OLYMPIC FDY. STD. OR B) LIFT GATE C/C IELG, 16 CULVERT INC. C) OTHER DEVICE APPROVED BY ENGINEER =18.20 NOTES: 1) PIPE SIZES & SLOPES, SEE PLANS. 2) OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL- VANIZED OR ALUMINIZED TYPE It, 8) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT 1. 4) FRAME & LADDER OR SILYS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. 8) CUMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE II CATCH 8/SIN MINIMUM. 14 INVERT EL -14.70 4' ELBOW AND RESTRICTOR PLATE W/ ORIFICE. DIAMETER -1-1/4' PIP RESTRICTOR PLATE/ - - W/ DRILLED ORIFICE- 12 RIFICE12 DIAMETER=1-3/8' .. 10 12' 54' oZ Rd VERT EL=14.10 TYPE 11-54' FLOW CONTROL MANHOLE, CB#10 NOT TO SCALE 6 8 0. Y Q a. <0 > O w W� y z W Q 0 cc r^ 0_ rE c8Q w Q Y p �0 m 14 CC w V J z U Y S 5 • • • hi 11 II, p"ril ma iiiiivroiltr gi Itf 1s $o i iiiiiii " a. :�� 11 QI1IJP te 14 gs 111 1 ;;'� i$ iliiIIIIIIIII1U a Eil 1 lir I Vo fillthlis i 1 l' f I N sit 1111 cY Ili li igrilpi p i flliggptil Si $ 6 lil it a��� aif 1 ir if \., , 1 Joil livi guy •piy i.z.,„ 411144o 41. X 11 91111 =:itiw � � g4? g i1aPi il 7 i 1 88 c.11 11 R a . s R 9 61 . s a al sued 65 . e : si 11111111 a 6 r 6 85 el i 6 b- as 9s 16 CC86 99 88 Ba 89 6699 1181 a 81 8s C• 88 89 CC 81 88 i1 Cal8 a o 8 88 s a 9l s 8 95 ■ a 89 i 1 1 • II 1 !' b if ti 311 1411 rig 14410 II P J 1 I6� r[pwrigi Cillpippd t@1?181 ~ :S310N N011V77V'SNl 3 v ips 111 i5 ti 6' t-. A PO &i —41 j woo., W Av $ lip klAR ti 1, 0 111 ry y � "'aa a !v O A 4 ti • z E 1 1 1 z m z x 3 /26/1 Y 9S 2 7/19/13 !MY JJ 1 /06/1 907 AS No. Dab By 0,9. AS AS AS ADP, REVISED PER CRY REVIEW REVISED PER CRY REVIEW PERMIT SET CONSTRUCTION NOTES AND DETAILS Revision Job Number 15425 Sheet C7 10 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CML ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 0segned _S_ Dmvn _MDC Clucked _AS_ APPS—AS.- Dob 1/26/13 Scab: Horizontal N/A Vertical N/A TUKWILA HOME2 SLATES MINKLER BLVD. AT ANDOVER PARK CITY OF TUKWILA, WA CONSTRUCTION NOTES AND DETAILS 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system for this project site is sized based on the 1998 KCSWDM such that, since this site is less than 10 acres in size, the Modified Rational Method is the required means of providing conveyance capacities for the on-site conveyance system. A 100 -year precipitation rate of 3.95 inches with an initial time of concentration of 6.3 minutes, and a Manning's "n" value of 0.014 were all utilized to create a very conservative pipe conveyance design, and all pipes conveyed the flows draining to them without surcharging or overtopping any manholes during the 100 -year storm event. Please refer to the pipe sizing calculations and pipe sizing basin map on the following pages of this report. 12961.005.doc • PIPE CONVEYANCE CALCULATIONS • • JOB NAME: HOME2 SUITES JOB# 15425 FILE NO.: 15425-100.XLS A= Contributing Area (Ac) C= Runoff Coefficient Tc= Time of Concentration (min) 1= Intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 100 YEAR STORM NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS C= 0.9 n= 0.014 d= 12 Tc= 6.3 Qd= Design Flow (cfs) Qf= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) FROM TO A $ L d Tc n C CB1 CB2 0.12 0 50 120 CB2 CB3 0.13 0.30 96 CB3 CB4 0.21 0 30 93 CB4 CB5 012 0.30 95 CB5 VAULT 0.30 22.51 23 CB6 CB7 0 14 0 50 101 ROOF1 CB7 022 100 44 CB7 CB8 018 0.30 107 ROOF3 CB8 0.04 100 30 CB8 CB9 0.17 0.40 145 ROOF2 C89 0.20 1.00 28 CB9 VAULT 0 32 6 87 76 COEFFICIENTS FOR THE RATIONAL METHOD "Ir -EQUATION SUM A STORM Ar Br 2YR 1.58 0.58 10YR 2.44 0.64 25YR 2.66 0.65 50YR 2.75 0.65 100YR 2.61 0.63 AT PRECIP= 3.95 Ar= 2.61 Br= 0.63 SUM AT I Qd Qf Qd/Qf Did D Vf Vd 8 6.3 0.014 0.9 12 7.2 0.014 0 9 12 8.0 0.014 0 9 12 8.6 0.014 0 9 12 9.2 0.014 0 9 8 6 3 0.014 0 9 8 6 3 0.014 0.9 12 7 0 0.014 0.9 6 6 3 0.014 0 9 12 7 7 , 0.014 0.9 8 6 3 0.014 0.9 12 6.3 0.014 0.9 0.12 0.25 0.46 0.58 0.88 0.14 0.22 0.18 0.04 0.17 0.2 0.32 0 11 0 12 0 19 0 11 0 27 0.13 0 20 0 16 0 04 0 15 0.18 029 0.11 0.23 041 0.52 079 3.23 2.97 2.79 2.66 2.55 0.35 0.67 1.16 1.39 2.02 0.79 1 81 1.81 1 81 15.69 0.440 0.369 0.638 0.767 0.129 Tt 0.466 0.419 0.587 0.655 0.243 3 73 5 03 7 04 786 291 2.27 2.31 2.31 2.31 19.99 2.22 2 13 2.45 2 55 13.61 0 13 3.23 0.41 0 79 0.514 0.508 4.06 2.27 2 29 0 20 3.23 0.64 1 12 0.571 0.540 4.32 3.22 3 31 0 49 3.02 1.47 1 81 0.809 0.682 8.19 2.31 2 57 0.04 3.23 0.12 0 52 0.223 0.319 1.91 2.65 2.13 0.68 2.84 1.92 2.09 0.917 0.748 8.98 2.67 3.01 0.18 3.23 0.58 1.12 0.519 0.511 4.09 3.22 3.25 0.29 3.23 0.93 8.67 0.107 0.222 2.67 11.05 7.16 Page 1 0.90 0 75 0 63 0 62 0 03 0 73 0 22 0 70 0 23 080 014 0 18 • • PIPE CONVEYANCE BASIN MAP • -1+59 15 30 60 EICALE•918/21P0 +.._`4 TEL MH -1+00 -FOUND 4'. GONG. MON., BRASSIE 0 E BROK6 EN DHF. '('NTOP OF STEM 0860 TYPE 1W/ STAcDARD ORATE ..0 IE = 17.92 (12' NE) IE = 17.92 (12' SE) 122'832' WET/DETENTION VAULT MAX WS. EL=21.0 STATIC WS. EL=14.7 BOTTOM VAULT E1=14.0 AREA DRAIN SEE SANITARY SEWER PUN AND ARCHITECTURAL PIAN N 01'49'28' E 11.92' WATER VALVE-. • DRIVEWAY �0RNEWAY s51 EX. 10\ DJ. CATCH BASIN 019.21.60 1E 12' CNC 5.15 75 l0-PVC+1.15-7} 8= IA 4V.3&20 - GRADING AND STORM DRAINAGE PLAN A PORTION OF THE SW 1/4 OF THE SE 1/4 OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TEL VAULT SSMH 018.22.01 IE 8' CONC E-5.91 IE g-CONCW.Y98' - 1E 10 -L�NFN.8.04 HT .7000 EX-LJG10 UGH1 JBOX TFI NAULi 73 CATCH BASIN 699.21.82 10 12' CNC N..17.20 IX SSIAH RW -21.82 IE 8' CONC-11.07 IE 18' CONC 9.5 27 IE 18' CONC 0.517 EX CATCH BASIN 819.21.32 IE 12' PIC 6.17.12 IE 12' CNC 0.17.14 666T LIGHT JBOX TEL VAULT IX CATCH BASIN RN -20.59 W 12' PJC 6.16.54 IE 4' PJC N-18.78 IE 12' CNC. 5.16.39 EX 55944 015.20,81 IE 18' CONC (.4.13 IE 18' CONC W.4.21 0001 IX 5556 RW- .64 IE 18' 04C SE -3.79 IE 18' CNC W.4.04 EK.TCH BASIN RIM .37 10 1 ' PVC 6.15.27 IE 12' CNC 5E4.15.2 IE • PJC N.1&92 SIGNAL JBOX I�i�i�;_�I�'�I�f_i_I IX. RatRao uNE ��--yermaRINo-wWEU. Ex.-RrA- _i,_i_I_� ROM TRMK RIGHT TURN FX ROM �� w i \\ CA1CN 80.56 _I_I_���,_�I���- RRR'""`" RW-2zos �i�if971�1�1_ 1�li�iGiZ��3. i�I�i�1�111�1�;� �I��t�. ff 12' INC N.16 26 N 0204'56' E 1.11111:- 18.82 �1 I TYFE 1 W 6TANDAFD ORATE 6.05' wow �' IE - 18.82 (8" E) N 8T55'02" W 324.3 _ _ �,SIGNAL JBOX IE = 18.82 (12" SW) 6.05' 8 �1 • 9GNAI. J908 Ex. CATCH BASIN 2281 • RECNO. 69.-20.97 1� J<7' RA6ROM SK.1UL JBOX R EASEMENT & 12• CNC 9..18.80 EX CATCH BASIN PM PLAT k 0101.20.69 REc.6o.nD7zz9n1 s. � t, \. 8 � O 050 _. 3 �,` � �61E TTS -•-i t 7 e 'i y � � � IE 6' CLIP NE=19.61 IE 12' CNC NW=17.6] C46 TYPE 1 W/ BEAIOAIO ORATE = 2.00 IE = 18.50 (12' NE) / IE = 18.50 (12' SW) / 0GNAL JBOM Ill CO 8' PVC ROOF QRN0 & CONOENSA1�" COLLECTION PIPE 0 1.05 6' PVC RO COLLECTION 1 D 8' PJC CONOENSA / RAILROAD ROW EASEMENT REC. N6. 784270035 SMIRCH 8755b4.. W' 3 ' 2 ' /ADE COMM UPLAND DRIVE IX. 8'P5C 55 CBE at 00 IE = 1787 (12' E) IE = 17.87 (12' W) 26 LF 12' SD 0 0.005 C8•10, TYPE rhe CONTROL BTRUCTI E PER DETAL ON 814E C8 RIM = 22.30 IE = 14.70 (12" W) IE= 14.70(12'5) EW 4' PLANTER 'R EX 50811 T1PO 2-72' 69/.21.15 IE.13.9 36'Cle W) IE.u. 4 v.r NEW 24'.., D' IE.14.19(30•C11P N) \ CO V IAL Y IE=ICK(21' G P) PER G11Y STD. RE1dOVE 21' CNP N AND CONNECT NEW 12' GROUT _�( NEW ANNULAR OPENING. DRIVEWAY IE=14 45 CATCH BASIN 619.20.40 IE 12' CMP (.1750 (ARM PIPE RUNS N k S UNKNOWN IE Net IJ0CIAAR WERMD PER DETAIL SHEET INSTALLED IN LANDSCAPE PLANTER. R19=22.60 10=14.70 (12" IN N) 1E-14.45 (12" OUT 5) 22.5 /CRETE CURB 0803 TYPE 1W HIAIDA4 O ORATE M=22.00 IE = 18.44 (12' NE) IE = 18.44 (12" S) BEANDAFO ORALE .00 1E = 18.73 (8' NE) IE = 18.73 (12' SW) CB K TYPE 1W OM NI:I O ORATE IM = .00 11 = 18.16 (12' N) 1s' tour( IE_18.16 (12" 9.)r POI PUT FIRE NM. W- =450.96' L=6.75' DRIVEWAY 4+00 413.55' 30' 690.606D RAY EASEMENT PER PIAT k 6E0.140.7707226771 CII TYPE 1 WI STANDARD MATE 22... IE = 19.33 (8' SW) RI 5+00 TOE KALE AEE CFEA1ED BA® ON A V F111CA0. DAIL/ OF P O 2a TO =MEW TD NAY= TIE 0010171810N B NV00 29+ 3S1' - NAM 88 1 7+00 7 6 3 < 2 6 z -J a 0 W z w a Z Za cc a0 cc V cc 0 H FOUND 9405. N GSE w w 2 It r•1 04 CV CV N CO COCO EX. 5109 80/.21.85 IE -12.10)87,00 N) IE.12.10(8•P4C w/E) ORNEWAY EX 8'PVC SS G oN V (ygii/(L 64d5,4/ MAP c • • GEOTECHNICAL REPORT Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington Project No, T-6176-2 Terra Associates, Inc. Prepared for: The Widewaters Group Park City, Utah December 10, 2012 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences December 10, 2012 Project No. T-6176-2 Mr. Edward G. Shagen The Widewaters Group 3257 Big Spruce Way Park City, Utah 84098 Subject: Geotechnical Report Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington Dear Mr. Shagen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates soil conditions consisted of about three inches of organic material overlying seven to nine feet of granular fill material overlying alluvial silts and sands. The fill material appears to be in a well compacted condition with observations and CPT data indicating relative density in the dense to very dense range. Below the compact fill there are loose and soft interbedded layers of alluvial sands, silts, and clays to depths ranging from 14 to 20 feet. The upper alluvium is composed predominantly of loose to medium dense silt/silty clay/clay/clayey silt and is approximately 5 to 11 feet thick. Underlying this upper alluvial, the CPT data indicates medium dense to dense silty sand and sand. This sand alluvium is predominant to the termination depths of the CPTs, 40 feet. The formation is indicated to be in a dense field condition with a few softer interbedded layers of sandy silt. In our opinion, support of structure using standard spread footing foundations will be feasible. However, to avoid unacceptable building settlements, we recommend the building pad be surcharged to consolidate the compressible soils prior to construction or supporting the structure on piles. Detailed recommendations addressing this condition along with other geotechnical design and construction considerations arc provided in the attached report. 12525 Willows Road, Suite 101, Kirkla,nci, Washington 98Q:34 • • • Mr. Edward G. Shagen December 10, 2012 We trust the information presented in this report is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. -Z>05-0— Carolyn S. D Project En Theodo Preside Encl: , Barghausen Consulting Engineers Project No. T-6176-2 Page No. ii • • • TABLE OF CONTENTS Page No. 1.0 Project Description 1 2.0 Scope of Work I 3.0 Site Conditions 2 3.1 Surface 2 3.2 Subsurface 2 3.3 Groundwater 3 4.0 Geologic Hazards 3 4.1 Erosion 3 4.2 Seismic 3 5.0 Discussion and Recommendations 4 5.1 General 4 5.2 Site Preparation and Grading 5 5.3 Excavations 6 5.4 Surcharge 6 5.5 Foundations 7 5.6 Slabs on Grade 9 5.7 StonnwaterDetention Vault 10 5.8 Drainage 11 5.9 Utilities 11 5.10 Pavements 11 6.0 Additional Services 12 7.0 Limitations 12 Figures Vicinity Map Figure 1 Exploration Location Plan Figure 2 Typical Settlement Marker Detail Figure 3 Typical Wall Drainage Detail Figure 4 Appendix Field Exploration and Laboratory Testing Appendix A • • • Geotechnical Report Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of developing the 2.47 -acre parcel with four-story hotel and associated infrastructure improvements. Review of a preliminary site plan prepared by Barghausen Consulting Engineers, dated January 26, 2012, indicates the building will be centrally located on the quarter circle shaped parcel with a main finish floor at elevation 24 feet. With existing site grades this will involve fill placement of one to two feet over the entire project site. We expect structural loading will be moderate with isolated columns carrying loads of 300 to 400 kips, and bearing walls carrying 8 to 12 kips per foot. Access to the site will be from Minkler Boulevard and from Upland Drive. The preliminary plan indicates that stormwater runoff collected from the planned development area will be routed to a below -grade stormwater detention vault located in the southwest corner of the site. The plan shows the stormwater vault is dimensioned at approximately 40 feet by 112 feet with the bottom of the vault at elevation 9.95 feet. Excavation on the order of 12 feet will be required to reach the vault foundation elevation. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK Terra Associates completed a previous geotechnical study on the site and submitted our findings in a draft report dated January 11, 2008. Site exploration consisted. of observing and sampling soil conditions at 5 soil test pits excavated to depths of 7 to 9.5 feet below existing surface grades. The deeper soil profile was evaluated by advancing 3 penetration tests (CPTs) to depth of 40 feet below existing surface grades and one cone penetration test to a depth of 14 feet below existing surface grade. The scope of our current services included a site reconnaissance to verify site conditions were similar to those that existed at the time of our January 2008 report, and to use the soil and groundwater information from our previous work to prepare a geotechnical report for this planned development. Specifically, this report addresses the following: • Soil and groundwater conditions • Seismic • Site preparation and grading • Preload/surcharge • Excavations • • • December 10, 2012 Project No. T-6176-2 • Foundation support alternatives • Slab -on -grade support • Detention vault • Drainage • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment (i.e., humidity, mildew, mold) is beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The site is a vacant 2.74 -acre parcel located between Minkler Boulevard and Upland Drive one parcel west of Andover Park West in Tukwila, Washington. The approximate Iocation of the site is shown on Figure 1. The project site has a quarter circle shape with the circular perimeter fornring the west and north property boundary. The site is bordered by railroad tracks with Minkler Boulevard to the north and Upland Drive to the south. The site is an open field that is generally flat. There is some garbage and concrete debris throughout the site. 3.2 Subsurface In general, soil conditions we observed at the test pits consisted of three .inches of organic material overlying seven to nine feet of silty sand with gravel fill overlying alluvial silts and sands. Based on observations in the test pits and CPT data, the fill material appears to be well compacted. CPT data indicates that under the dense fill material there arc loose and soft interbedded layers of alluvial sands, silts, and clays to depths ranging from 14 to 20 feet. The upper alluvium is composed predominantly of soft to medium stiff silt/clayey silt and is approximately 5 to 11 feet thick. Underlying this upper alluvium, medium dense to dense silty sand and sand layers are indicated to the termination depths of the CPI's, 40 feet. The Geological Map of the Des Moines 7.5' Quadrangle, King County, LVas{ringtun, by 1).13. Booth and 11.11. Waldron (2004) maps the site as Alluvium (Qal). This mapped description is consistent with the native soil we observed below the fill material in the CPT Logs. Page No. 2 • • December 10, 2012. Project No. T-6176-2 The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Pit and CPT Logs attached in Appendix A. 3.3 Groundwater We did not observe any groundwater in the test pits. A pore water dissipation test was performed during the CPT testing in December 2007. Results of this testing indicated the groundwater was approximately 10 to II feet below existing grades at that time. Reconnaissance at the site for completion of the Environmental Site Assessment (ESA) found an observation well located in the north -central area of the property. Groundwater was measured in the well at a depth of six feet below current surface grades. Fluctuations in the groundwater table will occur in response to seasonal changes. Given the time of year our recent field work was completed and the rainfall experienced in the region, the groundwater elevation indicated at the existing well likely represents the near seasonal high level. 4.0 GEOLOGIC HAZARDS 4.1 Erosion The Tukwila Municipal Code Chapter 18.44.090.J. defines erosion hazard areas as areas that are Potential Geologic Instability Designation of Class 2, 3, or 4. By definition, this site is Class I and; therefore, there is no erosion hazard. Regardless, it will be necessary to have appropriate Temporary Erosion and Sedimentation Control ("TSC) elements in place before on-site grading activities begin. 4.2 Seismic The Tukwila Municipal Code defines seismic hazard areas as areas that are considered seismic hazards by the Washington State Building Code which in turn references the International Building Code (IBC). Based on Chapter 16 of the IBC, the site is only a hazardous area if the soils liquefy. Based on soil conditions observed in the test pits, CPTs, and our knowledge of the arca geology, per Section 1613.5 of the 2009 IBC site class "D" should be used in structural design. Based on this site class, in accordance with the 2009 IBC, the following parameters should be used in computing seismic forces: Seismic Design Paranieters (IBC 2009) Spectral response acceleration ( Short Period), S,i5 1.409 Spectral response acceleration (1 — Second Period), S,i, 0.73 I Five percent damped .2 second period. S„s 0.939 Five percent damped 1.0 second period, S,,, 0.487 • Values determined using the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 26, 2012 at the web site httpafcarthquake.usgs.goviresearch!hazmaps?designiindex.Flhp• Page No. 3 • • • December 10, 2012 Project No. T-6176-2 Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction tnainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. As described earlier, the soils indicated at the site by the CPT data consist of highly variable interbedded layers of fine grained sediments (silts and clays) and cohesionless layers composed of silty sand, sandy silt, and sand. The consistency of the fine grained sediments indicate that they would exhibit sufficient undrained strength to offset shear stresses imposed during an earthquake and would resist the.liquefaction phenomenon. The indicated relative density of the coarser alluvial sediments also indicates that these layers have likely liquefied during past seismic events, thus increasing their relative density and making them more resistant to liquefaction during future events. We completed a liquefaction analysis using procedures outlined by Seed and ldriss. The analysis was completed using a ground acceleration of .2g. The results of the analysis indicate that the alluvial soils with N60 values of 20 and less could liquefy under this acceleration. Most of the layers that the analysis indicates could liquefy are fine grained sediments. As noted earlier, these soils would not be subject to liquefaction because of the cohesive component of their shear strength. The remaining layers consist of sandy silt and silty sand. The impact to the site should these layers liquefy will be in the form of surface subsidence or settlement. The settlement that would occur would result in cosmetic cracks in the building and would not be likely to cause structural damage. in our opinion. Estimated total potential settlement from our analysis is in the range of one to two inches. Given the variability of the soils, ail of this settlement could be.diffcrential in nature. hi our opinion, the soil liquefaction hazard at the site and the associated risk to building performance is low. 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 • General The results of our study indicate the upper fill soils are well compact and would be suitable for supposing the structure on conventional spread footing foundations. However, unless mitigated, the soft, line grained native soil layers observed below the compact fill will consolidate under static dead loads imposed by the structure. Analysis indicates settlement approaching 2 inches with differential movement of 1 to 1 %2 inches is possible. To mitigate this potential settlement, we recommend surcharging the building location. As an alternative to surcharging the building site and supporting the structure on spread footings, the building can be supported on augercast piles transferring building loads to competent soils below the compressible stratum. • With the anticipated excavation depth for the detention vault. the bottom of the vault will bear directly on tlrc soft alluvial silts located below the compact fill. Uvercxcavation and replacement of the soft alluvial sediments with a minimum of two feet of crushed rock will be required to establish suitable immediate support for the vault foundations. • Page No. 4 • • • December 10, 2012 Project No. T-6176-2 The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use the existing fill and underlying native soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular rnaterial for use as structural fill and backfill. Alternatively, stabilizing the moisture in the soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the site. Based on conditions observed in the test pits, required surface stripping depths will vary from three to four inches. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas or for landscaping purposes. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated sotl and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextilc fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextilc fabric should establish a stable bearing surface. The native and existing fill soils encountered at the site contain a sufficient amount of soil fines that will make them difficult to compact as structural fill when too wet or too dry. The ability to use native and existing till soils from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. When wet soils are encountered, the contractor will need to dry the soils by aeration during dry weather conditions. Alternatively, the use of an additive such as Portland cement or lime to stabilize the soil moisture can be considered. If the soil is amended, additional Best Management Practices (BMPs) addressing the potential for elevated pH levels will need to be included in the Storm Water Pollution Prevention Program (SWPPP) prepared with the Temporary Erosion and Sedimentation Control (TESC) plan. If grading activities arc planned during the wet winter months. or if they are initiated during the summer and extend into fall and winter, the owner should be prepared to import wet weather structural fill. For this purpose, we reconunend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing _ 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the 3/4 -inch fraction Page No. 5 • • • December 10, 2012 Project No. T-6176-2 Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the lime of compaction should be within minus one to plus three percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 5.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower building levels, must be completed in accordance with local, state, or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). if there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of six feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dcwatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will be an especially critical consideration for any deep excavations. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed t0 imply that Terra Associates, Inc. assumes responsibility for job site safety. It is tmdcrstood that job site safety is the sole responsibility of the project contractor. 5.4 Surcharge For building support using conventional spread footing 1bundations. if the estimated potential settlement from consolidation is not acceptable, we recommend surcharging the building site. For this procedure, we recommend placing a minimum of four feet of fill in the building areas above the slab -on -grade subgrade elevation and delaying building construction until settlement under this fill load has occurred. The surcharge fill should extend a minimum of two feet beyond the outside edge of the perimeter building tbotings. The soil used fir the surcharge does not need to meet any specific requirements other than having a minimum unit weight when placed of 120 pounds per cubic foot (pct). It would be advisable to use a good quality fill source for the surcharge if structural fill is required in other areas ()Idle site. Page No. 6 • • • December 10, 2012 Project No. T-6176-2 Total settlement under the surcharge fill is estimated in the range of two to three inches. These settlements are expected to occur in about three to five weeks following full application of the surcharge fill. To verify the amount of settlement and the time rate of' movement, the preload/surcharge program should be monitored by installing settlement markers. The settlement markers should be installed on the existing grade prior to placing any building fills. Once installed, elevations of both the fill height and marker should be taken daily until the fulI height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. A typical settlement marker detail is provided as Figure 3. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the preload program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. Following the successful completion of the preload program, with foundations designed as recommended in Section 5.5 of this report, estimated maximum total and differential post -construction settlements are less than one-half inch. 53 Foundations Spread Footings Following successtitl coinpletion of the surcharge program the hotel building niay be supported on conventional spread footing foundations bearing on the existing fill material. Foundation subgrade should be prepared as recommended in Section 5.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on the existing or new structural fill material can be dimensioned for a net allowable bearing capacity of 3,000 pounds per square foot (psi). For short-term loads, such as wind and seismic, a one- third increase in this allowable capacity can be used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of less than one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight. of 300 pounds per cubic foot (pct). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 5.2 of this report. The values recommended include a safety factor of 1.5. Paixc No. 7 • • December 10, 2012 Project No. T-6176-2 Augercast Piles As an alternative to surcharging the building site and supporting the building on conventional spread footings, augercast piles advanced through the compressible native soils can be used to support the structure. Augercast piles are constructed by advancing a hollow -stem auger into the ground to a predetermined tip elevation. When the bearing depth is achieved, grout is injected under pressure through the stem of the auger, which is then slowly extracted from the ground. Reinforcing steel, as required, is then set into the completed grout column. We recommend advancing augercast piles to a maximum tip elevation equal to 35 feet below current site grades. With piles advanced to this depth, the following allowable axial pile capacities for varying pile diameters can be used in design: Maximum Pile Capacities Allowable Axial Capacity (tons) Pile Diameter 18 -inch 24 -inch Compression Uplift Compression Uplift 40 30 60 40 These allowable capacities are provided with a safety factor of 3.0. Full single -pile capacities can be used, provided the center -to -center pile spacing is at least three pile diameters. Following the successful installation of the augercast piles, estimated pile settlement is less than one-half inch exclusive of pile compression. Lateral Pile Capacity Analysis Lateral pile load capacity analyses were performed for a single pile. The analysis was based on subgrade modulus theory and assumes that the pile will act as a beam under the imposed loading. For the analyses, we used the computer program GEOPRO 3.0 --- Laterally Loaded Pile. The design lateral load available will be dependent on the allowable lateral deflection than can be tolerated. The following tabkprovides single pilc lateral capacities for deflections of one-half and one -inch at the top of the pile for frcehead conditions for both 18- and 24-i.nch piles: Lateral Pile Capacity Pile Head Deflection (inches) Lateral Pile Capacity (tons) Pile Diameter 18 inches 24 inches 0.50 15 30 1.00 25 50 • The maximum moment in the piles or point of zero shear occurs at depths of about 7 fc,et and 9 Leet for the 18 - inch and 24 -inch diameters, respectively. Page No. 8 • • • December 10, 2012 Project No. T-6176-2 In addition to the lateral pile capacities, additional lateral resistance will be provided by passive earth pressure acting adjacent to the buried portions of' the pile caps and grade beams. Passive resistance equivalent to a fluid weighing 350 pcfcan be used to calculate this lateral resistance. Construction Considerations The auger should be extracted slowly and uniformly below a sufficient and consistent head of grout. If the auger is extracted too quickly, the pile may neck down and soil may collapse into the pile, reducing its structural integrity. At a point along the injection line, the piling contractor should use a pressure gauge to monitor the grout pressure during construction. The pressure used to inject the grout and construct the pile column will compress the soils immediately adjacent the pile. As a result, the amount of grout needed to form the pile will be greater than the computed grout volume. There will also be excess grout used to construct the piles because of the head of grout in the hollow stem auger that is required to construct the pile. Minimum grout takes should typically exceed the theoretical grout volume by 10 to 15 percent. Accounting for compression of the soils, maximum grout takes of 1.5 to 1.8 times the theoretical volumes should be expected. The contractor must take this into consideration in estimating grout volumes. The grout pump should be calibrated with a stroke counter to allow for monitoring and verifying the amount of grout used to construct the pile. The pile installation sequence should be such that piles are constructed at a minimum spacing of five diameters. Once the grout has achieved its initial set, usually in 24 hours, installation between these locations can be completed. 5.6 Slabs ou Grade Slabs on grade may be supported on subgrade prepared as recommended in Section 5.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fate gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wct winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003 American Concrete Institute (ACI) Manual of Concrete Practice, Part 2, 302.1R-96. for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 9 December 10, 2012 Project No. T-6176-2 • 5.7 Stormwater Detention Vault • • Thepreliminary plans show an approximately 40 -foot by 112 -foot stormwater detention, vault will be located in the southwest corner of the site. Vault foundations are planned at elevation 9.95 requiring cuts on the order of 11 to 12 feet. Based on our site explorations, soft alluvial soils will be exposed at the foundation elevation,. The foundation subgrade should be overexcavated and replaced with two feet of granular structural fill such as 2 -inch crushed ballast rock to stabilize the foundation subgrade. With immediate support provided by this granular material vault foundations can be designed using parameters outlined in the previous Foundation Section of this report for spread footings, Section 5.5. It is likely that the excavation for construction of the detention vault will extend below the groundwater table. If the excavation occurs during the normal wet winter season the volume of groundwater that might find its way into the excavation as seepage may be significant and pre -draining using deep pumped wells or well points may be required. If the excavation occurs during the normal dry summer to early fall season the groundwater table should be lower and conventional dewatering procedures consisting of routing seepage along trenches to a sump should provide for relatively dry working conditions. The magnitude of earth pressures developing on vault walls will partly depend on the quality of wall backfill. Backfill should be placed and compacted, as recommended in Section 5.2 of this report. To prevent overstressing the walls during backfilling, heavy construction machinery should not be operated within five feet of the wall. Wall backfill in this zone should be compacted with hand -operated equipment. To prevent hydrostatic pressure development, wall drainage must also be installed. A typical wall drainage detail is shown on Figure 4. \Vith wall backfill placed and compacted as recommended, and drainage property installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). if it is not possible to discharge collected water at the footing invert elevation, the invert elevation of the wall drainpipe could be set equivalent to the outfall invert. For any portion of the wall that falls below the invert elevation of the wall drain, an earth pressure equivalent to a fluid weighing 85 pcf should be used. For restrained walls, an. additional unifbrm load of 100 psf should be included in the wall design. To account for typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet (two-ibot soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to 8H psf, where I: is the height of the below -Fade portion of the wall should be applied in addition to the static lateral earth pressure. These values assume a horizontal backfill condition and that no other surcharge loading, sloping embankments, or adjacent buildings will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.4 of this report. V►'e would note that the vault is located relatively close to the south property line. If easements allowing temporary sloped sidcwall excavations to extend beyond the property line cannot he obtained, temporary shoring to support the excavatum sidewalls will need to be constructed. Page .No. 10 December 10, 2012 Project No. T-6176-2 • 5.8 Drainage • • Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeters. If this gradient cannot be provided, surface water should be collected adjacent to the structures and disposed to appropriate storm facilities. Subsurface We recommend installing perimeter foundation drains adjacent to shallow foundations. The drains can be laid to grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four -inch diameter perforated PVC pipe that is enveloped in washed pea gravel -sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. Roof and foundation drains should be tightlined separately to the storm drains. All drains should be provided with cleanouts at easily accessible Iocations. 5.9 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural till, as described in Section 5.2 of' this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipc foundation before backfilling should be evaluated by observation and testing during construction. 5.10 Pavements Existing granular fill soils should be suitable as a subgrade soil for support of pavements. Pavement subgrades should be prepared as structural .fill as described in Section 5.2 of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy constriction equipment to verify this condition. Page No. 11 • December 10, 2012 Project No. T-6176-2 We anticipate traffic in the parking areas will mainly consist of light passenger and commercial vehicles with only occasional heavy traffic in the form of buses, delivery, and refuse removal vehicles. Based on this information, with a stable subgrade prepared as recommended, we recommend the following pavement sections: • Two inches of hot nix asphalt (HMA) over six inches of crushed rock base (CRB) • Two inches of HMA over three inches of asphalt -treated base (ATB) For travel lanes that will be subjected to more frequent heavy vehicle traffic, we reconunend increasing the thickness of the HMA surfacing to three inches. The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for 1/2 inch class HMA, ATB, and CRB. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at Ieast two percent. Some degree of Longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. • 6.0 ADDITIONAL SERVICES • Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and reconunendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty. expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Hilton Homc2 Suites project. This report is for the exclusive use of The Widewaters Group and their authorized representatives. The analyses and recommendations presented in this report arc based on data obtained from the test pits excavated on the site. Variations in soil conditions can occur, the nature and extent of which may not become evident until constniction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 12 1.1• A FDSTER HIO 144TH IW PO 1481N • 0.4 4:Zr.0 r* girt S 9ni sT S IsiST S 1-5°"t " 15 ST 12?2 6 14- tTH'1T-H RNDY 5-1 11 ISTI 17 5 MN SI w x MI14177j - 4 .— M alma il 1;t,,i L re 3 i Der 61 FS - rST j'.‘ro • ltiirtt ,,, \)3, as, 4Wilk . S 14SrrH si• 1-. ''.1-74. 'e qi ...S 147PI r A, ISOM a 1;7- S I1- A Ism gi 0 ••• 1•1+11 n, .-1P r;------.\ 1 . x - • -k- R 23 41?sil sr S ISM ST -- sr 1..epfr 55-v-8Blx • r s i ISSN r4 .77E; ep; e 160TH r 0; c1 011MV10311 REs fswan AMU CASCAMS a NTON LQL ,took a" ' • Zi V ST A 1,t R" 173RD .15 St p. ,^ 1 --1--"-- . 5.15 . 175n1 i I 1766TH IRRIOTT 1SAC — _ ,....!-st ,s;'• % S;17114 ‘...i,S1'.. 'I 5 1/7SII 51.4 sorra vir a' 1.•• .f .., , i.. 1 ..:1-! LI! 4, 171r11 SI . _ Iril ,r . .;;;;;••• • .. ,,.. 5 • - ?z,r• PP' sr 1 s its1.5.-- PRI .14T ; era s t I is:1:1[1-1f SI = !D-ine4 III "17 341"7'r' .71...4Th sik 1 .i tAibiLt1.-. . ;MET St Pax 21 • Wit— r•,-4-:1-. --1m ST g'q•ksinc "I° WS • -0--449,111 RIPERc• I 011 TOOD .11 fair r— di /GI AC ei777-04AteRPO lIatEelthEak, :7'6-7737 Sj umcial7sT s -s 1-186111—F 1< LEL S 188TH s_ ( sT;1 firifar' /if T23N 150„ - - - • )L1l?1PL 9' - -Z- I 12? -141— ,J _ uIc -., 4r, 190T11 • ST 190111 ST REFERENCE: THOMAS GUIDE CD-ROM, KING/PIERCE/SNOHOMISH COUNTIES, 2004 NOT TO SCALE Term • Assoctes2inc. Consultants in Geotechnical t ngineering Geology and Environmental Earth Sciences VICINITY MAP HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No.T-6176-2 Date DEC 2012 Figure 1 g r �;�l��� t�:��. c . MACAO UNE111111mIlla am =mum En uD1golakD wElt TAU cow 9ASIN E IY CFC 14-I43.28imuimmiammimm N 004'58 E �. r•1•� —� 6.05 ...-"""..."1"-- r�•� n !r �� E 6'CV? 111.19.63 G10, tl fell -20.97 E 12' GIC k-160 E 12' GIC W-111.60 30' 1240,Rd1D R/. EASEMENT PEA PtJR 801401707270771 OTE DATA SITE AREA SITE ZONING PARKING REQUIRED PARKING PROVIDED =119,950 SF =TUKWILA URI =146 STALLS =146 STALLS EW BUILDING F.F. 24.0' RD. mum R(C �. 7642700.17 off.► a N 01.4919' E 11.92' 1ASER vr/VE s.mi IMF MilMimmignom 11l i� 0 c-�•sq2 qtr aI) n r..-� 1 Ex IrPtC SS THIS SITE ' IS CHEMATIC. ALL LOCATIONS l --F C rrro. .:AI::1::::t={S:::l:ql::11 -450.9' L�6.7S� 11 01'19'57' E 2.3.25' DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS LEGEND: APPROXIMATE TEST PIT LOCATION ® APPROXIMATE CONE PENETRATION TEST LOCATION 0 100 APPROXIMATE SCALE IN FEET 413.55' 10m13 WA 11 CASC TUKWILA HOME Terra ' Associates Inc, Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences EXPLORATION LOCATION PLAN HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No.T-6176-2 Date DEC 2012 Figure 2 • • • STEEL ROD PROTECTIVE SLEEVE SURCHARGE OR FILL i:'/. / • moi.. i • HEIGHT VARIES (SEE NOTES)• SURCHARGE OR FILL NOT TO SCALE • NOTES: 1. BASE CONSISTS OF 314" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4 MARKER C)!\P\ IC ATTACHED TO BASE O J CJI IT AND WASHER /\1.1 EACH SIDE OF OAQC MARKER L.I\ i\VIJ IS t. 1 1 ACHED ILIJ 1 V Ll1 . L. U 1 1 U ftI' LJ WASHER ON L11V1 1 SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FIT PLASTIC COUPLINGS. S. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. PLASTIC PROTECTIVE SLEEVE SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. Terra •.•-• Associates Inc. • •_ Consultants in Geotechnical (Engineering Geology and Environmental Earth Sciences TYPICAL SETTLEMENT MARKER DETAIL HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No. T-6176-2 Date DEC 2012 Figure 3 • • • 12" MINIMUM 3/4" MINUS WASHED GRAVEL SLOPE TO DRAIN ............................. 4" DIAMETER PERFORATED PVC PIPE NOTE: 12" OVER PIPE -E 3" BELOW PIPE NOT TO SCALE EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) MiRADRAIN G 100N PREFABR1CA T ED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Terra Associates Inc. Consultants in Geotechnical engineering Geology and Environmental Earth Sciences TYPICAL WALL DRAINAGE DETAIL HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No.T-6176-2 Date DEC 2012 Figure 4 • • APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Hilton Home2 Suites Tukwila, Washington On December 14, 2007, we completed our site exploration by observing soil conditions at 5 test pits. The test pits were excavated using a trackhoe to a maximum depth of 9.5 feet below existing site grades. On December 27, 2007, we performed additional site exploration by performing 4 cone penetration tests. The test pit and cone penetration test locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing site features. The Test Pit Logs are presented on Figures A-2 through A-6. The cone penetration graphs are presented on Figures A-8 through A-11. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and recorded water levels observed during excavation. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the Test Pit Logs. Grain size analyses were performed on selected samples. The results are shown on Figure A-7. Project No. T-6176-2 COARSE GRAINED SOILS a) co •ca) m> Ern 0 0cm 0 cf)o cZ ca ft2 _c - c cti 0 •c (Do irs" E0 oc L)( C L a. MAJOR DIVISIONS a) cnN a) a) GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Gravels (less than 5% fines) Gravels with fines Clean Sands (less than 5% fines) Sands with fines SILTS AND CLAYS Liquid limit is less than 50% SILTS AND CLAYS Liquid limit is greater than 50% HIGHLY ORGANIC SOILS LETTER SYMBOL GW GP GM GC SW SP SM TYPICAL DESCRIPTION Well -graded gravels, gravel -sand mixtures, little or no fines. Poorly -graded gravels, gravel -sand mixtures, little or no fines. _ _ _ Silty gravels, gravet-sand-silt mixtures, non -plastic fines. Clayey gravels, gravel -sand -clay mixtures, plastic fines. Well -graded sands, gravelly sands, little or no fines. Poorly -graded sands or gravelly sands, little or no fines. Silty sands, sand -silt mixtures, non -plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL OL MH CH OH PT Inorganic clays of low to medium plasticity, (lean clay). Organic silts and organic clays of tow plasticity. Inorganic silts, elastic. • Inorganic clays of high plasticity, fat clays. Organic clays of high plasticity. Peat. DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance in Blows/Foot Very loose Loose Medium dense Dense Very dense 0-4 4-10 10-30 30-50 >50 COHESIVE Standard Penetration Consistency Resistance in Blows/Foot Very soft 0-2 Soft 2-4 Medium stiff 4-8 Stiff 8-16 Very stiff 16-32 Hard >32 -T i T Tr Pp DD LL PI N 2" OUTSIDE DIAMETER SPLIT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER WATER LEVEL (DATE) TORVANE READINGS, tsf PENETROMETER READING, tsf DRY DENSITY, pounds per cubic fool LIQUID LIMIT, percent PLASTIC INDEX STANDARD PENETRATION, blows per foot Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences UNIFIED SOIL CLASSIFICATION SYSTEM HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No. T-6176-2 Date DEC 2012 Figure A-1 PROJECT NAME: LOCATION: DATE LOGGED: LOG OF TEST PIT NO. 1 JEilton Home2..uites PROJ. NO: T-6176-2 LOGGED CAVING: FIGURE A-2 BY: 0 sukiwit3iys'1.8fjjig o_o SURFACE CONDS: APPROX. ELEV: N/A _GiassjiBob _D.E.0kniber 14..2007 DEPTH TO GROUNDWATER: N/A DEPTH TO N/A r r a. W in SAMPLE NO. DESCRIPTION CONSISTENCY! RELATIVE DENSITY a POCKET PEN. (TSF) 1 REMARKS _ 10— 15 (6 inches GRAVEL, ROOTS) FILL: gray brown silty sand, fine grained, mottling, wet. FILL: brown silty sand, fine to coarse grained, moist, some gravel. .... ... .. FILL: gray silty sand, fine to coarse grained, cemented, moist. some gravel. Brown elastic SILT, moist. (MH) Medium Dense Dense Very Dense . ' Very Dense Hard 22.6 17.9 16.9 Test pit terminated at approximately 9.5 feet. No groundwater seepage observed. No caving was observed. NOTE: T1i z scbswiace informal on pert:fins only to the test pit location and should n01bCIr•h?rpfelQj35�in9il'F.i;C:71rv26lC•IA�tlpfjti�jng.3tthe silo. v. � Terra' Associates, Inc. (:GfIGLIf13nl51nGe0tethnlcalErbginoCr,rta Geology and Er,•irr: Ine:',L3J Ea lb Scien' '; PROJECT LOCATION: DATE NAME: LOG OF TEST PIT NO. 2 }iilton Hame2 $.utas PROJ. NO: L6176-2 LOGGED CAVING: FIGURE A-3 BY: C$ Tukwila. Washinaton SURFACE CONDS: Blush APPROX. ELEV: N/A LOGGED: _Gass. Dec. mJ2er 14. 200L DEPTH TO GROUNDWATER: N/A DEPTH TO N/A DEPTH (FT.) rSAMPLE NO. DESCRIPTION CONSISTENCY/ RELATIVE DENSITY o POCKET PEN. (TSF) REMARKS - - 5— _ - 10- 15 ' (3 inches ORGANICS) FILL: gray brown silty sand, fine grained, mottling, wet. FILL: brown silty sand, fine to coarse grained, some cementation. moist, some gravel. FILL: gray silty sand, fine to coarse grained, moist, some gravel. Medium Dense Dense Very Dense Very Dense 27.9 19.2 13.6 Test pit terminated at approximately 7 feet. No groundwater seepage observed. No caving was observed. NOTE: Thi: subsurface mformaiirnpecLiire; only to it..; Uasl pd location and should not be mie»i+reted as. be: -4:3- of roe, i.,ti.ali_.n- at th- ,te. ,; Terra . _ _. �� Associates, Inc. Consu'lants in Gess'. rin G31 Er9incerir.q Gecl:y3Y and EnvirommenInl Earth Soerice, PROJECT NAME: LOCATION: DATE LOGGED: LOG OF TEST PIT NO. 3 HiltOil.Dme2 Sides PROJ. NO: L-6176-2 LOGGED CAVING: FIGURE A-4 BY: CS ELEV: N/A Jia, Washington SURFACE CONDS: Brush APPROX. _Glass _t;QeC_emb_er 14, 2007 DEPTH TO GROUNDWATER: N/A DEPTH TO N/A DEPTH (FT.) SAMPLE NO. DESCRIPTION CONIVE ENCYI RELATIVE DENSITY a POCKET PEN. (TSF) REMARKS 5— 10— a 15 -- I (3 inches ORGANICS) FILL: gray brown silty sand, fine grained, mottling, wet. - ..... FILL: brown silty sand, fine to coarse grained, moist, some gravel. FILL: gray silty sand. fine to coarse grained, moist, some gravel. Medium Dense Dense Very Dense Very Dense 23.1 19.7 19.0 I Test pit terminated at approximately 7.5 feet. Slight groundwater seepage from surface water. No caving was observed. NOTE. This subsurface inform,u:.jn pertains only to Nass lest pit location and should not be m[eri eted as twig irlijicnuve of other locations a, the site. Terra 14.4. ASSOCIateS, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences PROJECT NAME: LOCATION: DATE LOGGED: LOG OF TEST PIT NO. 4 HiftQak met Suites PROJ. NO: 116176=2 LOGGED CAVING: FIGURE A-5 BY: Q$ Tukwila. WaShjngton SURFACE CONDS: Brush APPROX. ELEV: N/A _aaas. jaecemher 14 2007 DEPTH TO GROUNDWATER: N/A DEPTH TO N/A DEPTH (FT.) SAMPLE NO. DESCRIPTION CONSISTENCY/..:1.7" RELATIVE DENSITY I POCKET PEN. (TSF) REMARKS - _ 5— 10. 15— (3 inches ORGANICS) FILL: gray brown silty sand. fine grained, mottling, wet. FILL: brown silty sand, fine to coarse grained, moist, some gravel. 'Thin layer of red sand, fine grained. FILL: gray silty sand, fine to coarse grained, moist, some gravel. Medium Dense Dense Very Dense Very Dense 20.0 18.7 21.0 Test pit terminated at approximately 8 feet. No groundwater seepage observed. No caving was observed. NOTE: This subsurface infc.'motion pertains only to Ih.s test p:l location and should no: be interpreted as being rracatrvo of other locations al the srle. Terra '•J Associates, Inc. Consultants in Geolechnical Eng,neering Geology and Environmental Earth Sciences PROJECT NAME: LOCATION: .Sukwga. DATE LOGGED: LOG OF TEST PIT jiiitoatisne2auites PROJ. NO. NO: S,rass. 5 T-6176-2 LOGGED CAVING: FIGURE A-6 BY: C$ Washington SURFACE CONDS: Brush APPROX. ELEV: N/A De.Qmber 14 2007 DEPTH TO GROUNDWATER: NIA DEPTH TO N/A DEPTH (FT.) SAMPLE NO. DESCRIPTION CONSISTENCY/ RELATIVE DENSITY q • POCKET PEN. (TSF) REMARKS - 5— _ 10— 1 15-'I (3 inches ORGANICS) FILL: gray brown silty sand, fine grained, mottling, wet. FILL: brown silty sand, fine to coarse grained, moist. some gravel. 4 -inch layer red sand with sill, fine grained, moist. FILL: gray silty sand, fine to coarse grained, moist, some gravel. ..... Brown elastic SILT. moist. (MH) •,.- Medium Dense • Dense Very Dense Very Dense ...... ... .... Hard i 23.1 17.5 19.9• 51.3 LL=53 PL=45 P1=8 Test pit terminated at approximately 9.5 feet. Slight groundwater seepage from surface water. No caving was observed. • NOTE: This sut. Ld.l'e ird[imat!c.n Rertair,s c.niv:o this test pit location and should not be ,rlerp:eted as tseiry;'nr.Ucaltve of Other locations al the Site. ! Terra Associates, Inc. Consultants in Gecachnical Eng rr Geology and Environmental Earth Sciences e:,?sg c - • • • PERCENT FINER 100 90 BO 70 60 50 40 30 20 10 0 Particle Size Distribution Report 0 O it O N 100 10 1 GRAIN SIZE - mm. 0.1 0.01 0.001 % +3" % Gravel Coarse , Fine % Sand Coarse; Medium Fine % Fines Silt Clay 0 0.0 7.1 6.1 3.6 1 10.3 26.5 0 0.0 0.0 6.0 5.0 1 12.9 28.8 X 0.0 1.6 5.5 6.3 1 11.8 29.0 46.4 47.3 45.8 LL PL Dt35 Dan 0 3.1885 0.1985 0.0968 1 Ds0 D00 Dis Din Cc C„ 0 11.9819 0.1766 1 1.5639 0. i 788 0.0898 J 0.0960 j Material Description USCS AASHTO o Silty SAND with gravel ❑ Silty SAND o Silty SANT) SM SM SM Project No. T-6176-2 Client: The \Vidcw'aters Group Project: Hilton Home2 Suites Tukwila, Washington O Location: 7 -est Pit TP -1 Depth: -2' • Location: "Test Pit TP -3 Depth: -6' • Location: Test Pit TP -4 Depth: -2.5' Terra Associates, Inc. Kirkland, WA Remarks: °Tested on 12/20/2007 °Tested on 12/20/2007 o'l'estcd on 12/20/2007 Figure A-7 Tested By: FQ, il I I I11 l!' i I1 I j ;1_1_ 1 1 f 1 1i 1 , II I ;! I i e I 1 1 1 1 1 1i 1 I Ild 1 I I i ' I I�! .1 ' ` `�� j . I 1 1' --T - -- 1 1 I I I + 1 1J11 I ! 1 '1 I 1 !. I! r I Illi II1 I �� 1 1:1:1' 1 t. I. 1i j 1 1 1 1 ;I 1. I 1 I. 11 i 1 , 1. I � i 1 I I !! I r: ,ii + �;I l II II i (I I i•1', 1! 1 , ! II 1 1� Ji 1 ' { 1; II! :I 'I I 1 1i iti I11 ' I I' 1 I 1I ' 1 ! 1!• ,'• ' 1 100 10 1 GRAIN SIZE - mm. 0.1 0.01 0.001 % +3" % Gravel Coarse , Fine % Sand Coarse; Medium Fine % Fines Silt Clay 0 0.0 7.1 6.1 3.6 1 10.3 26.5 0 0.0 0.0 6.0 5.0 1 12.9 28.8 X 0.0 1.6 5.5 6.3 1 11.8 29.0 46.4 47.3 45.8 LL PL Dt35 Dan 0 3.1885 0.1985 0.0968 1 Ds0 D00 Dis Din Cc C„ 0 11.9819 0.1766 1 1.5639 0. i 788 0.0898 J 0.0960 j Material Description USCS AASHTO o Silty SAND with gravel ❑ Silty SAND o Silty SANT) SM SM SM Project No. T-6176-2 Client: The \Vidcw'aters Group Project: Hilton Home2 Suites Tukwila, Washington O Location: 7 -est Pit TP -1 Depth: -2' • Location: "Test Pit TP -3 Depth: -6' • Location: Test Pit TP -4 Depth: -2.5' Terra Associates, Inc. Kirkland, WA Remarks: °Tested on 12/20/2007 °Tested on 12/20/2007 o'l'estcd on 12/20/2007 Figure A-7 Tested By: FQ, Tip Resistance Qc TSF 0 0 5 Terra Associates, Inc. Operator: Nowak Sounding: CPT -1 Cone Used: DSA0902 250 0 10 h 15 Depth 20 (ft) 25 L 30 - 35 • ao I I 1 Friction Ratio Fs/Qc (%) CPT DalefTime: 12/27/2007 9:22:14 AM Location: Minkler Professional Building Job Number: T-6176 Pore Pressure Soil Behavior Type' SPT N' Pw PSI Zone: UBC -1983 60% Hammer 12 -10 50 0 12 0 50 — _6 I I I I ' ' 51 ;,4 • • 11 a• • r • • d 1 1. I 13 1,1 r1 • Maximum Depth = 40.19 feet Depth Increment = 0.164 feel !ir .1 sensitive fine grained 14 silty clay to clay ■ 7 silly sand to sandy silt ■ 10 gravelly sand to sand 12 organic material 118 clayey sill to silty clay 18 sand to silty sand • 11 very stiff fine grained (') l.3 clay ■ 8 sandy silt to clayey sill 18 sand ■ 12 sand to clayey sand (') In Situ En neennp 'So'I behowcr type and SPTbased on data from UBC -1983 • ssure psi) • 12 Terra Associates, Inc. Operator Nowak Sounding: CPT -1 Cone Used: DSA0902 CPT Date/Time: 12/27/2007 9:22:14 AM Location: Minkler Professional Building Job Number: T-6176 t' 9� i L L 8 r- 5 5 fT F. L 2! Selected Depth(s) (feet) 15.256 J i 1 - i t ! Li • 1 t L+ I� l I I I` 1 10 100 1000 10000 Maximum Pressure = 11.793 psi In Situ Enginecnrp Time: (seconds) Tip Resistance Qc TSF 0 0 5 10 Terra Associates, Inc. Operator: Nowak Sounding: CPT -2 Cone Used: DSA0902 CPT Date/Time: 12/27/2007 11:17:56 AM Location: Minkler Professional Building Job Number: T-6176 Friction Ratio Pore Pressure Soil Behavior Type SPT N' Fs/Qc (%) Pw PSI Zone: UBC -1983 60% Hammer 250 0 6 -10 50 0 12 0 15 — Depth 20 (ft) 25 30 35 - 1 1 1 1_ 50 S! I I l 1 i 1! Maximum Depth = 40.19 feet Depth Increment = 0.164 feel 1 1 sensitive fine grained ■ 4 silty clay 10 clay 17 silty sand to sandy silt ■ 10 gravelly sand to sand ■ 2 organic material if 5 clayey sill 10 silly clay w 8 sand to silty sand IN 11 very stiff fine grained (') 013 Nay • 6 sandy silt to clayey silt 19 sand • 12 sand to clayey sand (') In Situ Engiiteenng. 'Soil behaviOf type and SPT based on dala from UBC -I 983 Tip Resistance Qc TSF 0 0 Terra Associates, Inc. Operator: Nowak Sounding: CPT -3 Cone Used: DSA0902 CPT Date/Time: 12/27/2007 12:30:43 PM Location: Minkler Professional Building Job Number: T-6176 Friction Ratio Pore Pressure Soil Behavior Type' Fs/Qc (%) Pw PSI Zone: UBC -1983 250 0 12 -10 50 0 12 I I I 5 10 15 • Depth 20 (ft) 25 30 35 • 40 4, L' Maximum Depth = 40.03 feet SPT N' 60% Hammer 0 50 Depth Increment = 0.164 feet �1 1 sensitive fine grained ■ 4 silty clay to Gay r 7 silty sand to sandy silt 1 10 gravelly sand to sand 0 2 organic rnaterial 1 5 clayey silt to silty clay ®8 sand to silty sand ■ 11 very stiff fine grained (') 3 Gay 1 8 sandy silt to clayey silt ®9 sand r 12 sand to clayey sand (') In Srtu Enpincoring Sof behavior type And SPT based on data from UBC -10'83 Tip Resistance Qc TSF 0 0 5 10 15 • Depth 20 (ft) 25 30 35 • 40 Terra Associates, Inc. Operator: Nowak Sounding: CPT -4 Cone Used: DSA0902 Friction Ratio CPT Date/Time: 12/27/2007 1:06:16 PM Location: Minkler Professional Building Job Number: T-6176 Pore Pressure Soil Behavior Type' Fs/Qc (%) Pw PSI 250 0 12 -10 r Maximum Depth = 14.11 feet ® 1 sensitive fine grained ■ 4 silty clay 10 clay II? organic material IIn 5 clayey silt to silty day 3 clay 1 6 sandy silt to clayey silt Soil behavior typo and SPT based on data from UBC- 1983 Zone: UBC -1983 50 0 12 0 1 Depth Increment = 0.164 feet ▪ 7 silty sand to sandy sill ▪ 8 sand to silty sand a9 sand in Situ Engiineeing SPT N' 60% Hammer 50 1 r 1111 ▪ 10 gravelly sand to sand • _11 very stiff fine grained (') • 12 sand to clayey sand (') • • 7.0 OTHER PERMITS Other permits for this project site include: • NPDES Permit • Clear and Grade Permit • Site Development Permit • Water Line Extension Permit • Sanitary Sewer Connection Permit • Building Permit 12961.005.doc • • Stormwater Pollution Prevention Plan For Tukwila Home2 Suites Prepared For Widewaters 3257 Big Spruce Way Park City, UT 84098 Owner Developer Operator/Contractor Tukwila Hotel Ownership, LLC Widewaters TBD 5786 Widewaters Parkway 3257 Big Spruce Way DeWitt, NY 13214 Park City, UT 84098 Project Site Location 300 Upland Drive Tukwila, Washington Certified Erosion and Sediment Control Lead TBD SWPPP Prepared By Barghausen Consulting Engineers, Inc. 18215 - 72nd Avenue South Kent, WA 98032 (425) 251-6222 Ali Sadr, Senior Project Engineer SWPPP Preparation Date April 17, 2013 Approximate Project Construction Dates May 2013 November 2013 15425.003 Stormwater Pollution Prevention Plan 0 Contents • • 1.0 Introduction 1 2.0 Site Description 3 2.1 Existing Conditions 3 2.2 Proposed Construction Activities 3 3.0 Construction Stormwater BMPs 4 3.1 The 14 BMP Elements 4 3.1.1 Element #1 — Mark Clearing Limits 4 3.1.2 Element #2 — Establish Construction Access 4 3.1.3 Element #3 — Control Flow Rates 5 3.1.4 Element #4 — Install Sediment Controls 5 3.1.5 Element #5 — Stabilize Soils 6 3.1.6 Element #6 — Protect Slopes 7 3.1.7 Element #7 — Protect Drain Inlets 7 3.1.8 Element #8 — Stabilize Channels and Outlets 8 3.1.9 Element #9 — Control Pollutants 8 3.1.10 Element #10 — Control Dewatering 9 3.1.11 Element #11 — Maintain BMPs 10 3.1.12 Element #12 — Manage the Project 10 3.1.13 Element #13 — Construction Stormwater Chemical Treatment 12 3.1.14 Element #14 — Construction Stormwater Filtration 18 3.2 Site Specific BMPs 19 4.0 Construction Phasing and BMP Implementation 20 5.0 Pollution Prevention Team 21 5.1 Roles and Responsibilities 21 5.2 Team Members 22 6.0 Site Inspections and Monitoring 23 6.1 Site Inspection 23 6.1.1 Site Inspection Frequency 23 6.1.2 Site Inspection Documentation 23 6.2 Stormwater Quality Monitoring 24 6.2.1 Turbidity Sampling 24 6.2.2 pH Sampling 25 7.0 Reporting and Recordkeeping 26 7.1 Recordkeeping 26 7.1.1 Site Log Book 26 7.1.2 Records Retention 26 7.1.3 Access to Plans and Records 26 7.1.4 Updating the SWPPP 26 7.2 Reporting 27 7.2.1 Discharge Monitoring Reports 27 7.2.2 Notification of Noncompliance 27 ii 15425.003 Stormwater Pollution Prevention Plan • Appendix A Site Plans Appendix B Construction BMPs Appendix C Alternative BMPs Appendix D General Permit Appendix E Site Inspection Forms (and Site Log) Appendix F Engineering Calculations • III 15425.003 Stormwater Pollution Prevention Plan • 1.0 Introduction • • This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Tukwila Home2 Suites project located in Tukwila, Washington. The proposed site is located at 300 Upland Drive in Tukwila, Washington. Construction activities will include the addition of one hotel building, asphalt parking lots, landscaping, utility work, including power, telephone, gas, cable television, water, sewer, and storm appurtenances with catch basin collection, pipe conveyance, stormwater quality, and flow control facilities, etc. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP,was prepared using the Ecology SWPPP Template downloaded from the Ecology website on July 2, 2005. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: ■ Section 1 — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. ■ Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post -construction conditions. ■ Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). 1 15425.003 • Stormwater Pollution Prevention Plan ■ Section 4 — CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. • Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non -emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector • Section 6 — INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. ■ Section 7 — RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A — Site Plans Appendix B — Construction BMPs Appendix C — Alternative BMPs Appendix D — General Permit Appendix E — Site Inspection Forms (and Site Log) Appendix F — Engineering Calculations 2 15425.003 Stormwater Pollution Prevention Plan • 2.0 Site Description • • 2.1 Existing Conditions The total site area to be developed is approximately 2.78 acres, which consists of till pastureland soil and land cover at this time. The project site is fairly level in nature and will remain that way after development. Under existing conditions the site drains to the north into the right-of-way on Minkler Boulevard where it is collected in a catch basin collection system and routed into a 66 -inch diameter storm drain on the north side of Minkler Boulevard coursing in an easterly direction. The site is irregular in shape since both the east and west property lines of the site are large diameter curves; however, the north and south property lines are straight as the site is bound on the north by Minkler Boulevard and on the south by Upland Drive. 2.2 Proposed Construction Activities The proposal for this development is to clear and grade the existing pastureland and construct parking, drive aisles, sidewalks and a hotel building located in the central portion of the project site. All runoff from the project site will be routed to a wet/detention vault located near the southwest corner of the property, which will then drain into a Targe diameter pipe located on the north side of Upland Drive, which courses in an easterly direction, ultimately discharging into the P17 Pond which is owned by the City of Tukwila and acts as a regional detention and water quality facility. The proposed flow control requirements for this project site are to utilize Level 1 Flow Control with Basic Water Quality as dictated by the City of Tukwila for projects located in this area of the city. This is not a redevelopment project since the project site is undeveloped at this time. The entire site consists of grass pasture area. Under developed conditions, the site will consist of 80 percent impervious surfaces with the remaining 20 percent being landscape areas. Construction activities will include site preparation, TESC installation, building construction, stormwater and utility appurtenance installation, and asphalt paving. The schedule and phasing of BMPs during construction is provided in Section 4.0. Stormwater runoff rates and volumes were calculated using the KCRTS hydrology model and the detention vault was sized by providing Level 1 Flow Control. The following summarizes details regarding site areas: • Total site area: 2.78 acres • Percent impervious area before construction: 0% • Percent impervious area after construction: 80% • Disturbed area during construction: 2.78 acres • Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.25 acre All stormwater flow calculations are provided in Appendix F. 3 15425.003 • • Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 14 BMP Elements 3.1.1 Element #1 — Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Areas that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. The BMPs relevant to marking the clearing limits that will be applied for this project include: ■ High Visibility Plastic or Metal Fence (BMP C103) The clearing limits shall be as shown on the plans and all vegetation outside of the clearing limits preserved. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and street sweeping and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: ■ The roads shall be swept daily should sediment collect on them. Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 4 15425.003 Stormwater Pollution Prevention Plan • 3.1.3 Element #3 - Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled by construction of a sediment trap as one of the first items of construction. Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g., discharge to combined sewer systems). • 3.1.4 Element #4 - Install Sediment Controls • All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to the downstream drainage course. The specific BMPs to be used for controlling sediment on this project include: • Silt Fence (BMP C233) • Sediment Trap (BMP C240) A silt fence shall be installed along the downstream perimeter of the proposed site. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector the event the BMP(s) listed above deemed ineffective or inappropriate during inspector vvavi in the event �a a iv v are v.. construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment -laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). 5 15425.003 • Stormwater Pollution Prevention Plan In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or sediment ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the remainder of the site has been stabilized. The following BMPs will be implemented as end -of -pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end -of -pipe sedimentation controls. • Temporary Sediment Trap (BMP C240) • Construction Stormwater Filtration (BMP C251) • Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: ■ Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C121) • Dust Control (BMP C 140) Seeding shall occur on all areas to remain unworked pursuant to below. Dust shall be controlled if construction occurs during the summer. Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. 6 15425.003 • Stormwater Pollution Prevention Plan In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 IEDemen #6 — Protect SDopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMPs will be used to protect slopes for this project: ° Temporary and Permanent Seeding (BMP C 120) Temporary and permanent seeding shall be used at all exposed areas pursuant to the prior mentioned schedule (seasonal restrictions). Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 [Element #7 — Protect Drain DnOe s All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The following inlet protection measures will be applied on this project: o Excavated Drop Inlet Protection o Block and Gravel Drop Inlet Protection O Gravel and Wire Drop Inlet Protection O Catch Basin Filters o Culvert Inlet Sediment Trap If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 7 15425.003 • Stormwater Pollution Prevention Plan 3e1 Element #8 — StaEb fuze Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: • Site runoff shall be discharged to a sediment trap Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10 -year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10 -year, 1 -hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3e1 o9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: o All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. o On-site fueling tanks and petroleum product storage containers shall include secondary containment. o Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. o In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. 8 15425.003 Stormwater Pollution Prevention Plan ■ Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition: ■ Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). ■ Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). ■ Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout: ■ Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). • 3.1.10 Element #10 — Control Dewatering • All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to the downstream drainage course. Channels will be stabilized, per Element #8. Clean, non - turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following: ■ Concrete Handling (BMP C151) Concrete shall be handled pursuant to BMP C151 wherever and whenever concrete is mixed and poured at the project site. Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate 9 15425.003 • Stormwater Pollution Prevention Plan during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.11 Element #11 — Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: ■ Design the project to fit the existing topography, soils, and drainage patterns. ■ Emphasize erosion control rather than sediment control. • Minimize the extent and duration of the area exposed. • Keep runoff velocities low. • Retain sediment on site. • Thoroughly monitor site and maintain all ESC measures. • Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction ■ The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. 10 15425.003 • Stormwater Pollution Prevention Plan ■ Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations ■ From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: ❑ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and ❑ Limitations on activities and the extent of disturbed areas; and O Proposed erosion and sediment control measures. ■ Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. ■ The following activities are exempt from the seasonal clearing and grading limitations: ❑ Routine maintenance and necessary repair of erosion and sediment control BMPs; ❑ Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and O Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions ▪ Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring ■ All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: O Assess the site conditions and construction activities that could impact the quality of stormwater, and 11 15425.003 Stormwater Pollution Prevention Plan 0 Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. ■ A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. ■ Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential • to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP ■ This SWPPP shall be retained on-site or within reasonable access to the site. ■ The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. ■ The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.1.13 Element #13 — Construction Stormwater Chemical Treatment Turbidity is difficult to control once fine particles are suspended in stormwater runoff from a construction site. Sedimentation ponds are effective at removing larger particulate matter by gravity settling, but are ineffective at removing smaller particulates such as clay and fine silt. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Chemical treatment may be used to reduce the turbidity of stormwater runoff. Chemical treatment can reliably provide exceptional reductions of turbidity and associated pollutants. Very high turbidities can be reduced to levels comparable to what is found in streams during dry weather. Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Chemical treatment may be required to protect streams from the impact of turbid stormwater discharges, especially when construction is to proceed through the wet season. Formal written approval from Ecology and the Local Permitting Authority is required for the use of chemical treatment regardless of site size. The intention to use Chemical 12 15425.003 Stormwater Pollution Prevention Plan Treatment shall be indicated on the Notice of Intent for coverage under the General Construction Permit. Chemical treatment systems should be designed as part of the Construction SWPPP, not after the fact. Chemical treatment may be used to correct problem sites in limited circumstances with formal written approval from Ecology and the Local Permitting Authority. The SEPA review authority must be notified at the application phase of the project review (or the time that the SEPA determination on the project is performed) that chemical treatment is proposed. If it is added after this stage, an addendum will be necessary and may result in project approval delay. See Appendix II -B for background information on chemical treatment. Criteria for Chemical Treatment Product Use Chemically treated stormwater discharged from construction sites must be nontoxic to aquatic organisms. The following protocol shall be used to evaluate chemicals proposed for stormwater treatment at construction sites. Authorization to use a chemical in the field based on this protocol does not relieve the applicant from responsibility for meeting all discharge and receiving water criteria applicable to a site. O Treatment chemicals must be approved by EPA for potable water use. O Petroleum-based polymers are prohibited. O Prior to authorization for field use, jar tests shall be conducted to demonstrate that turbidity reduction necessary to meet the receiving water criteria can be achieved. Test conditions, including but not limited to raw water quality and jar test procedures, should be indicative of field conditions. Although these small-scale tests cannot be expected to reproduce performance under field conditions, they are indicative of treatment capability. Prior to authorization for field use, the chemically treated stormwater shall be tested for aquatic toxicity. Applicable procedures defined in Chapter 173-205 WAC, Whole Effluent Toxicity Testing and Limits, shall be used. Testing shall use stormwater from the construction site at which the treatment chemical is proposed for use or a water solution using soil from the proposed site. • The proposed maximum dosage shall be at least a factor of five lower than the no observed effects concentration (NOEC). ▪ The approval of a proposed treatment chemical shall be conditional, subject to full-scale bioassay monitoring of treated stormwater at the construction site where the proposed treatment chemical is to be used. 13 15425.003 • Stormwater Pollution Prevention Plan ■ Treatment chemicals that have already passed the above testing protocol do not need to be reevaluated. Contact the Department of Ecology Regional Office for a list of treatment chemicals that have been evaluated and are currently approved for use. Treatment System Design Considerations The design and operation of a chemical treatment system should take into consideration the factors that determine optimum, cost-effective performance. It may not be possible to fully incorporate all of the classic concepts into the design because of practical limitations at construction sites. Nonetheless, it is important to recognize the following: ■ The right chemical must be used at the right dosage. A dosage that is either too low or too high will not produce the lowest turbidity. There is an optimum dosage rate. This is a situation where the adage "adding more is always better" is not the case. ■ The coagulant must be mixed rapidly into the water to insure proper dispersion. ■ A flocculation step is important to increase the rate of settling, to produce the lowest turbidity, and to keep the dosage rate as low as possible. ■ Too little energy input into the water during the flocculation phase results in flocs that are too small and/or insufficiently dense. Too much energy can rapidly destroy floc as it is formed. ■ Since the volume of the basin is a determinant in the amount of energy per unit volume, the size of the energy input system can be too small relative to the volume of the basin. ■ Care must be taken in the design of the withdrawal system to minimize outflow velocities and to prevent floc discharge. The discharge should be directed through a physicai filter such as a vegetated swaie that wouid catch any unintended floc discharge. Treatment System Design Chemical treatment systems shall be designed as batch treatment systems using either ponds or portable trailer -mounted tanks. Flow-through continuous treatment systems are not allowed at this time. A chemical treatment system consists of the stormwater collection system (either temporary diversion or the permanent site drainage system), a storage pond, pumps, a chemical feed system, treatment cells, and interconnecting piping. 14 15425.003 • Stormwater Pollution Prevention Plan The treatment system shall use a minimum of two Iined'treatment cells. Multiple treatment cells allow for clarification of treated water while other cells are being filled or emptied. Treatment cells may be ponds or tanks. Ponds with constructed earthen embankments greater than six feet high require special engineering analyses. Portable tanks may also be suitable for some sites. The following equipment should be located in an operations shed: o the chemical injector; o secondary containment for acid, caustic, buffering compound, and treatment chemical; o emergency shower and eyewash, and o monitoring equipment which consists of a pH meter and a turbidimeter. Sizing Criteria The combination of the storage pond or other holding area and treatment capacity should be Targe enough to treat stormwater during multiple day storm events. It is recommended that at a minimum the storage pond or other holding area should be sized to hold 1.5 times the runoff volume of the 10 -year, 24-hour storm event. Bypass should be provided around the chemical treatment system to accommodate extreme storm events. Runoff volume shall be calculated using the methods presented in Volume 3, Chapter 2. If no hydrologic analysis is required for the site, the Rational Method may be used. Primary settling should be encouraged in the storage pond. A forebay with access for maintenance may be beneficial. There are two opposing considerations in sizing the treatment cells. A larger cell is able to treat a larger volume of water each time a batch is processed. However, the larger the cell the longer the time required to empty the cell. A larger cell may also be less effective at flocculation and therefore I settling time The simplest approach to sizing the trq tme� t cell is require a longer .�����. The ��mp,��. uN�.�u,.,, �.. �,z,,,y �,,,, .,„a�,,,.,r,.to multiply the allowable discharge flow rate times the desired drawdown time. A 4 -hour drawdown time allows one batch per cell per 8 -hour work period, given 1 hour of flocculation followed by two hours of settling. The permissible discharge rate governed by potential downstream effect can be used to calculate the recommended size of the treatment cells. The following discharge flow rate limits shall apply: o If the discharge is directly or indirectly to a stream, the discharge flow rate shall not exceed 50 percent of the peak flow rate of the 2 -year, 24-hour event for all storm events up to the 10 -year, 24-hour event. 15 15425.003 • Stormwater Pollution Prevention Plan ■ If discharge is occurring during a storm event equal to or greater than the 10 -year, 24-hour event, the allowable discharge rate is the peak flow rate of the 10 -year, 24-hour event. ■ Discharge to a stream should not increase the stream flow rate by more than 10 percent. ■ If the discharge is directly to a lake, a major receiving water listed in Appendix C of Volume 1, or to an infiltration system, there is no discharge flow limit. ■ If the discharge is to a municipal storm drainage system, the allowable discharge rate may be limited by the capacity of the public system. It may be necessary to clean the municipal storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage system. ■ Runoff rates shall be calculated using the methods presented in Volume 3, Chapter 2 for the pre -developed condition. If no hydrologic analysis is required for the site, the Rational Method may be used. Monitoring The following monitoring shall be conducted. Test results shall be recorded on a daily log kept on site: Operational Monitoring • pH, conductivity (as a surrogate for alkalinity), turbidity and temperature of the untreated stormwater • Total volume treated and discharged • Discharge time and flow rate ■ Type and amount of chemical used for pH adjustment • Amount of polymer used for treatment ■ Settling time Compliance Monitoring • pH and turbidity of the treated stormwater ■ pH and turbidity of the receiving water Biomonitorinq: Treated stormwater shall be tested for acute (lethal) toxicity. Bioassays shall be conducted by a laboratory accredited by Ecology, unless otherwise approved by Ecology. The 16 15425.003 Stormwater Pollution Prevention Plan performance standard for acute toxicity is no statistically significant difference in survival between the control and 100 percent chemically treated stormwater. Acute toxicity tests shall be conducted with the following species and protocols: ■ Fathead minnow, Pimephales promelas (96 hour static -renewal test, method: EPA/600/4-90/027F). Rainbow trout, Oncorhynchus mykiss (96 hour static -renewal test, method: EPA/600/4-90/027F) may be used as a substitute for fathead minnow. ■ Daphnid, Ceriodaphnia dubia, Daphnia pulex, or Daphnia magna (48 hour static test, method: EPA/600/4-90/027F). All toxicity tests shall meet quality assurance criteria and test conditions in the most recent versions of the EPA test method and Ecology Publication # WO -R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. Bioassays shall be performed on the first five batches and on every tenth batch thereafter, or as otherwise approved by Ecology. Failure to meet the performance standard shall be immediately reported to Ecology. Discharge Compliance: Prior to discharge, each batch of treated stormwater must be • sampled and tested for compliance with pH and turbidity limits. These limits may be established by the water quality standards or a site-specific discharge permit. Sampling and testing for other pollutants may also be necessary at some sites. Turbidity must be within 5 NTUs of the background turbidity. Background is measured in the receiving water, upstream from the treatment process discharge point. pH must be within the range of 6.5 to 8.5 standard units and not cause a change in the pH of the receiving water of more than 0.2 standard units. It is often possible to discharge treated stormwater that has a lower turbidity than the receiving water and that matches the pH. Treated stormwater samples and measurements shall be taken from the discharge pipe or another location representative of the nature of the treated stormwater discharge. Samples used for determining %omNlniance with the water quality standards in the receiving water shall not be taken from the treatment pond prior to decanting. Compliance with the water quality standards is determined in the receiving water. Operator Training Each contractor who intends to use chemical treatment shall be trained by an experienced contractor on an active site for at least 40 hours. Standard BMPs 1111 Surface stabilization BMPs should be implemented on site to prevent significant erosion. All sites shall use a truck wheel wash to prevent tracking of sediment off site. 17 15425.003 Stormwater Pollution Prevention Plan Sediment Removal and Disposal ■ Sediment shall be removed from the storage or treatment cells as necessary. Typically, sediment removal is required at least once during a wet season and at the decommissioning of the cells. Sediment remaining in the cells between batches may enhance the settling process and reduce the required chemical dosage. ■ Sediment may be incorporated into the site away from drainages. 3.1.14 Element #14 — Construction Stormwater Filtration Filtration removes sediment from runoff originating from disturbed areas of the site. Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Filtration may be used in conjunction with gravity settling to remove sediment as small as fine silt (0.5 pm). The reduction in turbidity will be dependent on the particle size distribution of the sediment in the stormwater. In some circumstances, sedimentation and filtration may achieve compliance with the water quality standard for turbidity. Unlike chemical treatment, the use of construction stormwater filtration does not require approval from Ecology. Filtration may also be used in conjunction with polymer treatment in a portable system to assure capture of the flocculated solids. Design and Installation Specifications — Background Information Filtration with sand media has been used for over a century to treat water and wastewater. The use of sand filtration for treatment of stormwater has developed recently, generally to treat runoff from streets, parking lots, and residential areas. The application of filtration to construction stormwater treatment is currently under development. Two types of filtration systems may be applied to construction stormwater treatment: rapid and slow. Rapid sand filters are the typical system used for water and wastewater treatment. They can achieve relatively high hydraulic flow rates, on the order of 2 to 20 gpm/sf, because they have automatic backwash systems to remove accumulated solids. In contrast, slow sand filters have very low hydraulic rates, on the order of 0.02 gpm/sf, because they do not have backwash systems. To date, slow sand filtration has generally been used to treat stormwater. Slow sand filtration is mechanically simple in comparison to rapid sand filtration but requires a much larger filter area. Filtration Equipment Sand media filters are available with automatic backwashing features that can filter to 50 pm particle size. Screen or bag filters can filter down to 5 pm. Fiber wound filters can remove 18 15425.003 • Stormwater Pollution Prevention Plan particles down to 0.5 µm. Filters should be sequenced from the largest to the smallest pore opening. Sediment removal efficiency will be related to particle size distribution in the stormwater. Treatment Process Description Stormwater is collected at interception point(s) on the site and is diverted to a sediment pond or tank for removal of large sediment and storage of the stormwater before it is treated by the filtration system. The stormwater is pumped from the trap, pond, or tank through the filtration system in a rapid sand filtration system. Slow sand filtration systems are designed as flow through systems using gravity. If large volumes of concrete are being poured, pH adjustment may be necessary. Maintenance Standards Rapid sand filters typically have automatic backwash systems that are triggered by a pre-set pressure drop across the filter. If the backwash water volume is not large or substantially more turbid than the stormwater stored in the holding pond or tank, backwash return to the pond or tank may be appropriate. However, land application or another means of treatment and disposal may be necessary. ■ Screen, bag, and fiber filters must be cleaned and/or replaced when they become clogged. ■ Sediment shall be removed from the storage and/or treatment ponds as necessary. Typically, sediment removal is required once or twice during a wet season and at the decommissioning of the ponds. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 19 15425.003 • • Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. • Estimate of Construction start date: May 2013 • Estimate of Construction finish date: November 2013 ■ Mobilize equipment on site: • Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150): ■ Install ESC measures: • Install stabilized construction entrance: • Begin clearing and grubbing: ■ Temporary erosion control measures (hydroseeding): • Site inspections reduced to monthly: • Begin concrete pour and implement BMP C151: • Excavate and install new utilities and services (Phase 1): • Complete utility construction: ■ Begin implementing soil stabilization and sediment control BMPs throughout the site in preparation for wet season: ■ WET SEASON STARTS: October 1, 2013 20 15425.003 • Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: ■ Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. ■ Resident Engineer — For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative ■ Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency. Go to the following website to get the name and number for the Ecology contact information: http://www.ecy.wa.gov/org.html ■ Emergency Owner Contact — individual that is the site owner or representative of the site owner/to be contacted in the case of an emergency. ■ Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. ■ Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 21 15425.003 • • Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) TBD Resident Engineer Ali Sadr (425) 251-6222 Emergency Ecology Contact Clay Keown (360) 407-6048 Emergency Owner Contact Ed Shagen (432) 658-9923 Non -Emergency Ecology Contact Ali Sadr (425) 251-6222 Monitoring Personnel TBD 22 15425.003 • • Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 23 15425.003 Stormwater Pollution Prevention Plan • 6.2 Stormwater Quality Monitoring • 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in. Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is Tess than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue daily sampling until the turbidity is iess than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 24 15425.003 Stormwater Pollution Prevention Plan • 6.2.2 pH Sampling • • Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils" such as Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. 25 15425.003 Stormwater Pollution Prevention Plan • 7.0 Reporting and Recordkeeping • • 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site logbook. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Permit Condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 26 15425.003 Stormwater Pollution Prevention Plan • 7.2 Reporting • • 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will be submitted to Ecology because water quality sampling is being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 27 15425.003 • • Stormwater Pollution Prevention Plan Appendix A - Site Plans 28 15425.003 • • Stormwater Pollution Prevention Plan Appendix B — Construction BMPs Stabilized Construction Entrance (BMP C105) Temporary Sediment Trap (BMP C240) Silt Fence (BMP C233) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Dust Control (BMP C140) Check Dams (BMP C207) 29 15425.003 • Stormwater Pollution Prevention Plan Appendix C - Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element#4 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element #8 - Stabilize Channels and Outlets Element #10 - Control Dewatering Additional Advanced BMPs to Control Dewatering: 30 15425.003 Stormwater Pollution Prevention Plan • Appendix D — General Permit II 0 31 15425.003 Stormwater Pollution Prevention Plan • Appendix E — Site Inspection Forms (and Site Log) • • The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional; however, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief". When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the g. 32 15425.003 • • Stormwater Pollution Prevention Plan problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. 33 15425.003 • Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Tukwila Home2 Suites Inspector Name: TBD Date: Inspection Type: Title: CESCL # : Time: o After a rain event ❑ Weekly ❑ Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since Description of General last inspection In last 24 hours Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: BMP: Location Location Inspected Functioning YN YN NIP Inspected Y N Functioning NIR Y N Element 2: Establish Construction Access BMP: BMP: Location Location Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 34 15425.003 • Stormwater Pollution Prevention Plan Element 3: Control Flow Rates BMP: BMP: Location Location Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Element 4: Install Sediment Controls BMP: BMP: BMP: BMP: BMP: Location Location Location Location Location Inspected Y N Inspected Y N Inspected Y N Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Functioning NIP Y N Functioning NIP Y N Functioning NIP Y N Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 35 15425.003 • Stormwater Pollution Prevention Plan Element 5: Stabilize Soils BMP: BMP: BMP: BMP: Location Location Location Location Inspected Y N Inspected Y N Inspected Y N Inspected Y N Element 6: Protect Slopes BMP: BMP: BMP: Location Location Location Inspected Y N Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Functioning NIP Y N Functioning NIP Y N Functioning Y NIP N Functioning. NIP Y N Functioning NIP Y N Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 36 15425.003 • Stormwater Pollution Prevention Plan Element 7: Protect Drain Inlets BMP: BMP: BMP: Location Location Location Inspected Y N Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Functioning NIP Y N Element 8: Stabilize Channels and Outlets BMP: BMP: BMP: BMP: Location Location Location Location Inspected Y N Inspected Y N Inspected Y N Inspected Y N Functioning Y NIP N Functioning NIP Y N Functioning NIP Y N Functioning NIP Y N Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 37 15425.003 • Stormwater Pollution Prevention Plan Element 9: Control Pollutants BMP: BMP: Location Location Inspected Y N Inspected Y N Element 10: Control Dewatering BMP: BMP: BMP: Location Location Location Functioning Y NIP N Functioning NIP Y N Inspected Functioning YN YNNIP Inspected Y N Inspected Y N Functioning NIP Y N Functioning NIP Y N Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Stormwater Discharges From the Site Observed? Problem/Corrective Action Y N 38 15425.003 • • Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or Tess, was Ecology notified by phone within 24 hrs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: 39 15425.003 Stormwater Pollution Prevention Plan 0 Appendix F — Engineering Calculations 0 0 40 15425.003 • • • 8.0 ESC ANALYSIS AND DESIGN This project will provide erosion control facilities sized in accordance with the 1998 KCSWDM such that clearing limits will be specified, cover measures will be instituted should the project be constructed during the wetter winter months, perimeter protection will be provided along the downstream perimeter of the project site in the form of silt fences, and traffic area stabilization will be maintained by sweeping roads regularly should sediment be tracked off site. Sediment retention facilities will be provided on this site in the form of a sediment trap since the project site is Iess than 3 acres in size and will be sized in accordance with the 1998 KCSWDM. Please refer to the following pages of this report for the sediment trap sizing calculations, including the basin summary. 12961.005.doc • • • Appended on: 09:59:10 Monday, December 08, 2008 12961esc Event Summary ,2,1i'1 Z. aro) Event IIPeak Q(efs)IPeak T (hrs)jHyd Vol (aefq Area (ac) I Method1Raintypel TYPEIA 6 montlij 0.2750 i 8.00 : 0.1310 2.7800 SBUH I TYPEIA 2 year ' 0.6504 : 8.00 Pervious CN 91.00 : 0.2696 : 2.7800 : SBUH I TYPEIA: 10 year 1.1684 8.00 J 0.4583 2.7800 SBUH . TYPElk 25 year J 1.4648 1 Pervious Composited CN (AMC 2) . .. ....... . _ ..... ......_ . . ......91.00 • . , 8.00 PerviousTC Calc 0.5668 2.7800 2.7800 1 SBUH TYPEIA SBUH ilTYPE1A 100 yearr 1.7934 TT , ' I 8.00 I 0.6879 I Record Id: 12961esc Design Method SBUH Rainfall type TYPEIA ' HO Intv 10.00 min , Peaking Factor 484.00 ,Abstraction Coeff 0.20 Pervious Area 2.78 ac ' DCIA 0.00 ac Pervious CN 91.00 : DC CN 0.00 Pervious TC I 15.00 min , DC TC 1 0.00 min Pervious CN Cale Description SubArea Sub cn 1 Newly graded area •I 2.78 ac 91.00 • , 1 Pervious Composited CN (AMC 2) . .. ....... . _ ..... ......_ . . ......91.00 • . , PerviousTC Calc Type Description I Length r Slope 1 Coeff 1 Misc TT , ' Fixed I • 15.00 min [Pervious TC __•- . . .. . . . _ .... . I 15.00 min • Licensed to: Barghausen Engineers ref (-4,peC9( ,/,av: e. 9. 7 c • 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT This section is not a requirement of the City of Tukwila. • • 12961.005.doc •:•: • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.3- CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance Is Performed Storage Area Manhole Catch Basins Plugged Air Vents One-half of the cross section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment Debris and Sediment Joints Between Tank/Pipe Section Tank Pipe Bent Out of Shape Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Accumulated sediment depth exceeds 10% of the diameter of the storage area for ,A length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y2 length of tank. Any crack allowing material to be transported into facility Any part of tank/pipe is bent out of shape more than 10% of it's design shape Cover is missing or only partially in place. Any open manhole requires maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than Ys inch of thread (may not apply to self-locking lids.) One maintenance person cannot remove lid after applying 801bs of lift. Intent is to keep cover from sealing off access to maintenance. King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. See "Catch Basins" Standards No. 5 All sediment and debris removed from storage area. All joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is closed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person safe access. See "Catch Basins" Standards No. 5 1998 Surface Water Design Manual 9/1/98 A-3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Cleanout Gate Orifice Plate Overflow Pipe Manhole Catch Basin Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing • Distance between debris build-up and bottom of orifice plate is Tess than 1-1/2 feet Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes—other than designed holes—in the structure. Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Obstructions Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems" Standards No. 3 See °Catch Basins" Standards No. 5 All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins" Standards No. 5 9/1/98 1998 Surface Water Design Manual A-4 t • • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed General Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height • Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the Joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS (CONTINUED) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Catch Basin Cover Ladder • Metal Grates (If Applicable) Fire Hazard Vegetation Pollution Cover Not in Place' Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover Is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread.. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Damaged or Missing. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Components General Meta! No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Defect Condition When Maintenance is Needed Results Expected When, Maintenance Is Performed. Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing i3ars are beat out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars In place according to design. Repair or replace barrier to design standards. 9/1/98 A-6 1998 Surface Water Design Manual • • • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 NO. 11 - GROUNDS (LANDSCAPING) Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. . Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins". Standard No. 5 See "Debris Barriers" Standard No.6 Maintenance • Defect Component Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Weeds (Nonpoisonous) Safety Hazard Trash or Litter Trees and Shrubs Damaged Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A-9 • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILIl1ES.(CONTINUED) D.) Wetvaults Maintenance Component Detect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Wetvauit Trash/ Debris Accumulation Trash and debris accumulated in vault, pipe or Inlet/ outlet, (includes floatables and non- floatables). Sediment Accumulation Sediment accumulation in vault bottom that In Vault exceeds the depth of the sediment zone plus 6 - inches. Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged Baffles Access Ladder Damage Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault: Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault Is not structurally sound. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning property, missing rungs, has cracks and/ or misaligned. Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced. Pipe repaired oi• replaced to proper working specifications. No cracks wider than 1/4 -inch at the joint of the inlet/ outlet pipe. Vault is determined to be structurally sound. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 1998 Surface Water Design Manual 9/1/98 A-13 • WETLANDS • • Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Trash from Screening Device - average maintenance interval is 6 to 12 months. • (5 minute average service time). o Remove Sediment from Separation Chamber - average maintenance interval is 12 to 24 months. • (10 minute average service time). o Replace Cartridge Filter Media - average maintenance interval 12 to 24 months. • (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media - average maintenance interval is 12 to 24 months. • (5 minute average service time). o Trim Vegetation - average maintenance interval is 6 to 12 months. • (Service time varies). System Diagram Inflow Pipe (optional) Access to screening device, separation . chamber and cartridge filter Access to drain down filter Pre -Treatment Chamber Biofiltration Chamber www.modularwetlands.com Discharge Chamber • WETLANDS Maintenance Procedures Screening Device 1. Remove grate or manhole cover to gain access to the screening device in the Pre - Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre -Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1. Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. www.modularwetlands.com • WETLANDS - Maintenance Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. • 5. .No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. www.modularwetlands.com WETLANDS Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre -Treatment Chamber. It's mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. • Separation Chamber • The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. A ,7:. •x.. _ ,:,;10,..- - www.modularwetlands.com • WETLANDS • • Cartridge Filters The cartridge filters are located in the Pre -Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. www.modularwetlands.com • WETLAND S- • Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. www.modularwetlands.com • WETLANDS - • • Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com Clanarr ENVIRONMENTAL SERVICES, INC. Inspection Rep®urt Modular ,'etriends System WETLANDS eject Name Project Address Owner / Management Company Contact (city) (Zip Code) Inspector Name Phone ( ) — Date Type of Inspection 0 Routine 0 Follow Up 0 Complaint ❑ Storm Additional Notes Weather Condition Time For Office Use Only (Reviewed By) (Date) Office personnel to complete section to the (eft. AM / PM Storm Event in Last 72 -hours? 0 No 0 Yes Inspection Checklist Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Trash / Bags / Bottles Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Green Waste / Leaves / Foliage Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? krking Condition: there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Depth: Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber?, Chamber. Any signs of improper functioning in the discharge chamber? Note issues in comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Is there a septic or foul odor coming from inside the system? Waste: Yes No Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage •tional Notes: Recommended Maintenance No Cleaning Needed Schedule Maintenance as Planned Needs Immediate Maintenance Plant Information Damage to Plants Plant Replacement Plant Trimming 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 WETLANDS Maintenance Report grr'rurlW,r 'I V�. Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com B/ CLEAN. ENVIRONMENTAL SERVICES, INC. • Cleaning and Maintenance Report Modular Wetlands System WETLANDS Project Name Project Address Owner / Management Company Contact (city) (Mp Code) Inspector Name Phone ( ) — Date / / Time Type of Inspection 0 Routine 0 Follow Up 0 Complaint 0 Storm Storm Event in Last 72 -hours? 0 No 0 Yes Additional Notes For Office Use Only (Reviewed By) (Date) Office personnel to complete section to the left. AM / PM Weather Condition Site Map # GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat: MWS Catch Basins Long: . MWS Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: • 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 FILE COPY PROJECT: Home2 Suites LOCATION: Tukwila WA STATEMENT OF SPECIAL INSPECTIONS PERMIT APPLICANT: Tukwila Hotel Ownership, LLC CTM NOV 012013 cite ,2vrS,L: ,nf)5'l?-- um MIDDLETON, INC. APPLICANT'S ADDRESS: 300 Upland Drive, Tukwila, WA 98188 ARCHITECT OF RECORD: HC Architecture STRUCTURAL ENGINEER OF RECORD: Davis 8 Church. LLC REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE: Tom Hogan (architect) 2-4 tL This Statement of Special Inspections is submitted in accordance with Section 1704 of the 2006 -International Building Code. It includes a Schedule of Special Inspection Services applicable to the above -referenced Project as well as the identity of the individuals, agencies, or firms intended to be retained for conducting these inspections. If applicable, it includes Requirements for Seismic Resistance and/or Requirements for Wind Resistance. r4314161CTIOCS Mai 1114- I143NasbN 4Q4rviel s Mut- Wsd% c enPw+o- Are Requirements for Seismic Resistance included in the Statement of Special ® Yes ❑ No Inspections? Are Requirements for Wind Resistance included in the Statement of Special Inspections? ❑ Yes Z No The Special Inspector(s) shall keep records of all inspections and shall furnish interim inspection reports to the Building Official and to the Registered Design Professional in Responsible Charge at a frequency agreed upon by the Design Professional and the Building Official prior to the start of work. Discrepancies shall be brought to the immediate attention of the Contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge prior to competition of that phase of work. A Final Report of Special Inspections documenting required special inspections and corrections of any discrepancies noted in the inspections shall be submitted to the • Building Official and the Registered Design Professional in Responsible Charge at the conclusion of the project. Frequency of interim report submittals to the Registered Design Professional in Responsible Charge: _Weekly _Bi -Weekly X Monthly Other; specify: The Special Inspection program does not relieve the Contractor of the responsibility to comply with the Contract Documents. Jobsite safety and means and methods of construction are solely the responsibility of the Contractor. Statement of Special Inspections Prepared by: Matthew S. Church. PE Type or print name REVIEWED FOR CODE COMPLIANCE APPROVED Signature Building icial' Acceptance: DatjEC 2 6 2013 City of Tukwila BUILDING DIVISION Signature Date Permit Number: D (3- O3O7 Frequency of interim report submittals to the Building Official: _Monthly _Bi- Monthly _Upon Completion Other; specify:W 1`f Home2 Suites — Tukwila WA August 26, 2013 Statement of Special Inspections Requirements for Wind Resistance See the Schedule of Special Inspections for inspection and testing requirements Basic Wind Speed (3 second gust): 85 m.p.h., Wind Exposure Category: B Statement of Special Inspection for Wind Resistance Required (Yes/No): NO (Required in wind exposure Category B, where the basic wind speed is 120 miles per hour or greater. Required in wind exposure Category C or D, where the basic wind speed is 110 miles per hour or greater) Description of main wind force -resisting system subiect to special inspection for wind resistance: Description of wind force -resisting components subject to special inspection for wind resistance: Statement of Responsibility: Each contractor responsible for the construction or fabrication of a system or component described above must submit a Statement of Responsibility. ACEC/SEAOG SI GL 01— 03/16/2006 page A2 • Home2 Suites — Tukwila WA August 26, 2013 Statement of Special Inspections Requirements for Seismic Resistance See the Schedule of Special Inspections for inspection and testing requirements Seismic Design Category: D Statement of Special Inspection for Seismic Resistance Required (Yes/No): Yes Description of seismic force -resisting system subject to special inspection and testing for seismic resistance: (Required for Seismic Design Categories C, D, E or F) Light;framedAvalWsheathed with wood°structural panels:rated for shear resistancejand-all •• as sociatedtanchoca {e; Description of designated seismic systems subiect to special inspection and testing for seismic resistance: (Required for architectural, electrical and mechanical systems and their components that require design in accordance with ASCE 7-05 Chapter 13, have a component importance factor, 1p, greater than one and are in Seismic Design Categories D, E or F.) None Description of additional seismic systems and components requiring special inspections and testing: (Required for systems noted in IBC Section 1705.3, cases 3,.4 & 5 in Seismic Design Categories C, D, E or F.) Heating,: ventilafing ,andkair-conditioning (HVAC] ductworkconta ning hazardousmatenals an nchorage:of;such Chia: work� P.,ipingxsystems;and mechanical units':containing flammable; combustible;'or:high :toz'ic materials Anchorage,of electricalae uipment used for emergency or standby. power systems: Exteriorwalkpanels: and -their anchorage' Suspended ceilingsystems`:and=their anchorage? Statement of Responsibility: Each contractor responsible for the construction or fabrication of a system or component described above must submit a Statement of Responsibility. ACEC/SEAOG SI GL 01— 03/16/2006 page A3 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA Auctust 26, 2013 MATERIAL /ACTIVITY SERVICE REFERENCED STANDARDS APPLICABLE TO THIS PROJECT YIN EXTENT AGENT* DATE COMPLETED Section 1704.2 Inspection of Fabricators Verify fabrication/quality control procedures. In -plant review or verification of auditing by an approved special inspection agency IBC 1704.2 Y Periodic Table 1704.3 Steel Construction 1. Material verification of high-strength bolts, nuts, and washers. a. Identification markings to conform to ASTM standards specified in the approved construction documents. Field Inspection Applicable ASTM material specifications; AISC 360, Section A3.3 Y Periodic b. Manufacturer's certificate of compliance required. Certificate of compliance review - Y Periodic 2. Inspection of high-strength bolting: Field Inspection • a. Snug -tight joints. Field Inspection AISC 360, Section M2.5; IBC 1704.3.3 Y Periodic b. Pre -tensioned and slip -critical critical joints using turn -of -nut with matchmarking, twist -off bolt or direct tension indicator methods of installation. Field InspectionY Periodic b. Pre -tensioned and slip -critical critical joints using turn -of -nut without matchmarking or calibrated wrench methods of installation. Field Inspection Y Continuous 3. Material verification of structural steel and cold -formed steel decic a. For structural steel, identification markings to conform to AISC 360. Field Inspection AISC 360, Section M5.5 Y Periodic b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. Field Inspection Applicable ASTM material standards Y Periodic c. Manufacturer's certified test reports. Submittal review, shop inspection and/or field inspection. - Y Periodic ACEC/SEAOG SI GL 01— 03/16/2006 1 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL /ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD3 YIN 1 EXTENT 1 AGENT' 1 DATE COMPLETED 4. Material verification of weld filler materials: a. Identification markings to conform to ASTM specification in the approved construction documents. Field inspection AISC 360 Section A3.5 and applicable AWS A5 documents Y Periodic b. Manufacturers certificate of compliance required. Review submittals - Y Periodic 5. Inspection of welding: a. Structural steel and cold -formed steel deck 1) Complete and joint partial penetration groove welds. Shop and field inspection AWS D1.1 and IBC 1704.3.1 Y Continuous 2) Multi -pass fillet welds. Shop and field inspection Y Continuous 3) Single -pass fillet welds > 5/16" Shop and field inspection AWS D1.1 and IBC 1704.3.1 Y Continuous 4) Plug and slot welds. Shop and field inspection . Y Y Continuous 5) Single -pass fillet welds < 5/16" Shop and field inspection Periodic 6) Floor and deck welds. Shop and field inspection AWS D1.3 Y Periodic b. Reinforcing steel: 1) Verification of weldability of reinforcing steel other than ASTM A 706 and steel threaded rods. Shop and field inspection AWS D1.4; ACI 318: 3.5.2 Y Periodic 2) Reinforcing steel -resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement. Shop and field inspection N Continuous c. Shear reinforcement Shop and field inspection N Continuous d. Other reinforcing steel Shop and field inspection Y Periodic 6. Inspection of steel frame joint details for compliance with approved construction documents. a. Details such as bracing & stiffening. Shop and field inspection Y Periodic b. Member locations. Shop and field inspection IBC 1704.3.2 Y Periodic c. Application of joint details at each connection. Shop and field inspection Y Periodic ACEC/SEAOG SI GL 01— 03/16/2006 2 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL / ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD3 YIN EXTENT AGENT' DATE COMPLETED 7. Verify installation of temporary restraint/bracing and permanent restraint/bracing are installed in accordance with approved truss submittal package. Field inspection IBC 1704.3.4 N Periodic 8. Inspection of steel frame to verify compliance with the details shown on the construction documents. Field inspection IBC 1704.3.2 Y Periodic Table 1704.4 Concrete Construction 1. Inspection of reinforcing steel, including prestressing tendons, mechanical couplers, and placement. Field inspection ACI 318: 3.5, 7.1-7.7 and IBC 1913.4 AWS D1.4 and ACI 318: 3.5.2 Y Periodic 2. Inspection of reinforcing steel welding in accordance with Table 1704.3 Item 5b. Field inspection Y Where applicable 3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable have been increased or where strength design is used. In -plant or field review ACI 318: 8.1.3,21.2.8, and IBC 1911.5,1912.1 N Continuous 4. Inspection of anchors installed in hardened concrete. ACI 318: 3.8.6,8.1.3,21.2.8 and IBC 1912.1 Y Periodic 5. Verifying use of required design mix Review submittals ACI 318: Ch 4, 5.2-5.4; IBC 1904.2.2, 1913.2, 1913.3 Y Periodic 6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine ther temperature of concrete. Field testing ASTM C 172; ASTM C 31; ACI 318: 5.6, 5.8; IBC 1913.10 Y Continuous 7. Inspection of concrete and shotcrete placement for proper application techniques. Field review ACI 318: 5.9, 5.10; IBC 1913.6, 1913.7, 1913.8 Y Continuous 8. Inspection for maintenance of specified curing temperature and techniques.. Field review ACI 318: 5.11-5.13; IBC 1913.9 Y Periodic • ACEC/SEAOG SI GL 01— 03/16/2006 3 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26. 2013 MATERIAL /ACTIVITY SERVICE REFERENCED STANDARDS APPLICABLE TO THIS PROJECT Y/N EXTENT AGENT* DATE COMPLETED 9. Inspection of prestressed concrete: a. Application of prestressing forces. b. Grouting of bonded prestressing tendons in the seismic -force -resisting system. ACI 318: 18.20, 18.18.4 N Continuous 10. Erection of precast concrete members. Field review ACI 318: Ch 16 N Periodic 11. Verification of in-situ concrete strength, prior to stressing of tendons in post tensioned concrete and prior to removal of shores and forms from beams and structural slabs. Review field testing and laboratory reports ACI 318: 6.2 N Periodic 12. Inspection of formwork for shape, lines, location and dimensions of the concrete member being formed. Field inspection ACI 318: 6.1.1 Y Periodic Table 1704.5 Masonry Construction (Level 1 Special Inspection) 1. Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified. _ ACI 530.1/ASCE 6ITMS 602: Art. 1.5 Y Periodic 2. Verification of Pm and PAcc prior to construction except where specifically exempted by this code. ACI 530.1/ASCE 6/TMS 602: Art. 1.4B Y Periodic 3. Verification of slump flow and VSI as delivered to the site for self- consolidating grout. ACI 530.1/ASCE 6lTMS 602: Art1.5B.1.b.3 Y Continuous 4. As masonry construction begins, the following shall be verified to ensure compliance: . a. Proportions of site -prepared mortar. Field and submittal review ACI 530.1/ASCE 6/TMS 602: Art. 2.6A Y Periodic b. Construction of mortar joints. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.3B Y Periodic c. Location of reinforcement, connectors, prestressing tendons and anchorages. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.4, 3.6A Y Periodic ACEC/SEAOG SI GL 01— 03/16/2006 4of14, SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26. 2013 MATERIAL / ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARDS YIN EXTENT AGENT* DATE COMPLETED d. Prestressing technique Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.6B N Periodic e. Grade and size of prestressing tendons and anchorages. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 2.4B, 2.4H N Periodic 5. During construction the inspection program shall verify: a. Size and location of structural elements. Field and submittal review ACI 530.1/ASCE 6/TMS 602: Art. 3.3F Y Periodic b. Type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction. Field inspection ACI 530/ASCE 5/TMS 402: Sec. 1.2.2(e), 1.16.1 Y Periodic , c. Specific size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. Field inspection ACI 530/ASCE 5/TMS 402: Sec. 1.15; ACI 530.1/ASCE 6/TMS 602: Art. 2.4, 3.4 Y Periodic d. Welding of reinforcing bars. Field inspection ACI 530/ASCE 5/TMS 402: Sec. 2.1.9.7.2, 3.3.3.4(b) Y Continuous e. Protection of masonry during hot (above 90 °F) or cold (below 40 °F) weather. Field inspection IBC 2104.3, 2104.4; ACI 530.1/ASCE 6/TMS 602: Art. 1.8C, 1.8D Y Periodic f. Application and measurement of prestressing force Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.6B N Continuous 6. Prior to grouting, the following shall be verified to ensure compliance: a. Grout space is clean. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.2D Y Periodic b. Placement of reinforcement and connectors and prestressing tendons and anchorages. Field inspection ACI 530/ASCE 5/TMS 402: Sec. 1.13; ACI 530.1/ASCE 6/TMS 602: Art. 3.4 Y Periodic c. Proportions of site prepared grout and prestressing grout for bonded tendons. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 2.6B Y Periodic d. Construction of mortar joints. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.3B Y Periodic 7. Grout placement shall be verified to ensure compliance. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.5 Y Continuous a. Grouting of prestressing bonded tendons. Field inspection ACI 530.1/ASCE 6/TMS 602: Art. 3.6C N Continuous ACEC/SEAOG S/ GL 01— 03/16/2006 5 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL / ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARDS YIN EXTENT AGENT* DATE COMPLETED 8. Preparation of any required grout specimens, mortar specimens and/or prisms shall be observed. Field inspection IBC 2105.2.2, 2105.3; ACI 530.1/ASCE 6/TMS 602: Art. 1.4 Y Periodic 1704.6 Wood Construction 1. Inspection of the fabrication process of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704.2 In -plant review IBC 1704.6 Y Periodic 2. Verify species, size, spacing and alignment of stud framing with the stud schedule in the approved construction documents. Field inspection IBC 2306.2 Y Periodic 3. Verify all wood framing and structural panel sheathing at all exterior walls are fire -retardant treated lumber. Field inspection N Periodic 4. Verify details in floor cavity at shear walls are in accordance with approved construction documents. Field inspection Diaphragms and Shear Walls Design/Construction Guide, Form L350, 2007 APA Y Periodic 5. Verify details at balcony framing are in accordance with approved construction documents. Field inspection • Y Periodic 6. Verify size, connections and location of shear wall end anchorage agree with approved construction documents. Field inspection IBC 2305.3.7, 2305.3.8.2.3 thru 2305.3.8.2.8 Y Periodic • 7. For gypsum shear walls, verify spacing of fasteners, sheathing thickness & sill plate anchorage are in accordance with approved construction documents. Field inspection IBC 2306.4.5 & Table 2306.4.5 N Periodic ACECISEAOG SI GL 01— 03/162006 6 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA Au a ust 26. 2013 MATERIAL /ACTIVITY SERVICE REFERENCED STANDARDS APPLICABLE TO THIS PROJECT YIN EXTENT AGENT" DATE COMPLETED 8. For structural panel diaphragms and shear walls, verification of grade and thickness of structural panel sheathing are in accordance with approved construction documents. Field inspection IBC 1704.6.1, 2305.2 & 3, 2306.3 & 4 and Tables 2306.3.1 & 2 and 2306.4.1; APA ICC ES Legacy Report ER 1952; Diaphragms and Shear Walls Design/Construction Guide, Form L350, 2007 APA Y Periodic 9. For structural panel diaphragms and shear walls, verify nominal size of framing members at adjoining panel edges, nail or staple diameter and length, number of fastener lines, sill plate anchorage, and that spacing between fasteners in each line and at edge margins agrees with approved construction documents. Field inspection Y Periodic 10. Verify where a truss Gear span exceeds 60 ft that the tempory restraint/bracing and permanent individual truss restraint/bracing are installed in accordance with the approved truss submittal package. Field inspection IBC 1704.6.2 N Periodic Table 1704.7 Soils 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. Field inspection IBC 1804 Y Periodic 2. Verify excavations are extended to proper depth and have reached proper material. Field inspection IBC 1805.2 Y Periodic 3. Perform classification and testing of controlled fill materials. Field inspection IBC 1802.3,1802.4 Y Periodic 4. Verify use of proper materials, densities, and hft thicknesses during placement and compaction of compacted fill Field inspection IBC 1803.5 Y Continuous Prior to placement of controlled fill, observe subgrade and verify that site preparation complies with approved soils report. Field inspection IBC 1803.3 Y Periodic ACEC/SEAOG SI GL 01— 03/16/2006 7 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26. 2013 MATERIAL /ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD3 YIN 1 EXTENT 1 AGENT" 1 DATE COMPLETED Tabel 1704.8 Driven Deep Foundation Elements 1. Verify pile materials, sizes and lengths comply with requirements. Field inspection and submittal review. IBC 1808-1811 N Continuous 2. Determine capacities of test piles and conduct additional load tests, as required. Field inspection and submittal review. IBC 1808.2.8.1, 1808.2.8.3 - _ 1808.2.8.8 N Continuous 3. Observe driving operations and maintain complete and accurate records for each pile. Field inspection and submittal review. Submittal to the bldg official of the results of pile load tests. IBC 1808.2.8.2 N Continuous 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations, and document any damage to foundation element. Field inspection and submittal review IBC 1808-1811 N Continuous 5. For steel piles, perform additional inspections per Section 1704.3 See Section 1704.3 IBC 1809.3 N See Section 1704.3 6. For concrete elements and concrete - filled elements, perform additional inspections in accordance with Section 1704.4. See Section 1704.4 IBC 1809.2, 1810 N See Section 1704.4 8. For specialty piles, perform additional inspections as determined by the registered design professional in responsible charge. Field inspection IBC 1811 N See construction documents if applicable. Table 1704.9 Cast -In -Place Deep Foundation Elements 1. Observe drilling operations andmaintain complete and accurate records for each element. Field inspection and submittal review. N Continuous 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable), and adequate end bearing strata capacity. Record concrete or grout volumes. Field inspection and submittal review. - IBC 1808, 1812 N Continuous ACECJSEAOG SI GL 01— 03/16/2006 8.014 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL / ACTIVITY • SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD Y/N EXTENT AGENT* DATE COMPLETED 3. For concrete elements, perform additional inspections per Section 1704.4. See Section 1704.4 IBC 1812.8 N See Section 1704.4 1704.12 Sprayed Fire-resistant Materials 1. Inspect the prepared surface of structural members to be sprayed prior to application of sprayed fire-resistant material. Field inspection IBC 1704.12.2 N Periodic 2. Verify application of sprayed fire- resistant materials conforms to written instructions of approved manufacturers. Field inspection IBC 1704.12.3 N Periodic 3. Verify average thickness of sprayed fire-resistant materials applied to structural members conforms to IBC Section 1704.12.4 Field inspection IBC 1704.12.4 N Periodic • 4. Verify density of the sprayed fire- resistant material complies with approved fire-resistant design. Field inspection and submittal review IBC 1704.12.5 and ASTM E 605 N Periodic 5. Verify the cohesive/adhesive bond strength of the cured sprayed fire- resistant material meets minimum 150 psf.. Field inspection and submittal review IBC 1704.12.6 N Per IBC section 1704.12 .6 1704.13 Mastic and Intumescent Fire -Resistant Coatings 1. Inspect mastic and intumescent fire- resistant coatings applied to structural elements and decks, in accordance with AWCI 12-B. Field inspection N Periodic ACEC✓SEAOG SI GL 01— 03/16/2006 9 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA Au4ust 26. 2013 MATERIAL / ACTIVITY SERVICE REFERENCED STANDARDS APPLICABLE TO THIS PROJECT Y/N 1 EXTENT 1 AGENT* 1 DATE COMPLETED 1704.14 Exterior Insulation and Finish Systems (EIFS) 1. Inspect EIFS applications. Field inspection Y Periodic 1704.15 Special Cases (work unusual in nature, including but not limited to alternative construction materials, unusual design applications, systems or materials with special manufacturer requirements. Attach 8 1/2x11 if needed). Submittal review, shop inspection and/or field inspection. N 1704.16 Smoke Control Systems 1. Leakage testing and recording of device locations prior to concealment. Field testing Y Periodic 2. Prior to occupancy and after sufficient completion, pressure difference testing, flow measurements, and detection and control verification. Field testing Y Periodic 1707.2 Structural Steel Special Inspections for Seismic Resistance 1. Structural steel shall be in accordance with the quality assurance plan requirements of AISC 341. - Shop and field inspection AISC 341, Seismic Provisions Y Continuous 1707.3 Structural Wood Special Inspections for Seismic Resistance 1. Inspection of field gluing operations of elements of the seismic -force resisting system. Field inspection Y Continuous 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic -force - resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs. Shop and field inspection Y Periodic . ACEC/SEAOG SI GL 01- 03/16/2006 10 0114 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA Auaust 26. 2013 MATERIAL /ACTIVITY • SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD YIN 1 EXTENT 1. AGENT* 1 DATE COMPLETED 1707.4 Cold -formed Steel Framing Special Inspections for Seismic Resistance 1. Inspection during welding operations of elements of the seismic -force- resisting system. Shop and field inspection N Periodic 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic -force - resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. . Shop and field inspection N Periodic 1707.5 Storage Racks and Access Floors Special Inspections for Seismic Resistance 1. Inspection during the anchorage of access floors and storage racks 8 feet or greater in height. Field inspection Y Periodic 1707.6 Architectural Components Special Inspections for Seismic Resistance r > a > 1. Inspection during the erection and fastening of exterior cladding and interior and exterior veneer. Field inspection Y Periodic 2. Inspection during the erection and fastening of interior and exterior non load bearing walls. Field inspection N Periodic 1707.7 Mechanical and Electrica Components Special Inspections for Seismic Resistance 1. Inspection during the anchorage of electrical equipment for emergency or standby power systems. Field inspection Y Periodic 2. Inspection during the anchorage of other electrical equipment. Field inspection N Periodic 3. Inspection during installation of piping systems intended to carry flammable, combustible, or highly toxic contents and their associated mechanical units. Field inspection N Periodic ACEC/SEAOG SI GL 01— 03/16/2006 11 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL / ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARDS YIN EXTENT AGENT' DATE COMPLETED 4. Inspection during the installation of HVAC ductwork that will contain hazardous materials Field inspection N Periodic 5. Inspection during the installation of vibration isolation systems where the construction documents require a nominal clearance of 1/4" or Tess between equipment support frame and restraint. Field inspection N Periodic ' 1707.8 Designated Seismic System Verification 1. Inspect and verify that that the component label, anchorage or mounting conforms to the certificate of compliance in accordance with 1708.5. Field inspection N Periodic 1707.9 Seismic Isolation System Inspection during the fabrication and installation of isolator units and energy dissipation devices used as part of the seismic isolation system. Shop and field inspection N Periodic 1708.1 Testing And Qualification For Seismic Resistance 1. Verify the seismic -force -resisting systems as determined in IBC Sections 1613 shall shall meet the requirements of Sections 1708.2 and 1708.3, as applicable. Review submittals N Each submittal 2. Verify the designated seismic systems subject to special certification requirements of ASCE 7 Section 13.2.2 are required to be tested in accordance with IBC Section 1704.8. Review submittals and field testing N Periodic ACEC/SEAOG SI GL 01— 03/162006 12 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26. 2013 MATERIAL /ACTIVITY SERVICE REFERENCED APPLICABLE TO THIS PROJECT STANDARD' YIN EXTENT AGENT* DATE COMPLETED 3. Verify Architectural, mechanical, and electrical components in structures with Ip=1.0 are required to be tested in accordance with IBC Section 1708.4 where the general design requirements of ASCE 7 Section 13.2.1, Item 2 for manufacturer's certification are satisfied by testing. Review submittals and field testing • Y Periodic 4. Verify Seismic isiolation systems in seismically isolated structures meety the testing requirements of IBC Section 1708.5 Field review N Periodic • 1708.2 Concrete Reinforcement 1. Review certified mill test reports for each shipment of reinforcing steel used to resist earthquake -induced flexural and axial forces in special moment frames, special structural walls and coupling beams connecting special structural walls. Review testing reports ACI 318 Section 21.1.5.2 N Each submittal 2. Verify reinforcing steel weldability in accordance with ACI 318 Section 3.5.2. Review testing reports ACI 318: 3.5.2 N Each submittal 1708.3 Structural Steel 1. Test in accordance with the quality assurance requirements of AISC 341, Seismic Provisions Shop and field testing N Each occurrence 1708.4 Seismic Certification of Nonstructural Components 1. Review certificate of compliance for designated seismic system components Certificate of compliance review Y Each submittal 1708.5 Seismicly Isolated Structures 1. Test seismic isolation system in accordance with ASCE 7 Section 17.8 Prototype testing ASCE 7 Section 17.8 N Per ASCE 7 1710.1 Structural Observations ACECJSEAOG SI GL 01— 03/16/2006 13 of 14 SCHEDULE OF SPECIAL INSPECTION SERVICES Home2 Suites - Tukwila, WA August 26, 2013 MATERIAL / ACTIVITY SERVICE REFERENCED STANDARDS APPLICABLE TO THIS PROJECT YIN EXTENT AGENT* DATE COMPLETED 1. Perform structural observations where required by IBC Sections 1710.2 and 1710.3 for wind or seismic construction. Field review N Per Structural/Owner INSPECTION AGENTSFIRM ADDRESS • TELEPHONE NO. 1. TBD 2. 3. 4. 5. 6. Notes: 1. The inspection and testing agent(s) shall be engaged by the Owner or the Owners Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official andror the Design Professional. 2. The list of Special Inspectors may be submitted as a separate document, if noted so above. 3. See IBC Chapter 35 for the specific standards referenced. Encircle "Yes" or "No" as appropriate and date this document below: Are Requirements for Seismic Resistance included in the Statement of Special Inspections? Yes Are Requirements for Wind Resistance included in the Statement of Special Inspections? No DATE: 6/24/2013 ACEC/SEAOG SI GL 01— 03/162006 14 of 14 FILE COPY PalrmIt No. — REVIEWED FOR CODE COMPLIANCE APPROVED DEC 262013 City ofiukwla BUILDING DIVISION TjECIENE � NOV 2013 anaO i3. 005. Cog 0 7- J REID MIDDLETON, INC. GEOTECHNICAL REPORT Halton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington Project No. T-6176-2 Terra associates. Inc Prepared for: The 1! 'idewaters Group Park City, Utah December 1 0, 2012 Mr. Edward G. Shagen December 10, 2012 � I. s t finfIng We trust the information presented in this report is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. Carolyn S. Deck Project En�`�,`F? Theodor Presiders End: I► r I a d1iuel1i, Barghausen Consulting Engineers /L -/o -/Z t4 �' :;ri e . Rt . .!;CPP.:4•", i1 Project No. "r-6176-2 Pagc No. ii TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences December 10, 2012 Project No. T-6176-2 Mr. Edward G. Shagen The Widewaters Group 3257 Big Spruce Way Park City, Utah 84098 Subject: Geotechnical Report Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington Dear Mr. Skagen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recorrunendations for the geotechnical aspects of project design and construction. Our field exploration indicates soil conditions consisted of about three inches of organic material overlying seven to nine feet of granular fill material overlying alluvial silts and sands. The fill material appears to be in a well compacted condition with observations and CPT data indicating relative density in the dense to very dense range. Below the compact fill there are loose and soft interbedded layers of alluvial sands, silts, and clays to depths ranging from 14 to 20 feet. The upper alluvium is composed predominantly of loose to medium dense silt/silty clay/clay/clayey silt and is approximately 5 to 11 feet thick. Underlying this upper alluvial, the CPT data indicates medium dense to dense silty sand and sand. This sand alluvium is predominant to the termination depths of the CPTs, 40 feet. The formation is indicated to be in a dense field condition with a few softer interbedded layers of sandy silt. In our opinion, support of structure using standard spread footing foundations will be feasible. However, to avoid unacceptable building settlements, we recommend the building pad be surcharged to consolidate the compressible soils prior to construction or supporting the structure on piles. Detailed recommendations addressing this condition along with other geotechnical design and construction considerations are provided in the attached report. 12525 WiIluws Kra, Suitt' 1(11, Kirkland, N.Nashim ton 98034 Phone (425) 021-7777 • l: lx (4'2' 5) 8Z1 -4 14 GEOTECHNICAL REPORT Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington Project No. T-6176-2 - a Associates, roc. Prepared for: The Widewaters Group Park ,City, Utah December 10, 2012 • Mr. Edward G. Shagen December 10, 2012 We trust the information presented in this report is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. Carolyn S. D Project En Theodor -.1 , chop,. President\ �� q , r;., .. < r . 'rte iyt . ( 4a. Encl:' h, Barghausen Consulting Engineers Project No. "F-6176-2 Pau.c No. ii TABLE OF CONTEN'T'S Page No. 1.0 Project Description 1 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 Surface 7 3.2 Subsurface 2 3.3 Groundwater 3 4,0 Geologic Hazards 3 4,1 Erosion 3 4.2 Seismic 3 5.0 Discussion and Recommendations 4 5.1 General 4 5.2 Site Preparation and Grading 5 5.3 Excavations 6 5.4 Surcharge 6 5.5 Foundations 7 5.6 Slabs on Grade 9 5.7 StonnwaterDetention Vault 10 5.8 Drainage I1 5.9 Utilities 11 5.10 Pavements 11 6.0 Additional Services 12 7.0 Limitations 12 Figures Vicinity Map Figure 1 Exploration Location Plan Figure 2 Typical Settlement Marker Detail Figure 3 Typical Wall Drainage Detail Figure 4 Appendix Field Exploration and Laboratory Testing Appendix A f Geotechnical Report Hilton Home2 Suites Minkler Boulevard and Andover Park West Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of developing the 2.47 -acre parcel with four-story hotel and associated infrastructure improvements. Review of a preliminary site plan prepared by Barghausen Consulting Engineers, dated January 26, 2012, indicates the building will be centrally Iocated on the quarter circle shaped parcel with a main finish floor at elevation 24 feet. With existing site grades this will involve fill placement of one to two feet over the entire project site. We expect structural loading will be moderate with isolated columns carrying loads of 300 to 400 kips, and bearing walls carrying 8 to 12 kips per foot. Access to the site will be from Minkler Boulevard and from Upland Drive. The preliminary plan indicates that stonmwater runoff collected from the planned development area will be routed to a below -grade stormwater detention vault located in the southwest corner of the site. The plan shows the storrnwater vault is dimensioned at approximately 40 feet by 112 feet with the bottom of the vault at elevation 9.95 feet. Excavation on the order of 12 feet will be required to reach the vault foundation elevation. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK Terra Associates completed a previous geotechnical study on the site and submitted our findings in a draft report dated January I I, 2008. Site exploration consisted of observing and sampling soil conditions at 5 soil test pits excavated to depths of 7 to 9.5 feet below existing surface grades. The deeper soil profile was evaluated by advancing 3 penetration tests (CPTs) to depth of 40 feet below existing surface grades and one cone penetration test to a depth of 14 feet below existing surface grade. The scope of our current services included a site reconnaissance to verify site conditions were similar to those that existed at the time of our January 2008 report, and to use the soil and groundwater information from our previous work to prepare a geotechnical report for this planned development. Specifically, this report addresses the following: • Soil and groundwater conditions • Seismic • Site preparation and grading • Preload/sureharge • Excavations December 10, 2012 Project No. T-6176-2 • Foundation support alternatives • Slab -on -grade support • Detention vault • Drainage • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and perforntance issues with respect to moisture as it relates to the structure environment (i.e., humidity, mildew, mold) is beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The site is a vacant 2.74 -acre parcel located between Minkler Boulevard and Upland Drive one parcel west of' Andover Park West in Tukwila, Washington. The approximate location attic site is shown on Figure 1. The project site has a quarter circle shape with the circular perimeter forming the west and north property boundary. The site is bordered by railroad tracks with Minkler Boulevard to the north and Upland Drive to the south. The site is an open field that is generally flat. There is some garbage and concrete debris throughout the site. 3.2 Subsurface In general, soil conditions we observed at the test pits consisted of three inches of organic material overlying seven to nine feet of silty sand with gravel till overlying alluvial silts and sands. Based on observations in the test pits and CPT data, the fill material appears to be well compacted. CPT data indicates that under the dense till material there are loose and soli interbedded layers of alluvial sands, silts, and clays to depths ranging frons 14 to 20 feet. The upper alluvium is composed predominantly of soft to medium stiff silt/clayey silt and is approximately 5 to 11 feet thick. Underlying this upper alluvium. medium dense to dense silty sand and sand layers are indicated to the termination depths of the CPTs, 40 feet. The Geological Map of the Des Afloines 7.5' Quadrangle. King County, Washington, by 1).13. Booth and 11.11. Waldron (2004) maps the site as Alluvium (Qat). l'his mapped description is consistent with the native soil we observed below the till material in the CPT Logs. Page No. 2 December 10, 2012. Project No. T-6176-2 The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Pit and CPT Logs attached in Appendix A. 3.3 Groundwater We did not observe any groundwater in the test pits. A pore water dissipation test was performed during the CPT testing in December 2007. Results of this testing indicated the groundwater was approximately 10 to 11 feet below existing grades at that time. Reconnaissance at the site for completion of the Environmental Site Assessment (ESA) found an observation well located in the north -central area of the property. Groundwater was measured in the well at a depth of six feet below current surface grades. Fluctuations in the groundwater table will occur in response to seasonal changes. Given the time of year our recent field work was completed and the rainfall experienced in the region, the groundwater elevation indicated at the existing well likely represents the near seasonal high level. 4.0 GEOLOGIC HAZARDS 4.1 Erosion The Tukwila Municipal Code Chapter 18.44.090.J. defines erosion hazard areas as areas that are Potential Geologic Instability Designation of Class 2, 3, or 4. By definition, this site is Class 1 and; therefore, there is no erosion hazard. Regardless, it will be necessary to have appropriate Temporary Erosion and Sedimentation Control ("TSC) elements in place before on-site grading activities begin. 4.2 Seismic The Tukwila Municipal Code defines seismic hazard areas as areas that are considered seismic hazards by the Washington State Building Code which in turn references the International Building Code (IBC). Based on Chapter 16 of the IBC, the site is only a hazardous area if the soils liquefy. Based on soil conditions observed in the test pits, CPTs, and our knowledge of the arca geology. per Section 1613.5 of the 2009 IBC site class "D" should be used in structural design. Based on this site class, in accordance with the 2009 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 2009) Spectral response acceleration ( Short Period), SM, 1.409 Spectral response acceleration (1 — Second Period), S,,,, 0.731 Five percent damped .2 second )eriod. Sns 0.939 Five percent damped 1.0 second period, S,,, 0.487 Values determined using the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 26, 2012 at the web site 11r: rt:ei,e i_r� _'tt 'r;rrch'Irrrtrt�:r �s?d�sierr`in IL\ Ali 1. Page No. 3 December 10, 20I2 Project No. T-6176-2 Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. As described earlier, the soils indicated at the site by the CPT data consist of highly variable interbedded layers of fine grained sediments (silts and clays) and cohesionless layers composed of silty sand, sandy silt, and sand. The consistency of the fine grained sediments indicate that they would exhibit sufficient undrained strength to offset shear stresses imposed during an earthquake and would resist the liquefaction phenomenon. The indicated relative density of the coarser alluvial sediments also indicates that these layers have likely liquefied (luting past seismic events, thus increasing their relative density and making them more resistant to liquefaction during future events. We completed a liquefaction analysis using procedures outlined by Seed and ldriss. The analysis was completed using a ground acceleration of .2g. The results of the analysis indicate that the alluvial soils with N60 values of 20 and less could liquefy under this acceleration. Most of the layers that the analysis indicates could liquefy are fine grained sediments. As noted earlier, these soils would not be subject to liquefaction because of the cohesive component of their shear strength. The remaining layers consist of sandy silt and silty sand. The impact to the site should these layers liquefy will be in the form of surface subsidence or settlement. The settlement. that would occur would result in cosmetic cracks in the building and would not be likely to cause structural damage. in our opinion. Estimated total potential settlement from our analysis is in the range of one to two inches. Given the variability of the soils, all of this settlement could be differential in nature. in our opinion, the soil liquefaction hazard at the site and the associated risk to building performance is low. 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 General The results of our study indicate the upper fill soils are well compact and would be suitable for supporting the structure on conventional spread footing foundations. However, unless mitigated, the soft. fine grained native soil layers observed below the compact fill will consolidate under static dead loads imposed by the structure. Analysis indicates settlement approaching 2 inches with differential movement of 1 to 1 1/2 inches is possible. To mitigate this potential settlement. we recommend surcharging the building location. As an alternative to surcharging the building site and supposing the structure on spread footings, the building can be supported on augercast piles transferring building loads to competent soils below the compressible stratum. With the anticipated excavation depth fir the detention vault. the bottom of the vault will bear directly on the soft alluvial silts located below the compact fill. Ovcrexcavation and replacement of the soft alluvial sediments with a minimum of two feet of crushed rock will be required to establish suitable immediate support for the vault foundations. Page No. 4 December 10, 2012 Project No. T-6176-2 The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use the existing fill and underlying native soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill. Alternatively, stabilizing the moisture in the soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the site. Based on conditions observed in the test pits, required surface stripping depths will vary from three to four inches. Organic topsoil will not be suitable for use as structural till, but may be used for limited depths in nonstructural areas or for landscaping purposes. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. Prior to placing fill, all exposed hearing surfaces should be observed by a representative of Terra Associates to verify soil conditions are as expected and suitable for suppotl of new fill. Our representative may request a proofroll using heavy rubber -tired equipment 10 determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should he excavated and removed to firm bearing and grade restored with new stntctural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. The native and existing fill soils encountered at the site contain a sufficient amount of soil fines that will make them difficult to compact as structural fill when too wet or too dry. The ability to use native and existing fill soils from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of constnrction. When wet soils are encountered, the contractor will need to dry the soils by aeration during dry weather conditions, Alternatively, the use of an additive such as Portland cement or lime to stabilize the soil moisture can be considered. If the soil is amended, additional Best Management Practices (BMPs) addressing the potential for elevated pH levels will need to be included in the Storm Water Pollution Prevention Program (SWPPP) prepared with the Temporary Erosion and Sedimentation Control (TESL) plan. If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the owner should be prepared to import wet weather structural till. For this purpose, we reconunend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximuni No..200 5 maximum* * Based on the 3/4 -inch fraction Page No. 5 December 10, 2012 Project No. T-6176-2 Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor), The moisture content of the soil at the time of compaction should be within minus one to plus three percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 5.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower building levels, must be completed in accordance with local, state, or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planted, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of six feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dcwatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will he an especially critical consideration for any deep excavations. This inforniation is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for joh site safety. It is understood that job site safety is the sole responsibility of the project contractor. 5.4 Surcharge For buitdine support using conventional spread footing foundations. if the estimated potential settlement from consolidation is not acceptable, we recommend surcharging the building site. For this procedure, we recommend placing a minimum of four feet of fill in the building areas above the slab -on -grade subgradc elevation and delaying building construction until settlement under this fill load has occurred. The surcharge fill should extend a minimum of two feet beyond the outside edge of the perimeter building tbotings. The soil used tier the surcharge does not need to meet any specific requirements other than having a minimum unit weight when placed of 120 pounds per cubic foot (pct). It would be advisable to use a good quality fill source for the surcharge if structural fill is required in other areas Utile site. Page No. 6 December 10, 2012 Project No. T-6176-2 Total settlement under the surcharge fill is estimated in the range of'two to three inches. These settlements are expected to occur in about three to five weeks following full application of the surcharge 011. To verify the amount of settlement and the time rate of movement, the preload/surcharge program should be monitored by installing settlement markers. The settlement tnarkers should be installed on the existing grade prior to placing any building fills. Once installed, elevations of'both the fill height and marker should be taken daily until the full height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. A typical settlement marker detail is provided as Figure 3. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the preload program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. Following the successful completion of the preload program, with foundations designed as recommended in Section 5.5 of this report, estimated maximum total and differential post -construction settlements are less than one-half inch. 5.5 Foundations Spread Footings Following successful completion of the surcharge program the hotel building may be supported on conventional spread footing foundations bearing on the existing fill material. Foundation subgrade should be prepared as recommended in Section 5.2 of this report.. Perimeter foundations exposed to the weather should bear at a minununt depth of 1.5 feet below final exterior grades for frost protection. interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on the existing or new structural fill material can be dimensioned for a net allowable bearing capacity of 3,000 pounds per square foot (psi). For short-term loads, such as wind and seismic, a onc- third increase in this allowable capacity can he used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of Icss than one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be uscd. Passive earth pressures acting on the side of the footing can also bc considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pct). We recommend not including the upper 12 inches of soil in this computation because it can bc affected by weather or disturbed by future grading activity. This %'a1ue assumes the foundation will be constructed neat against competent native soil or backfilled with structural till as described in Section 5.2 of this report_ The values recommended include a safety factor of 1.5. Page No. 7 December 10, 2012 Project No. T-6176-2 Augercast Piles As an alternative to surcharging the building site and supporting the building on conventional spread footings, augercast piles advanced through the compressible native soils can be used to support the structure. Augercast piles are constructed by advancing a hollow -stem auger into the ground to a predetermined tip elevation. When the bearing depth is achieved, grout is injected under pressure through the stem of the auger, which is then slowly extracted from the ground. Reinforcing steel, as required, is then set into the completed grout column. We recommend advancing augercast piles to a maximum tip elevation equal to 35 feet below current site grades. With piles advanced to this depth, the following allowable axial pile capacities for varying pile diameters can be used in design: Maximum Pile Capacities Allowable Axial Capacity (tons) Pile Diameter 18 -inch 1 24 -inch Compression Uplift Compression Uplift 40 30 60 40 These allowable capacities are provided with a safety factor of 3.0. Full single -pile capacities can be used, provided the center -to -center pile spacing is at least three pile diameters. Following the successful installation of the augercast piles, estimated pile settlement is less than one-half inch exclusive of pile compression. Lateral Pile Capacity Analysis Lateral pile load capacity analyses were performed for a single pile. The analysis was based on subgrade modulus theory and assumes that the pile will act as a beam under the imposed loading. For the analyses, we used the computer program GEOPRO 3.0 Laterally Loaded Pile. The design lateral load available will he dependent on the allowable lateral deflection than can be tolerated. The following table provides sirtgle pile lateral capacities for deflections of one-half and one -inch at the top of the pile for freehead conditions for both 18- and 24 -inch piles: Lateral Pile Capacity Pile Head Deflection (inches) Lateral Pile Capacity (tons) Pik Diameter 18 inches 24 inches 0.50 15 30 1.00 25 50 The maximum moment in the piles or point of zero shear occurs at depths of about 7 fcct and 9 feet for the 18 - inch and 24 -inch diameters, respectively. Page No. 8 i { • December 10, 2012 Project No. T-6176-2 In addition to the lateral pile capacities, additional lateral resistance will be provided by passive earth pressure acting adjacent to the buried portions of the pile caps and grade beams. Passive resistance equivalent to a fluid weighing 350 pcf can be used to calculate this lateral resistance. Construction Considerations The auger should be extracted slowly and uniformly below a sufficient and consistent head of grout. If the auger is extracted too quickly, the pile may neck down and soil may collapse into the pile, reducing its structural integrity. At a point along the injection line, the piling contractor should use a pressure gauge to monitor the grout pressure during construction. The pressure used to inject the grout and construct the pile column will compress the soils immediately adjacent the pile. As a result, the amount of grout needed to form the pile will be greater than the computed grout volume. There will also be excess grout used to construct the piles because of the head of grout in the hollow stem auger that is required to construct the pile. Minimum grout takes should typically exceed the theoretical grout volume by 10 to 15 percent. Accounting for compression of the soils, maximum grout takes of 1.5 to 1.8 tines the theoretical volumes should be expected. The contractor must take this into consideration in estimating grout volumes. The grout pump should be calibrated with a stroke counter to allow for monitoring and verifying the amount of grout used to construct the pile. The pile installation sequence should be such that piles are constnicted at a minimum spacing of five diameters. Once the grout has achieved its initial set, usually in 24 hours, installation between these locations can be completed. 5.6 Slabs on Grade Slabs on grade inay be supported on subgrade prepared as recommended in Section 5.2 of this report. immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than live percent passing the No. 200 sieve. This material will reduce the potential fir upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a comntou practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion. covering the membrane with a layer of sand or gravel should be avoided if' floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003 American Concrete Institute (ACI) Manual of' Concrete Practice, Part 2, 302.1R-96, for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 9 December 10, 2012 Project No. T-6176-2 5.7 Stormwater Detention Vault The preliminary plans show an approximately 40 -foot by 112 -foot stormwater detention vault will be located in the southwest corner of the site. Vault foundations are planned at elevation 9.95 requiring cuts on the order of 11 to 12 feet. Based on our site explorations, soft alluvial soils will be exposed at the foundation elevation. The foundation subgrade should be ovcrexcavated and replaced with two feet of granular structural fill such as 2 -inch crushed ballast rock to stabilize the foundation subgrade. With immediate support provided by this granular material vault foundations can be designed using parameters outlined in the previous Foundation Section of this report for spread footings, Section 5.5. It is likely that the excavation for construction of the detention vault will extend below the groundwater table. If the excavation occurs during the normal wet winter season the volume of groundwater that might find its way into the excavation as seepage may be significant and pre -draining using deep pumped wells or well points may be required. If the excavation occurs during the normal dry summer to early fall season the groundwater table should be lower and conventional dewatering procedures consisting of routing seepage along trenches to a sump should provide for relatively dry working conditions. The magnitude of earth pressures developing on vault walls will partly depend on the quality of wall backfill. Backfill should be placed and compacted, as recommended in Section 5.2 of this report. To prevent overstressing the walls during backfilling, heavy construction machinery should not be operated within five feet of the wall. Wall backfill in this zone should be compacted with hand -operated equipment. To prevent hydrostatic pressure development, wall drainage must also be installed. A typical wall drainage detail is shown on Figure 4. With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). If it is not possible to discharge collected water at the footing invert elevation, the invert elevation of the wall drainpipe could be set equivalent to the outfall invert. For any portion of the wall that falls below the invert elevation of the wall drain, an earth pressure equivalent to a fluid weighing 85 pcf should be used, For restrained walls, an additional uniform load of 100 psf should be included in the wall design. To account for typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet (two -k of soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to 81-1 psf, where H is the height of the below -grade portion of the wall should be applied in addition to the static lateral earth pressure. These values assume a horizontal backfill condition and that no other surcharge loading, sloping embankments, or adjacent buildings will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.4 of this report. We xvould note that the vault is located relatively close to the south property line. If casements allowing temporary sloped sidcwall excavations to extend beyond the property line cannot he obtained, temporary shoring to support the excavation sidewalls will need to be constructed. Page No. 10 December 10, 2012 Project No. T-6176-2 5.8 Drainaze Surface Final exterior grades should promote free and positive drainage away from the site at all tunes. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeters. If this gradient cannot be provided, surface water should be collected adjacent to the structures and disposed to appropriate storm facilities. Subsurface We recommend installing perimeter foundation drains adjacent to shallow foundations. The drains can be laid to grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four -inch diameter perforated PVC pipe that is enveloped in washed pea gravel -sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. Roof and foundation drains should be tightlined separately to the storm drains. All drains should be provided with cleanouts at easily accessible locations. 5.9 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural till, as described in Section 5.2 of this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipc foundation before backfilling should be evaluated by observation and testing during construction. 5.10 Pavements Existing granular fill soils should be suitable as a subgrade soil for support of pavements. Pavement subgradcs should be prepared as structural fill as described in Section 5.2 of'this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition. Page No. 1 1 December 10, 2012 Project No. T-6176-2 We anticipate traffic in the parking areas will mainly consist of light passenger and commercial vehicles with only occasional heavy traffic in the form of buses, delivery, and refuse removal vehicles. Based on this information, with a stable subgrade prepared as recommended, we recommend the following pavement sections: • Two inches of hot mix asphalt (HMA) over six inches of crushed rock base (CRB) • Two inches of HMA over three inches of asphalt -treated base (ATB) For travel lanes that will be subjected to more frequent heavy vehicle traffic, we recommend increasing the thickness of the HMA surfacing to three inches. The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for Y2 inch class HMA, ATB, and CRB. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. 6.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ t'rom those anticipated prior to the start of -construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty. expressed or implied, is made. This report is the copyrighted property of Terra Associates, inc. and is intended for specific application to the Hilton Ilome2 Suites project. This report is for the exclusive use of The Widewaters Group and their authorized representatives. The analyses and recommendations presented in this report arc based on data obtained from the test pits excavated on the site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. t 2 LI 8( v I FOSTER Hz s RIO - \ 144TH g \, 1 4 )4876 sT rs1^y,iL9 a h S 9t9 5T' ,. S lslSi stl 72 ' :4 m lis SSTD w�`"� ItiRND 15'T}{� PO . 4 • l • 18 *754111 i-- ST i, '4.7J!slrfsf 27 S 167Th 0 I4 168TH ST S 691H u1s, i 5 i sr �' = -00' Caw 8.341 1111.1208 ! Ir OS 1-1121 N 67.5 ., M 324 30' RkiXv0 USENO IVa AJI Rils0.710712C071 7 BUILDING FF. 24.0' \ / A p1• p�� / / A1,, 0 ,;,e , / ."' // `- / �// / ♦� �) b' ,/ 40 . 1 � b °0117 # N 0149•12• E I1.BY TAN" oot P 77 Thio ef4;133S25g: CE!sCUIZ 137.VM' 7_R3 lajaiCIS1:1:1 „: .-... 01 a c 3nl4 MI 1-73• a 10.11.12 103. 1.W f WPK THIS SITE LA IS SCHEMATIC. ALL LOCATIONS DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. nee tee S MITT POI Y4t IaD0 MOND 1 ,o 4L:71o.>ro7rmm 1A104 1491 13 .1047 i a 11. OK 0.11130 a• OR 1l.19.10 ME DATA SITE AREA SITE ZONING PARKING REQUIRED PARKING PROVIDED X 5o 100 APPROXIMATE SCALE IN FEET 4Mr L•0.TY 11 .58• 10.1e 104 M DU A.OSt'1D' N 01.18'5r E 2115' REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS LEGEND: APPROXIMATE TEST PIT LOCATION ® APPROXIMATE CONE PENETRATION TEST LOCATION Terra Associates, Inc. Consonants in Geotechnical Engineering Geology anti Environmental Earth Sciences =119,050 5 =1UKWILA UI =146 STALLS -146 STALLS TUKWILA HOME EXPLORATION LOCATION PLAN HILTON HOME2 SUITES TUKWILA. WASHINGTON Proj. No.T-6176-2 Date DEC 2012 I Figure 2 • • SURCHARGE OR FILL i STEEL ROD PROTECTIVE SLEEVE • • HEIGHT VARIES (SEE NOTES) SURCHARGE OR FILL " r . =i 1 1 }-- NOT TO SCALE i\//, i.. NOTES: 1. BASE CONSISTS OF 3/4" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. PLASTIC PROTECTIVE SLEEVE SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TYPICAL SETTLEMENT MARKER DETAIL HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No. T-6176-2 Date DEC 2012 Figure 3 12" MINIMUM 3/4" MINUS WASHED GRAVEL SEE NOTE 12" SLOPE TO DRAIN 6"(MIN.) — 4" DIAMETER PERFORATED PVC PIPE NOTE: 12" OVER PIPE 3" BELOW PIPE NOT TO SCALE EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Terra Associates Inc. Consultants in Geotechnical Associates, Inc. Geology and Environmental Earth Sciences TYPICAL WALL DRAINAGE DETAIL HILTON HOME2 SUITES TUKWILA, WASHINGTON Proj. No.T-6176-2 Date DEC 2012 Figure 4 APPENDIX A FIELD EXPLORATION A.ND LABORATORY TESTING Hilton IFIome2 Suites Tukwila, Washington On December 14, 2007, we completed our site exploration by observing soil conditions at 5 test pits. The test pits were excavated using a trackhoe to a maximum depth of 9.5 feet below existing site grades. On December 27, 2007, we performed additional site exploration by performing 4 cone penetration tests. The test pit and cone penetration test locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing site features. The Test Pit Logs are presented on Figures A-2 through A-6. The cone penetration graphs are presented on Figures A-8 through A-11. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and recorded water levels observed during excavation. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the Test Pit Logs. Grain size analyses were performed on selected samples. The results are shown on Figure A-7. Project No. T-6176-2 PROJECT LOCATION: DATE NAME: LOG OF TEST PIT NO. 1 J IiItort Home2.$kites, PROJ. NO:LOGGED FIGURE A-2 BY: GS .L-6176..2 Lulcttiila. WaSbi0.4t0n SURFACE CONDS: APPROX. ELEV: NIA _araSS._Brush LOGGED: Qeom12er 14,20.17. DEPTH TO GROUNDWATER: _Mk_DEPTH TO CAVING: N/A DEPTH (F1.) 6 z w a i a u) DESCRIPTION CONSISTENCY! RELATIVE DENSITY POCKET PEN. (TSF) REMARKS r J 5 10 15 (6 inches GRAVEL, ROOTS) FILL: gray brown silty sand, fine grained, mottling. wet. FILL: brown silty sand, line to coarse grained, moist, some gravel. .,. FILL: gray silty sand, fine to coarse grained. cemented, moist. some gravel. Brown elastic SILT. moist. (MH) Medium Dense Dense Very Dense Very Dense herd 22.6 17.9 16.9 Test pit terminated al approximately 9.5 feet. No groundwater seepage observed. No caving was observed. •NOTE: This subsurface int©rmaIinn pertains only to this test pit location and stou'd nO1 be interpreted as being ir,dic;dwe et otter location; at the site Terra 1 Associates, Inc. Con.,uttants in Engineving Geologyr,and «> .. Ens,irc^rrerta3 Eirib Sciences NE GRAINED S MAJOR DIVISIONS 0 (130 N 0Z N 0 in as cp C '- > 03 .Tn- Lo _ N 2N GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) Gravels with fines Clean SANDS Sands (less; than 5% tines) More than 50% of coarse traction is smaller than .Sands No .4 'sieve with fines SILTS AND CLAYS. Liquid limit is less titan 50% SILTS AND CLAYS Liquid limit is .greater than 54% LETTER SYMBOL - G GP GM GC SW SP SM SC ML CL OL MH CH OH TYPICAL DESCRIPTION Well -graded gravels, gravel -sand mixtures, little or no fines. Poorly -graded gravels, gravel -sand mixtures, little or no fines: - _ _ —. Silty gravels, gravel -sand -silt mixtures, non -plastic fines, Clayey gravels, gravel -sand -clay mixtures, plastic fines. Well -graded sands, gravelly sands, little or no: fines. Poorly -graded sands or gravelly sands, little or no lines. Silty sands, sand -slit mixtures, non -plastic fines. • Clayey sands, sand -clay mixtures, plastic fines. Inorganic sills, rock flour, clayey sills with slight plasticity. Inorganic 'clays o1 low to medium plasticity, {lean clay). Organic silts and organic clays of low plasticity. Inorganic silts, elastic. Inorganic clays of high plasticity, fat clays. Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT L Peat. DEFINITION OF TERMS AND SYMBOLS U) U) Density J 0 Very loose Fri Loose Lu Medium dense 0 Dense v Very dense Standard Penetration Resistance in Blows/Foot 0-4 4-10 10-30 30-50 >50 w Cri w 0 U Standard Penetration Consistency Resistance in Blows/Foot Very soft 0-2 Soft 2-4 Medium stiff 4-8 Stiff 8-16 Very stiff 16-32 Hard >32 -J 2" OUTSIDE DIAMETER SPLIT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER T WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Enviionrnental Earth Sciences UNIFIED SOIL CLASSIFICATION SYSTEM HILTON HOME2 SUITES TUKWILA; WASHINGTON Proj. No. T-6176-2 Date DEC 2012 Figure A-1 • • PROJECT NAME: LOCATION: DATE LOGGED: LOG OF TEST PIT NO. 2 H11LOr UQm 2 Suites PROJ. NO: Le176-2 LOGGED CAVING: FIGURE A-3 BY: SukaItiLa. Wks ag1911 SURFACE CONDS: Giass sash APPROX. _C$ ELEV: N/A 1Deic.[aber 14. 2007 DEPTH TO GROUNDWATER: DEPTH TO N!A _WA DEPTH (FT.) SAMPLE NO. DESCRIPTION CONSISTENCY! RELATIVE DENSITY a POCKET PEN. (TSF) REMARKS 5— ry 10- 15 (3 inches ORGANICS) FILL: gray brown silty sand, fine grained, mottling, wet. FILL: brown silty sand. fine to coarse grained, some cementation. moist, some gravel. FILL: gray silty sand, fine to coarse grained, moist, some gravel. Medium Dense Dense Very Dense Very Dense 27.9 19.2 13.6 Test pit terminated at approximately 7 feet. No groundwater seepage observed. No caving was observed. NOTE This subsurface information' pv;,ai++son.yto,tnlsltislpitlocaticno:.d5hou!d not by interpreted no being indicative,01 edhet tocanano at trio Otte. Terra Associates, Inc. Consultants in Geoteohnic.aI Engineering Geology and Environmental Earth Scenoes' - ..__ PROJECT NAME: LOCATION: .JuliwilaJf DATE LOGGED: LOG OF TEST PIT NO. 3 ilio gme2 S_UlteS PROJ. NO:16. LOGGED FIGURE A-4 BY: CS athinatoo SURFACE CONDS: Grass APPROX. ELEV: N/A .B1u.&h Detvemb.er 14.2.007 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NIA t Q z z a E N DESCRIPTION CONSISTENCY! RELATIVE DENSITY a POCKET PEN. (TSF) REMARKS 5 — 1 10— 15 (3 inches ORGANICS) FILL: gray brown silty sand, fine grained, mowing, wet. .. ....._ ::...:.: FILL: brown silty sand, fine to coarse grained, moist, some gravel. FILL: gray silty sand. fine to coarse grained, moist, some gravel. Medium Dense w Dense Very Dense • Very Dense • 23.1 19.7 19.0 Test pit terminated at approximately 7.5 feet. Slight groundwater seepage from surface water. No caving was observed. NOTE. This siit'urdaceitior atonpertauon4ytgthistestpfJo:ationandshould not be nrerpn:tedas bens En4+casvecO otheraptatons at the cite. Terra ; -' Associates, Inc. Consultants in Geotechnical Engineering Geology and Emmert needat Earth Sexwnoes PROJECT NAME: LOCATION: DATE LOGGED: LOG OF TEST PIT NO. Hiftoi__Kome2 Sites PROJ. 4 NO: T:161/6_2_______ LOGGED ,S.s..Bsush APPROX. FIGURE A-5 BY: C$ ELEV: N/A Tu j1a WLgbjt],gton SURFACE CONDS: G Decembeij4. 2007 DEPTH TO GROUNDWATER: NLA DEPTH TO CAVING: _WA DEPTH (FT.) SAMPLE NO. DESCRIPTION CONSISTENCY! RELATIVE DENSITY a POCKET PEN. (TSF) REMARKS 5... - _ 10 J 15- (3 inches ORGANICS) ......FILL: gray brown silty sand, fine grained, mottling, wet. FILL: brown silty sand. fine to coarse grained, moist, some gravel. 'Thin layer of red sand, fine grained. _._ :.... ......_....:....:::..::.........:.. I FILL: gray silty sand, fine to coarse grained, moist. some gravel. Medium Dense Dense Very Dense ........_ __......::� Very Dense 20.0 18.7 21.0 Test pit terminated at approximately 8 feet. No groundwater seepage observed. No caving was observed. NOTE: This subsurface inr1,7%3uon pertains Drily to ibe test pit !ocatwn arta shok.!d not be tnletpreled as being Ir+ cativo o! oilier tacalions at the site. Terra Associates, Inc. - C+ansuftants in Geotechr caf Engineering Ge&ogyand Emirow:acme! Earth Sciences . PROJECT LOCATION: DATE NAME: LOG OF TEST PIT NO. 5 Hilton Home2_Suites PROJ. NO: L6176-2 LOGGED FIGURE A-6 BY: GS sukvYila, Washington SURFACE CONDS: Gra st9 N/A DEPTH APPROX. TO CAVING: ELEV: M/__ LOGGED: _De mbe.L.L4, 20.0.7 DEPTH TO GROUNDWATER: NIA DEPTH (FT.) SAMPLE NO. DESCRIPTION CONSISTENCY! RELATIVE DENSITY POCKET PEN. (TSF) REMARKS 5— 10— 15— (3 inches ORGANICS) __FILL: gray brown silty sand. fine grained, mottling, wet. FILL: brown silty sand, fine to coarse grained. moist. some gravel. 4-inch layer red sand with silt, fine grained, moist. FILL: gray silty sand, fine to coarse grained, moist, some gravel. Brown elastic SILT. moist. (MH) Medium Dense =••„.•. ” Dense Very Dense Very Dense Hard 23.1 17.5 19.9 51.3 LL=53 PL=45 P1=8 Test pit terminated at approximatety 9.5 feet. Slight groundwater seepage from surface water. No caving was observed. NOTE: This. r. ib :Urf;:, in rlrmafir)n peilainh in'y t0 thi: test pit locat:on and should not be ifeerp:eted.as being ifKlicative,of other Locations at the rile. Terra Associates, Inc. Consultanisin Geotechnical Engfnee1,D Gcclogyand '....' '.."..` Enviionmentai Earth .Sciences Particle Size Distribution Report c c c c s .s o 0 mo cD . N 10 \, (+$ st it R it it ik it it it KV 100 I I 1.... 1. I' ,�•ti I I . I' �6•Alb%K • . .., 1 I I/ 1 i 1 1 I i. i 1 1 ' I 1 6 1 90 - i I f I f .� I 1 t 1 1 1• I : •' • --1 S t 1 1 1 1 ;; 1 I 1 80 i ! I 1 11! ! I i I \N :.. 1 I( 1-1 i (~ i 1 i i I I 1 I i 'i 1 1 1 ? i 1 Z 60 1 Z 1 I i 1 1 I I 1 I i 'I 1 I I' 1` 1 .— 1 I I I I I i 1 1.._I 1' ..- I. 1 I I 50- W 0 0 iIi - 1 iI 1 ' 1 r I i I I I I 1 i i 1 Iv' I? I: A _ o- 40 I I 1 ! 1.i 1 i I I `? 1 - I i 1 1 1 I l .i 'i :I I I -. _ I 1 1 1 I! i t i 1 , I 1 I L t t I I i 1! 1 J 20 10 1 — i i i 1 1 1 ' - �__i,_w. i 1 i i _ 1 1 i(___ 1 1 1 1 1 1 1 1 _I 1 i _a _i 1 0 . i ! T 1 1 1 I 1 1 l tl 1 1 I _ I I 1 1 t i 1 1 1` 1 i' :1 ! :. i 11 1 1 s 100 10 1 0 1 GRAIN SIZE - mm. 0.01 0.001 % +3„ % Gravel Coarse . Fine % Sand Coarse; Medium 1, Fine % Fines Silt. Clay 0 00 7-1 6.1 3.6 103 1 2b_5 46:4: D 0:0 ,00 E 6.0 5.0 12.9 1 28:8 473 0.0 16 ( 5.5 ,6.3 '11.8 i -29.0 45.6 LL. PL D55 3.1883 ©t;IL 0:1985 D50 0;0968 D30 D15 in Cr. Cu o 0 0:9819' 0.1766 0.0898 1.5639 0.1788 0'0960 Material Description USCS AASHTO c Silty SAND with gravel ❑ Silty SAND A Silty SANi3... SM SM SM Project No. T=6176-2 Client: The Widcwalers Group Project: Hilton Home2 Suites Tukwila, Washington o Location: 'test Pit TP -1 Depth: -2' ❑ Location: Test Pit 1P-3 Depth: -6' A Location: 'test Pit '1-1,-4 Depth: -2.5' Remarks: OTested on 12/20/2007 OTested on 1120/2007 A' tested on 12/20/2007 Figure A-7 Terra Associates, Inc. Kirkland,. WA Tested By: FQ • Tip Resistance Qc TSF 0 0 5 10 15 Depth 20 (ft) 25 30 35 40 Terra Associates, Inc. Operator: Nowak Sounding: CPT -1 Cone Used: DSA0902 Friction Ratio Fs/Qc (%) 250 0 12 1 t 11711 Maximum Depth = 40.19 feet CPT Date/Time: 12/27/2007 9:22:14 AM Location: Minkler Professional Building Job Number: T-6176 Pore Pressure Pw PSI -10 50 Soil Behavior Type' SPT N' Zone: UBC -1983 60% Hammer 0 12 0 Depth Increment = 0.164 feet 50 L 1 sensitive fine grained IN silty clay to day ® 7• silty sand to sandy silt It 10 gravelly sand to sand a 2 organic material MI5 citam.s04r)159t'C* _. 0 sand to silly sand a 11 very stiff fine grained (1) IN 3 clay 16 sandy51tttodairy ffi'l1 9 sand ■I 12 sand to clayey sand (') ImSitu Engineeranil • So' IO•Anviet(typeWWI 4eP7' rsetlandoffIranUBC-1983 • Pressure (Psi) Terra Associates, Inc. Operator Nowak Sounding: CPT -1 Cone Used: DSA0902 CPT Date/Time: 12/27/2007 9:22:14 AM Location: Minkler Professional Building Job Number: T-6176 Selected Depth(s) ((eet) 11 10 6i 3 2 Li 1 1 I a a t I < • , :1 i • E. . .: . '- 1 a ; • ' —1 , a., • a. : ' i ' I , , ; • ' : '..i. a. .., a —0 • • • 1 .1i 1 1 . tt 1 :I 1. .. , 1 , , . . . , .‘• ,. . . .. ^ . . , •-- t I 1 J ; . ' • — E i t t t• i 1 i . 1 1 1 . t 1 t ; 1. 10 100 1000 10000 Maxnurn Phes,surc = 11.793 psi In Sem Engineerin0 Time: (seconds) 15.256 c Tip Resistance Qc TSF 0 0 5 10 15 Depth 20 (11) 30 35 40 1 i 1 _.'_ 1 sensitive fine grained 2 organic material O3 day Terra Associates, Inc. Operator: Nowak Sounding: CPT -2 Cone Used: DSA0902 250 Friction Ratio Fs/Qc (%) 0 6 1 I 1 1 Maximum Depth = 40.19 feet 14 silty clay Io clay Mt 5 clayey sill to silty clay ®'b" sandy silt to clayey silt 'Sod bahnvior type and SPT hosed on data from UBC -1983 CPT Date/Time: 12/27/2007 11:17:56 AM Location: Mlnkler Professional Building Job Number: T-6176 Pore Pressure Soil Behavior Type' Pw PSI Zone: UBC -1983 -10 50 0 12 Depth Increment = 0.164 feet El T silty sand to sandy silt 8 sand to silty sand 71 9 sand In Sew Engineering SPT N' 60% Hammer 0 50 IN 10 gravelly sand to sand 11 very stiff fine grained (') 12 sand to clayey sand (') • "111. • Tip Resistance Qc TSF 0 0 5 10 15 Depth 20 (ft) 25 30 35 40 I l I Terra Associates, Inc. Operator Nowak Sounding: CPT -3 Cone Used: DSA0902 CPT Date/Time: 12/27/2007 12:30:43 PM Location: Minkler Professional Building Job Number: T-6176 Friction Ratio Pore Pressure Soil Behavior Type* SPT N" Fs/Qc (%) Pw PSI Zone: UBC -1983 60% Hammer 250 0 12 -10 50 0 12 0 i1 F -4 :4 ; a :si1aximum Depth = 40.03 feel Depth Increment = 0.164 feel I" 50 I.; 1. sensitive fine grained •4 silly clay to day 13 7 silty said to sandy silt 10 gravelly sand to sand E3 ' 2 organic material 11 5 clayey silt to silty clay L. sand to silty sand 11 very stiff fine grained {) 3 day U6 sandy silt to clayey silt M 9sand III 12 sand to clayey sand (') Srlu Engineering So biter type and SPT baso on da ra from URC -1g83 11, • Tip Resistance Qc TSF 0 0 5 10 15 Deplh 20 (h) 25 30 35 40 Terra Associates, Inc. Operator: Nowak Sounding: CPT -4 Cone Used: DSA0902 Friction Ratio Fs/Qc (%) 250 0 12 at. Maximum Depth = 14.11 feet CPT Dater fime: 12/27/2007 1:06:16 PM Location: Minkler Professional Building Job Number: T-6176 Pore Pressure Soil Behavior Type' Pw PSI Zone: UBC -1983 -10 50 0 12 �1 1 Depth Increment = 0.164 feet SPT N' 60% Hammer 0 50 �llllfllll 1 sensitive rine grained ■ 4 silty clay to clay IN 7 silty sand to sandy sill ■ 10 gravelly sand to sand fl 2 organic material ift 5 clayey silt to silty clay 8 sand 10 silty sand ® 11 very stiff fine grained (') .3 clay 1 6 sandy silt to clayey silt 19 sand ■ 12 sand to clayey sand (') in Situ Enginea ng 'Sal bah a3or typo and SP T bast:d on data from UBC -151.13 Home2Suites Tukwila (Job #13-0600) FILE COPY MR44%1111 NIA. Revised Detention Vault Structural Calculations for Home 2 Suites By Hilton Tukwila Hotel Ownership, LLC Tukwila, WA 10•3A.r3 By Davis & Church, LLC REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 6 2013 City of Tukwila BUILDING DIVISION duo 1D13 30q [15)ECEOVE NOV 012013 traoi3.c�-�yQ,. th REID MIDDLETON, INC. Home2Suites Tukwila (Job #13-0600) TABLE OF CONTENTS: SECTION 1: EXTERIOR WALLS AND FOOTINGS SECTION 2: INTERIOR WALL AND FOOTING SECTION 3: DETENTION VAULT SLAB ON GRADE cop.- t: di ' ota 1-1 THRU 1-86 2-1 THRU 2-16 3-1 THRU 3-18 Home2Suites Tukwila (Job #13-0600) SECTION 1: VAULT EXTERIOR WALLS AND FOOTINGS Davis & Church, LLC STRC'C rURAL E \GINEERS /1rtfi PROJECT V'e - er-0 k 1 Q 0,nC){ PREPARED BY D s'o T Q>p � psF 120 .pct' )VADS-ir*t, =' 8 S p (4 4— p3i 4, Luck;r k . 21- ,,1 tut o p s -4- .i•r 115)°°0 004,0. '(4t2- Lhr2.a,-`i4 `' G, Ply w-te 1 °' Mui cv, f ;A- iSt 3'o 1-1 DATE PAGE H 'Pik- St, P/raFM pA,Pr 8,0 4e rtfor-t ci rep e..r4- 4 G- 1(467.TA-et' °IrCt, re -rot -4 0-c Tis i k M 1)0; D lb o•Ltr 1-2S.frz ti,n-PAA 1e) 04.17 z uoz11,ever lb' 4 H 14pe r-;re•1 ) b0 ' 4"" co+ecl. r -for -4 goti' ti - ,1b t. ,-11 WA- -fr414 Yvvoi w•4 .e1 at.a } 11-fic-Leta CT( in _..,. , hty tere s-3 + pres3ur CL' 39-.) .7.407' 9rti.c1:) "rtIWAu- 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • 770-642.1213 • Fax: 770-752-0891 • • Davis & Church, LLC F R1)C Tu RAI 1:\GI N1 t RS El Uckiti PROJECT PREPARED BY sbi1•I 1 +00,LAolt,a-4bpi &to pc -X.2 (.)-3 j To f )00" 417 psf � 4)&1 4V , DATE t-2 PAGE Wall 30,0, ti' -40 03 Se pet. - caS°+ v~ I-}- 1; cJ ps 63 '4 • 0~r4 cb\)A 10 ac-�� �� 3 -tee,, 't 4 WRrfr 4. las r. --c C+') = loa pt- toa ( ca, Qui At— re ii-Olc.i e i 'lr ore_ (emoi; .+N)c-lGv1/4-+) /4 --rte 6 `>^yahebr ri+.0 -3sfur A -I -r,.3 (1.7A4,544.31 -L) = ss ec.-� (D.= (3s-194)(11)0 = 122 p1+ 02'3 Pt}t(grpc4)(s1, ,')=s�&5ptf cos P c -P toYfCC- wilt be uz a ori-rer4 err ay "for at! flyen r. 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642.1213 • Fax: 770-752-8891 Skid p t -c stisP1f- Davis & Church, LLC ETRLCTUPL ENGINEERS LI6tt I .004s,r PROTECT 1-3 019 F PREPARED BY 614 3S`f.peN DATE PAGE 1r,etryct PI C �.. 14-1-41))...1 , CaS e 1 A jo o59 - (oma a.ep1 ek aces) ce.44- dh> 1004 b; /la tl\t. n : 1,2 i[i "} 1.0 C1,.-}- H) + a e. Des)yr po -a 4crr (L4 - es AJC' �D -- -3 7 c o p14' ti.. =6:0-0601L) l 3 ) agr 3 Pre. r rtiL ce r . 1-4 = ( pa- a+ -re .r} Pre rY ie . 14 I tX) pt-� ; . ne r'}Y`ek.;,i i o., d =($.pvc, S n —Lo.4 9t ivy 4No 1/434.0.14- 1; 4 u S tie* Prb �' c s T IA" Fart Cite 1119r‘ rot ( r 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 ^fb TRIAL 1 TRIAL 2 45,000 LB OUTRIGGER - UNFACTORED (SPREAD OVER 1.25 FT2) 78,000 LB OUTRIGGER - FACTORED (SPREAD OVER 4 FT2) to .4 • d .♦ PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL • da . CASE 1A & 2A: FIRE TRUCK OUTRIGGER LOADING ADJACENT TO STEM 1-4 1 1 Design Summary Total Bearing Load ...resultant ecc. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: p Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 1A Exterior wall w/ outrigger Toad adjacent to stem .+ Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 65.0 psflft 300.0 psf/ft 120.00 pcf 0.400 = 12.00 in Uniform Lateral Load Applied to Stem 111 Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 168.0 ft/ft = 8.50 ft 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier 1 7,989 lbs 3.81 in Soil Pressure @ Toe = 2,663 psf OK Soil Pressure @ Heel = 2,663 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,167 psf ACI Factored @ Heel = 5,225 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 12.7 psi OK = 17.8 psi OK 82.2 psi 2,541.0 lbs = 6,028.8 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 6,028.8 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic per unit area = 0.200 g Added seismic per unit area 10600.0 lbs 4.00 ft 0.00 in 2.00 ft Line 0.0 ft 0.300 0.0 psf 0.0 psf 1 _Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK 8.50 ft # 5 = 12.00 in Edge = 7.50 in Mmax Between Top & Base Stem OK 3.65 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.001 Mu....Actual = 12.4 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,270.5 lbs Shear Actual = 25.23 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in -or- Not req'd, Mu < S * Fr Heel: # 6 @ 16.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.613 6,216.0 ft-# 10,143.6 ft-# 18.50 in 0.000 0.0 ft -ft 10,143.6 ft-# 5,061.0 lbs 56.23 psi 94.87 psi = 9.59 in 1-5 M Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 1A Exterior wall w/ outrigger load adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.13 ft 1.88 3.00 16.00 in 0.00 in 0.00 in 0.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 1,167 Mu' : Upward = 1,059 Mu' : Downward = 152 Mu: Design = 907 Actual 1 -Way Shear = 12.66 Allow 1 -Way Shear = 82.16 eel 5,225 psf 2,620 ft-# 951 ft-# 1,670 ft-# 17.80 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing 1 Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 3,700.0lbs 1.54 ft Soil Over Toe = lbs ft Adjacent Footing Load = 1,064.3Ibs 2.48 ft Surcharge Over Toe = lbs ft Stem Weight = 1,312.5Ibs 1.54 ft Soil Over Heel = 1,312.5Ibs 2.48 ft Footing Weight = 600.0Ibs 1.50 ft Total Vertical Force 7,989.3lbs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft-# 5,704.2ft-# ft-# 2,638.5ft-# ft-# 2,023.4ft-# 3,253.9ft-# 900.Oft-# Moment = -2,536.1 ft4 10,143.6 ft-# Yes 2,663.1 psf 14,520.Oft-# DESIGNER NOTES: 1-6 Lateral Restraint 2541.# Sliding Restraint 6028.8# DL= 3700., LL= 0.#, Ecc= 0.in Ecc.= 0.in from CL Adj Ftg Load = 10600.# Pp= 116.67# 6028.8# 2663.1 psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-7 PROJECT Davis & Church, LLC 1-8 FUC. T U A: NCINE F RS rna f_'' PREPARED BY DATE PAGE toKa itpou-er sem. Iona CJ A., >„1<oOr D- C`Itr frofX. 99 9' I4r4l! Le . Va,ui-? 1;d U = 3?at>. pl4 L=C'''s`boc_IL) I 3 p4 cj V,-2 ' C_71!) .4"O)+693e, p re,rv,t retL r. =US' i) (A- 44—rer4 pre.. sum = t'rpl4- Se,{)AN+(- 1or-A-141 00,2 Poi i 1P ME�r (it T1f,,a q t.4_ x4i Pit -oleo -Fp AY-F4i- SEE --ETA-r,'J logo "Get -sr f Ql' 4.0f- ccocf 1-wp .'efc".-k eve I\,Ctu }n \rckigi' 2 - ' ti.ry [i+cG - e- cge-eL in (o A.a r a r Z o,^Gi ROP 4r/ �,✓-e�- a + barn v s fie0., - -);„, 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 TRIAL 1 TRIAL 2 45,000 LB OUTRIGGER - UNFACTORED (SPREAD OVER 1.25 FT2) 78,000 LB OUTRIGGER - FACTORED (SPREAD OVER 4 FT2) 0 i) PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL 4 4. • CASE 1B & 2B: FIRE TRUCK OUTRIGGER LOADING OVER STEM 1-9 `l� 1 1 1 1 1 Design Summary Total Bearing Load ...resultant ecc. Usst menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 1B exterior wall wl outrigger Toad applied over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height = 10.50 ft = 0.00 ft • 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall Height of Soil over Toe Water height over heel 0.00: 1 = 0.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,730.0 lbs Axial Live Load = 11300.0 lbs Axial Load Eccentricity = 3.0 in Earth Pressure Seismic Load Stem Weight Seismic Load Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = Soil Density = FootingIISoil Friction = Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 100.0 #/ft 8.50 ft 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Soil Density Multiplier = 8.000 g Kh Fp / WP Weight Multiplier 18,255 lbs 1.29 in Soil Pressure @ Toe = 6,085 psf NG Soil Pressure @ Heel = 6,085 psf NG Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 6,911 psf ACI Factored @ Heel = 10,706 psf Footing Shear @ Toe = 55.4 psi OK Footing Shear @ Heel = 53.3 psi OK Allowable = 82.2 psi Reaction at Top Reaction at Bottom 1,458.3 lbs 3,942.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,942.6 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 0.0 lbs 0.00 ft = 0.00 in • 0.00 ft Line • 0.0 ft = 0.300 = 0.O psf = 0.0 psf _Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.300 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK 8.50 ft # 5 = 12.00 in = Edge • 7.50 in Mmax Between Top & Base Stem OK 4.71 ft 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.542 Mu....Actual = 5,500.3 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 1,914.2 lbs Shear Actual = 21.27 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: # 6 @ 16.00 in Key: No key defined 0.946 9,599.6 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft -it 4,460.8 lbs 49.56 psi 94.87 psi = 9.59 in 1-10 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: f• Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 1B exterior wall w/ outrigger load applied over stem t Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width = Footing Thickness = 16.00 in Key Width = Key Depth = Key Distance from Toe = 1.13 ft 1.88 3.00 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe eel Factored Pressure = 6,911 10,706 psf Mu' : Upward = 4,674 5,608 ft-# Mu' : Downward = 152 951 ft4 Mu: Design = 4,522 4,658 ft-# Actual 1 -Way Shear = 55.37 53.34 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing 1 Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 15,030.0Ibs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,312.5Ibs Footing Weight = 600.0Ibs Total Vertical Force = 18,255.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.54 ft ft ft ft 1.54 ft 2.48 ft 1.50 ft ft-# 23,171.3ft-# ft-# ft-# ft-# 2,023.4ft-# 3,253.9ft4 900.0ft# Moment = -1,966.1 ft-# 6,339.7 ft-# Yes 6,085.0 psf 29,348.6ft4 DESIGNER NOTES: 1 1 1 1 Useb menu item Settings > Printing & Title Block to set these five lines of information for your program. Title ; Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 1B exterior wall w/ outrigger Toad applied over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height = 10.50 ft = 0.00 ft = 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Dead Load = 3,730.0 lbs Axial Live Load = 11300.0 lbs Axial Load Eccentricity = 3.0 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure Soil Density FootinglISoil Friction Soil height to ignore for passive pressure = 12.00 in • 300.0 psf/ft • 120.00 pcf = 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 168.0 #/ft = 8.50 ft = 0.00 ft The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary 1 Total Bearing Load ...resultant ecc. 18,255 lbs = 1.29 in Soil Pressure @ Toe = 6,085 psf NG Soil Pressure @ Heel = 6,085 psf NG Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 5,138 psf ACI Factored @ Heel = 7,959 psf Footing Shear © Toe Footing Shear © Heel Allowable Reaction at Top Reaction at Bottom = 40.7 psi OK = 36.8 psi OK 82.2 psi 1,747.3 lbs 4,231.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 4,231.6 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 0.0 lbs • 0.00 ft • ' 0.00 in • 2.00 ft Line • 0.0 ft = 0.300 • 0.0 psf 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK 8.50 ft _ # 5 • 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 4.71 ft # 5 12.00 in Edge 7.50 in @ Base of WaII Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable Shear Force © this height Shear Actual Shear Allowable Rebar Lap Required • 0.380 = 3,857.3 ft-# = 10,143.6 ft-# = 1,595.4 lbs • 17.73 psi 126.49 psi 18.50 in 0.707 7,173.9 ft-# 10,143.6 ft-# 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in -or- Not req'd, Mu < S * Fr Heel: # 6 © 16.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,285.7 lbs 36.51 psi 94.87 psi 9.59 in 1-12 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: e Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 , Descr: Case 1B exterior wall w/ outrigger Toad applied over stem t Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1.13 ft 1.88 3.00 16.00 in 0.00 in 0.00 in Footing Design Results Toe Factored Pressure = Mu' : Upward = Mu' : Downward Mu: Design = Actual 1 -Way Shear = Allow 1 -Way Shear = 5,138 3,475 152 3,323 40.70 82.16 Heel 7,959 psf 4,169 ft-# 951 ft-# 3,219 ft-# 36.76 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 15,030.0lbs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,312.5Ibs Footing Weight = 600.0Ibs Total Vertical Force = 18,255.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.54 ft ft ft ft 1.54 ft 2.48 ft 1.50 ft ft-.# 23,171.3ft-# ft-# ft-# ft-# 2,023.4ft-# 3,253.9ft-# 900.0ft-# Moment = -1,966.1 ft4 10,143.6 ft-# Yes 6,085.0 psf 29,348.6ft-# DESIGNER NOTES: 1-13 Lateral Restraint 1747. # Sliding Restraint 4231.6# DL= 3730., LL= 1.13e+04#, Ecc= -3.in 6085.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-14 1 1 Design Summary Total Bearing Load ...resultant ecc. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 1B exterior wall w/ outrigger load applied over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 20O9,ACI 318-08,ACI 530-08 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,730.0 lbs Axial Live Load = 1,880.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure Soil Density FootinglISoil Friction Soil height to ignore for passive pressure = 12.00 in = 300.0 psf/ft • 120.00 pcf = 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 168.0 #/ft = 8.50 ft • 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Kh Soil Density Multiplier = 8.000 g Added seismic per unit area Fp / WP Weight Multiplier = 0.200 g Added seismic per unit area 1 8,835 lbs 2.14 in Soil Pressure @ Toe = 2,945 psf OK Soil Pressure @ Heel = 2,945 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 2,194 psf = 4,623 psf 18.1 psi OK = 15.7 psi OK 82.2 psi 2,189.4 lbs 3,789.5 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,789.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E = 0.0 lbs = 0.00 ft 0.00 in 0.00 ft Line 0.0 ft = 0.300 0.0 psf • 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK 8.50 ft # 5 12.00 in Edge = 7.50 in Mmax Between Top & Base Stem OK 3.89 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.009 Mu....Actual = 86.7 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,059.4 lbs Shear Actual = 22.88 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: # 6 @ 16.00 in Key: No key defined 0.511 5,179.3 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 2,821.7 lbs 31.35 psi 94.87 psi 9.59 in 1-15 Use menu item Settings > Printing & Title BlockTitle : Tukwila Page: to set these five lines of information Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 for your program. Descr: Case 1B exterior wall w/ outrigger load applied over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width Footing Thickness 1.13 ft 1.88 3.00 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe eei Factored Pressure = 2,194 4,623 psf Mu' : Upward = 1,581 2,380 ft-# Mu' : Downward = 152 951 ft-# Mu: Design = 1,429 1,429 ft-# Actual 1 -Way Shear = 18.07 15.75 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force lbs = 5,610.OIbs = lbs lbs = lbs 1,312.5Ibs 1,312.5Ibs = 600.01bs 8,835.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.54 ft ft ft ft 1.54 ft 2.48 ft 1.50 ft ft-# 8,648.8ft-# ft-# ft-# ft-# 2,023.4ft-# 3,253.9ft-# 900.0ft-# Moment = -1,573.6 ft-# 10,143.6 ft-# Yes 2,945.0 psf 14,826.1 ft-# 1 DESIGNER NOTES: 1-16 Lateral Restraint 2189.# Sliding Restraint 3789.5# DL= 3730., LL= 1880.#, Ecc= 0.in, 2945.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-17 PROJECT Davis & Church, LLC 1-18 T IZ U f.'T U h L E', C; I EER 5 11112-f PREPARED BY DATE PAGE Ca Te- 2/3 ; 001 -y -30,,,,-,L a ti c 'o I'�,( a d j ,a,.ce„ 4.- As.sem • tie r p& et e.„ n 3-70o pt -F' Car t`„ "crl rE 1 R,.� /, 2 0 + 1, `L'f N' L-(1-1 sow Ib) ; 7600 et -f- o 51 C _ 'If fetvF1 ,°r Csi)(__11) 1t= s- pcf, a3—re r4 pre/Turf_ 1-3 j OD ply 'e.r4r' w, °M1e0 l ca) F lL Pn " cfh`g 2/}" .- �?C'S to (b.; e c A- ca(citch) 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 0 r) TRIAL 1 TRIAL 2 III III II 4 1 4 .. PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL 4. d.. 45,000 LB OUTRIGGER - UNFACTORED (SPREAD OVER 1.25 FT2) 78,000 LB OUTRIGGER - FACTORED (SPREAD OVER 4 FT) CASE 1A & 2A: FIRE TRUCK OUTRIGGER LOADING ADJACENT TO STEM 1-19 1 1 1 1 Usa menu item Settings > Printing & Title Block to set these five lines of information ▪ for your program. Title Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 2A Exterior wall w/ outrigger load adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height = 10.50 ft = 0.00 ft = 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 1 Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load 1 Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure = Soil Density = FootingIiSoil Friction = Soil height to ignore for passive pressure = 12.00 in 65.0 psffft 300.0 psffft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 100.0 #/ft = 8.50 ft = 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Soil Density Multiplier = 8.000 g Kh Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. 8,244 lbs 4.05 in Soil Pressure @ Toe = 2,748 psf OK Soil Pressure @ Heel = 2,748 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,069 psf ACI Factored @ Heel = 5,526 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 12.5 psi OK = 19.3 psi OK • 82.2 psi 2,544.4 lbs = 7,611.3 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 7,611.3 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall = 14400.0 Ibs = 5.00 ft 0.00 in = 2.50 ft Line = 0.0 ft Poisson's Ratio = 0.300 Added seismic per unit area = 0.0 psf = 0.200 g Added seismic per unit area = 0.0 psf LConcrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi • 4,000 psi @ Top Support Stem OK = 8.50 ft • # 5 = 12.00 in = Edge • 7.50 in Mmax Between Top & Base Stem OK 3.52 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable Shear Force @ this height Shear Actual Shear Allowable = 0.004 • 37.4 ft-# 10,143.6 ft-# = 3,052.0 Ibs = 33.91 psi • 126.49 psi 18.50 in Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: #6@ 16.00 in Key: No key defined 0.887 8,997.8 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 7,916.0 lbs 87.96 psi 94.87 psi 9.59 in 1-20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 , Descr: Case 2A Exterior wall w/ outrigger Toad adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06069380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width = 1.13 ft Heel Width = 1.88 Total Footing Width = 3.00 Footing Thickness = 16.00 in Key Width = Key Depth = Key Distance from Toe 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe feel = 1,069 5,526 psf = 1,029 2,763 ft-# = 152 951 ft-# = 877 1,812 ft -t# = 12.49 19.29 psi = 82.16 82.16 psi Summa of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 3,700.0Ibs Soil Over Toe = lbs Adjacent Footing Load = 1,318.7Ibs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,312.5Ibs Footing Weight = 600.0Ibs Total Vertical Force = 8,243.7Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft ft4 1.54 ft 5,704.2ft-# ft ft-# 2.48 ft 3,269.2ft-# ft ft-# 1.54 ft 2,023.4ft-# 2.48 ft 3,253.9ft-# 1.50 ft 900.0ft-# Moment = 15,150.7ft-# -2,785.2 ft4 6,339.7 ft-# Yes 2,747.9 psf DESIGNER NOTES: 1-21 Lateral Restraint 2544.# Sliding Restraint 7611.3# DL= 3700., LL= 0.#, Ecc= 0.in Ecc.= 0.in from CL Adj Ftg Load = 14400.# Pp= 116.67# 7611.3# 2747.9psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-22 Davis & Church, LLC STRUCTURAL ENGINFFRS PROJECT /h/2. 1-23 PREPARED BY DATE PAGE Giro 26't ov÷r; op,c1 `,/"eI ova 64,6t cbn., b>�, ti ; -' i , i n + ),(4 (LtN' De Ti p e -ie J'' = 3.70o p1 . ( r c,4 rE I A' `.) ' oLuc +c -l) Ci+.%0 16 c,v+ 10�, d ap/. ,Yd o - k 442 pad. Pt rr re reet. +o j De 04 w4.1 1 + = (e pc -R- a+- nl4 prYmtipe t"f- = too, p l -P re .1-4-0-4,4) w411 1 � 'SEE 'r nN O \t 2g" p/ °Leg )11 Cottert!n''t * moo s-ereiNA •e. C " a i- d 1 L k in cam. 2 e GLIL 40 1iw,i4a-wort- 1 - r e- 1- S *4N, cLcck- 2- - o \n $ 12.2 v-), 7 p m ITV rc. lc- �' Cokk- app l,'ed o'er r r ,,Aw t` Avice.. * 1 o&4 2S) w.4- fke. b 4t,r 0P, . .s-ke" ,-C.00 ivy 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 TRIAL 1 TRIAL 2 45,000 LB OUTRIGGER - UNFACTORED (SPREAD OVER 1.25 FT2) 78,000 LB OUTRIGGER - FACTORED (SPREAD OVER 4 FT2) 0 PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL 4 .4 4i 1/ CASE 1B & 2B: FIRE TRUCK OUTRIGGER LOADING OVER STEM 1-24 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: .c Job # : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 2B Exterior wall w/ outrigger Toad over stem• Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 14400.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf FootinglISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 100.0 #/ft = 8.50 ft = 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. = 21,325 Ibs 1.18 in Soil Pressure @ Toe = 7,108 psf Soil Pressure @ Heel = 7,108 psf Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom NG NG 8,398 psf = 12,502 psf 67.0 psi OK 64.5 psi OK 82.2 psi 1,456.8 lbs = 3,944.1 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,944.1 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load - Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs • 0.00 ft = 0.00 in • 0.00 ft Line = 0.0 ft Added seismic per unit area = = 0.200 g Added seismic per unit area 0.300 0.0 psf 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi = 4,000 psi @ Top Support Stem OK • 8.50 ft • # 5 • 12.00 in Edge • 7.50 in Mmax Between Top & Base Stem OK 4.71 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.551 Mu....Actual = 5,586.3 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 1,904.1 lbs Shear Actual = 21.16 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: # 6 @ 16.00 in Key: No key defined 0.951 9,647.3 ft-# 10,143.6 ft-# 18.50 in 0.000 0.0 ft-# 10,143.6 ft-# 4,470.9 lbs 49.68 psi 94.87 psi 9.59 in -or- #4@ 7.00 in, #5@ 11.00 in, #6@ 15.50 in, #7@ 21.0( -or- #4@ 7.00 in, #5@ 11.00 in, #6© 15.50 in, #7@ 21.0( -or- No key defined 1-25 Usti menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 30 OCT 2013 Descr: Case 2B Exterior wall w/ outrigger load over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06069380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width = Footing Thickness = 16.00 in Key Width = 0.00 in Key Depth = 1.13 ft 1.88 3.00 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe eel Footing Design Results = 8,398 12,502 psf 5,639 6,566 ft-# 152 951 ft-# 5,487 5,616 ft-# = 66.95 64.54 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force lbs = 18,100.0Ibs = lbs lbs = lbs 1,312.5Ibs 1,312.5Ibs 600.0Ibs 21,325.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.54 ft ft ft ft 1.54 ft 2.48 ft 1.50 ft ft-# 27,904.2ft-# ft-# ft-# ft-# 2,023.4ft-# 3,253.9ft-# 900.0ft-# Moment = -2,094.0 ft-# 6,339.7 ft-# Yes 7,108.3 psf 34,081.5ft-# 1 DESIGNER NOTES: 1-26 Lateral Restraint 1457.# Sliding Restraint 3944.1# DL= 3700., LL= 1.44e+04#, Ecc= -2.5in 7108.3psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-27 1 1 1 1 1 Usb menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 2B Exterior wall w/ outrigger load over stem : Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 1,800.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load 1 Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 65.0 psf/ft 300.0 psf/ft 120.00 pcf = 0.400 = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral Toad has been increased by a factor of = 100.0 #/ft = 8.50 ft = 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. 8,757 lbs 1.94 in Soil Pressure @ Toe = 2,919 psf OK Soil Pressure @ Heel = 2,919 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,535 psf ACI Factored @ Heel = 4,950 psf Footing Shear @ Toe = 20.1 psi Footing Shear @ Heel Allowable OK • 18.2 psi OK • 82.2 psi Reaction at Top = 1,900.4 lbs Reaction at Bottom = 3,500.5 lbs Sliding Calcs Slab Resists All Sliding Lateral Sliding Force = 3,500.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 0.0 lbs = 0.00 ft 0.00 in = 3.00 ft Line 0.0 ft 0.300 0.0 psf 0.0 psf _Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi • 4,000 psi @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK = 8.50 ft _ # 5 = 12.00 in Edge 7.50 in Stem OK 3.82 ft # 5 12.00 in Edge 7.50 in Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.014 Mu....Actual = 138.7 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,577.6 lbs Shear Actual = 28.64 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: # 6 @ 16.00 in Key: No key defined 0.668 6,775.1 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,797.4 lbs 42.19 psi 94.87 psi 9.59 in 1-28 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 2B Exterior wall wl outrigger load over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 1.10 ft 1.90 3.00 16.00 in 0.00 in 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top = 2.00 in @ Btm.= 3.00 in 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe eel _ Footing Design Results 2,535 4,950 psf = 1,712 2,663 ft-# 145 997 ft-# 1,567 1,667 ft-# = 20.08 18.23 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 5,500.0lbs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,344.0Ibs Footing Weight = 600.0Ibs Total Vertical Force 8,756.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft ft -it 1.52 ft 8,341.7ft-# ft ft-# ft ft-# ft ft-# 1.52 ft 1,990.6ft-# 2.47 ft 3,315.2ft-# 1.50 ft 900.0ft-# Moment = 14,547.5ft4t -1,412.7 ft -it 6,339.7 ft-# Yes 2,918.8 psf 1 DESIGNER NOTES: 1-29 Lateral Restraint 1900. # Sliding Restraint 3500.5# DL= 3700., LL= 1800.#, Ecc= O.in. 2918.8psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-30 Davis & Church, LLC S1R.,;(1JRAI fiti • 1 beLek Cr'- Tui* u44). PROIECT 111)2-F' PREPARED BY DATE Fie -104- / e 11 rrov-,A4a, 37 oo pt -F •L- 51.1000 k)44)1/44rieX49 6°ST' Ft.C/4 kalreoLcer ki/ 4y -L, 1,2 O -t /.0(i4/4) +1,0E (apt. CPtre., 114 - (co st. )61 z4d) C.-29 1400 riorpf 1-31 PAGE 5ec4 G,A4.4 csR s4e"..„ cur wiy,e4,r -100,e1 vot.01+ '1;0( pc -f- 0.4 - re -r+ pre rs vre- 14 /00 y re nir,a-neA. 5-+:41^ Ur 04 10,0 cse ettz96,1 •-?/4.`' 6kAA GA kcoraff Avelf r 544101 cplci- 4 ,\4\1» 1400 Union HiU Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 8'-0" 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL • d . 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 F12) CASE 3A & 4A: FIRE TRUCK REAR WHEEL LOADING ADJACENT TO STEM 1-32 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Job* : 13-0600 Dsgnr: MRF Descr: Case 3A Exterior wall w/ fire truck rear wheel loading adjacent to stem Page: Date: 31 OCT 2013 Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 8.50 ft 0.00: 1 0.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 960.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load 1 Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure = 12.00 in 65.0 psf/ft 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 168.0 #/ft = 8.50 ft 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. = 8,537 Ibs = 2.91 in Soil Pressure @ Toe = 2,846 psf OK Soil Pressure @ Heel = 2,846 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,725 psf ACI Factored @ Heel = 4,977 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top Reaction at Bottom Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 18.4 psi OK 20.7 psi OK 82.2 psi 2,299.1 lbs 5,202.4 lbs Sliding ! 5,202.4 lbs 1 Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 6,750.0 lbs 4.00 ft 0.00 in 2.00 ft Line 0.0 ft 0.300 0.0 psf = 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable = 60,000 psi = 4,000 psi ® Top Support Stem OK = 8.50 ft # 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 3.93 ft # 5 12.00 in Edge 7.50 in @ Base of WaII Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & Spacings: 0.109 1,101.4 ft-# 10,143.6 ft-# 2,061.5 lbs 22.91 psi 126.49 psi 18.50 in Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.625 6,342.6 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 4,380.0 lbs 48.67 psi 94.87 psi 9.59 in 1-33 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 3A Exterior wall w/ fire truck rear wheel loading adjacent to stem c Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.10 ft = 1.90 = 3.00 14.00 in = 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in _Footing Design Results Toe Factored Pressure = 1,725 Mu' : Upward = 1,284 Mu' : Downward = 127 Mu: Design = 1,157 Actual 1 -Way Shear = 18.43 Allow 1 -Way Shear = 82.16 Heel 4,977 psf 2,626 ft-# 980 ft-# 1,646 ft-# 20.69 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 4,660.0lbs 1.52 ft Soil Over Toe = lbs ft Adjacent Footing Load = 695.7Ibs 2.47 ft Surcharge Over Toe = lbs ft Stem Weight = 1,312.5Ibs 1.52 ft Soil Over Heel = 1,344.0lbs 2.47 ft Footing Weight = 525.0Ibs 1.50 ft Total Vertical Force = 8,537.2Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft-# 7,067.7ft-# ft-# 1,715.9ft-# ft-# 1,990.6ft-# 3,315.2ft-# 787.5ft-# Moment = -2,071.2 ft-# 10,143.6 ft-# Yes 2,845.7 psf 14,876.9ft-# i DESIGNER NOTES: 1-34 Lateral Restraint 2299.# Sliding Restraint 5202.4# DL= 3700.. LL= 960.#, Ecc=-2.5in, Ecc.= 0.in from CL Adj Ftg Load = 6750 # Pp= 54.167# 5202.4# 2845.7psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-35 Davis & Church, LLC STRUCTURAL ENGINEERS "ok PROJECT -+ U 14- 1-36 PREPARED BY DATE PAGE Lc re : 3.? Fft-e gear c,).u.( Lo&ok eon-, k'b., 1,2_ n fi t. o CL -4 1F } /. o L D -e par D 37o0 pt tar,\, "(M-- 1A-") L.= &'m p"t-t- 'J....JR. F "CA-rE 3A r r eye ed p . sem:; }C LGa n oval I. OK. c er— V Asti i cA. 4 p) G'?.n) wk ( 1,0444 L.wl1 spre,,d purr 2' v n-1' 1 4- re&.cLes , { - to rP c -f — re r+ Pre rr(J?e 14 = )DO t— rPr a:3e,c) Loa' elf - S, e-ry ma ! o a -A„,/, SE'E Tf-`2°rt- po `( cfir 3B'' jib„. 0 r rta,v C C« "ep .kc. c4 c r are. i.► c.(u An c c re ` t 394, it4frc1ri+. i s311a.-r AI 1 earl 1! pit A," I ° ( rte- 3 p o -c wHt ► wit r eeL ca_ 11‘e-1 a - Z3' of ba Tr- s- �,� - ch t c . 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 8'-0" 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 F12) 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WALL CASE 3B & 4B: FIRE TRUCK REAR WHEEL LOADING OVER STEM 1-37 1 1 1 Uso menu item Settings > Printing & Title Block to set these five lines of information • for your program. Title Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 3B Exterior wall wl fire truck rear wheel loading over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Retained Height Wall height above soil Total Wall Height = 10.50ft = 10.50 ft = 0.00 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 7,590.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top = ...Height to Bottom = The above lateral load has been increased by a factor of 168.0 #/ft 8.50 ft 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. 1 = 13,985 Ibs 1.61 in Soil Pressure @ Toe = 5,594 psf NG Soil Pressure @ Heel = 5,594 psf NG Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 4,139 psf ACI Factored @ Heel = 8,072 psf Footing Shear @ Toe = 33.8 psi OK Footing Shear @ Heel = 31.3 psi OK Allowable = 82.2 psi Reaction at Top = 1,912.7 lbs Reaction at Bottom = 3,938.9 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,938.9 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail, Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 0.0 lbs 0.00 ft = 0.00 in 0.00ft Line 0.0 ft 0.300 0.0 psf = 0.0 psf _ Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi • 4,000 psi @ Top Support Stem OK • 8.50 ft _ # 5 12.00 in Edge = 7.50 in Mmax Between Top & Base Stem OK 4.40 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.239 Mu....Actual = 2,419.6 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 1,764.6 lbs Shear Actual = 19.61 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.631 6,402.9 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,116.6 lbs 34.63 psi 94.87 psi 9.59 in 1-38 M Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 3B Exterior wall w/ fire truck rear wheel loading over ' stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Gales RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density = 0.92 ft 1.58 2.50 14.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe eel Factored Pressure = 4,139 8,072 psf Mu' : Upward = 1,941 2,209 ft-# Mu' : Downward = 88 484 ft-# Mu: Design = 1,853 1,725 ft-# Actual 1 -Way Shear = 33.83 31.31 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing 1 Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force lbs = 11,290.0Ibs lbs lbs lbs 1,312.5Ibs 945.0lbs 437.5Ibs 13,985.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.33 ft ft ft ft 1.33 ft 2.13 ft 1.25 ft ft-# 15,053.3ft-# ft-# ft-# ft-# 1,750.0ft4t 2,008.1 ft-# 546.9ft-# Moment = -1,877.1 ft-# 10,143.6 ft# Yes 5,594.0 psf 19,358.3ft-# DESIGNER NOTES: 1-39 Lateral Restraint 1913.# Sliding Restraint 3938.9# DL= 3700., LL= 7590.#, Ecc= -2.5in 5594.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-40 1 1 1 1 Uniform Lateral Load Applied to Stem ■ Design Summary Total Bearing Load ...resultant ecc. 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: • Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 3B Exterior wall w/ fire truck rear wheel loading over stem Wall in File: (:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height = 10.50 ft = 0.00 ft = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 450.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load 1 Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure = Soil Density = FootinglISoil Friction = Soil height to ignore for passive pressure = 12.00 in 65.0 psffft 300.0 psf/ft 120.00 pcf 0.400 Lateral Load ...Height to Top ...Height to Bottom = 168.0 #/ft = 8.50 ft 0.00 ft The above lateral Toad has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Soil Pressure @ Toe Soil Pressure @ Heel 6,845 lbs 2.25 in 2,738 psf OK 2,738 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 1,789 psf 4,710 psf = 15.4 psi OK 13.9 psi OK = 82.2 psi 2,087.7 lbs = 3,763.9 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,763.9 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail' Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support 0.0 lbs _ 0.00 ft = 0.00 in 0.00 ft Line 0.0 ft = 0.300 = 0.0 psf = 0.0 psf Mmax Between Top & Base @ Base of WaII Stem OK = 8.50 ft # = 12.00 in Edge = 7.50 in Stem OK 4.10 ft # 5 12.00 in Edge 7.50 in Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.092 Mu....Actual = 932.1 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 1,939.6 lbs Shear Actual = 21.55 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.558 5,658.7 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S " Fr -or- No key defined 0.000 0.0 ftdt 10,143.6 ft-# 2,941.6 lbs 32.68 psi 94.87 psi 9.59 in 1-41 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 3B Exterior wall w/ fire truck rear wheel loading over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width = Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe LFooting Design Results 0.92 ft Toe eel 1.58 Factored Pressure = 1,789 4,710 psf = 2.50 14.00 in = 0.00 in = 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Mu' : Upward = 902 Mu' : Downward = 88 Mu: Design = 813 Actual 1 -Way Shear = 15.38 Allow 1 -Way Shear = 82.16 1,279 ft4 484 ft-# 795 ft4 13.86 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 4,150.0Ibs 1.33 ft Soil Over Toe = lbs ft Adjacent Footing Load = lbs ft Surcharge Over Toe = lbs ft Stem Weight = 1,312.5lbs 1.33 ft Soil Over Heel = 945.0lbs 2.13 ft Footing Weight = 437.5lbs 1.25 ft Total Vertical Force 6,845.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft-# 5,533.3ft-# ft-# ft4 ft4 1,750.0ft-# 2,008.1k4 546.9ft-# Moment = -1,282.1 ft-# 10,143.6 ft-# Yes 2,738.0 psf 9,838.3ft4 1 DESIGNER NOTES: 1-42 Lateral Restraint 2088.# Sliding Restraint 3763.9# DL= 3700., LL= 450.#, Ecc=-2.5in 2738. psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-43 Davis & Church, LLC <I `t.0 ? IjRAI t \C,INF (R5 PROJECT rnC PREPARED BY 1-44 DATE PAGE are L Fern t- mar- wlwcaJ t owl S fe I DCJ CO.An 1 An et 31'0., 1 e r- P .e /,2.D - 1(. CL±1f) --370 ply' Ci a r °:n (Are 1 ") L. = See.: Core '— reH -. t%)1...L! 1 s Apr t,,e•1 y �, Ufa ,. 11- = tai' p c:F 4 pn.rr u /+ tc)o pt6441 E. E K TA—TA.) ft-' t c rE K4" - do fl Cal 't 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752.0041 8'-0" 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) • • • 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL iii 4 4 .4 d CASE 3A & 4A: FIRE TRUCK REAR WHEEL LOADING ADJACENT TO STEM 1-45 1 1 1 1 1 Lite menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job# : 13-0600 Dsgnr: MRF Descr: Case 4A Exterior wall w/ fire truck rear wheel Toad adjacent to stem Date: 31 OCT 2013 Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 20O9,ACI 318-08,ACI 530-08 Criteria Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 960.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 65.0 psf/ft 300.0 psf/ft 120.00 pcf = 0.400 = 12.00 in Uniform Lateral Load Applied to Stem II Lateral Load ...Height to Top = ...Height to Bottom = The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf 100.0 #/ft 8.50 ft 0.00 ft Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier _Design Summary Total Bearing Load ...resultant ecc. = 8,612 lbs = 2.89 in Soil Pressure @ Toe = 2,871 psf OK Soil Pressure @ Heel = 2,871 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,854 psf ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom = 5,291 psf 16.5 psi OK = 19.3 psi OK = 82.2 psi = 2,209.4 lbs 5,777.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 5,777.6 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 6,750.0 lbs 4.00 ft 0.00 in 2.00 ft Line 0.O ft = 0.300 0.0 psf 0.0 psf _ Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi • 4,000 psi ® Top Support. Stem OK = 8.50 ft # 5 = 12.00 in Edge • 7.50 in Mmax Between Top & Base Stem OK 3.62 ft # 5 12.00 in Edge 7.50 in @ Base of Wali Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable Shear Force @ this height Shear Actual Shear Allowable • 0.004 = 37.8 ft-# 10,143.6 ft-# = 2,792.7 lbs = 31.03 psi • 126.49 psi 18.50 in Rebar Lap Required = 0.773 7,838.6 ft-# 10,143.6 ft-# 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in -or- Not req'd, Mu < S * Fr Heel: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 6,078.9 lbs 67.54 psi 94.87 psi = 9.59 in 1-46 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 4 Descr: Case 4A Exterior wall w/ fire truck rear wheel Toad adjacent to stem Wall in File: I:1Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions M Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.10 ft 1.90 3.00 16.00 in 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 1,854 Mu' : Upward = 1,376 Mu' : Downward = 145 Mu: Design = 1,231 Actual 1 -Way Shear = 16.46 Allow 1 -Way Shear = 82.16 Heel 5,291 psf 2,793 ft-# 997 ft -it 1,796 ft-# 19.28 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soli pressure (taking moments about front Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force of footing to find eccentricity) = lbs = 4,660.0Ibs lbs 695.7Ibs lbs 1,312.5Ibs 1,344.0 lbs 600.0Ibs 8,612.2Ibs Net Mom. at Stem/Ftg Interface = AIIow. Mom. @ Stem/Ftg Interface = AIIow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft 2.47 ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 7,067.7ft-# ft-# 1,715.9ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-it Moment = -2,071.2 ft4 6,339.7 ft-# Yes 2,870.7 psf 14,989.4ft-# 1 DESIGNER NOTES: 1-47 Lateral Restraint 2209.# Sliding Restraint 5777.6# DL= 3700., LL= 960.#, Ecc= 0.in Ecc.= 0.in from CL Adj Ftg Load = 6750.# —.— Pp= 116.67# 5777.6# 2870.7psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-48 Davis & Church, LLC SIUCUFAI.ENGINEERS 1111 e -F TUk4J,- / PROIECT PREPARED BY 1-49 DATE PAGE Czt4e.: - Ivor wAzi( boLd )0 A.el co", LA" 4LN3, L2.19 to (t4/) e40 -r — 3-2 cNo rt-F(A‘,, kt(tq)P L4") s-rE (ATE. 3F ti)A- 2EIt (4)11 -EEL Lzuo /11,91-} njrc44A., (arp4p 9 -Tort_ H- 2..too fV re Tlevt.A,LA s -k.",„ 114 S"EE TiftrAi Po " Log" kV' riffsre, t,..,111 104 -h. 4 tit g 41.A.1.. 1>4..; + 4 41\9"1 lettO-L, cx14 +Wart_ I Otta Ap11da r reauLeet ote 23' (A '1- Ms4P OC 0 -ti cca fitp-r 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 8'-0" 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 F12) PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WAL I I 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) • 4 .• CASE 36 & 4B: FIRE TRUCK REAR WHEEL LOADING OVER STEM 1-50 1 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: ,,, Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2011 . Descr: Case 4B Exterior wall w/ fire truck rear wheel load over • stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height 10.50 ft = 0.00 ft • 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Dead Load = 3,700.0 lbs Axial Live Load = 7,600.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingpSoil Friction Soil height to ignore for passive pressure 65.0 psf/ft 300.0 psf/ft • 120.00 pcf = 0.400 = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = The above lateral load has been increased by a factor of 100.0 #/ft 8.50 ft 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. 14,557 lbs • 1.24 in Soil Pressure @ Toe = 4,852 psf NG Soil Pressure @ Heel = 4,852 psf NG Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 5,418 psf ACI Factored @ Heel = 8,254 psf Footing Shear @ Toe = 41.8 psi OK Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom • 39.5 psi OK 82.2 psi = 1,623.4 lbs • 3,777.5 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,777.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 0.0 ft = 0.300 • 0.0 psf 0.0 psf _Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable = 60,000 psi 4,000 psi ® Top Support Stem OK = 8.50 ft # 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 4.37 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in Shear Force @ this height Shear Actual Shear Allowable Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in -or- Not req'd, Mu < S * Fr Heel: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.327 3,319.7 ft-# 10,143.6 ft-# 2,170.8 lbs 24.12 psi 126.49 psi 18.50 in 0.832 8,437.2 ft-# 10,143.6 ft-# 18.50 in 0.000 0.0 ft-# 10,143.6 ft-# 4,204.2 lbs 46.71 psi 94.87 psi • 9.59 in 1-51 1 Oise menu item Settings > Printing & Title Block to set these five lines of information for your program. Title ; Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 4B Exterior wall w/ fire truck rear wheel load over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness = 16.00 in 1.10 ft 1.90 3.00 Key Width = Key Depth = Key Distance from Toe = 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in L Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear lts Toe eel = 5,418 8,254 psf • 3,488 4,516 ft-# • 145 997 ft-# = 3,343 3,519 ft-# = 41.79 39.49 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 11,300.0lbs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,344.0lbs Footing Weight = 600.0lbs Total Vertical Force 14,556.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 17,138.3ft-# ft-# ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-# Moment = -1,509.4 ft4 6,339.7 ft-# Yes 4,852.2 psf 23,344.2ft-# 1 DESIGNER NOTES: 1-52 Lateral Restraint 1623. # Sliding Restraint 3777.5# DL= 3700., LL= 7600.#, Ecc=-2.5in, 4852.2psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-53 1 1 1 • Use menu item Settings > Printing & Title Block • to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 4B Exterior wall w/ fire truck rear wheel load over stem : Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 1 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load = 3,700.0 lbs Axial Live Load = 1,300.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure Soil Density FootinglISoil Friction Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft = 120.00 pcf = 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Kh Soil Density Multiplier Fp / WP Weight Multiplier _Design Summary Total Bearing Load ...resultant ecc. 8,257 lbs = 2.04 in Soil Pressure @ Toe = 2,752 psf OK Soil Pressure @ Heel = 2,752 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,293 psf ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom = 4,658 psf = 18.2 psi OK = 16.4 psi OK 82.2 psi = 1,777.9 lbs = 3,623.0 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,623.0 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 100.0 #/ft 8.50 ft 0.00 ft 1.60 0.0 psf = 8.000 g Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line 0.0 ft Poisson's Ratio = 0.300 Added seismic per unit area = 0.0 psf = 0.200 g Added seismic per unit area 0.0 psf Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi = 4,000 psi @ Top Support Stem OK • 8.50 ft • # 5 12.00 in = Edge 7.50 in Mmax Between Top & Base Stem OK 4.03 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.120 Mu....Actual = 1,219.7 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,417.8 lbs Shear Actual = 26.86 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.730 7,402.3 ft4 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S " Fr -or- Not req'd, Mu < S " Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,957.2 lbs 43.97 psi 94.87 psi 9.59 in 1-54 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 • Descr: Case 4B Exterior wall w/ fire truck rear wheel load over stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.10 ft 1.90 3.00 16.00 in 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Footing Design Results Toe Factored Pressure = 2,293 Mu' : Upward = 1,562 Mu' : Downward = 145 Mu: Design = 1,417 Actual 1 -Way Shear = 18.24 Allow 1 -Way Shear = 82.16 eel 4,658 psf 2,501 ft-# 997 ft-# 1,504 ft-# 16.37 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 5,000.0Ibs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,344.0Ibs Footing Weight = 600.0Ibs Total Vertical Force = 8,256.5lbs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 7,583.3ft-# ft-# ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-# Moment = -1,404.4 ft-# 6,339.7 ft-# Yes 2,752.2 psf 13,789.2ft-# DESIGNER NOTES: 1-55 Lateral Restraint 1778. # Sliding Restraint 3623.# DL= 3700., LL= 1300.#, Ecc= -2.5in 3623.# 2752.2psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-56 Davis & Church, LLC STRUCTURAL ENC,ItEERS Mk -10;1A -0 (1-64A-1), PROJECT 1-57 thP-P PREPARED BY DATE PAGE C a re,_ SA - 1-1-12.4 -LIti I DA C 4e-e4s-* " eck-Apv, 1.20* 0(L-+)) -)oF b 3-) oo p11 C )" "ceITE 1A-0 C94.0 1 3-o pi -P "2Aprii•ed ar aeliptc.vv* 1 lit AptoPed a r I ocf) cve,- 5s -fro Le4 v -u 1-) IeL •A 1-.7 1 (020 pH p aiikum+ /00,4 L ) (02-0 p4 ))r.&. oeNct, en ft= (05- p cfa-- re !co FV- rly-po"4.,4 544-.. F p se.4\)--fv,4N1 d 0,2+ ilak: Of- Wet +4_ 1-04AA S -EE e74 -1'N Po 'CATE 5i3" i c ( r 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 10'-O" LOAD fi 2600 PLF (POINT LOAD OVER 10') 64 PSF (UNIFORM LOAD OVER 10') 0 4 .. PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT EXTERIOR WALL 4. CASE 5A & 6A: HS20-44 LOADING ADJACENT TO STEM 1-58 Design Summary Total Bearing Load ...resultant ecc. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013' Descr: Case 5A Exterior wall w/ HS20-44 loading adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06069380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 1,620.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load i Stem Weight Seismic Load 1 Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure Soil Density FootinglISoil Friction Soil height to ignore for passive pressure 65.0 psffft = 300.0 psffft = 120.00 pcf = 0.400 = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf = 168.0 #/ft 8.50 ft = 0.00 ft Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier 1 8,729 lbs 2.14 in Soil Pressure @ Toe = 2,910 psf OK Soil Pressure @ Heel = 2,910 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,176 psf ACI Factored @ Heel = 4,591 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 17.4 psi OK 15.9 psi OK 82.2 psi 2,395.7 lbs 4,947.9 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 4,947.9 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 1,620.0 Ibs = 5.00 ft 0.00 in 2.50 ft Line Load 0.0 ft = 0.300 0.0 psf = 0.0 psf Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK 8.50 ft # = 12.00 in Edge 7.50 in Stem OK 3.76 ft # 5 12.00 in Edge 7.50 in Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.004 Mu....Actual = 37.2 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,192.8 lbs Shear Actual = 24.36 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: #5@ 18.00 in Key: No key defined 0.571 5,789.7 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,980.1 lbs 44.22 psi 94.87 psi = 9.59 in 1-59 . , Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 5A Exterior wall w/ HS20.44 loading adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 1.10 ft 1.90 3.00 16.00 in 0.00 in 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Footing Design Results Toe eel Factored Pressure = 2,176 4,591 psf Mu' : Upward = 1,495 2,459 ft-# Mu' : Downward = 145 997 ft-# Mu: Design = 1,350 1,462 ft-# Actual 1 -Way Shear = 17.45 15.86 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force lbs 5,320.0Ibs lbs = 152.2Ibs lbs 1,312.5Ibs 1,344.0Ibs 600.0Ibs 8;728.7Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft ft-# 1.52 ft 8,068.7ft-# ft ft-# 2.47 ft 375.5ft4t ft ft-# 1.52 ft 1 ,990.6ft-# 2.47 ft 3,315.2ft4 1.50 ft 900.0ft-# Moment = 14,650.0ft-# -1,556.9 ft-# 10,143.6 ft-# Yes 2,909.6 psf 1 DESIGNER NOTES: 1-60 Lateral Restraint 2396 # Sliding Restraint 4947.9# DL= 3700., LL= 1620.#, Ecc= 0.in Ecc.= 0.in from CL Adj Ftg Load = 1620.# 168.ps Pp= 116.67# 4947.9# 2909.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-61 C& Davis & Church, LLC STRUCTURAL ENG!NEERS PROJECT PREPARED BY DATE 1-62 PAGE 7' e - 14c load on vat 2 -- )1Na 013 acs i s -Ne .,. L OGLK L(:6A.. i.‘" 74)).•r IDesiyh pCirAkvi e- c" -r 3-2c» pt C 1.2 f-- 1, o C-tN) 1 o E T (ATE. I A '' l= 32. LID pH (as )„ '`cMrE SA") tis pcF a+- rf prem- =100 Of- t a k d C Co' P :s E E a W TATA) Pt -0 `C.rr.(c r. 1100 co (c r L„) L, be rf+cly cLe d t, cr<hr E S ,A -i tor -el App/'?d cJ iot Itop a4 s' , l IV- /Lc wed: A) At s fir. I.O. d app 1141 off-- o)-5' w.11 a l a re of 34t:rye . ca lcs , 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 10'-0" LOAD fi 2600 PLF (POINT LOAD OVER 10') 64 PSF (UNIFORM LOAD OVER 10') III 4 PAVING & SOIL ABOVE PRE -CAST - LID VAULT PRE -CAST LID VAULT EXTERIOR WALL CASE 5 & 6: HS20-44 LOADING OVER STEM 4. 1-63 1 1 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 5B Exterior wall w/ HS20-44 loading adjacent to stem this Wall in File: is\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 3,240.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure Soil Density FootinglISoil Friction Soil height to ignore for passive pressure = 12.00 in = 300.0 psf/ft 120.00 pcf = 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 168.0 #/ft = 8.50 ft = 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall = 0.0 lbs 0.00 ft = 0.00 in 0.00ft Line Load 0.0 ft Poisson's Ratio = 0.300 Kh Soil Density Multiplier = 8.000 g Added seismic per unit area = 0.0 psf = 0.200 g Added seismic per unit area = 0.0 psf Fp / WP Weight Multiplier _Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel 10,197 lbs 1.69 in 3,399 psf NG 3,399 psf NG Allowable 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 2,774 psf 4,951 psf 21.5 psi OK 18.5 psi OK 82.2 psi 2,019.3 lbs = 3,959.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,959.6 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi • 4,000 psi @ Top Support Stem OK • 8.50 ft • # 5 • 12.00 in = Edge 7.50 in Mmax Between Top & Base Stem OK 4.23 ft # 5 12.00 in Edge 7.50 in Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.149 Mu....Actual = 1,513.3 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 1,871.2 lbs Shear Actual = 20.79 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in -or- Not req'd, Mu < S * Fr Heel: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.586 5,943.1 ft-# 10,143.6 ft-# 18.50 in 0.000 0.0 ft-# 10,143.6 ft-#' 3,010.0 lbs 33.44 psi 94.87 psi 9.59 in 1-64 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: • Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 5B Exterior wall w/ HS20-44 loading adjacent to stem this Wall in File: is\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 1.10 ft = 1.90 ▪ 3.00 = 16.00 in • 0.00 in = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in _Footing Design Results Toe eel Factored Pressure = 2,774 4,951 psf Mu' : Upward = 1,839 2,679 ft-# Mu' : Downward = 145 997 ft-# Mu: Design = 1,694 1,682 ft-# Actual 1 -Way Shear = 21.51 18.52 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 6,940.0Ibs Soil Over Toe = lbs Adjacent Footing, Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5lbs Soil Over Heel = 1,344.0Ibs Footing Weight = 600.0Ibs Total Vertical Force = 10,196.5Ibs Net Mom. at StemlFtg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 10,525.7ft4t ft-# ft -it ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-# Moment = -1,436.7 ft4 10,143.6 ft-# Yes 3,398.8 psf 16,731.5ft-# ■ DESIGNER NOTES: 1-65 Lateral Restraint 2019.# Sliding Restraint 3959.6# DL= 3700., LL= 3240.#, Ecc= -2.5in 3398.8psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-66 1 Uniform Lateral Load Applied to Stem ■ Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: , Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 • Descr: Case 5B Exterior wall w/ HS20-44 loading adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height Wall height above soil = 0.00 ft Total Wall Height = 10.50ft 10.50 ft Top Support Height = 8.50 ft Slope Behind Wall Height of Soil over Toe = Water height over heel = 0.00: 1 0.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Dead Load = 3,700.0 lbs Axial Live Load = 400.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load 1 Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft = 120.00 pcf = 0.400 Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem K h Fp / WP Weight Multiplier Soil Density Multiplier Design Summary 1 Total Bearing Load ...resultant ecc. 7,357 lbs 2.27 in Soil Pressure @ Toe = 2,452 psf OK Soil Pressure @ Heel = 2,452 psf OK = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,814 psf ACI Factored @ Heel = 4,017 psf Footing Shear @ Toe = 14.5 psi OK Footing Shear @ Heel = 12.3 psi OK Allowable = 82.2 psi Reaction at Top = 2,189.4 lbs Reaction at Bottom = 3,789.5 lbs Allowable Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,789.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 168.0 #/ft 8.50 ft 0.00 ft 1.00 0.0 psf = 8.000 g Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf Fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK 8.50 ft _ # 5 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 3.89 ft # 5 12.00 in Edge 7.50 in 1 @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.009 Mu....Actual = 86.7 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,059.4 lbs Shear Actual = 22.88 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.511 5,179.3 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 2,821.7 lbs 31.35 psi 94.87 psi 9.59 in 1-67 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 5B Exterior wall w/ HS20-44 loading adjacent to stem Wall in File: 1:1Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width = Footing Thickness = 16.00 in Key Width = Key Depth = Key Distance from Toe = 1.10 ft 1.90 3.00 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe eel Footing Design Results 1,814 4,017 psf = 1,261 2,146 ft-# 145 997 ft-# = 1,115 1,150 ft-# = 14.51 12.34 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force = lbs = 4,100.0Ibs = lbs = lbs lbs 1,312.5Ibs 1,344.0Ibs 600.0Ibs 7,356.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 6,218.3ft-# ft-# ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-# Moment = -1,389.4 ft4 10,143.6 ft4 Yes 2,452.2 psf 12,424.2ft-# DESIGNER NOTES: 1-68 Lateral Restraint 2189.# Sliding Restraint 3789.5# DL= 3700., LL= 400.#, Ecc= O.in. 2452.2psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-69 Davis & Church, LLC 9 f R C f R .A. N Iflf t RS •) A4r)r /4. 04,464 *Mt" Uf4A) PROJECT (Y'E' PREPARED BY 1-70 DATE PAGE Cap'- (4)A - 20 1 11)0-41 cei,4epeI ovep, tOiLd Coo-, Li I /ID 1-- ( cerir par O: 7cop L E ‘` C01-17 S`h or20-1/444 !/W. App i)\o, (1;fp:4 pren-vet. z. op pi f' rfr*A41-.4...) sb IDA., el SEIaZ-F Del3'/0 Pto (ATE (A' 14-95")".^ c-'1'41%'—/- 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642.1213 • Fax: 770-752-8891 0 10'-0" LOAD • 4 .. PAVING & SOIL ABOVE PRE—CAST LID VAULT PRE—CAST LID VAULT EXTERIOR WALL d 4 2600 PLF (POINT LOAD OVER 10') 64 PSF (UNIFORM LOAD OVER 10') CASE 5A & 6A: HS20-44 LOADING ADJACENT TO STEM 1-71 1 1 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 6A Exterior wall w/ HS20-44 loading adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 10.50 ft Wall height above soil = 0.00ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Dead Load Axial Live Load Axial Load Eccentricity = 3,700.0 lbs = 1,620.0 Ibs 0.0 in Earth Pressure Seism is Load Stem Weight Seismic Load Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 65.0 psf/ft = 300.0 psf/ft 120.00 pcf = 0.400 = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 100.0 #/ft 8.50 ft 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier = 0.200 g Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 8,821 lbs = 2.24 in 2,940 psf = 2,940 psf 3,000 psf Than Allowable • 2,347 psf 5,142 psf = 19.2 psi = 19.0 psi • 82.2 psi 2,365.5 lbs 6,469.4 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 6,469.4 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E OK OK OK OK Thumbnail Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area Added seismic per unit area = 1,620.0 Ibs = 5.00 ft = 0.00 in = 2.50 ft Line Load = 0.0 ft 0.300 = 0.0 psf • 0.0 psf Concrete Stem Construction 1 Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable = 60,000 psi 4,000 psi @ Top Support Stem OK = 8.50 ft _ # = 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 3.58 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in Shear Force @ this height Shear Actual Shear Allowable = 0.001 11.5 ft-# = 10,143.6 ft-# = 2,920.2 lbs = 32.45 psi = 126.49 psi 18.50 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in -or- Not req'd, Mu < S * Fr Heel: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.825 8,372.1 ft-# 10,143.6 ft-# 18.50 in 0.000 0.0 ft-# 10,143.6 ft-# 6,771.9 lbs 75.24 psi 94.87 psi 9.59 in 1-72 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 6A Exterior wall w/ HS20-44 loading adjacent to stem Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width 1.10 ft 1.90 3.00 Footing Thickness = 16.00 in Key Width Key Depth Key Distance from Toe 0.00 in 0.00 in 0.00 ft f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in M [tooting Design Results Toe Factored Pressure = 2,347 Mu' : Upward = 1,627 Mu' : Downward = 145 Mu: Design = 1,481 Actual 1 -Way Shear = 19.21 Allow 1 -Way Shear = 82.16 Reel 5,142 psf 2,748 ft-# 997 ft-# 1,752 ft-# 19.05 psi 82.16 psi Summaryf Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 5,320.0Ibs 1.52 ft Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force lbs = 244.3Ibs lbs 1,312.5Ibs 1,344.0Ibs = 600.0Ibs 8,820.8Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 2.47 ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 8,068.7ft-# ft-# 602.7ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft4t Moment = -1,645.9 ft-# 6,339.7 ft-# Yes 2,940.3 psf 14,877.2ft4t DESIGNER NOTES: 1-73 Lateral Restraint 2190.# Sliding Restraint 5350.4# DL= 3700., LL= 1620.#, Ecc= 0.in I Ecc.= 0.in from CL Adj Ftg Load = 1620.# 100.ps 5350.4# 2909.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-74 Davis & Church, LLC STRUCTURAL ENGINEERS Ca. re. Co g - -Lit-4 PROJECT AN2-F ))b-, Ueu 14- 1-75 PREPARED BY DATE PAGE � d I ape 4 -d carer- S load ccs,,►„ b,t., a fib-, ! 1.20 1. CL.f y) De St q" Parc D = '3700 p CAT )\„ `‘cATE. ►i4''.) -"E `CAPE ,5"431' 'rte App l%Ca -,N.`ty.-► hF = (95" pcf pr rrurr N- ) (:)a p t.r re r re,.1.-e., S %! c d SPE R Eir*rru fro "we (,B,, rey- C a i CO l et 11\0, J_ TIAjD 1i f . 6tAll 114. uTt ,"`. (cfire to i G&i C SD Mu av-tc. 1 r . 1-4ue... �. ") r Mpp )' '&.. 0- 1' S- , c ) a' area :•cr- Sqev► c� i w l� �, ► ''1'f be /� L 4 10,,a outer bare 1af cr lc • 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 10'-0" LOAD • d 4 . PAVING & SOIL ABOVE PRE -CAST LI D VAULT PRE -CAST LID VAULT EXTERIOR WALL CASE 5 & 6: HS20-44 LOADING OVER STEM • d.4 2600 PLF (POINT LOAD OVER 10') 64 PSF (UNIFORM LOAD OVER 10') 1-76 1 1 1 Design Summary Total Bearing Load ...resultant ecc. Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 , Descr: Case 6B Exterior wall w/ HS20-44 loading centered on stem 4 • Phis Wall in File: i:\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel = 10.50 ft 0.00 ft = 10.50ft 8.50 ft 0.00: 1 0.00 in 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 3,240.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure = Soil Density = FootinglISoil Friction = Soil height to ignore for passive pressure = 12.00 in 65.0 psf/ft 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 100.0 #/ft 8.50 ft 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier 10,197 lbs 1.69 in Soil Pressure @ Toe = 3,399 psf Soil Pressure @ Heel = 3,399 psf Allowable = 3,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,239 psf ACI Factored @ Heel = 5,782 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom NG NG = 25.4 psi OK = 23.6 psi OK 82.2 psi = 1,730.3 lbs = 3,670.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,670.6 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 0.0 lbs 0.00 ft = 0.00 in 0.00 ft Line Load 0.0 ft 0.300 = 0.0 psf = 0.0 psf LConcrete Stem Construction Thickness = 10.00 in Wall Weight = 125.0 psf Fy fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Stem OK = 8.50 ft # 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 4.13 ft # 5 12.00 in Edge 7.50 in ® Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.184 Mu....Actual = 1,866.3 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,341.8 lbs Shear Actual = 26.02 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.760 7,712.4 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 4,033.2 lbs 44.81 psi 94.87 psi = 9.59 in 1-77 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job* : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 6B Exterior wall w/ HS20-44 loading centered on stem this Wall in File: is\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1.10 ft 1.90 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy Footing Concrete Density = Min. As% _ Cover @ Top = 2.00 in 3.00 16.00 in 0.00 in 0.00 in 0.00 ft = 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in L Footing Design Results Toe Heel Factored Pressure = 3,239 5,782 psf Mu' : Upward = 2,148 3,128 ft-# Mu' : Downward = 145 997 ft-# Mu: Design 2,003 2,132 ft-# Actual 1 -Way Shear = 25.41 23.56 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 6,940.0Ibs 1.52 ft Soil Over Toe = lbs ft Adjacent Footing Load = lbs ft Surcharge Over Toe = lbs ft Stem Weight = 1,312.5Ibs 1.52 ft Soil Over Heel = 1,344.0Ibs 2.47 ft Footing Weight = 600.0Ibs 1.50 ft Total Vertical Force 10,196.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = Moment = ft-# 10,525.7ft-# ft-# ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft4t -1,436.7 ft-# 6,339.7 ft-# Yes 3,398.8 psf 16,731.5ft-# DESIGNER NOTES: 1-78 Lateral Restraint 1730.# Sliding Restraint 3670.6# DL= 3700., LL= 3240.#, Ecc= -2.5in Pp= 116 67# 3670.6# 3398.8psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-79 1 1 1 • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 31 OCT 2013 Descr: Case 6B Exterior wall w/ HS20-44 loading centered on stem fills Wall in File: is\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height = 10.50 ft Wall height above soil = 0.00 ft Total Wall Height = 10.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf »Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem 1 Axial Dead Load = 3,700.0 lbs Axial Live Load = 600.0 lbs Axial Load Eccentricity = 2.5 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 100.0 #/ft = 8.50 ft = 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier = 0.200 g Design Summary Total Bearing Load ...resultant ecc. 7,557 lbs = 2.21 in Soil Pressure @ Toe = 2,519 psf OK Soil Pressure @ Heel = 2,519 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom = 1,959 psf = 4,246 psf = 15.7 psi OK 13.7 psi OK 82.2 psi 1,795.0 lbs = 3,605.9 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,605.9 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic per unit area = Added seismic per unit area 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi © Top Support Stem OK = 8.50 ft _ # 12.00 in Edge 7.50 in Mmax Between Top & Base Stem OK 3.99 ft # 5 12.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.097 Mu....Actual = 986.3 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,445.3 lbs Shear Actual = 27.17 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.719 7,292.2 ft-# 10,143.6 ft-# 18.50 in -or- Not req'd, Mu < S " Fr -or- Not req'd, Mu < S *Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 3,929.7 lbs 43.66 psi 94.87 psi 9.59 in 1-80 Use menu item Settings > Printing & Title Block Title : Tukwila Page: to set these five lines of information Job # : 13-0600 Dsgnr: MRF for your program. Date: 31 OCT 2013 ' Descr: Case 6B Exterior wall w/ HS20-44 loading centered on stem Phis Wall in File: is\hogan campis\home 2 suites - tukwila\structural calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.10 ft 1.90 3.00 16.00 in 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe feel = 1,959 4,246 psf = 1,354 2,271 ft-# 145 997 ft-# 1,209 1,274 ft-# = 15.68 13.75 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = 4,300.0Ibs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,312.5Ibs Soil Over Heel = 1,344.0Ibs Footing Weight = 600.0Ibs Total Vertical Force = 7,556.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.52 ft ft ft ft 1.52 ft 2.47 ft 1.50 ft ft-# 6,521.7ft-# ft-# ft-# ft-# 1,990.6ft-# 3,315.2ft-# 900.0ft-# Moment = -1,392.7 ft-# 6,339.7 ft-# Yes 2,518.8 psf 12,727.5ft-# 1 DESIGNER NOTES: 1-81 Lateral Restraint 1795.# Sliding Restraint 3605.9# DL= 3700., LL= 600.#, Ecc= -2.5in 2518.8psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-82 Davis & Church, LLC S f R U C :URAL E `JC I N E ERS T veAdo PROJECT 1-83 PREPARED BY DATE PAGE S H- Fes,. g E rc ce&A c Art @ S TrAk C3'.M E 4s3- u pn e i'N°n S: — Sk& " V5ga j/1 c elNy S hG�1 cov- w+ 5overtl;Ai ''(4r2 2 `"3 he.a.e. Fof`ce i?t-i'T 71€4, )„ } l4 .e P•, cu I c k4 b,1r— .� 1 I"' e4r- oc. 0441 Ukr, witi vYtdk -F,- skc ►T 5" barr @ IZ,tpG k 1/43Z-atd P sig 11- f�- 5 he. Vn = At f' fy - ti( 1 ALT 3t8 -cis Ec I I -Zs r . of _ e. 4) C: Lt) ciata (cao, pr) o. s)Co,ko). ©.3o1( - 0,31 31 iNeN> c ,3 t ;,,L - to acto p 5 Ac -3( -'O ' I I, 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642.1213 • Fax: 770-752-8891 Davis & Church, LLC S T I,' T R I C F R PROJECT F PREPARED BY ebw- tei‘ orcevk,e...01 e s- .4e DATE 1-84 PAGE a 1r copi lur,) Ibmot case_ L.J.1(‘ ) 3eL iv -4n Cifki to r a. r it be vs.d.xik r -N 4,r Ceon c --Vi et 1— 3psvL 14+ 14-‘); V LI Sti tdotere: oric ho 6o000 Av-c 303-0 11,3 (tcboofsapr>a_ ---- 0 .0(vg ; A-2 -44 boer eStoc 0,0g0i A2-14 oat) ‘.1„'2-- ,064;,2. 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Pk 770-642-1213 • Fax: 770-75241891 efb Davis & Church, LLC STRU(.. 1 11R At ot PROJEC1 PREPAREDPREPARED BY DATE 1-85 PAGE )(40 a, ty-51. (c_64-1040,,) , 40 olsos Ai --at 918 --4:s A-ct w -03 fikta A 41 38-c si 4ci-3(8-0? hca_ II g-03 rvleA+ r\l'0 5n) QAT l!Al.wt_ ei<o2r,}u n '.-3-((x0Do es9(1.00!ko,5) 4 t) C2,0 3000 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 12, 12.11.11- 2 , 3 Davis & Church, LLC 5TR1.iC TL RAI. I. NLI NE'_'RS PROJEC 1 PREPARED BY 5 kear rt4 TFM lekk , • 1/4/ (46) ic W lam. tL = 30Oo p' - f.o Lop, tom. r i= a 1,11.‘ (be o2 ),o 1,20 0c 12,50 Qs ) 1.7 , r > Vit, k Ooh- AL - 1-2.M, y (G, s) 12(0, T) DATE au ?9 - 1-86 PAGE I4 3 318--08 6tbmf' -2t1" Wil. 3( 2_,5,3(a) .A -c. 318-0Y F 9 R12-1- 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 Home2Suites Tukwila (Job #13-0600) SECTION 2: VAULT INTERIOR WALL AND FOOTING ' Davis & Church, LLC S T f: UC T 1. RAI. E N C! `: E E k S Tv t tat U 1 PROJECT 2 - PREPARED - PREPARES) BY .S ✓k- ricer W At A\ DATE PAGE E P=°I .D 'r 1 SEE ' bE 1—) SrE i'AC.,F 1-r (AlF 7M7$ —iiu1 ' 4 1.,)#4(A AST L M1br►'? — O.ea.&„ 1A ,Li Yo$ 1.4>-• S c:-4 '- 4'k4) — � re- Gk- C 7 ,--ri - SR.43q 1oetas' t), „, . [t;t ' RIN,ti , 4l,;a } ) clp2a't4)( 13 f(4X)o,' �DLCD yl FP = aJt we;11, . Soy "_ 3or Oict31 T--•1,0 utmi +.41 2)-1 (Sc P)--0-3 (1 tot 5 -EE Pc .-c `tCAM 7A/711" ca l c o L r t 61.12-5)\9,1 m y 141)0 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752.8891 Davis & Church, LLC STRUCTURAL FN(; INFERS T -'"fie UA41E- PROJECT PREPARED BY C T E 7 -TAXI-EP-26a_ L0A-U,_. (a }Cr' l IOW) 41) h--. " CA) E 7A r r FIN). r DATE PAGE Ef.c `' (Air Acsiy '`rte ..- - )-i 10,-J. 0-r, .7A -- Hi20-4 H 1a, ‘5CE: " cAsE '76" -P,- cAtcotu3►b-, a41)y,1 InrFc (mr 7E Olt F'TC3 ' `cr4 r E 74.'' _ ‘` Ci E 75" L) oL4et .j1? rG.V • Jam s- N" q 1-4114> (ci a. 16)ft3) t .00' - 1.3,5) y'? o p34 . SEE EiJ 'e--c.Rl-c t `OWE 7E'1' ?or. - � 065- 19.1 }r , 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 CASE 7B CASE 7A 45,000 LB OUTRIGGER — UNFACTORED (SPREAD OVER 1.25 Fre) 78,000 LB OUTRIGGER — FACTORED (SPREAD OVER 4 FT2) iii 0 r) PAVING & SOIL ABOVE PRE—CAST LID VAULT PRE—CAST LID VAULT CENTER WALL CASE 7A, 7B: FIRE TRUCK OUTRIGGER LOADING PER TUKWILA DESIGN STRIP = 4'—>5' 2-3 8'-0" AXLE WIDTH 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FP) 27,000 LB WHEEL LOAD (SPREAD OVER 1.25 FT2) • °•- PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT CENTER WALL CASE 7C: FIRE TRUCK WHEEL LOADING PER TUKWILA DESIGN STRIP = 4' 2-4 10'-0" LOAD 2600 PLF (POINT LOAD OVER 10') 64 PSF (UNIFORM LOAD OVER 10') iii 0 PAVING & SOIL ABOVE PRE -CAST LID VAULT PRE -CAST LID VAULT CENTER WALL CASE 7D: HS20-44 LOADING IBC 1607.6 DESIGN STRIP = 1' 2-5 Concrete Slender Wall Description : Project Title: Engineer: Project Descr: Project ID: File = !Mogan CampislHome 2 Suites - Tukwila\Structural Calcs\6-Mise DesignWterior wall & ftg ec6 ENERCALC.INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Case 7A interior slender wall w/ outrigger load over 4 ftA2 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fc : Concrete 28 day strength = 4.0 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi : Lt Wt Conc Factor = 1.0 Fr Rupture Modulus = 316.228 psi Max % of p balanced = 0.01806 Max Pu/Ag = fc * = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 60.0 in One -Story Wall Dimensions A Clear Height 8 Parapet height 8.50 ft Wall Support Condition Top Free, Bottom Fix ft Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Stiip Width) Ledger Load Eccentricity in Concentric Load Lateral Loads Full area WIND load psf Fp = Wall Wt.* 0.3756 = 42.255 psf DESIGN SUMMARY PASS PASS PASS PAS S Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar . Bar Size Bar Spacing 9.0 in 4.50 in 5 12.0 in License* : DAVIS & CHURCH LL Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 DL: Dead 6.60 Lr : Roof Live Lf : Floor Live 9.0 S: Snow Wall Weight Seismic Load Input Method : ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDS = 0.9390 Results reported for "Strip Width" of 60.0 in Actual Values ... Allowable Values . . Governing Load Combination .. . Moment Capacity Check +1.388D+L+0.20S+E Service Deflection Check D+L+S+E/1.4 Axial Load Check +1.388D+L+0.20S+E Reinforcing Limit Check W . Wind k/ft k/ft Maximum Bending Stress Ratio = Max Mu -7.638 k -ft Min. Defl. Ratio Max. Deflection Max Pu / Ag Location Controlling As/13d 5,283.47 0.01931 in 207.375 psi 0.1417 ft 0.005741 0.2563 Phi * Mn Max Allow Ratio Max. Allow. Defl. 0.06 `fc 29.798 k -ft 150.0 0.680 in 240.0 psi As/bd = 0.0 rho bal 0.01806 PASS Minimum Moment Check Mcracking 21.345 k -ft Minimum Phi Mn 29.798 k -ft +1.40D Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction for Load Combination.... E Only D+L+S+E/1.4 0.0 k 1.796 k 82.781 k 2-6 • Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013, 11:23AM Concrete Slender Wail' File = I,1Hogan Campis\Home 2 Suites - Tukwila\Structural Cal s16-Misc Designlinteriorwall & ftg.ec6` ENERCALC, INC. 1983-2013, Build:6.13 8:31, Ver.6.13.8.31 Licensee ;.DAVIS & CHURCH LLC Description : Case 7A interior slender wall w/ outrigger load over 4 ftA2 Design Maximum Combinations Moments Load Combination Axial Load Moment Values 0.6' Pu 0.061c*b't Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft n^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0 00 0 00 0.00 0.000 0 0000 0 0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.388D+1+0.20S+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +1.388D+L+0.20S-1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.7122D+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +0.7122D -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 Design Maximum Combinations - Deflections Load Combination D+L+S+E/1.4 at 8.22 to 8.50 D + 0.5(L+Lr)+ 0.7E at 8.22 to 8.50 Reactions- Vertical & Horizontal Axial Load Moment Values Stiffness Deflections Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 ' 0.0 0.000 4.27 0.00 729.00 41.42 546.750 0.019 • 5,283.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,375.4 Load Combination D Only S Only W Only E Only D+L+Lr D+L+S D+L+W+S12 D+L+S+W/2 D+L+S+E/1.4 Base Horizontal 0.0 k 0.0 k 0.0 k 1.8 k 0.0 K 0.0 k 0.0 k 0.0 k 1.3 k Top Horizontal 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k Vertical Q Wall Base 37.781 k 0.000 k 0.000 k 0.000 k 82.781 k 82.781 k 82781 k 82.781 k 82.781 k 2-7 Concrete Slender. Wall Lit, # t K Project Title: Engineer: Project Descr: Project ID: pA File - I:\Hogan Campis\Home 2 Suites - TukwilalStructural Calcs\6-Misc Design \interi or wall 8 ftg.ec6 ', ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Description : Case 78 interior slender wall w/ outrigger load over 1.25 ft"2 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-10 General Information fc : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = : Lt Wt Conc Factor = Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc * Concrete Density Width of Design Strip One -Story Wall Dimensions A Clear Height 6 Parapet height 4.0 ksi 60.0 ksi 3,122.0 ksi 1.0 = 316.228 psi = 0.01806 = 0.060 150.0 pcf 60.0 in 8.50 ft Wall Support Condition Top Free, Bottom Fix ft Vertical Loads Vertical Uniform Loads ... l Applied per foot of Strip Width) Ledger Load Eccentricity in Concentric Load Lateral Loads Full area WIND load psf Fp = Wall Wt. * 0.3756 = 42.255 psf DESIGN SUMMARY Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar . Bar Size Bar Spacing Governing Load Combination PASS Moment Capacity Check + 1.388D+0.50L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.388D+0.50L+0.20S+E PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D 9.0 in 4.50 in # 5 12.0 in DAVIS & CHURCH LLD Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 A DL: Dead 6.60 r : Roof Live Wall Weight Seismic Load Input Method : SDS Value per ASCE 12.11.1 S Ds = 0.9390 Lf : Floor Live 11.30 S: Snow ASCE seismic factors entered Results reported for "Strip Width" of 60.0 in Actual Values ... Maximum Bending Stress Ratio Max Mu -7.638 k -ft Min. Defl. Ratio Max. Deflection Max Pu / Ag Location Controlling As/bd Mcracking Maximum Reactions .. Top Horizontal Base Horizontal Vertical Reaction 5,291.46 0.01928 in 178.671 psi 0.1417 ft 0.005741 As/bd = 0.0 rho bal 0.01806 W : Wind k/ft k/ft Allowable Values ... 0.2563 Phi * Mn Max Allow Ratio Max. Allow. Defl. 0.06 "fc 29.798 k -ft 150.0 0 680 in 240.0 psi 21.345 k -ft Minimum Phi Mn 29.798 k -ft for Load Combination.... E Only D+L+Lr 0.0 k 1.796 k 94.281 k 2-8 Project Title: Engineer: Project Descr: Project ID: P;ir.ted. 30 OCT 2013, 11.23AM File'= I\Hdgan Camp^ss\Home'2Suites`-Tukwila\Structural Calcsl6Misc Desgnb �en�o� wall114td ea6' ;ENERCALC INC 19834 3 Build:6s13,8:31 i-..6 38:31 Lic, # KW -06005692f _ - �;; : �, ., -. M.� . ; Licensee : DAVIS & CHURCH LLC' Description : Case 78 interior slender wall w/ outrigger load over 1.25 ft^2 Design Maximum Combinations - Moments Load Combination Axial Load Moment Values 0.6 * Pu 0.06`fc`b`t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k rt k -ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.388D+0.50L+0.20S+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +1.3880+0.50L+0.20S-1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +0.7122D+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +0.7122D -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 - Design Maximum Combinations, Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 intro in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D + L + S + E/1.4 at 8.22 to 8.50 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,291.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D+0.5(L+Lr)+0.7E at 8.22 to 8.50 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,379.5 .Reactions --Vertical& Horizontal rizo Load Combination Base Horizontal Top Horizontal Vertical © Wall Base D Only 0.0 k 0.00 k 37.781 k S Only 0.0 k 0.00 k 0.000 k W Only 0.0 k 0.00 k 0.000 k E Only 1.8 k 0.00 k 0.000 k D + L + Lr 0.0 k 0.00 k 94.281 k D+L+S 0.0 k 0.00 k 94.281 k D+L+W+S/2 0.0 k 0.00 k 94.281 k D+ L+ S+ W/2 0.0 k 0.00 k 94.281 k D+L+S+E/1.4 1.3 k 0.00 k 94.281 k 2-9 Concrete Slender Wall Project Title: Engineer: Project Descr: Project ID: A„vi File = I:1Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs\6-Misc Designlinterior wall & ftg.ec6 ENERCALC, INC. 1983-2013, Build:6,13.8.31, Ver6.13.8.31 Description : Case 7C interior slender wall / fire truck rear wheel load. Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fc : Concrete 28 day strength = 4.0 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi X : Lt Wt Conc Factor = 1.0 Fr : Rupture Modulus = 316.228 psi Max % of p balanced = 0.01806 Max Pu/Ag = fc * = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One -Story Wall Dimensions A Clear Height B Parapet height 8.50 ft Wall Support Condition Top Free, Bottom Fix Vertical Loads Vertical Uniform Loads ... ( Applied pe Ledger Load Eccentricity Concentric Load Lateral Loads Fut area WIND load psf Fp = Wall Wt. * 0.3756 = 42.255 psf ft 001 of Strip Width) in Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar . . Bar Size Bar Spacing 9.0 in 4.50 in 5 12.0 in Licensee' DAVIS & GHUR HU Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 DL: Dead 6.60 Lr : Roof Live Wall Weight Seismic Load Input Method : SDS Value per ASCE 12.11.1 S os DESIGN SUMMARY Governing Load Combination .. PASS Moment Capacity Check +1.388D+L+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.388D+L+0.20S+E PASS Reinforcing Limit Check PASS Minimum Moment Check +1.400 0.9390 Lf : Floor Live 10.10 S: Snow ASCE seismic factors entered Results reported for "Strip Width" of 12.0 in W : Wind k/ft k/ft Actual Values ... Allowable Values .. Maximum Bending Stress Ratio = 0.2563 Max Mu -1.528 k -ft Phi' Mn Min. Defl. Ratio 5,287.29 Max Allow Ratio Max. Deflection 0.01929 in Max. Allow. Defl. Max Pu / Ag 223.671 psi 0.06 * fc Location 0.1417 ft Controlling As/bd 0.005741 As/bd = 0.0 rho bal 0.01806 5.960 k -ft 150.0 0.680 in 240.0 psi Mcracking Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction 4.269 k -ft Minimum Phi Mn 5.960 k -ft for Load Combination.... E Only D+L+S+E/1.4 0.0 k 0.3592 k 17.656 k 2-10 gConcrete SlenderWaII Description : Case 7C interior slender wall w/ fire truck rear wheel load. D_eslgn_Maxlm_um-C_ Combinations _'Moments Axial Load Moment Values 0.6 * Pu 0.061c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft inA2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.388D+L+0.20S+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +1.3880+1.+0.20S -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.7122D+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +0.7122D -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 Design Maximum Combinations - Deflections 1 Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft inA4 in'4 111'4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D +L + S + E/1.4 at 8.22 to 8.50 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,287.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D + 0.5(L+Lr)+ 0.7E at 8.22 to 8.50 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,377.3 Load Combination Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013, 11:24AM File:. I Mogan Caineis\Ho166,2 Suites; Tukwda1Stniettilereaks16-Misc'Desitinteriorzwell,8 flg"ec6} ENERCAL"C INC19832013. Build:6:13.8.31. Ver.613 8 31 ,., Licensee i DAVIS & CHURCH LLC Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 7.556 k S Only 0.0 k 0.00 k 0.000 k W Only 0.0 k 0.00 k 0.000 k E Only 0.4 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.00 k 17.656 k D+L+S 0.0 k 0.00 k 17.656 k D+L+W+S/2 0.0 k 0.00 k 17.656 k D+L+S+W/2 0.0 k 0.00 k 17.656 k D+L+S+E/1.4 0.3 k 0.00 k 17.656 k 2-11 Concrete Slender Wall Project Title: Engineer: Project Descr: Project ID: File = 1:1Hogan Campis\Home 2 Suites Tukwila\Structural Calcs\6-Mise Design\interior wall & ftg.ec6 ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Description : Case 7D interior slender wall w/ HS20-44 loading Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus 2. : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc * Concrete Density Width of Design Strip One -Story Wall Dimensions A Clear Height B Parapet height • 4.0 ksi = 60.0 ksi = 3,122.0 ksi • 1.0 = 316.228 psi = 0.01806 • 0.060 150.0 pcf 12.0 in 8.50 ft Wall Support Condition Top Free, Bottom Fix ft Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Strip Width) Ledger Load Eccentricity in Concentric Load Lateral Loads Full area WIND load psf Fp = Wall Wt. * 0.3756 = 42.255 psf DESIGN SUMMARY Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar .. Bar Size # 5 Bar Spacing 12.0 in DAVIS .& CHURCHLLC 9.0 in Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 4.50 in Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 B DL: Dead 6.60 Lr : Roof Live Lf : Floor Live 2.60 0.640 S : Snow Wall Weight Seismic Load Input Method : ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDS ° 0.9390 Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values . . Governing Load Combination .. PASS Moment Capacity Check +1.388D+L.+0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.388D+L+0.20S+E PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D W : Wind k/ft k/ft Maximum Bending Stress Ratio = Max Mu -1.528 k -ft Min. Defl. Ratio Max. Deflection Max Pu / Ag Location Controlling As/bd 0.2563 Phi * Mn 5,263.54 Max Allow Ratio 0.01938 in Max. Allow. Defl. 122.042 psi 0.06 * fc 0.1417 ft 0.005741 As/bd = 0.0 rho bal 0.01806 5.960 k -ft 150.0 0.680 in 240.0 psi Mcracking 4.269 k -ft Minimum Phi Mn 5.960 k -ft Maximum Reactions . . Top Horizontal Base Horizontal Vertical Reaction for Load Combination.... E Only D+L+S+E/1.4 0.0 k 0.3592 k 10.796 k 2-12 Concrete Slender Wall Lic. # : KW -06005692 Description : Case 7D interior slender wall w/ HS20-44 loading Design Maximum Combinations, Moments Load Combination Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013, 11:23AM File = I \Hogan Campis\Home 2 Suites - Tukwila'Structural Calcst6-Mist Designtintenor wall & ftg ec6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver..6.13 8.31 Licensee : DAVIS & CHURCH LLC Axial Load Moment Values 0.6 * Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft in"2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0 000 0.000 0 00 0 00 0 00 0 00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.388D+L+0.20S+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +1.3880+L+0.20S-1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.7122D+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 +0.7122D -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 5.96 0.310 0.0057 0.0181 Design Maximum Combinations - Deflections Load Combination D+L+S+E/1.4 at 8.22 to 8.50 D + 0.5(L+Lr)+ 0.7E at 8.22 to 8.50 Reactions Vertical & Horizontal Axial Load Moment Values Stiffness Deflections Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,263.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 4.27 0.00 729.00 41.42 546.750 0.019 5,365.3 Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 7.556 k S Only 0.0 k 0.00 k 0.000 k W Only 0.0 k 0.00 k 0.000 k E Only 0.4 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.00 k 10.796 k D+L+S 0.0 k 0.00 k 10.796 k D+L+W+S12 0.0 k 0.00 k 10.796 k D+L+S+W/2 0.0 k 0.00 k 10.796 k D+L+S+E/1.4 0.3 k 0.00 k 10.796 k 2-13 Wall Footing Project Title: Engineer: Project Descr: Project ID: File = I:1Hogan Campis\Home 2 Suites Tukwila\Structurat Calcs1.6-Misc Design8nterior wall & ftg ec6 ENERCALC, INC. 1983.2013, Build:6.13.8.31, Ver:6.13.8.31 KW -06005692' Description : Case 7E interior wall footing wI water surcharge and wail reactions Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor AutoCalc Footing Weight as DL Dimensions Footing Widtl = Wall Thickness Wall center offset from center of footing = = 3.0 ksi 60.0 ksi = 3,122.0 ksi = 150.0 pcf 0.90 0.750 • 0.00180 • 1.50: 1 • 1.50 : 1 Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 4.0 ft Footing Thicknes = 9.0 in Rebar Centerline to Edge of Concrete at Bottom of footing = 0 in Applied Loads P : Column Load OB: Overburden V -x M-zz Vx applied DESIGN SUMMARY Pilin. Ratio PASS PASS PASS PASS PASS PASS PASS PASS 0.8182 22.813 10.646 n/a 0.3447 0.06477 0.3924 0.3924 Soil Bearing Overturning - Z -Z Sliding - X -X Uplift Z Flexure (+X) Z Flexure (-X) 1 -way Shear (+X) 1 -way Shear (-X) 3.10 in above top of footing 2.577 ksf 0.80 k -ft 0.30 k 0.0 k 5.848 k -ft 1.099 k -ft 32.237 psi 32.237 psi 3.80 0.50 0.30 0.50 12.0 in 3.0 in ensee : tAVIS CHURCH Reinforcing Bars along X -X Axis Bar spacing Reinforcing Bar Size Capacity 3.150 ksf 18.250 k -ft 3.194 k 0.0 k 16.966 k -ft 16,966 k -ft 82.158 psi 82.158 psi # 6 bars c 12 in o.c. W 3.0 ksf Yes 300.0 pcf 0.350 ft ksf ft ksf ft 12.00 # 6 ksf k -ft Design OK t:nd Com bination +D+L+H D+L D+L No Uplift +1.20 D+1.60 L+0.50 S+1 +0.90D-1.0E+1.60H +1.20 D+0.50 L r+1.60 L+ ±1.20 D+0.50 L r+1.60 L+ 2-14 Wall Footing Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013, 11:49AM File = 1 \Hogan CampislHome 2 Sidles • Tukwila\Structural Calcs\6-Misc Designlinterior wall & ftg ec6 ENERCALC, INC. 1983-2013, Build:6.13,8.31, Ver..6.13,8,31 Licensee DAVIS & CHURCH LLC Description : Case 7E interior wall footing w/ water surcharge and wall reactions Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio , D Only 3.150 ksf 0.0 in , +D+L-41 3.150 ksf 1.052 in , +D+Lr+H 3.150 ksf 0.0 in , +D+S+H 3.150 ksf 0.0 in , +D+0.750Lr+0.750L+H 3.150 ksf 0.9268 in , +D+0.750L+0.750S+H 3.150 ksf 0.9268 in , +D+W+H 3.150 ksf 0.0 in , +D+0.70E+H • 3.150 ksf 0.0 in , +D-0.70E+H 3.150 ksf 0.0 in , +D+0.750Lr+0.750L+0.750W+H 3.150 ksf 0.9268 in , +D+0.750L+0.750S+0.750W+H 3.150 ksf 0.9268 in , +D+0.750Lr+0.750L+0.5250E+H 3.150 ksf 0.9268 in , +D+0.750Lr+0.750L-0.5250E+H 3.150 ksf 0.9268 in , +D+0.750L+0.750S+0.5250E+H 3.150 ksf 0.9268 in , +D+0.750L+0.750S-0.5250E+H 3.150 ksf 0.9268 in , +0.60D+W+H 3.150 ksf 0.0 in , +0.60D+0.70E+H 3.150 ksf 0.0 in +0.60D-0.70E+H 3.150 ksf 0.0 in Overturning Stability Rotation Axis & Load Combination... 0.9250 ksf 1.985 ksf 0.9250 ksf 0.9250 ksf 1.720 ksf 1.720 ksf 0.9250 ksf 0.9250 ksf 0.9250 ksf 1.720 ksf 1.720 ksf 1.720 ksf 1.720 ksf 1.720 ksf 1.720 ksf 0.5550 ksf 0.5550 ksf 0.5550 ksf 0.9250 ksf 2.577 ksf 0.9250 ksf 0.9250 ksf 2.164 ksf 2.164 ksf 0.9250 ksf 0.9250 ksf 0.9250 ksf 2.164 ksf 2.164 ksf 2.164 ksf 2.164 ksf 2.164 ksf 2.164 ksf 0.5550 ksf 0.5550 ksf 0.5550 ksf 0.294 0.818 0.294 0.294 0.687 0.687 0.294 0.294 0.294 0.687 0.687 0.687 0.687 0.687 0.687 0.176 0.176 0.176 Units : k -ft D D+L - Sliding Stability Overturning Moment None 0.80 k -ft Resisting Moment Stability Ratio Status 0.0 k -ft Infinity OK 18.250 k -ft 22.813 OK Force Application Axis Load Combination... ,D D+L- Footing Flexure - Flexure Axis & Load Combination , +1.40D , +1.40D , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60Lr+L , +1.20D+1.60Lr+L , +1.20D+1.60Lr+0.80W , +1.20D+1.60Lr+0.80W , +1.20D+L+1.60S , +1.20D+L+1.60S , +1.20D+1.60S+0.80W , +1.20D+1.60S+0.80W , +1.20D+0.50Lr+L+1.60W , +1.20D+0.50Lr+L+1.60W , +1.20D+L+0.50S+1.60W +1.20D+L+0.50S+1.60W , +1.20D+L+0.20S+E , +1.20D+L+0.20S+E , +1.20D+L+0.20S-1.OE , +1.20D+L+0.20S-1.0E , +0.90D+1.60W+1.60H , +0.90D+1.60W+1.60H , +0.90D+E+1.601-1 , +0.90D+E+1.60H , +0.90D-1.0E+1.60H , +0.90D-1.0E+1.60H Sliding Force 0.0 k 0.30 k Resisting Force Sliding SafetyRatio Status 1.295 k No Sliding OK 3.194 k 10.646 OK Mu Which Tension @ Bot. k -ft Side ? or Top ? 1.709 -X Bottom 1.709 +X Bottom 4.924 -X Bottom 5.848 +X Bottom 4.924 -X Bottom 5.848 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 1.465 -X Bottom 1.465 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 1.465 -X Bottom 1.465 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 3.627 -X Bottom 4.204 +X Bottom 1.099 -X Bottom 1.099 +X Bottom 1.099 -X Bottom 1.099 +X Bottom 1.099 -X Bottom 1.099 +X Bottom As Req'd Gvrn. As 1n"2 in"2 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % Actual As Phi`Mn inA2 k -ft Status 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 0.44 16.966 OK 2-15 • Walt Footing Description : _.OneWay Shear Load Combination... +1.40D +1.20 D+0.50 L r+1.60 L+1.60 H +1.200+1.60 L+O.50S+1.60 H +1.20D+1.60Lr+L +1.200+1.60Lr+0.80W +1.20D+L+1.60S +1.200+1.60S+0.80W +1.200+0.50Lr+L+1.60W +1.20 D+L+O.50 S+1.60 W +1.200+L+0.20S+E +1.200+L+0.20S-1.0E +0.900+1.60W+1.60H +0.900+E+1.60H +0.90D-1.0E+1.60H Case 7E interior wall footing w/ water surcharge and wall reactions Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013, 11:48AM • File = I \Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs16Misc Des gn1interior wat1.8, ftg ec6 ENERCALC,_INC.:1983-2O13 8wId:6'138`31, Ver613.8:31. Licensee :,DAVIS & CHURCH LLC Units : k Vu 0 -X Vu @ tX Vu:Max Phi Vn Vu / Phi'Vn Status 10.232 psi 10.232 psi 10.232 psi 82.158 psi 0.1245 OK 32.237 psi 32.237 psi 32.237 psi 82.158 psi 0.3924 OK 32.237 psi 32.237 psi 32.237 psi 82.158 psi 0.3924 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 8.77 psi 8.77 psi 8.77 psi 82.158 psi 0.1068 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 8.77 psi 8.77 psi 8.77 psi 82.158 psi 0.1068 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 23.437 psi 23.437 psi 23.437 psi 82.158 psi 0.2853 OK 6.578 psi 6.578 psi 6.578 psi 82.158 psi 0.08006 OK 6.578 psi 6.578 psi 6.578 psi 82.158 psi 0.08006 OK 6.578 psi 6.578 psi 6.578 psi 82.158 psi 0.08006 OK 2-16 Home2Suites Tukwila (Job #13-0600) SECTION 3: VAULT SLAB ON GRADE Davis & Church, LLC STRUCTURAL ENGINEERS v1 — DAddkA: 14 - PROJECT t e° -F PREPARED BY 3 -- DATE PAGE Zr14.4ariNor S Unt r l ✓\ Lo ctot cin I Sn P (_ 14411"1-5- \)0014 - (3, fi kcoic L t,k-Itr )404 = 21 f Bo�tu . o -Ct.-6 (1 ^ 12.la7 t 'I' riff — 1 d.:TiV rip 8' 5--1.44,, 0,1 ler' 4-'.,t_! SF E. PR e,ipT+ y(1,4, -see chiCl t e eLL , 14r o j et) Piss C alw114-411500- r f. } U LJ v r La12/ I tO 5•Cilt4set i n fh.rtS Acr 3LI - or 'i2.3 ntil 315- or 8,3,3 r?, wow /tet. c t>"r r 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770.642-1213 • Fax: 770-752-8891 • Davis & Church, LLC S T R U t. IURAL E N C, !NEER S C r g - eon +icil ? ed PROJECT (h F 3 —2_ PREPARED BY DATE PAGE .= 152051) pcOCX31'4 yii')+ 1.1.0 0402.4 p(4(41'1 ' LI') Ku= Cs2c p1- ,b'9 /t10 (2-0p'E (o')J K.„ SEE CID's- cATE S 'Foe- fl'E; C..ti CvLArsov,s TA)Fo C. SL } s J'-kea,r o, 6u o a ✓i fur" - SL .b 5 1d\3 4fl.V% i4)eAtI .t rail peat- LstA-4e r- `J -L t 1 alt 11-2,44 p pec. ()At) 3 - on(. j 111/4j i uS•3•A4,t- pr•err #;n�a slams "T h _ U t 1 prt, rur& CAt wIo4ed a S • H. t1,.Thiis slab C Atu4'OM- ; Lru 4,- R (-(� f pc')C Li 1 JC lAreteg-it= 's1A f c--k)C 11/11--I► t) = 10 0 pl4' lArtal= l f'KtO0 ptf) -310 rt,e 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 w erg L688-ZSL-OLL:xe3 • £LZL-Zb9-OLL aid • 5000£ VD iaieydIV • MS 'Pa 11!H uo!ufl OOfrl -id (3Q(5-�. (fid ogQ , 0-11)000) h,o r\rn +.-)d 000) 1 .:-". c,Fi'6)0(-zt,s7C -gid 1` " 'o 1101 °80h — (,lsmc7(16 t wec.-).- -.14'*°01 �..+ Gwore 1A- 2 no Mr) 0 4 3; s r) Cu (--mossy -- ¶ i d. -z -1 slo r1 ' `�Ly vol °+.Falbcr1 s pa''"'p: j — w -) 4.3'a- 0 --era-J. .312.,s v( L.44 ` = j S Ong, vgy.cwCSS n, -,-V) NG) "-3a Ina.,8 ; D„ s,00& I. C4t Vvy 61s,-arik- - _pOMnS '73'1 *41-14(34'a . D --0"44.4""4 -YtWA cf0- 2i. ` S'2- Z�(�„ h -+3qij(4161 o' . -T Z/ �^Mz('( 6/Z d-1-4.1011 tid (21i' -) � 1DVd 31Vo A8 43NVd3Nd 4 1J31O?Jd 1.r2c,v4b aS ) 19N I'.3N 3 1V?lfi LD11?llti 377 Vint/3 €3 sz2vu Davis & Church, LLC STRUCTURAL ENGINEERS (cL3e_ )0 co/rlitiv4). PROJECT PREPARED BY DATE PAGE k Wu L4NYCS0 co p)C'/& f tc)04)1-2, IS /3 SEE ‘`CATE ID!' Rye*Qis6i c4 LAMivy # -LrePfe 1400 Union Hill Rd. SW • Alpharetta, GA 30005 * Ph: 770-642-1213 • Fax: 770-752-8891 DAVIS 1:8‘iie CHURCH STRUCTURAL ENGINEERS Project Tukwila Job Ref. 7i Section Case 8 - slab w/ max water height Sheet no./rev. 3- 5 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date RC ONE-WAY SLAB DESIGN (ACI318-08) Tedds calculation version 1.1.03 c 1-10 in— . Slab definition Slab type Overall thickness of slab Clear shorter span of slab Clear cover to tension reinforcement Materials Specified compressive strength of concrete Specified yield strength of reinforcement Modulus of elasticity Concrete modification factor One-way continuous h = 8.000 in In = 6.00 ft cc=3.80 in fc = 3000 psi fy = 60000 psi EsACI = 29000000 psi = 1.00 Maximum design moment and shear in span(per 12 in width of slab) Maximum ultimate positive moment Mus = 1.200 kip_ft/ft Maximum ultimate shear force Vu = 1.600 kips/ft Reinforcement calculation - positive moments Tension steel provided Depth to tension steel Stress block depth factor Reinforcement ratio at strain of 0.004 Maximum reinforcement ratio Maximum area of tension steel Minimum area of tension steel required Area of tension steel provided Maximum allowable spacing Actual tensile bar spacing provided No. 4 @ 10 in o.c. d=(h–cc–D/2)=3.95 in 131 = 0.85 pb=0.85x[31xfc/fyx(0.003/(0.003+0.004))=0.015 pmax = pb = 0.015 As max = pmax x d = 0.734 int/ft As_min = max(200 psi x d / fy, 3 x I(fc x 1 psi) x d / fy) = 0.158 in2/ft As_prov = 0.236 in2/ft PASS - Area of steel provided - OK smax = min (3 x h, 18 in) = 18.000 in s = 10.000 in PASS - Spacing of bars (+ve moment steel) less than maximum allowable Check for section - positive moments Depth of equivalent rectangular stress block a = (As_prov x fy) / (0.85 x f'c) = 0.46 in Depth of neutral axis c = a / 81 = 0.544 in Net tensile strain in long. steel at nominal strength ct = 0.003 x [(d – c) / c] = 0.0188 Section is tension controlled, design OK .. DAVIS E8i CHURCH STRUCTURALENGINEER9 Project Tukwila Job Ref. Section Case 8 slab w/ max water height Sheet no./rev. 3- 6 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date Strength reduction factor Revised required nominal flexural strength Actual nominal flexural strength =0.9 Mns = Mus / = 1.333 kip_ft/ft Mns_prov = As_prov x fy x (d — a / 2) = 4.381 kip_ft/ft PASS - Actual flexural strength exceeds required nominal flexural strength Transverse reinforcement - (for shrinkage and temperature) Transverse reinforcement provided No. 4 @ 12 in o.c. Area of reinforcement provided At_prov = 0.196 in2/ft Minimum ratio of transverse reinforcement pt =0.0018 Minimum area of transverse reinforcement required At_req = pt x h = 0.173 in2/ft Maximum allowable spacing of bars Actual transverse bar spacing provided PASS - Area of transverse steel provided OK smax_t = min (5 x h, 18 in) = 18.000 in st = 12.000 in PASS - Spacing of transverse bars is less than allowable Check for shear Nominal shear strength required Vn = abs(Vu) / 0.75 = 2.133 kips/ft Shear strength provided by concrete Vc = 2 x Arc x 1 psi) x d = 5.192 kips/ft Shear strength provided by shear steel (assumed) Vs = 0 kips/ft Shear capacity of section V = Vc + Vs = 5.192 kips/ft PASS - One-way shear capacity Check of clear cover (ACI 7.7.1) Permissible min nominal cover to all reinforcement Cmin = 0.75 in Clear cover to tension reinforcement (+ve mnt) Cc = h — d — D/2 = 3.800 in PASS - Cover to steel resisting positive moment exceeds allowable minimum cover Deflection Support condition Basic span -to -thickness ratio (Table 9.5(a)) Type of concrete Concrete density factor (Table 9.5(a)) Allowable span -to -thickness ratio Actual span -to -thickness ratio Both ends continuous ratiobasic = 28 Normal weight fdensity = 1.00 ratioaii = ratiobasic / (fdensity x (0.4 + fy / 100000 psi)) = 28.000 ratioactuai = In / h = 9.000 PASS - The slab thickness is adequate to control deflection Design summary Slab is 8.0 in thick in 3000 psi concrete Tension steel provided - positive moment, No. 4 @ 10 in o.c. in 60000 psi steel Transverse steel provided , No. 4 @ 12 in o.c. in 60000 psi steel DAVIS C.& CHURCH STRUCTURALENGINEER$ Project Tukwila Job Ref. !- Section Case 9 - Slab w/ buoyancy negative bending Sheet no.lrev. 3- 7 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date RC ONE-WAY SLAB DESIGN (ACI318-08) Tedds calculation version 1.1.03 1.4-10 in—w. c_ o co k • • • • Slab definition Slab type Overall thickness of slab Clear shorter span of slab Clear cover to tension reinforcement Materials Specified compressive strength of concrete Specified yield strength of reinforcement Modulus of elasticity Concrete modification factor One-way continuous h = 8.00 in In = 16.00 ft Cc_hog = 3.60 in f c = 3000 psi fy = 60000 psi EsAcI = 29000000 psi = 1.00 c Maximum design moment and shear in span(per 12 in width of slab) Maximum ultimate negative moment Muh = 9.200 kip_ft/ft Maximum ultimate shear force Vu = 2.500 kips/ft Reinforcement calculations - negative moment Tension steel provided No. 7 @ 10 in o.c. Depth to tension steel dhog = (h – cc_hog – Dhog / 2) = 3.96 in Stress block depth factor 131 = 0.85 Reinforcement ratio at strain of 0.004 pb = 0.85 x 131 x fc / fy x (0.003 / (0.003 + 0.004)) = 0.015 Maximum reinforcement ratio pmax = pb = 0.015 Maximum area of tension steel As_max_hog = pmax x dhog = 0.736 in2/ft Minimum area of tension steel required As_min_hog = max(200 psi X dhog / fy, 3 x J(fc x 1 psi) x dhog / fy) = 0.159 in2/ft Area of tension steel provided As_prov_hog = 0.722 in2/ft Maximum allowable spacing Actual tensile bar spacing provided PASS - Area of steel provided - OK Smax = min (3 x h, 18 in) = 18.000 in shog = 10.000 in PASS - Spacing of bars (-ve mnt) less than maximum allowable Check for section - negative moment Depth of equivalent rectangular stress block ahog = (As_prov_hog X fy) / (0.85 X fc) = 1.41 in Depth of neutral axis Chog = ahog / 131 = 1.665 in Net tensile strain in long. steel at nominal strength Et_hog = 0.003 x [(dhog – chog) / chog] = 0.0041 Section is in the transition region, Design OK Strength reduction factor 4hog = 0.65 + (Et_nog - 0.002) x (250 / 3) = 0.828 DAVIS It& Project Tukwila Job Ref. Section Case 9 - Slab w/ buoyancy negative bending Sheet no./rev. 3- 8 QHURCH STRUCTURAL ENGINEERS Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date Revised required nominal flexural strength Actual nominal flexural strength Mnh = Muh / hog = 11.105 kip_ft/ft Mnh_prov = As_prov_hog X fy x ( dhog — ahog / 2) =11.744 kip_ft/ft PASS - Actual flexural strength exceeds required nominal flexural strength Transverse reinforcement - (for shrinkage and temperature) Transverse reinforcement provided Area of reinforcement provided Minimum ratio of transverse reinforcement No. 4 @ 12 in o.c. At prov = 0.196 in2/ft pi =0.0018 Minimum area of transverse reinforcement required At_req = pt X h = 0.173 in2/ft Maximum allowable spacing of bars Actual transverse bar spacing provided PASS - Area of transverse steel provided OK Smaxt=min (5 x h, 18 in) = 18.000 in st =12.000 in PASS - Spacing of transverse bars is less than allowable Check for shear Nominal shear strength required Vn = abs(Vu) / 0.75 = 3.333 kips/ft Shear strength provided by concrete Vc = 2 x k Y Aro x 1 psi) x dhog = 5.209 kips/ft Shear strength provided by shear steel (assumed) Vs = 0 kips/ft Shear capacity of section V = Vc + Vs = 5.209 kips/ft PASS - One-way shear capacity Check of clear cover (ACI 7.7.1) Permissible min nominal cover to all reinforcement cmin = 0.75 in Clear cover to tension reinforcement (-ve mnt) cc_hog = h — dhog — Dhog/2 = 3.600 in PASS - Cover to steel resisting negative moment exceeds allowable minimum cover Deflection Support condition One end continuous Basic span -to -thickness ratio (Table 9.5(a)) ratiobasic = 24 Type of concrete Normal weight Concrete density factor (Table 9.5(a)) Allowable span -to -thickness ratio Actual span -to -thickness ratio fdensity = 1.00 ratioaiiow = ratiobasic / (fdensity x (0.4 + fy / 100000 psi)) = 24.000 ratioactuai = In / h = 24.000 PASS - The slab thickness is adequate to control deflection Design summary Slab is 8.0 in thick in 3000 psi concrete Tension steel provided - negative moment, No. 7 @ 10 in o.c. in 60000 psi steel Transverse steel provided , No. 4 @ 12 in o.c. in 60000 psi steel Project Title: Engineer: Project Descr: Project ID: Lle.*: KW -06006682 Description Case 10 - Thickened slab between end of weir and ex erior footing CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties fc fr = fc1/2 * 7.50 Iv Density 2. LtWt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi 150.0 pcf 1.0 3,122.0 ksi 60.0 ksi (5 Phi Values Flexure: Shear : 3-9 File = 'Megan Campisl Home 2 Suites- Tukwila \Structural Calcs16-Misc Design \interior wall & ftg ec,6 ENERCALC, INC. 1983-2013, Build6.13.8.31, Ver:6.13.8 31 0.90 0.750 0.850 Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 D(5.1) Licensee. DAVIS & CHURCH LLC .41 Cross Section & Reinforcing Details Rectangular Section, Width = 48.0 in, Height = 14.0 in Span #1 Reinforcing.... 4-#5 at 2.438 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Load for Span umber Uniform Load : D = 5.10 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.365: 1 Section used for this span Typical Section Mu : Applied 22.950 k -ft Mn * Phi : Allowable 62.823 k -ft Load Combination D Only Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Vertical Reactions - nfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 15.300 15.300 D Only 15.300 15.300 Shear Stirrup Requirements Between 0.00 to 0.00 ft, PhiVc < Vu, Req'd Vs = 6.168, use stirrups spaced at 1.000 in Between 0.01 to 5.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Length Span # in Span Mu Max Phi*Mnx 48" w x 14" h Span=6 0 ft 48 in Service loads entered. Load Factors will be applied for calculations Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 22.95 62.82 0.37 D Only Span # 1 1 6.000 22.95 62 82 0.37 Design OK 0.000 in Ratio = 0.000 in Ratio = 0.004 in Ratio = 0.000 in Ratio = 0 <360 0 <360 16606 999 <180 Concrete Beam Project Title: Engineer: Project Descr: Project ID: 3-10 Prated: 3U OCT 2013, 1:07PM File = I:1Hogan Campis\Home 2 Suites • Tukwila \Structural Calcs16-Mise Des gn6ntenor wall & ftg ec6 ENERCALC, INC. 1983-2013, Build 613.8 31, Ver.6.13.8.31 Lic. # : KW -06005692 '` Licensee : DAVIS & CHURCH: LLC Description : Case 10 - Thickened slab between end of weir and exterior footing Overall Maximum Deflections nfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+• Defl Location in Span D Only 1 0.0043 2.940 Detailed Shear Information, 0.0000 0.000 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 0.00 2.44 15.30 15.30 0.00 1.00 9.13 PhiVc < Vu 6.168 25.2 1.2 1.0 D Only 1 0.01 11.56 15.23 15.23 0.20 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.03 11.56 15.16 15.16 0.41 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.04 11.56 15.10 15.10 0.61 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.05 11.56 15.03 15.03 0.81 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.07 11.56 14.96 14.96 1.01 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.08 11.56 14.89 14.89 1.21 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.09 11.56 14.82 14.82 1.41 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.11 11.56 14.76 14.76 1.60 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 012 11.56 14 69 14.69 1 80 100 45 64 Vu < PhiVc/2 Not Reqd 45.6 0 0 0.0 D Only 1 0.13 11.56 14.62 14.62 1.99 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.15 11.56 14.55 14.55 2.19 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.16 11.56 14.48 14.48 2.38 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.17 11.56 14.42 14.42 2.58 1.00 45.64 Vu < PhiVc/2 Not Reqd 45:6 0.0 0.0 D Only 1 0.19 11.56 14.35 14.35 2.77 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.20 11.56 14.28 14.28 2.96 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.21 11.56 14.21 14 21 3.15 1.00 45.64 Vu < PhiVc/2 Not Reqd 45 6 0 0 0 0 D Only 1 0.23 11.56 14.14 14.14 3.34 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.24 11.56 14.08 14.08 3.53 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0 25 11 56 14 01 14.01 3.71 1.00 45.64 Vu < PhiVc/2 Not Reqd 45 6 0 0 0.0 D Only 1 0.27 11.56 13.94 13.94 3.90 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.28 11.56 13.87 13.87 4.08 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.29 11.56 13.80 13.80 4.27 1.00 45.64 Vu < PhiVc/2 . Not Reqd 45.6 0.0 0.0 D Only 1 0 31 11.56 13.74 13.74 4 45 1 00 45 64 Vu < PhiVc/2 Not Reqd 45.6 0 0 0.0 D Only 1 0.32 11.56 13.67 13.67 4.63 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.33 11.56 13.60 13.60 4.82 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.35 11.56 13.53 13.53 5.00 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.36 11.56 13.46 13.46 5.18 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.37 11.56 13.40 13.40 5.36 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.39 11.56 13.33 13.33 5.53 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.40 11.56 13.26 13.26 5.71 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.41 11.56 13.19 13.19 5.89 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.43 11.56 13.12 13.12 6.06 1.00 45.64 Vu < PhiVd2 Not Reqd 45.6 0.0 0.0 D Only 1 0.44 11.56 13.06 13.06 6.24 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.45 11.56 12.99 12.99 6.41 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.47 11 56 12 92 12.92 6 58 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0 0 D Only 1 0.48 11.56 12.85 12.85 6.76 1.00 45.64 Vu < PhiVc./2 Not Reqd 45.6 0.0 0.0 D Only 1 0.49 11.56 12.78 12.78 6.93 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.51 11.56 12.72 12.72 7.10 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.52 11.56 12.65 12.65 7.27 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.53 11.56 12.58 12.58 7.43 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.55 11.56 12.51 12.51 7.60 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0 56 11 56 12 44 12.44 7 77 1 00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0 0 D Only 1 0.57 11.56 12.38 12.38 7.93 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.59 11.56 12.31 12.31 8.10 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0 60 11 56 12 24 12.24 8 26 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.61 11.56 12.17 12.17 8.42 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.63 11.56 12.10 12.10 8.59 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.64 11.56 12.04 12.04 8.75 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.65 11.56 11.97 11.97 8.91 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 Coricrete Beam Description : Project Title: Engineer: Project Descr: Project ID: 4_ )% 4 3-11 Printed: 30 OCT 2013. 1:07PM File ='Mogan Campis\Home 2 Suites - TukwilalStructural Calcs\6-Misc Designlintertor wall ftg ec6 ENERCALC, INC. 1983-201j, Bui18::6:13`.8:31..Ver6.1.3 8;31.,: Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear Information Licensee DAVIS & CHURCH LLC Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 0.67 11.56 11.90 11.90 9.07 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.68 11.56 11.83 11.83 9.22 1.00 45.64 Vu < PhiVc2 Not Reqd 45.6 0.0 0.0 D Only 1 0.69 11.56 11.76 11.76 9.38 1.00 45.64 Vu < PhiVG2 Not Reqd 45.6 0.0 0.0 D Only 1 0.71 11.56 11.70 11.70 9.54 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.72 11.56 11.63 11.63 9.69 1.00 45.64 Vu < PhiVG2 Not Reqd 45.6 0.0 0.0 D Only 1 0.73 11.56 11.56 11.56 9.85 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.75 11.56 11.49 11.49 10.00 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.76 11.56 11.42 11.42 10.16 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.77 11.56 11.36 11.36 10.31 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.79 11.56 11.29 11.29 10.46 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.80 11.56 11.22 11.22 10.61 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.81 11.56 11.15 11.15 10.76 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.83 11.56 11.08 11.08 10.91 0.98 45.59 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.84 11.56 11.02 11.02 11.05 0.96 45.55 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 0.85 11.56 10.95 10.95 11.20 0.94 45.51 Vu < PhiVc/2 Not Reqd 45.5 0.0 0.0 D Only 1 0.87 11.56 10.88 10.88 11.34 0.92 45.47 Vu < PhiVc/2 Not Reqd 45.5 0.0 0.0 D Only 1 0.88 11.56 10.81 10.81 11.49 0.91 45.43 Vu < PhiVc/2 Not Reqd 45.4 0.0 0.0 D Only 1 0.89 11.56 10.74 10.74 11.63 0.89 45.39 Vu < PhiVc/2 Not Reqd 45.4 0.0 0.0 D Only 1 0.91 11.56 10.68 10.68 11.78 0.87 45.35 Vu < PhiVc/2 Not Reqd 45.3 0.0 0.0 D Only 1 0.92 11.56 10.61 10.61 11.92 0.86 45.31 Vu < PhiVc/2 Not Reqd 45.3 0.0 0.0 D Only 1 0.93 11.56 10.54 10.54 12 06 0 84 45 28 Vu < PhiVc/2 Not Reqd 45.3 0 0 0.0 D Only 1 0.95 11.56 10.47 10.47 12.20 0.83 45.24 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 0.96 11.56 10.40 10.40 12.34 0.81 45.21 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 0.97 11.56 10.34 10.34 12.48 0.80 45.17 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 0.99 11.56 10.27 10.27 12.61 0.78 45.14 Vu < PhiVc/2 Not Reqd 45.1 0.0 0.0 D Only 1 1.00 11.56 10.20 10.20 12.75 0.77 45.11 Vu < PhiVc/2 Not Reqd 45.1 0.0 0.0 D Only 1 1.01 11.56 10.13 10.13 12.89 0.76 45.08 Vu < PhiVc/2 Not Reqd 45.1 0.0 0.0 D Only 1 1.03 11.56 10.06 10.06 13.02 0.74 45.05 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 1.04 11.56 10.00 10.00 13.15 0.73 45.02 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 1.05 11.56 9.93 9.93 13.29 0.72 44.99 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 1.07 11.56 9.86 9.86 13.42 0.71 44.96 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 1.08 11.56 9.79 9.79 13.55 0.70 44.94 Vu < PhiVc/2 Not Reqd 44.9 0.0 0.0 D Only 1 1.09 11.56 9.72 9.72 13.68 0.68 44.91 Vu < PhiVG2 Not Reqd 44.9 0.0 0.0 D Only 1 1.11 11.56 9.66 9.66 13.81 0.67 44.88 Vu < PhiVG2 Not Reqd 44.9 0.0 0.0 D Only 1 1.12 11.56 9.59 9.59 13.94 0.66 44.86 Vu < PhiVc/2 Not Reqd 44.9 0.0 0.0 D Only 1 1.13 11.56 9.52 9.52 14.06 0.65 44.83 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 1.15 11.56 9.45 9.45 14.19 0.64 44.81 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 1.16 11.56 9.38 9.38 14.32 0.63 44.79 Vu < PhiVG2 Not Reqd 44.8 0.0 0.0 D Only 1 1.17 11.56 9.32 9.32 14.44 0.62 44.76 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 1.19 11.56 9.25 9 25 14 57 0 61 44 74 Vu < PhiVc/2 Not Reqd 44 7 0.0 0.0 D Only 1 1.20 11.56 9.18 9.18 14.69 0.60 44.72 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 1.21 11.56 9.11 9.11 14.81 0.59 44.70 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 1 23 11 56 9 04 9.04 14 93 0 58 44.67 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 1.24 11.56 8.98 8.98 15.05 0.57 44.65 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 1.25 11.56 8.91 8.91 15.17 0.57 44.63 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 1.27 11.56 8.84 8.84 15.29 0.56 44.61 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 1.28 11.56 8.77 8.77 15.41 0.55 44.59 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 1.29 11.56 8.70 8.70 15.52 0.54 44.57 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 1.31 11.56 8.64 8.64 15.64 0.53 44.56 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 1.32 11.56 8.57 8.57 15.75 0.52 44.54 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 1 33 11.56 8 50 8 50 15 87 0 52 44 52 Vu < PhiVc/2 Not Reqd 44 5 0 0 0.0 D Only 1 1.35 11.56 8.43 8.43 15.98 0.51 44.50 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 1.36 11.56 8.36 8.36 16.09 0.50 44.48 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 1.37 11.56 8.30 8.30 16.20 0.49 44.47 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 Concrete Beam Description : Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear Information Load Combination D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only Span Number 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Distance (ft) 1.39 1.40 1.41 1.43 1.44 1.45 1.47 1.48 1.49 1.51 1.52 1.53 1.55 1.56 1.57 1.59 1.60 1.61 1.63 1.64 1.65 1.67 1.68 1.69 1.71 1.72 1.73 1.75 1.76 1.77 1.79 1.80 1.81 1.83 1.84 1.85 1.87 1.88 1.89 1.91 1.92 1.93 1.95 1.96 1.97 1.99 2.00 2.01 2.03 2.04 2.05 2.07 2.08 2.09 'd' (in) 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 11.56 Vu Actual 8.23 8.16 8.09 8.02 7.96 7.89 7.82 7.75 7.68 7.62 7.55 7.48 7.41 7.34 7.28 7.21 7.14 7.07 7.00 6.94 6.87 6.80 6.73 6.66 6.60 6.53 6.46 6.39 6.32 6.26 6.19 6.12 6.05 5.98 5.92 5.85 5.78 5.71 5.64 5.58 5.51 5.44 5.37 5.30 5.24 5.17 5.10 5.03 4.96 4.90 4.83 4.76 4.69 4.62 Project Title: Engineer: Project Descr: File = I:\Hogan Campis\Ho. TukwihAStructural CaalcsA6.Mi ENERCALC, INC. 1983-20 Project ID: 3-12 Psir:ie& 30 UC7 2013. O7PM Oesign\interiar wall & ftg.ec6 utld:6.13.8.31, Vsi 6.13.8,31' Licensee : DAVIS & CHURCH LLC (k) Design 8.23 8.16 8.09 8.02 7.96 7.89 7.82 7.75 7.68 7.62 7.55 7.48 7.41 7.34 7.28 7.21 7.14 7.07 7.00 6.94 6.87 6.80 6.73 6.66 6.60 6.53 6.46 6.39 6.32 6.26 6.19 6.12 6.05 5.98 5.92 5.85 5.78 5.71 5.64 5.58 5.51 5.44 5.37 5.30 5.24 5.17 5.10 5.03 4.96 4.90 4.83 4.76 4.69 4.62 Mu (k -ft) 16.31 16.42 16.53 16.64 16.74 16.85 16.95 17.06 17.16 17.26 17.36 17.46 17.56 17.66 17.76 17.86 17.95 18.05 18.14 18.23 18.33 18.42 18.51 18.60 18.68 18.77 18.86 18.94 19.03 19.11 19.20 19.28 19.36 19.44 19.52 19.60 19.67 19.75 19.83 19.90 19.98 20.05 20.12 20.19 20.26 20.33 20.40 20.47 20.53 20.60 20.66 20.73 20.79 20.85 d'Vu/Mu Phi'Vc (k) 0.49 44.45 0.48 44.43 0.47 44.41 0.46 44.40 0.46 44.38 0.45 44.37 0.44 44.35 0.44 44.34 0.43 44.32 0.43 44.31 0.42 44.29 0.41 44.28 0.41 44.26 0.40 44.25 0.39 44.24 0.39 44.22 0.38 44.21 0.38 44.20 0.37 44.18 0.37 44.17 0.36 44.16 0.36 44.15 0.35 44.13 0.35 44.12 0.34 44.11 0.34 44.10 0.33 44.09 0.33 44.07 0.32 44.06 0.32 44.05 0.31 44.04 0.31 44.03 0.30 44.02 0.30 44.01 0.29 44.00 0.29 43.99 0.28 43.98 0.28 43.97 0.27 43.96 0.27 43.95 0.27 43.94 0.26 43.93 0.26 43.92 0.25 43.91 0.25 43.90 0.24 43.89 0.24 43.88 0.24 43.87 0.23 43.86 0.23 43.85 0.23 43.84 0.22 43.83 0.22 43.82 0.21 43.81 Comment Phi*Vs Phi*Vn Spacing (in) (k) (k) Req'd Suggest Vu < PhiVcJ2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVcl2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd Not Reqd 44.4 44.4 44.4 44.4 44.4 44.4 44.4 44.3 44.3 44.3 44.3 44.3 44.3 44.2 44.2 44.2 44.2 44.2 44.2 44.2 44.2 44.1 44.1 44.1 44.1 44.1 44.1 44.1 44.1 44.1 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.8 43.8 43.8 43.8 Description : Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear Information Project Title: Engineer: Project Descr: Project ID: Printed: 30 OCT 2013. 1:07 PM File= I:\Hogan CampislHome 2 Suites - Tukwila\Structural Calcs\6-Misc Designlinterior wall & ftg.ec6 ENERCALC, INC 1983.2013, Buid'6138531, Ver.6.13.8.31 .r �.4 Licensee a DAVIS & CHURCH LLC Load Combination D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi"Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 1 2.11 11.56 4.56 4.56 20.91 0.21 43.81 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 1 2.12 11.56 4.49 4.49 20.98 0.21 43.80 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 1 2.13 11.56 4.42 4.42 21.03 0.20 43.79 Vu < PhiVcl2 Not Reqd 43.8 0.0 0.0 1 2.15 11.56 4.35 4.35 21.09 0.20 43.78 Vu < PhiVcl2 Not Reqd 43.8 0.0 0.0 1 2.16 11.56 4.28 4.28 21.15 0.20 43.77 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 1 2.17 11.56 4.22 4.22 21.21 0.19 43.76 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 1 2.19 11.56 4.15 4.15 21.26 0.19 43.76 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 1 2.20 11.56 4.08 4.08 21.32 0.18 43.75 Vu < PhiVG2 Not Reqd 43.7 0.0 0.0 1 2.21 11.56 4.01 4.01 21.37 0.18 43.74 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.23 11.56 3.94 3.94 21.42 0.18 43.73 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.24 11.56 3.88 3.88 21.48 0.17 43.72 Vu < PhiVcl2 Not Reqd 43.7 0.0 0.0 1 2.25 11.56 3.81 3.81 21.53 0.17 43.71 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.27 11.56 3.74 3.74 21.58 0.17 43.71 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.28 11.56 3.67 3.67 21.63 0.16 43.70 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.29 11.56 3.60 3.60 21.68 0.16 43.69 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.31 11.56 3.54 3.54 21.72 0.16 43.68 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.32 11.56 3.47 3.47 21.77 0.15 43.67 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.33 11.56 3.40 3.40 21.82 0.15 43.67 Vu < PhiVcl2 Not Reqd 43.7 0.0 0.0 1 2.35 11.56 3.33 3.33 21.86 0.15 43.66 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.36 11.56 3.26 3.26 21.91 0.14 43.65 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 1 2.37 11.56 3.20 3.20 21.95 0.14 43.64 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.39 11.56 3.13 3.13 21.99 0.14 43.64 Vu < PhiVcl2 Not Reqd 43.6 0.0 0.0 1 2.40 11.56 3.06 3.06 22.03 0.13 43.63 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.41 11.56 2.99 2.99 22.07 0.13 43.62 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.43 11.56 2.92 2.92 22.11 0.13 43.61 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.44 11.56 2.86 2.86 22.15 0.12 43.61 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.45 11.56 2.79 2.79 22.19 0.12 43.60 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.47 11.56 2.72 2.72 22.22 0.12 43.59 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.48 11.56 2.65 2.65 22.26 0.11 43.58 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.49 11.56 2.58 2.58 22.30 0.11 43.58 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.51 11.56 2.52 2.52 22.33 0.11 43.57 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.52 11.56 2.45 2.45 22.36 0.11 43.56 Vu < PhiVd2 Not Reqd 43.6 0.0 0.0 1 2.53 11.56 2.38 2.38 22.39 0.10 43.56 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 1 2.55 11.56 2.31 2.31 22.43 0.10 43.55 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.56 11.56 2.24 2.24 22.46 0.10 43.54 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.57 11.56 2.18 2.18 22.49 0.09 43.53 Vu < PhiVcl2 Not Reqd 43.5 0.0 0.0 1 2.59 11.56 2.11 2.11 22.51 0.09 43.53 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.60 11.56 2.04 2.04 22.54 0.09 43.52 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.61 11.56 1.97 1.97 22.57 0.08 43.51 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.63 11.56 1.90 1.90 22.59 0.08 43.51 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.64 11.56 1.84 1.84 22.62 0.08 43.50 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2 65 11 56 1 77 1.77 22 64 0 08 43.49 Vu < PhiVc/2 Not Reqd 43 5 0 0 0.0 1 2.67 11.56 1.70 1.70 22.67 0.07 43.49 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.68 11.56 1.63 1.63 22.69 0.07 43.48 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.69 11.56 1.56 1.56 22.71 0.07 43.47 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2 71 11.56 1.50 1 50 22 73 0 06 43.47 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.72 11.56 1.43 1.43 22.75 0.06 43.46 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.73 11.56 1.36 1.36 22.77 0.06 43.45 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 1 2.75 11.56 1.29 1.29 22.79 0.05 43.45 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 1 2.76 11.56 1.22 1.22 22.80 0.05 43.44 Vu < PhiVd2 Not Reqd 43.4 0.0 0.0 1 2 77 11 56 1 16 1 16 22.82 0 05 43.43 Vu < PhiVc/2 Not Reqd 43 4 0.0 0.0 1 2.79 11.56 1.09 1 09 22 83 0 05 43.42 Vu < PhiVc/2 Not Reqd 43 4 0.0 0 0 1 2.80 11.56 1.02 1.02 22.85 0.04 43.42 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 1 2.81 11.56 0.95 0.95 22.86 0.04 43.41 Vu < PhiVC/2 Not Reqd 43.4 0.0 0.0 Description : Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear Information Span Load Combination Number D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 D Only 1 Project Title: Engineer: Project Descr: Project ID: 3-14 P:Vrled. 30 ..)'T 2Q13 I ( PRA File = I:1Hogan CampissHome 2 Suites • Tukw#Ia4Structural Calcsl6•Misc Desi gnlinterwrwall & ftg.ec6 ENERCALC, INC. 1983 2013 Byird6.13..31 Ver.6.13.8.31 Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi'Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 2.83 11.56 0,88 0.88 22.87 0.04 43.40 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.84 11.56 0.82 0.82 22.88 0.03 43.40 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.85 11.56 0.75 0.75 22.90 0.03 43.39 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.87 11.56 0.68 0.68 22.90 0.03 43.38 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.88 11.56 0.61 0.61 22.91 0.03 43.38 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.89 11.56 0.54 0.54 22.92 0.02 43.37 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.91 11.56 0.48 0.48 22.93 0.02 43.36 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.92 11.56 0.41 0.41 22.93 0.02 43.36 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.93 11.56 0.34 0.34 22.94 0.01 43.35 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 2.95 11.56 0.27 0.27 22.94 0.01 43.34 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 2.96 11.56 0.20 0.20 22.95 0.01 43.34 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 2.97 11.56 0.14 0.14 22.95 0.01 43.33 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 2.99 11.56 0.07 0.07 22.95 0.00 43.32 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.00 11.56 -0.00 0.00 22.95 0.00 43.32 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.01 11.56 -0.07 0.07 22.95 0.00 43.32 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.03 11.56 -0.14 0.14 22.95 0.01 43.33 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.04 11.56 -0.20 0.20 22.95 0.01 43.34 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.05 11.56 -0.27 0.27 22.94 0.01 43.34 Vu < PhiVc/2 Not Reqd 43.3 0.0 0.0 3.07 11.56 -0.34 0.34 22.94 0.01 43.35 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.08 11.56 -0.41 0.41 22.93 0.02 43.36 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.09 11.56 -0.48 0.48 22.93 0.02 43.36 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.11 11.56 -0.54 0.54 22.92 0.02 43.37 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.12 11.56 -0.61 0.61 22.91 0.03 43.38 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.13 11.56 -0.68 0.68 22.90 0.03 43.38 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.15 11.56 -0.75 0.75 22.90 0.03 43.39 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.16 11.56 -0.82 0.82 22.88 0.03 43.40 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.17 11.56 -0.88 0.88 22.87 0.04 43.40 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.19 11.56 -0.95 0.95 22.86 0.04 43.41 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.20 11.56 -1.02 1.02 22.85 0.04 43.42 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.21 11.56 -1.09 1.09 22.83 0.05 43.42 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.23 11.56 -1.16 1.16 22.82 0.05 43.43 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.24 11.56 -1.22 1.22 22.80 0.05 43.44 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.25 11.56 -1.29 1.29 22.79 0.05 43.45 Vu < PhiVc/2 Not Reqd 43.4 0.0 0.0 3.27 11.56 -1.36 1.36 22.77 0.06 43.45 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.28 11.56 -1.43 1.43 22.75 0.06 43.46 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.29 11.56 -1.50 1.50 22.73 0.06 43.47 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.31 11.56 -1.56 1.56 22.71 0.07 43.47 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.32 11.56 -1.63 1.63 22.69 0.07 43.48 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.33 11.56 -1.70 1.70 22.67 0.07 43.49 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.35 11.56 -1.77 1.77 22.64 0.08 43.49 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.36 11.56 -1.84 1.84 22.62 0.08 43.50 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.37 11.56 -1.90 1.90 22.59 0.08 43.51 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.39 11.56 -1.97 1.97 22.57 0.08 43.51 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.40 11.56 -2.04 2.04 22.54 0.09 43.52 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.41 11.56 -2.11 2.11 22.51 0.09 43.53 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.43 11.56 -2.18 2.18 22.49 0.09 43.53 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.44 11.56 -2.24 2.24 22.46 0.10 43.54 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.45 11.56 -2.31 2.31 22.43 0.10 43.55 Vu < PhiVc/2 Not Reqd 43.5 0.0 0.0 3.47 11.56 -2.38 2.38 22.39 0.10 43.56 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 3.48 11.56 -2.45 2.45 22.36 0.11 43.56 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 3.49 11.56 -2.52 2.52 22.33 0.11 43.57 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 3.51 11.56 -2.58 2.58 22.30 0.11 43.58 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 3.52 11.56 -2.65 2.65 22.26 0.11 43.58 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 3.53 11.56 -2.72 2.72 22.22 0.12 43.59 Vu < PhiVc2 Not Reqd 43.6 0.0 0.0 Concrete Beam Lic. # : KW -06005692 Description : Project Title: Engineer: Project Descr: Project ID: 3-15 Rint d: 30 OCT 2013. 1:07PM File = I;\Hogan Campis\Honie 2 Suites - Tukwila\Stnlctural Calcs16-Mise Designtinterior wall 8 ftg ec6 ENERCALC, INC 1983.2013; Build 6:138.31, Ver.6.13.8.31' Licensee DAVIS & CHURCH LLC Case 10 - Thidcened slab between end of weir and exterior footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi"Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 3.55 11.56 -2.79 2.79 22.19 0.12 43.60 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.56 11.56 -2.86 2.86 22.15 0.12 43.61 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.57 11.56 -2.92 2.92 22.11 0.13 43.61 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.59 11.56 -2.99 2.99 22.07 0.13 43.62 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.60 11.56 -3.06 3.06 22.03 0.13 43.63 Vu < PhiVd2 Not Reqd 43.6 0.0 0.0 D Only 1 3.61 11.56 -3.13 3.13 21.99 0.14 43.64 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.63 11.56 -3.20 3.20 21.95 0.14 43.64 Vu < PhiVc/2 Not Reqd 43.6 0.0 0.0 D Only 1 3.64 11.56 -3.26 3.26 21.91 0.14 43.65 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.65 11.56 -3.33 3.33 21.86 0.15 43.66 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 D Only 1 3.67 11.56 -3.40 3.40 21.82 0.15 43.67 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.68 11.56 -3.47 3.47 21.77 0.15 43.67 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 D Only 1 3.69 11.56 -3.54 3.54 21.72 0.16 43.68 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 D Only 1 3.71 11.56 -3.60 3.60 21.68 0.16 43.69 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.72 11.56 -3.67 3.67 21.63 0.16 43.70 Vu < PhiVc/2 Not Reqd 43.7 0.0 0.0 D Only 1 3.73 11.56 -3.74 3.74 21.58 0.17 43.71 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.75 11.56 -3.81 3.81 21.53 0.17 43.71 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.76 11.56 -3.88 3.88 21.48 0.17 43.72 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.77 11.56 -3.94 3.94 21.42 0.18 43.73 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.79 11.56 -4.01 4.01 21.37 0.18 43.74 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.80 11.56 -4.08 4.08 21.32 0.18 43.75 Vu < PhiVd2 Not Reqd 43.7 0.0 0.0 D Only 1 3.81 11.56 -4.15 4.15 21.26 0.19 43.76 Vu < PhiVd2 Not Reqd 43.8 0.0 0.0 D Only 1 3.83 11.56 -4.22 4.22 21.21 0.19 43.76 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.84 11.56 -4.28 4.28 21.15 0.20 43.77 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.85 11.56 -4.35 4.35 21.09 0.20 43.78 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.87 11.56 -4.42 4.42 21.03 0.20 43.79 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.88 11.56 -4.49 4.49 20.98 0.21 43.80 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.89 11.56 -4.56 4.56 20.91 0.21 43.81 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.91 11.56 -4.62 4.62 20.85 0.21 43.81 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.92 11.56 -4.69 4.69 20.79 0.22 43.82 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.93 11.56 -4.76 4.76 20.73 0.22 43.83 Vu < PhiVc/2 Not Reqd 43.8 0.0 0.0 D Only 1 3.95 11.56 -4.83 4.83 20.66 0.23 43.84 Vu < PhiVd2 Not Reqd 43.8 0.0 0.0 D Only 1 3.96 11.56 -4.90 4.90 20.60 0.23 43.85 Vu < PhiVcJ2 Not Reqd 43.9 0.0 0 0 D Only 1 3.97 11.56 -4.96 4.96 20.53 0.23 43.86 Vu < PhiVd2 Not Reqd 43.9 0.0 0.0 D Only 1 3.99 11.56 -5.03 5.03 20.47 0.24 43.87 Vu < PhiVc/2 Not Reqd 43.9 0.0 0.0 D Only 1 4.00 11.56 -5.10 5.10 20.40 0.24 43.88 Vu < PhiVc/2 Not Reqd 43.9 0.0 0.0 D Only 1 4.01 11.56 -5.17 5.17 20.33 0.24 43.89 Vu < PhiVc/2 Not Reqd 43.9 0.0 0.0 D Only 1 4.03 11.56 -5.24 5.24 20.26 0.25 43.90 Vu < PhiVc/2 Not Reqd 43.9 0.0 0.0 D Only 1 4.04 11.56 -5.30 5.30 20.19 0.25 43.91 Vu < PhiVd2 Not Reqd 43.9 0.0 0.0 D Only 1 4.05 11.56 -5.37 5.37 20.12 0.26 43.92 Vu < PhiVd2 Not Reqd 43.9 0.0 0.0 D Only 1 4.07 11.56 -5.44 5.44 20.05 0.26 43.93 Vu < PhiVd2 Not Reqd 43.9 0.0 0.0 D Only 1 4.08 11.56 -5.51 5.51 19.98 0.27 43.94 Vu < PhiVd2 Not Reqd 43.9 0.0 0.0 D Only 1 4.09 11.56 -5.58 5.58 19.90 0.27 43.95 Vu < PhiVc/2 Not Reqd 43.9 0.0 0.0 D Only 1 4.11 11.56 -5.64 5.64 19.83 0.27 43.96 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.12 11.56 -5.71 5.71 19.75 0.28 43.97 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.13 11.56 -5.78 5.78 19.67 0.28 43.98 Vu < PhiVd2 Not Reqd 44.0 0.0 0.0 D Only 1 4.15 11.56 -5.85 5.85 19.60 0.29 43.99 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.16 11.56 -5.92 5.92 19.52 0.29 44.00 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.17 11.56 -5.98 5.98 19.44 0.30 44.01 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.19 11.56 -6.05 6.05 19.36 0.30 44.02 Vu < PhiVc/2 Not Reqd 44.0 0.0 0.0 D Only 1 4.20 11.56 -6.12 6.12 19.28 0.31 44.03 Vu < PhiVd2 Not Reqd 44.0 0.0 0.0 D Only 1 4.21 11.56 -619 6 19 19.20 0 31 44 04 Vu < PhiVd2 Not Reqd 44.0 0.0 0.0 D Only 1 4.23 11.56 -6.26 6.26 19.11 0.32 44.05 Vu < PhiVd2 Not Reqd 44.1 0.0 0.0 D Only 1 4.24 11.56 -6.32 6.32 19.03 0.32 44:06 Vu < PhiVd2 Not Reqd 44.1 0.0 0.0 D Only 1 4.25 11.56 -6.39 6 39 18.94 0 33 44 07 Vu < PhiVc/2 Not Reqd 44 1 0 0 0 0 1► Concrete Beam Lic. # KW -06005692'8". Project Title: Engineer: Project Descr: Project ID: 3-16 Printyd: 30 OCT 2013. I:07PM File t.IHogan Campis\Home 2 Suites- TukwilalStructural Calcs16•Misc DesIgnbnterior wall & ftg.ec6 ENERCALC, INC.1983-2013, Build 6.13.8.31, Vec6.13.8:31 Description : Case 10 - Thickened slab between end of weir and exterior footing i . Detailed: Shear Information Licensee : DAVIS & CHURCH LLC Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 4.27 11.56 -6.46 6.46 18.86 0.33 44.09 Vu < PhiVc/2 Not Reqd 44.1 0.0 0.0 D Only 1 4.28 11.56 -6.53 6.53 18.77 0.34 44.10 Vu < PhiVc/2 Not Reqd 44.1 0.0 0.0 D Only 1 4.29 11.56 -6.60 6.60 18.68 0.34 44.11 Vu < PhiVc/2 Not Reqd 44.1 0.0 0.0 D Only 1 4.31 11.56 -6.66 6.66 18.60 0.35 44.12 Vu < PhiVc/2 Not Reqd 44.1 0.0 0.0 D Only 1 4.32 11.56 -6.73 6.73 18.51 0.35 44.13 Vu < PhiVc/2 Not Reqd 44.1 0.0 0.0 D Only 1 4 33 11 56 -6.80 6.80 18.42 0.36 44.15 Vu < PhiVc/2 Not Reqd 44 1 0 0 0 0 D Only 1 4.35 11.56 -6.87 6.87 18.33 0.36 44.16 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.36 11.56 -6.94 6.94 18.23 0.37 44.17 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.37 11.56 -7.00 7.00 18.14 0.37 44.18 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.39 11.56 -7.07 7.07 18.05 0.38 44.20 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.40 11.56 -7.14 7.14 17.95 0.38 44.21 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.41 11.56 -7.21 7.21 17.86 0.39 44.22 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.43 11.56 -7.28 7.28 17.76 0.39 44.24 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.44 11.56 -7.34 7.34 17.66 0.40 44.25 Vu < PhiVc/2 Not Reqd 44.2 0.0 0.0 D Only 1 4.45 11.56 -7.41 7.41 17.56 0.41 44.26 Vu < PhiVc/2 Not Reqd 44.3 0.0 0.0 D Only 1 4.47 11.56 -7.48 7 48 17 46 0.41 44.28 Vu < PhiVc/2 Not Reqd 44 3 0.0 0 0 D Only 1 4.48 11.56 -7.55 7.55 17.36 0.42 44.29 Vu < PhiVc/2 Not Reqd 44.3 0.0 0.0 D Only 1 4.49 11.56 -7.62 7.62 17.26 0.43 44.31 Vu < PhiVc/2 Not Reqd 44.3 0.0 0.0 D Only 1 4.51 11.56 -7.68 7.68 17.16 0.43 44.32 Vu < PhiVc/2 Not Reqd 44.3 0.0 0.0 D Only 1 4.52 11.56 -7.75 7.75 17.06 0.44 44.34 Vu < PhiVc/2 Not Reqd 44.3 0.0 0.0 D Only 1 4.53 11.56 -7.82 7.82 16.95 0.44 44.35 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.55 11.56 -7.89 7.89 16.85 0.45 44.37 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.56 11.56 -7.96 7.96 16.74 0.46 44.38 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.57 11.56 -8.02 8.02 16.64 0.46 44.40 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.59 11.56 -8.09 8.09 16.53 0.47 44.41 Vu < PhiVcl2 Not Reqd 44.4 0.0 0.0 D Only 1 4.60 11.56 -8.16 8.16 16.42 0.48 44.43 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.61 11.56 -8.23 8.23 16.31 0.49 44.45 Vu < PhiVc/2 Not Reqd 44.4 0.0 0.0 D Only 1 4.63 11 56 -8 30 8 30 16.20 0.49 44.47 Vu < PhiVc/2 Not Reqd 44 5 0.0 0 0 D Only 1 4.64 11.56 -8.36 8.36 16.09 0.50 44.48 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 4.65 11.56 -8.43 8.43 15.98 0.51 44.50 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 4.67 11.56 -8.50 8.50 15.87 0.52 44.52 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 4.68 11.56 -8.57 8.57 15.75 0.52 44.54 Vu < PhiVc/2 Not Reqd 44.5 0.0 0.0 D Only 1 4.69 11.56 -8.64 8.64 15.64 0.53 44.56 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 4.71 11.56 -8.70 8.70 15.52 0.54 44.57 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 4.72 11.56 -8.77 8.77 15.41 0.55 44.59 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 4.73 11.56 -8.84 8.84 15.29 0.56 44.61 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 4.75 11.56 -8.91 8.91 15.17 0.57 44.63 Vu < PhiVc/2 Not Reqd 44.6 0.0 0.0 D Only 1 4.76 11.56 -8.98 8.98 15.05 0.57 44.65 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 4.77 11.56 -9.04 9.04 14.93 0.58 44.67 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 4.79 11.56 -9.11 9.11 14.81 0.59 44.70 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 4.80 11.56 -9.18 9.18 14.69 0.60 44.72 Vu < PhiVc/2 Not Reqd 44.7 0.0 0.0 D Only 1 4.81 11.56 -9.25 9.25 14 57 0 61 44 74 Vu < PhiVc/2 Not Reqd 44.7 0 0 0.0 D Only 1 4.83 11.56 -9.32 9.32 14.44 0.62 44.76 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 4.84 11.56 -9.38 9.38 14.32 0.63 44.79 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 4.85 11.56 -9.45 9.45 14.19 0.64 44.81 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 4.87 11.56 -9.52 9.52 14.06 0.65 44.83 Vu < PhiVc/2 Not Reqd 44.8 0.0 0.0 D Only 1 4 88 11.56 -9 59 9.59 13.94 0 66 44.86 Vu < PhiVc/2 Not Reqd 44.9 0.0 0.0 D Only 1 4.89 11.56 -9.66 9.66 13.81 0.67 44.88 Vu < PhiVc/2 Not Reqd 44.9 0.0 0.0 D Only 1 4.91 11.56 -9.72 9.72 13.68 0.68 44.91 Vu < PhiVc/2 Not Reqd 44.9 0.0 0.0 D Only 1 4.92 11.56 -9.79 9.79 13 55 0 70 44 94 Vu < PhiVc/2 Not Reqd 44 9 0.0 0 0 D Only 1 4.93 11.56 -9.86 9.86 13.42 0.71 44.96 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 4.95 11.56 -9.93 9.93 13.29 0.72 44.99 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 4.96 11.56 -10.00 10.00 13.15 0.73 45.02 Vu < PhiVc/2 Not Reqd 45.0 0.0 0.0 D Only 1 4.97 11.56 -10.06 10.06 13.02 0 74 45 05 Vu < PhiVcl2 Not Reqd 45 0 0 0 0 0 Project Title: Engineer: Project Descr: - 1% Project ID: 4 3-17 P-irted: 30 OCT 2013. 1:07PM Concrete Beam Description : Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear Information File=:I;Wogan,Campis\Home 2 Suites - Tukwila\Structural Calcsl6-Misc'Design\interior wall & ftg.ec6 ENERCALC, INC 1983-2013. Butd'6;13'8.31, Ver 6.138.31 Licensee : DAVIS & CHURCH LLC Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi"Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 4.99 11.56 -10.13 10.13 12.89 0.76 45.08 Vu < PhiVc/2 Not Reqd 45.1 0.0 0.0 D Only 1 5 00 11 56 -10.20 10.20 12.75 0.77 45.11 Vu < PhiVc/2 Not Reqd 45 1 0.0 0 0 D Only 1 5.01 11.56 -10.27 10.27 12.61 0.78 45.14 Vu < PhiVc/2 Not Reqd 45.1 0.0 0.0 D Only 1 5.03 11.56 -10.34 10.34 12.48 0.80 45.17 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 5.04 11.56 -10.40 10.40 12.34 0.81 45.21 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 5.05 11.56 -10.47 10.47 12.20 0.83 45.24 Vu < PhiVc/2 Not Reqd 45.2 0.0 0.0 D Only 1 5.07 11.56 -10.54 10.54 12.06 0.84 45.28 Vu < PhiVc/2 Not Reqd 45.3 0.0 0.0 D Only 1 5.08 11.56 -10.61 10.61 11.92 0.86 45.31 Vu < PhiVcl2 Not Reqd 45.3 0.0 0.0 D Only 1 5.09 11.56 -10.68 10.68 11.78 0.87 45.35 Vu < PhiVc/2 Not Reqd 45.3 0.0 0.0 D Only 1 5.11 11.56 -10.74 10.74 11.63 0.89 45.39 Vu < PhiVc/2 Not Reqd 45.4 0.0 0.0 D Only 1 5.12 11.56 -10.81 10.81 11.49 0.91 45.43 Vu < PhiVG2 Not Reqd 45.4 0.0 0.0 D Only 1 5.13 11.56 -10.88 10.88 11.34 0.92 45.47 Vu < PhiVc/2 Not Reqd 45.5 0.0 0.0 D Only 1 5.15 11.56 -10.95 10.95 11.20 0.94 45.51 Vu < PhiVc/2 Not Reqd 45.5 0.0 0.0 D Only 1 5.16 11.56 -11.02 11.02 11.05 0.96 45.55 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.17 11.56 -11.08 11.08 10.91 0.98 45.59 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.19 11.56 -11.15 11.15 10.76 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.20 11.56 -11.22 11.22 10.61 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.21 11.56 -11.29 11.29 10.46 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.23 11.56 -11.36 11.36 10.31 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.24 11.56 -11.42 11.42 10.16 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.25 11.56 -11.49 11.49 10.00 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.27 11.56 -11.56 11.56 9.85 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.28 11.56 -11.63 11.63 9.69 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.29 11.56 -11.70 11.70 9.54 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.31 11.56 -11.76 11.76 9.38 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.32 11.56 -11.83 11.83 9.22 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.33 11.56 -11.90 11.90 9.07 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.35 11.56 -11.97 11.97 8.91 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.36 11.56 -12.04 12.04 8.75 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.37 11.56 -12.10 12.10 8.59 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5 39 11.56 -12.17 1217 8.42 1 00 45 64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.40 11.56 -12.24 12.24 8.26 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.41 11.56 -12.31 12.31 8.10 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.43 11.56 -12.38 12.38 7.93 1.00 45.64 Vu < PhiVcl2 Not Reqd 45.6 0.0 0.0 D Only 1 5.44 11.56 -12.44 12.44 7.77 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.45 11.56 -12.51 12.51 7.60 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.47 11.56 -12.58 12.58 7.43 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.48 11.56 -12.65 12.65 7.27 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.49 11.56 -12.72 12.72 7.10 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.51 11.56 -12.78 12.78 6.93 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.52 11.56 -12.85 12.85 6.76 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.53 11.56 -12.92 12.92 6.58 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.55 11.56 -12.99 12.99 6.41 1.00 45.64 Vu < PhiVG2 Not Reqd 45.6 0.0 0.0 D Only 1 5 56 11.56 -13.06 13.06 624 1 00 45 64 Vu < PhiVc/2 Not Reqd 45 6 0 0 0.0 D Only 1 5.57 11.56 -13.12 13.12 6.06 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.59 11.56 -13.19 13.19 5.89 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5 60 11.56 -13 26 13.26 5 71 1 00 45 64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.61 11.56 -13.33 13.33 5.53 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5 63 11 56 -13 40 13 40 5 36 1 00 45 64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0 0 D Only 1 5.64 11.56 -13.46 13.46 5.18 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5 65 11.56 -13 53 13 53 5.00 1 00 45.64 Vu < PhiVc/2 Not Reqd 45 6 0.0 0 0 D Only 1 5.67 11.56 -13.60 13.60 4.82 1.00 45.64 Vu < PhiVcl2 Not Reqd 45.6 0.0 0.0 D Only 1 5.68 11.56 -13.67 13.67 4.63 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 D Only 1 5.69 11.56 -13.74 13.74 4.45 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 Concrete: Beam KW -06005692 Description : Case 10 - Thickened slab between end of weir and exterior footing Detailed Shear information Project Title: Engineer: Project Descr: Project ID: 3-13 Printed: 30 OCT 2013. I :07PM File=1.\Hogan Campis114ome 2 Suites TukwiIalStructural Calcs\6•Mrsc Designnterior wall & fig ec6 ENERCALC, INC 1983-2013, Build:6.138.31, Ver6.13.8.31 Licensee : DAVIS &CHURCH LLC Load Combination D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi'Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest 1 5.71 11.56 -13.80 13.80 4.27 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.72 11.56 -13.87 13.87 4.08 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.73 11.56 -13.94 13.94 3.90 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.75 11.56 -14.01 14.01 3.71 1.00 45.64 Vu < PhiVG2 Not Reqd 45.6 0.0 0.0 1 5.76 11.56 -14.08 14.08 3.53 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.77 11.56 -14.14 14.14 3.34 1.00 45.64 Vu < PhiVd2 Not Reqd 45.6 0.0 0.0 1 5 79 11.56 -14.21 14.21 315 1 00 45 64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.80 11.56 -14.28 14.28 2.96 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.81 11.56 -14.35 14.35 2.77 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.83 11.56 -14.42 14.42 2.58 1.00 45.64 Vu < PhiVd2 Not Reqd 45.6 0.0 0.0 1 5.84 11.56 -14.48 14.48 2.38 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.85 11.56 -14.55 14.55 2.19 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.87 11.56 -14.62 14.62 1.99 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.88 11.56 -14.69 14.69 1.80 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.89 11.56 :14.76 14.76 1.60 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.91 11.56 -14.82 14.82 1.41 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.92 11.56 -14.89 14.89 1.21 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.93 11.56 -14.96 14.96 1.01 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.95 11.56 -15.03 15.03 0.81 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 5.96 11.56 -15.10 15.10 0.61 1.00 45.64 Vu < PhiVd2 Not Reqd 45.6 0.0 0.0 1 5.97 11.56 -15.16 15.16 0.41 1.00 45.64 Vu < PhiVG2 Not Reqd 45.6 0.0 0.0 1 5.99 11.56 -15.23 15.23 0.20 1.00 45.64 Vu < PhiVc/2 Not Reqd 45.6 0.0 0.0 1 6.00 2.44 -15.30 15.30 0.00 1.00 9.13 PhiVc < Vu 6.168 25.2 1.2 1.0 Home2Suites Tukwila (Job #13-0600) FILE COPY Detention Vault Structural Calculations for Home 2 Suites By Hilton Tukwila Hotel Ownership, LLC Tukwila, WA REVIEWED FOR CODE COMPLIANCE APPROVED DEC 262013 City of Tukwila BUILDING DIVISION By Davis & Church, LLC RECEIVED CITY OF TUKWILA OCT 0 2 2013 PERMIT CENTER 19) Home2Suites Tukwila (Job #13-0600) TABLE OF CONTENTS: SECTION 1: EXTERIOR WALLS AND FOOTINGS 1-1 THRU 1-21 SECTION 2: INTERIOR WALL AND FOOTING 2-1 THRU 2-7 SECTION 3: DETENTION VAULT SLAB ON GRADE 3-1 THRU 3-18 Home2Suites Tukwila (Job #13-0600) SECTION 1: VAULT EXTERIOR WALLS AND FOOTINGS erUka .11411\b/1 U6Not) 14— PRoJECT It& Davis & Church, STRUCTURAL ENGINLLC EER5 flekg-c PREPARED BY BY E)C-IerPoe LOatt 0(43i 5rN DATE PAGE LO AA r 1. fi S4' 4.1 r Lir Ili lc- Sb (, /pm) EAA 'FAA -3 12-a fc-c. 4. ‘. ,FD 461 rape- 4-- -1)Concre4e_ = 1 Sb ?cf. .), Let )1- onv.. to" Itt-t- viva L21,0) 14 A _ Sipia, :' 3S pc-' inc--- .z•et)4&l.‘ ref re-par4 i 40 fc-c 4, IL4L2 R,„07., c— / r-4ect, JAW- .-1 LI:Yrsot. 11 COW" ttcil- 4) i ejliti Oc T ALA.)71A. or 4',bo 11, tote 1, 2f4+2.- (-,/144,L-44,4) 4. 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SW • Alpharetta, GA 30005 • Ph: 7711-642-1213 • Fax: 770-752-8091 lb & Davis & Church, LLC STRUCTURAL ENGINEERS (air._ I- Con "Nt1 TQl<1.4; icA Uadt) 13 - PROJECT PREPARED BY DATE aa-laCeAl- cODil\ft? 1 Oita nit11 4gicov 11. ou-ef 2S4.0 etikiouRAi 4 0+ Letfe (L(i") N.Ci) Sr -f) 9icoo A4—re 0 /47,:h\fre. pre rr Cev..NAle.4"1"): (is ra)LtIOC)')= 12-3 f14: Ctnrw4-(s.s-pc-ocsilq.-_-,s-148 f. elioNocAt/t (...aeX±9, 5- cp COLg43") *SEr 'ZETA -TV p.� "Cks-F- Foe-- DEsp&A) CAL -Cf • 1-51xst intitc.4e41 Pees\ 1400 UnionHill Rd.'Sw.• Alphaietta, GA 30005 • Ph: 770-642-1213 • Fax: 770-7$24891 1 lukr;,10.t. — De kAiNtg" k)(4-tAl 1 C&416 Davis & Church STRUCTURAL ENCINEERS , LLC OROIECT this r I -- PREPARED BY DATE PAGE • fcr WAli -cotiii\rj at(aTrum:rfoa- Afi-etylAicter wit tx04-,ie... s'et.vv.e. 40.1- "CA7e.- 1" L.110 t CA:el l.011 I 6e-: rc-nr.okke) b + ), L. 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Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 1 North wall pinned base w/ firetruck and seismic additional loading Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height Wall height above soil Total Wall Height = 8.50 ft = 0.00 ft = 8.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 • Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft , Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs • Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = 300.0 psf/4 Soil Density = 120.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 168.0 #/ft 8.50 ft = 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Soil Density Multiplier = 8.000 g Kh Fp / WP Weight Multiplier Design Summary 1 Total Bearing Load ...resultant ecc. 7,965 lbs = 3.83 in Soil Pressure @ Toe = 2,655 psf OK Soil Pressure @ Heel = 2,655 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 1,154 psf = 5,218 psf = 12.6 psi OK = 20.8 psi OK = 82.2 psi 1,806.1 lbs = 5,635.0 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 5,635.0 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 14400.0 lbs 5.00 ft 0.00 in 2.50 ft Line 0.0 ft 0.300 0.0 psf 0.0 psf Concrete Stem Construction 1 Thickness = 9.00 in Fy Wall Weight = 112.5 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 . 1..000 \0001. 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual MnPhi Allowable = 60,000 psi 4,000 psi Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK 8.50 ft # 5 = 12.00 in = Edge = 6.50 in Stem OK 3.48 ft 6.50 in Stem OK 0.00 ft # 6 12.00 in Edge 6.50 in Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in -or- Heel: # 6 @ 16.00 in -or- Key: No key defined -or- 0.000 0.0 ft-# 8,748.6 ft-# 1,806.1 lbs 23.16 psi 126.49 psi 18.50 in 0.442 5,399.7 ft-# 12,227.5 ft-# 22.20 in Not req'd, Mu < S * Fr Not req'd, Mu < S' Fr No key defined 0.000 0.0 ft-# 12,227.5 ft- # 4,840.6 lbs 62.06 psi 94.87 psi = 11.50 in 1-6 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 1 North wall pinned base wl firetruck and seismic additional loading Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width = Footing Thickness = 16.00 in 1.13 ft 1.88 3.00 Key Width = Key Depth = Key Distance from Toe = 0.00 in 0.00 in 0.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in LFooting Design Results Toe IL Factored Pressure = 1,154 5,218 psf Mu' : Upward = 1,052 2,980 ft-# Mu' : Downward = 152 926 ft-# Mu: Design = 900 2,054 ft-# Actual 1 -Way Shear = 12.57 20.78 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight = lbs 3,700.0Ibs = lbs 1,561.4Ibs lbs 956.3Ibs = 1,147.5Ibs 600.0 lbs Total Vertical Force = 7,965.2Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft 1.50 ft ft 2.44 ft ft 1.50 ft 2.44 ft 1.50 ft ft-# 5,550.0ft-# ft-# 3,806.0ft-# ft-# 1,434.4ft-# 2,797.0ft-# 900.0ft-# Moment = -2,539.6 ft-# 12,227.5 ft-# Yes 2,655.1 psf 14,487.4ft-# DESIGNER NOTES: 1-7 1 1 1 Ecc.= 0.in from CL Adj Ftg Load = 14400.# 1 lateral Restraint 1806. # 1 1 1 1 1 hiding Restraint I 5635.# 1 1 1 1 1 168.ps DL= 3700., LL= 0.#, Ecc= 0.i Pp= 116.67# 5635.# 2655.1 psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-8 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title J • . • -060 cgs r example Wall Page: Dsgnr: MRF Date: 27 SEP 2013 e: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height = 8.50 ft = 0.00 ft = 8.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load 1 Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = Soil Density = FootingllSoil Friction = Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem 1 Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of = 100.0 #/ft = 8.50 ft = 0.00 ft 1.60 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = 7,871 lbs 4.05 in 2,624 psf OK 2,624 psf OK 3,000 psf Allowable 1,025 psf 5,272 psf 11.9 psi OK 19.7 psi OK 82.2 psi 1,702.7 lbs 6,882.8 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 6,882.8 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 14400.0 Ibs = 5.00 ft = 0.00 in = 2.50 ft Line = 0.0 ft = 0.300 = 0.0 psf = 0.0 psf _ Concrete Stem Construction Thickness = 10.00 in Fy Wall Weight = 125.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.300 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK = 8.50 ft # 5 12.00 in Edge 7.50 in Stem OK 3.28 ft # 5 12.00 in Edge 7.50 in Stem OK 0.00 ft # 5 12.00 in Edge 7.50 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 10,143.6 ft-# Shear Force @ this height = 2,172.4 lbs Shear Actual = 24.14 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 9.00 in Heel: # 6 @ 16.00 in Key: No key defined 0.708 7,179.4 ft-# 10,143.6 ft- # 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 10,143.6 ft-# 7,027.6 lbs 78.08 psi 94.87 psi = 9.59 in 1-9 Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Job # : 13-0600 Descr: example Page: Dsgnr: MRF Date: 27 SEP 2013 Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.13 ft 1.88 3.00 16.00 in 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe Aee, Factored Pressure = 1,025 5,272 psf Mu' : Upward = 984 2,636 ft-# Mu' : Downward = 152 794 ft-# Mu: Design = 833 1,842 ft-# Actual 1 -Way Shear = 11.86 19.74 psi Allow 1 -Way Shear = 82.16 82.16 psi (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft Axial Dead Load on Stem = 3,700.0Ibs 1.54 ft Soil Over Toe = lbs ft Adjacent Footing Load = 1,445.8Ibs 2.48 ft Surcharge Over Toe = lbs ft Stem Weight = 1,062.5Ibs 1.54 ft Soil Over Heel = 1,062.5Ibs 2.48 ft Footing Weight = 600.0Ibs 1.50 ft Total Vertical Force = 7,870.8lbs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = ft-# 5,704.2ft-# ft-# 3,584.3ft-# ft-# 1,638.0ft-# 2,634.1 ft-# 900.0ft-# Moment = -2,654.5 ft-# 6,339.7 ft-# Yes 2,623.6 psf 14,460.6ft-# DESIGNER NOTES: 1-10 1 1 1 I Ecc.= 0.in from CL Adj Ftg Load = 14400.# 1 lateral Restraint 1703. # 1 1 1 1 1 tiding Restraint I6882.8# 1 1 1 1 1 100.ps DL= 3700., LL= 0.#, Ecc= 0.i Pp= 116.67# 6882.8# 2623.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1 1 1 1 Design Summary Total Bearing Load ...resultant ecc. 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 3 South wall pinned base w/ vehicle surcharge and seismic additional loading Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Total Wall Height 8.50 ft = 0.00 ft = 8.50ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 240.0 psf »>Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Dead Load = 3,700.0 lbs Axial Live Load = 360.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = Soil Density = FootingliSoil Friction = Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 168.0 #/ft = 8.50 ft = 0.00 ft 1.00 Wind on Exposed Stem = 0.0 psf Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier = 6,503 Ibs = 1.69 in Soil Pressure @ Toe = 2,601 psf OK Soil Pressure @ Heel = 2,601 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,049 psf ACI Factored @ Heel = 4,136 psf Footing Shear @ Toe = 16.2 psi OK Footing Shear @ Heel = 13.8 psi OK Allowable = 82.2 psi Reaction at Top = 2,049.2 lbs Reaction at Bottom = 3,672.4 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,672.4 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf Concrete Stem Construction Thickness = 8.00 in Fy Wall Weight = 100.0 psf Fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.000 1.000 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi 4,000 psi @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK = 8.50 ft # 5 12.00 in Center 4.00 in Stem OK 3.93 ft # 5 12.00 in Center 4.00 in Stem OK 0.00 ft # 5 12.00 in Center 4.00 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 5,261.1 ft-# Shear Force @ this height = 2,049.2 lbs Shear Actual = 42.69 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel: # 5 @ 18.00 in Key: No key defined 0.992 5,219.1 ft-# 5,261.1 ft-# 18.50 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 5,261.1 ft-# 2,831.9 lbs 59.00 psi 94.87 psi = 9.59 in 1-12 1 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 3 South wall pinned base w/ vehicle surcharge and seismic additional loading Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions 1 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.92 ft = 1.58 = 2.50 = 14.00 in = 0.00 in = 0.00 in = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results los.1_ Toe Factored Pressure = 2,049 4,136 psf Mu': Upward = 968 1,631 ft-# Mu' : Downward = 88 703 ft-# Mu: Design = 880 927 ft-# Actual 1 -Way Shear = 16.16 13.81 psi Allow 1 -Way Shear = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 220.0Ibs Axial Dead Load on Stem = 4,060.0Ibs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 850.0Ibs Soil Over Heel = 935.0Ibs Footing Weight = 437.5Ibs Total Vertical Force = 6,502.5Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 2.04 ft 1.25 ft ft ft ft 1.25 ft 2.04 ft 1.25 ft 449.2ft-# 5,075.0ft-# ft-# ft-# ft-# 1,062.5ft-# 1,909.0ft-# 546.9ft-# Moment = -914.4 ft-# 5,261.1 ft-# Yes 2,601.0 psf 9,042.5ft-# DESIGNER NOTES: 1-13 1 1 1 1 1 lateral Restraint 049. # 1 1 1 1 1 Iliding Restraint 3672.4# 1 1 1 1 1 DL= 3700., LL= 360.#, Ecc= 0.in Pp= 54.167# 3672.4# 2601.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-14 1 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 4 South wall pinned base w/ vehicle surcharge loading Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria 1 Retained Height Wall height above soil Total Wall Height 8.50 ft 0.00 ft = 8.50 ft Top Support Height = 8.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 240.0 psf »>Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 3,700.0 lbs Axial Live Load = 360.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Stem Weight Seismic Load Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Passive Pressure = Soil Density = FootingllSoil Friction = Soil height to ignore for passive pressure = 12.00 in 300.0 psf/ft 120.00 pcf 0.400 Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf 100.0 #/ft = 8.50 ft = 0.00 ft Kh Soil Density Multiplier = 8.000 g Fp / WP Weight Multiplier Design Summary 1 Total Bearing Load ...resultant ecc. • 6,565 lbs = 1.67 in Soil Pressure @ Toe = 2,626 psf OK Soil Pressure @ Heel = 2,626 psf OK = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,136 psf ACI Factored @ Heel = 4,281 psf Footing Shear @ Toe = 14.0 psi OK Footing Shear @ Heel = 11.5 psi OK Allowable = 82.2 psi Reaction at Top = 1,760.2 lbs Reaction at Bottom = 3,510.7 lbs Allowable Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,5f0.7 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area = 0.200 g Added seismic per unit area = 0.0 lbs = 0.00 ft = 0.00 in 0.00 ft Line Load 0.0 ft = 0.300 = 0.0 psf • 0.0 psf Concrete Stem Construction Thickness = 8.00 in Fy Wall Weight = 100.0 psf fc Stem is FREE to rotate at top of footing IBC 2009,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data = 60,000 psi = 4,000 psi @ Top Support Stem OK = 8.50 ft _ # 5 9.00 in = Center 4.00 in Betwe n op & Base Stem OK 3.86 ft # 6 9.00 in Center 4.00 @ Base of Wall Stem OK 0.00 ft # 6 9.00 in Center 4.00 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 6,873.0 ft-# Shear Force @ this height = 2,561.3 lbs Shear Actual = 53.36 psi Shear Allowable = 126.49 psi Rebar Lap Required = 18.50 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 12.00 in Heel:#5@ 18.00 in Key: No key defined 0.726 6,837.5 ft-# 9,417.8 ft-# 22.20 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 9,417.8 ft-# 3,813.7 lbs 79.45 psi 94.87 psi = 11.50 in 1-15 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Tukwila Page: Job # : 13-0600 Dsgnr: MRF Date: 23 SEP 2013 Descr: Case 4 South wall pinned base w/ vehicle surcharge loading o Wall in File: I:\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW -06059380 License To : DAVIS AND CHURCH, LLC Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Strengths & Dimensions Toe Width Heel Width 0.92 ft 1.58 Total Footing Width = 2.50 Footing Thickness = 16.00 in Key Width = Key Depth = Key Distance from Toe = 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Footing Design Results Toe Factored Pressure = 2,136 Mu' : Upward = 1,008 Mu' : Downward = 101 Mu: Design = 907 Actual 1 -Way Shear = 13.99 Allow 1 -Way Shear = 82.16 peel 4,281 psf 1,689 ft-# 776 ft-# 912 ft-# 11.54 psi 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force of footing to find eccentricity) 220.0Ibs = 4,060.0Ibs lbs lbs = lbs 850.0Ibs 935.0Ibs = 500.0Ibs = 6,565.0Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 2.04 ft 1.25 ft ft ft ft 1.25 ft 2.04 ft 1.25 ft 449.2ft-# 5,075.0ft-# ft-# ft-# ft-# 1,062.5ft-# 1,909.0ft-# 625.0ft-# Moment = -914.4 ft-# 5,886.1 ft-# Yes 2,626.0 psf 9,120.6ft-# DESIGNER NOTES: 1-16 I 1 1 1 1 lateral Restraint 1760. # 1 1 1 1 1 gliding Restraint I 3510.7# 1 1 1 1 1 DL= 3700., LL= 360.#, Ecc= 0.i Pp= 116.67# 3510.7# 2626.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 1-17 uktAiik- be+.."*0A UO -0 Davis & Church, LLC PROJECT I I Cf1; Atj STRUCTURAL ENGINEERS k19, PREPARED BY DATE PAGE 3 14 EH-- g TAJF02-C-PAA EAft Q. sirm etTsuit,ei.Ncos-:. 54)ea,r- u5e4 1,1 delirt Skcili Cow;.e. from" 5cAPern;ni ‘ICATre Z' Fv'c c 7)tTT11d4j1,13-1' )/ tkf2"e4-4A Piro .Ic1-kr. 1I&Ed Qu‘sii mer +r w;11 .13c. Ufa), 31"e *4-4- 4Y bcrr 0__ 11" DC kakic J4),L 1 9-e)vvto ce-rwiA+ e...-Iro k. - I • I 701D 11,10- .she-' - u I kin "=- Aur 'SY • Xt ALT 3( 8-02 CO! 11-2S \IV -4-- (P‘)kr% AV4- 1 AA -it GAM Sr: loom° 3) a (0 A. 4,410,b) AC1-3(8-07 II, .3. T- (2Q3.11-3121 ( (GO) eZIW 4:-P 0.2(0 lnz boe-r 0,31 ttn2/cV 1 1 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770.642-1213 • Fax: 770-752-8891 1 1 EIN Davis & Church, LLC its STRUCTURAL ENCINEE.RS lvt-tA3' 1 —6eAelrhNti,, Qauld- PROIECT MR -F 1--19 PREPARED BY DATE PAGE IleAr teitri r ce4".',424i .Thp 1 ei7TuyvNeiN11-,c 1 Con+vIlfrot lbmak czkTe.. CctiLuIctis,r at cv.:;re cc oA Pqa12- 1 1 be_ "(Air:: ) Sez_ ge-tv44 en, ctow-a r ;I( bez_ we -d. -Rsr- sl-leekr- I A41. -Pi of = 47 0 iv. to- 1 wtiere cl) oor Ito toot Av.c 1 Sy, 46.14 1 -WA bc.?1, els" •4111 1 1 1 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770442-1213 • Fax: 770.752-13891 Upcbcopio, A1,0 0.04e1 0448 n 2- 0 velke4 sueRmi.e_ fiok wilc4 Oettvtvo,, It& Davis & church, LLC PROJECT U ilks STRCTURAL ENGINEERS S ktar re -M eco PREPARED BY DATE f f 6,-vik\A PeAtavvv‘o- j,A1C1 s*•••%• CS*1744klY 1540 t( (51.,. *Ye • Vs-. I - & o, [1{upbo____ 4o04(kFtic,3,)(2,)) (o.r1) 0, 4 PAGE • 918---o8 F6 11-- I Act 318,o3 Ata. A tx -st8-0q A-cs '- )C1 8 -oz to...eoelotryteA set.Pr • .• af ALcut_ t; 1,000 ri 14 [ ---(.(.94.00-;.it.,),(1.4(1......6.X6..07.1 (-6, J. 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642.1213 • Fax: 770-752-8891 22.'( (a) I .4 CO (c 1 It& Davis & Church, LLC 1 STRUCTURAL ENGINE'ERS UV -A") fae +.A4‘)k^ PROJECT tlekg-F I PREPARED BY DATE PAGE SiNkar rt,i(ArCewte,4"4- STEI-A 40P —c(14-4N\.,\PLot 1 1 A.e.T•318-08 o , 40- ;A o redAi 3lY AAL = ook- -= 4 di, + Alo 1 f(P) ri(o,T) 1 Abel ki 1 1 1 4ct1(8-c2i3 eair 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-8891 Home2Suites Tukwila (Job #13-0600), SECTION 2: VAULT INTERIOR WALL AND FOOTING Cfl Davis & Church, LLC STRUCTURAL ENGINEERS I iM.1 i .1' foo+, + T044114 . Qe: i' b.+ uew 1 PROJECT 04'r PREPARED BY 1n DATE 2 - PAGE sa Psi- A 12opc4 4 • 1 Sb pc4 4Carsuole_ to" 'Th Va,ut4 (gall) - go f s- 4. Tgc TABLE 1 loo? ..1 CAI a-' m 1cu; DI 0 ww cr = CO2,4 P c -C 4 Cse petytI~I Cit Tel:. - .fotviiftl a ssunvis\d+ •^a(i a sem;, a td d.ca w ' yk 04" te,,S'fyvs_ ho" 44e, -,'a l r e:sem; _ed-ec: - 'Frow, 444).%“- + JAL; frI VI 7 vQ-)„yr. %.k_k o Tar- 3u ov. parr ove F1 i'e 4".0 eor wIvadr cen-4evoi of in4G' o^ u U 0:3%. [caul wAli • 1 cte sl? S' n o- 1 I act& 00,1 Co✓., b;\;" r cl. . f n rvf 44-, codco 1400 Union.Hill Rd. 'SW • Alpharetta, GA 30005 •. Ph: 770-642.1213 • Fax: 770.752-8891 7-4 LA Davis & Church, LLC PROJECT STRUCTURAL ENGINEERS ryttf, ton Ivnutit aleelmv, uew PREPARED BY DATE 7._"` PAGE Pesti, Iij nutt- S4f.O. tosio.4,.0 + ac.,,L. 011,i1 4- ()pave -3 LW, +AL =a-lu Pc -412-0+ S11. pc -4)(1q0 -I- (sof 3-4)3,(j(.1) to(000,0.F. 1--04crot) !00.D o Fp LIt4 • Soss LtAert Sys- 4-o4ecL rerot-4- 5e.e_ FA.c,c4.1c_ "cfifE SI' ive- UeVicJe_ Lookotirti t wait 41, 040 ey.0c_ 8 ti 32-c) pi+ L. = t& iapar) a.uiatrioadeXII 50too )6 I i-okAl • (44-troi I 104,d 44 &4 9-(100o1612 ( FT42E-Mutir-- tottSRL, TteAUF- MEM( TAAPN404— Wait/. gurcLary 4:;,44.- al40.4.--(h040 14c.4er et — Roit t-0 = 7c) essk *'SFE RAJ PV-CALC "CATE s'( LCuld'ilVoAlf PDA si.Fiv lmu reorA/6 OF-r.DC0A) 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-801 I 1 1 1 1 1 1 1 1 Concrete Slender Wall Lic. # : KW -06005692 Description : Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 1:33PM File = is\Hogan Campis\Home 2 Suites - Tukwila\Structural Calcs16-Misc DesigMinterior wall & ftg.ec6 ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Case 5 interior slender wail w/ vehicle surcharge & firetruck rear wheel load. Code References Licensee : DAVIS & CHURCH LLC Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Pc : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = : Lt Wt Conc Factor = Fr : Rupture Modulus = Max % of p balanced = Max Pu/Ag =Pc* Concrete Density = Width of Design Strip = 4.0 ksi bt7 KSI 3,122.0 ksi 1.0 316.228 psi 0.01806 0.060 150.0 pcf 12.0 in Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar .. . Bar Size # 6 Bar Spacing 9.0 in Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 4.50 in Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 One -Story Wall Dimensions 12.0 in A Clear Height B Parapet height = 8.50 ft Wall Support Condition Top Free, Bottom Fix ft Vertical Loads B Roof Attachment A Floor Attachment J Vertical Uniform Loads , . , (Applied per foot of Strip Width) Ledger Load Eccentricity in Concentric Load Lateral Loads pi.: Dead 6.60 Lr : Roof Live Lf : Floor Live 10.10 S: Snow W : Wind k/ft k/ft Full area WIND load psf Fp = Wall Wt. • 0.3756 = 42.255 psf DESIGN SUMMARY Wall Weight Seismic Load Input Method : ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDS = 0.9390 Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Goveming Load Combination ... PASS Moment Capacity Check +1.388D+L+0.20S+E PASS Service Deflection Check D+L+S+E/1.4 PASS Axial Load Check +1.388D+L+0.20S+E PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = 0.1847 Max Mu -1.528 k -ft Phi * Mn Min. Defl. Ratio 5,287.29 Max. Deflection 0.01929 in Max Pu / Ag 223.671 psi Location 0.1417 ft Controlling As/bd 0.008148 Max Allow Ratio Max. Allow. Defl. 0.06*Pc 8.269 k -ft 150.0 0.680 in 240.0 psi As/bd = 0.0 rho bal 0.01806 Mcracking 4.269 k -ft Minimum Phi Mn 8.269 k -ft Maximum Reactions ... for Load Combination.... Top Horizontal 0.0 k Base Horizontal E Only 0.3592 k Vertical Reaction D + L + S + E/1.4 17.656 k 2-3 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 1:33PM Concrete Slender Wall Lic. # : KW -06005692 FNe = t:\Hogan Camas Home 2 Suites - Tukw4IaaSWctural CaIcs Mllsc Design\intedor wall & ttg.ec6 LC, INC. 1983-2013, &6.13.8,31. Vet:6,13,8.31 Licensee : DAVIS & CHURCH LLC Description : Case 5 interior slender wall w/ vehicle surcharge & firetruck rear wheel load. Design Maximum Combinations - Moments Load Combination Axial Load Moment Values 0.6 * Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft __--------__m^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.388D+L+0.20S+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 8.27 0.440 0.0081 0.0181 +1.388D+L+0.20S-1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 8.27 0.440 0.0081 0.0181 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.7122D+E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 8.27 0.440 0.0081 0.0181 +0.7122D -1.0E at 0.00 to 0.28 0.000 25.920 4.27 1.53 0.90 8.27 0.440 0.0081 0.0181 Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D+ L +S + E/1.4 at 8.22 to 8.50 0.000 4.27 0.00 729.00 54.78 546.750 0.019 5,287.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 a D + 0.5(L+Lr)+ 0.7E at 8.22 to 8.50 0.000 4.27 0.00 729.00 54.78 546.750 0.019 5,377.3 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k S Only 0.0 k W Only 0.0 k E Only 0.4 k D+L+Lr 0.0 k D+L+S 0.0 k D+L+W+S/2 0.0 k D+L+S+W/2 0.0 k D+L+S+E/1.4 0.3 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 7.556 k 0.000 k 0.000 k 0.000 k 17.656 k 17.656 k 17.656 k 17.656 k 17.656 k 2-4 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 1:33PM • Tukwila\Structural Calcal6•Misc Designl nteriorwalI & itg.ec6 C, INC. 1983-2013, BWId:6.f3.8,31, Var8.13,8,31 Description : Case 5 interior wall footing w/ vehicle surcharge and firetruck rear wheel load Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Material Properties Pc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor AutoCalc Footing Weight as DL Dimensions Footing Widtl Wall Thickness Wall center offset from center of footing = 3,12 .. si 150.0 pcf 0.90 0.750 0.00180 • 1.50 :1 • 1.50 : 1 Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 4.0 ft Footing Thicknes = 12.0 in 9.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in 0 in 3.0 ksf' = Yes • 300.0 pcf • 0.350 ft = ksf ft Reinforcing Bars along X -X Axis Bar spacing Reinforcing Bar Size Applied Loads P : Column Load OB : Overburden = V -x M-zz = Vx applied = DESIGN SUMMARY Min. Ratio Item D Lr L 6.60 2.40 0.50 0.30 0.50 in above top of footing ksf ft 12.00 # 6 Design OK k ksf k k -ft Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS 0.9848 28.063 13.096 n/a 0.3828 0.1260 0.4395 0.4395 Soil Bearing Overturning - Z -Z Sliding - X -X Uplift Z Flexure (+X) Z Flexure (-X) 1 -way Shear (+X) 1 -way Shear (-X) 3.102 ksf 0.80 k -ft 0.30 k 0.0 k 6.494 k -ft 2.138 k -ft 36.109 psi 36.109 psi 3.150 ksf 22.450 k -ft 3.929 k 0.0 k 16.966 k -ft 16.966 k -ft 82.158 psi 82.158 psi +D+L+H D+L D+L No Uplift +1.20D+1.60L+0.50S+1 +0.90D-1.0E+1.60H +1.20D+0.50Lr+1.60L+ +1.20D+0.50Lr+1.60L+ 2-5 Di:16 Wall Footing Lic. # : KW -06005692 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 1:33PM Rie =1:1Hogan Gampisltlorroe 2 Suites • Tukwita\Sbvctural Cakos\6-49c Design interior wall & ftgsc6 ENERG&LC INC,1983-2013, BuMd:6.13,611, Ver;6.13.8.31 Licensee : DAVIS & CHURCH LLC Description : Case 5 interior wall footing wl vehicle surcharge and firetruck rear wheel load Detailed Results Soil Bearing Rotation Axis & Load Combination... , D Only , +D+L+H , +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H , +D+0.750L+0.750S+H ,+D+W+H , +D+0.70E+H , +D-0.70E+H , +D+0.750Lr+0.750L+0.750W+H , +D+0.750L+0.750S+0.750W+H , +D+0.750Lr+0.750L+0.5250E+H , +D+0.750Lr+0.750L-0.5250E+H , +D+0.750L+0.750S+0.5250E+H , +D+0.750L+0.750S-0.5250E+H • +0.60D+W+H , +0.60D+0.70E+H , +0.60D-0.70E+H Overturning Stability Rotation Axis & Load Combination... Gross Allowable Xecc Zecc 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 3.150 ksf 0.0 in 0.8552 in 0.0 in 0.0 in 0.7046 in 0.7046 in 0.0 in 0.0 in 0.0 in 0.7046 in 0.7046 in 0.7046 in 0.7046 in 0.7046 in 0.7046 in 0.0 in 0.0 in 0.0 in Actual Soil Bearing Stress +Z +Z -X 1.80 ksf 2.510 ksf 1.80 ksf 1.80 ksf 2.333 ksf 2.333 ksf 1.80 ksf 1.80 ksf 1.80 ksf 2.333 ksf 2.333 ksf 2.333 ksf 2.333 ksf 2.333 ksf 2.333 ksf 1.080 ksf 1.080 ksf 1.080 ksf Actual / Allowable -X Ratio 1.80 ksf 3.102 ksf 1.80 ksf 1.80 ksf 2.777 ksf 2.777 ksf 1.80 ksf 1.80 ksf 1.80 ksf 2.777 ksf 2.777 ksf 2.777 ksf 2.777 ksf 2.777 ksf 2.777 ksf 1.080 ksf 1.080 ksf 1.080 ksf 0.571 0.985 0.571 0.571 0.882 0.882 0.571 0.571 0.571 0.882 0.882 0.882 0.882 0.882 0.882 0.343 0.343 0.343 Units : k -ft ,D , D+L Sliding Stability Force Application Axis Load Combination... Overturning Moment None 0.80 k -ft ,D D+L Footing Flexure Flexure Axis & Load Combination Resisting Moment 0.0 k -ft 22.450 k -ft Stability Ratio Infinity 28.063 Status OK OK Sliding Force 0.0 k 0.30 k Resisting Force 2.520 k 3.929 k Sliding SafetyRatio No Sliding 13.096 Status OK OK Mu Which Tension @ Bot. As Req'd Gvrn. As k -ft Side ? or Top ? i02 inA2 Actual As inA2 Phi*Mn k -ft , +1.40D , +1.40D , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60Lr+L , +1.20D+1.60Lr+L +1.20D+1.60Lr+0.80W , +1.20D+1.60Lr+0.80W , +1.20D+L+1.60S +1.20D+L+1.60S , +1.20D+1.60S+0.80W +1.20D+1.60S+0.80W , +1.20D+0.50Lr+L+1.60W , +1.20D+0.50Lr+L+1.60W , +1.20D+L+0.50S+1.60W , +1.20 D+L+0.50S+1.60W , +1.20D+L+0.20S+E , +1.20D+L+0.20S+E , +1.20D+L+0.20S-1.OE +1.20D+L+0.20S-1.OE , +0.90D+1.60W+1.60H , +0.90D+1.60W+1.60H , +0.90D+E+1.60H , +0.90D+E+1.60H , +0.90D-1.0E+1.60H , +0.90D-1.0E+1.60H 3.326 3.326 5.57 6.494 5.57 6.494 4.551 5.128 2.851 2.851 4.551 5.128 2.851 2.851 4.551 5.128 4.551 5.128 4.551 5.128 4.551 5.128 2.138 2.138 2.138 2.138 2.138 2.138 -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp 0.2592 Min Temp 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 16.966 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 2-6 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 1 33P File =1:4Hogan Campis\Home 2 Subs - Tukwila1Structural Caks18-Misc DesignUntertor wall 8 }tg.ec6 ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Description : Case 5 interior wall footing w/ vehicle surcharge and firetruck rear wheel load One Way Shear Load Combination... +1.40D +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+L +1.20D+1.60Lr+0.80W +1.20D+L+1.60S +1.20D+1.60S+0.80W +1.20D+0.50Lr+L+1.60W +1.20D+L+0.50S+1.60W +1.20D+L+0.20S+E +1.20D+L+0.20S-1.0E +0.90D+1.60W+1.60H +0.90D+E+1.60H +0.90D-1.0E+1.60H Units : k Vu @ -X Vu © +X Vu:Max Phi Vn Vu / Phi*Vn Status 19.911 psi 19.911 psi 19.911 psi 82.158 psi 0.2424 OK 36.109 psi 36.109 psi 36.109 psi 82.158 psi 0.4395 OK 36.109 psi 36.109 psi 36.109 psi 82.158 psi 0.4395 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 17.067 psi 17.067 psi 17.067 psi 82.158 psi 0.2077 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 17.067 psi 17.067 psi 17.067 psi 82.158 psi 0.2077 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 28.968 psi 28.968 psi 28.968 psi 82.158 psi 0.3526 OK 12.8 psi 12.8 psi 12.8 psi 82.158 psi 0.1558 OK 12.8 psi 12.8 DSi 12.8 psi 82.158 psi 0.1558 OK 12.8 psi 12.8 psi 12.8 psi 82.158 psi 0.1558 OK 2-7 Home2Suites Tukwila (Job #13-0600) SECTION 3: VAULT SLAB ON GRADE L*.-LJ1 Da+A 46? -.014- t4.4 PROJECT ey Davis & URAL Church, LLC STRUCTENGINEERS AVC -F 3— 1 PREPARED BY DATE PAGE Lo&k.s- f•s_47 cot% 1105 - &team cyc. Qcx%)14 T--• 13. SEE PA Gg 1— ikahc wv,..4fr /Lust Ob4, rP4te —seac...v1,0.4tc..) Betiv WU 45 f. 2 .l.01 L ---7-4S prempt,_ • C4Cre- tykort^e"4. kw -A -r- 4o-% fri'04X) C1/44-er 1-GQ4 • 6\ SSUAn Auti 01 5+•lc) Col spmn 8" .Th_ 5 ---La urc,61.4 c.o.tcA.Atit4It r fro r4.4.‘" (ASIT 1-{6 tA) 1/4) tek 31.1 or 8'12.3 CTAJTEgxce-spAhtszi AL'I 316-0e 8'3;3 0-tived- s_ypf..-+s) 1400 Union HT Rd. SW • Alpharetta, GA 30005 • 770-642-1213 • Fax: 770-752.8891 IT-44,411 4k at4c/411).,, ucw li- pRoma —& Davis & Church, LLC I ' ... ST RUCT U R AL ENGINEERS thR-F PREPARED BY DATE PAGE ICare_ le - coet iinv ea 1 1.2,Cisbpc4Xs`14.23()± 1. (c($t fax • SZO pt,c Rt.; C520 p1 -0029-2-h 1.Z V u C52-0 0-63(6' ) /z = rpter 'CYE Co" brs-r&k: CA L-CokA TT°Alf TA) v-0 1 C 7 — Akjevisve_moirwi-}-i sl‘ect-r- 4ib00%7a-vIcAl 45T u rt-ryt*tikr,, — 5'L-th Spa." 41%.„1., tzekli ii) tA)gk\ - Pe6kt" LIP4ers +Atte_ 1 all 11.)1A poileT `CY'OrvA 001)1f 1...Aleiv_ 0 A14 XeDSAn4Cr- pen-ure__ )pe/N cle.t eAcisr.h- Loc.470- 011...r?'ura. CAI cula-k et 1 g ii• — gel Th,V,- sick 6 C Guit.-lionr LS6t04tr ‘-coP pc.r.)c_i-t ic -23O p 100 04" 04(100 pLf) -1-6.0C-2s0pv) -_-_ -310 1 1400 Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 7'70-752-8891 Davis &ChurchfLLC 44. STRUCTURAL ENGINEERS yhrLF Tu k.:LJ‘ a- aeAeism.k ua..) PROJECT PREPARED BY u Lk,312 2C- 3 lt) pi-a_i104- Oaici* \ zi 1,4 2- - 310 et-OC'+4")/1, 3-3 DATE PACE Az...i.ts-oF 23 Civertivs,_ py,vw+ Ct4 0-ra?4, loeribt, supot-4- 04' ilAc).-Sra,e1 be"in) TFDDir "cfrs- 7``fbDES.r6N ut-t-c,J LA-TroAis- trArFo IgEjle)g CI A) bd ET IC 4 Exr cisToiv-11,4%-pAs-.. (AiRTIL 'FAA) F f 'Cowl )/ISIele. {ix -Cc. of- -e4c--t- Local. 'Thit_t:eAJ S 14J, ufeJ -6 eon ii\n._ stekl. L.1641 2 - vow, s1.04) Assurp.t. )covilni iYort,‘ "CATE 7" Cad 8overn 1-ca-oks lL)j4 pocX.4.00.01%1) 1-j0 ()Si) pc-4)C8Z2.) Cl (0.33') 1 (:06 pt-e- lAA) 6,1' c000 I. (0)C- Lio$0. p14) 1400 Union Union Hill Rd. SW • Alpharetta, GA 30005 • Ph: 770-642-1213 • Fax: 770-75241891 /11 Davis & Church, LLC 1 STRUCTURAL ENGINEERS PREPARED BY DATE PAGE PROJECT 1 Cay. g CO linveck sup 0.000(5218. -230 (:-s)00 f•LOC (4)1 SE TP DpCAyE For- Dm S -1.61o, CAt.cw LAT-ix,vf ZA)fo 1 1 1 1 1 1 1 1 1 1 1 1400 Union Hill Rd. SW • Alpharetla, GA 30005 • Ph: 770-642-1213 • Fax: 770-752-0891 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DAVIS 01 Dt lit IIII CHURCH STRUCTURAL ENGINEERS Project Tukwila Job Ref. Section Case 6 -slab w/ max water height Sheet no./rev. 1 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date RC ONE-WAY SLAB DESIGN (ACI318-08) Tedds calculation version 1.1.03 O [-10 in—, Slab definition Slab type Overall thickness of slab Clear shorter span of slab Clear cover to tension reinforcement Materials Specified compressive strength of concrete Specified yield strength of reinforcement Modulus of elasticity Concrete modification factor One-way continuous fc = 3000 psi fy = 60000 psi EsacI = 29000000 psi = 1.00 Maximum design moment and shear in span(per 12 in width of slab) Maximum ultimate positive moment Maximum ultimate shear force Reinforcement calculation - positive moments Tension steel provided Depth to tension steel Stress block depth factor Reinforcement ratio at strain of 0.004 Maximum reinforcement ratio Maximum area of tension steel Minimum area of tension steel required Area of tension steel provided Maximum allowable spacing Actual tensile bar spacing provided Mus = 1.200 kip_ft/ft Vu = 1.600 kips/ft No. 4 @ 10 in o.c. d=(h–cc-0/2)=3.95 in 81 = 0.85 pb = 0.85 x 131x fc / fy x (0.003 / (0.003 + 0.004)) = 0.015 pmax=pb=0.015 As_max = pmax X d = 0.734 in2/ft As_min = max(200 psi x d / fy, 3 X '1(fc x 1 psi) x d / fy) = 0.158 in2/ft As.prov = 0.236 int/ft PASS - Area of steel provided - OK smax = min (3 x h, 18 in) = 18.000 in s = 10.000 in PASS - Spacing of bars (+ve moment steel) less than maximum allowable Check for section - positive moments Depth of equivalent rectangular stress block a = (Asprov X fy) / (0.85 X f'c) = 0.46 in Depth of neutral axis c = a / (31 = 0.544 in Net tensile strain in long. steel at nominal strength et = 0.003 x [(d – c) / c] = 0.0188 Section is tension controlled, design OK 3-5 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DAVIS 411111 Q_ 11:14111111 CHURCH STRUCTURAL ENGINEERS Project Tukwila Job Ref. Section Case 6 - slab w/ max water height Sheet no./rev. 2 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date Strength reduction factor Revised required nominal flexural strength Actual nominal flexural strength = 0.9 MSS = Mus / 4 = 1.333 kip_ft/ft Mnsprov = Asyrov x fy x (d — a / 2) = 4.381 kip_ft/ft PASS - Actual flexural strength exceeds required nominal flexural strength Transverse reinforcement - (for shrinkage and temperature) Transverse reinforcement provided No. 4 @ 12 in o.c. Area of reinforcement provided At_prov = 0.196 int/ft Minimum ratio of transverse reinforcement pt =0.0018 Minimum area of transverse reinforcement required At_req = pt x h = 0.173 int/ft Maximum allowable spacing of bars Actual transverse bar spacing provided PASS - Area of transverse steel provided OK smax_t = min ( 5 x h, 18 in) = 18.000 in st = 12.000 in PASS - Spacing of transverse bars is less than allowable Check for shear Nominal shear strength required Vn = abs(Vu) / 0.75 = 2.133 kips/ft Shear strength provided by concrete Vc = 2 x k x 4(fc x 1 psi) x d = 5.192 kips/ft Shear strength provided by shear steel (assumed) Vs = 0 kips/ft Shear capacity of section V = Vc + Vs = 5.192 kips/ft PASS - One-way shear capacity Check of clear cover (ACI 7.7.1) Permissible min nominal cover to all reinforcement cmin = 0.75 in Clear cover to tension reinforcement (+ve mnt) cc = h — d — D/2 = 3.800 in PASS - Cover to steel resisting positive moment exceeds allowable minimum cover Deflection Support condition Basic span -to -thickness ratio (Table 9.5(a)) Type of concrete Concrete density factor (Table 9.5(a)) Allowable span -to -thickness ratio Actual span -to -thickness ratio Both ends continuous ratiobasic = 28 Normal weight fdensity = 1.00 ratloaiiow =ratiobasic / (fdensity x (0.4 + fy / 100000 psi)) = 28.000 ratioactuai = In / h = 9.000 PASS - The slab thickness is adequate to control deflection Design summary Slab is 8.0 in thick in 3000 psi concrete Tension steel provided - positive moment, No. 4 @ 10 in o.c. in 60000 psi steel Transverse steel provided , No. 4 @ 12 in o.c. in 60000 psi steel 3-6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DAVIS 40 1:8111111111 CHURCH. STRUCTURAL ENGINEERS Project Tukwila Job Ref. Section Case 7 - Slab w/ buoyancy_negative. bending Sheet no./rev. 1 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date RC ONE-WAY SLAB DESIGN (ACI318-08) 4--10.in- Tedds calculation version 1.1.03 0 co Slab definition Slab type Overall thickness of slab Clear shorter span of slab Clear cover to tension reinforcement Materials Specified compressive strength of concrete Specified yield strength of reinforcement Modulus of elasticity Concrete modification factor One-way continuous fc = 3000 psi fy = 60000 psi EsncI = 29000000 psi = 1.00 Maximum design moment and shear in span(per 12 in width of slab) Maximum ultimate negative moment Muh = 9.200 kip_ft/ft Maximum ultimate shear force Vu = 2.500 kips/ft Reinforcement calculations - negative moment Tension steel provided No. 7 @ 10 in o.c. Depth to tension steel dhog = (h — cc_hog — Dhog / 2) = 3.96 in Stress block depth factor (31 = 0.85 Reinforcement ratio at strain of 0.004 pb = 0.85 x 61 x fc / fy x (0.003 / (0.003 + 0.004)) = 0.015 Maximum reinforcement ratio pmax = pb = 0.015 Maximum area of tension steel As_max_hog = pmax X dhog = 0.736 in2/ft Minimum area of tension steel required As_min_hog = max(200 psi x dhog / fy, 3 x I(f'c x 1 psi) x dhog / fy) = 0.159 int/ft Area of tension steel provided As_prov_hog = 0.722 in2/ft Maximum allowable spacing Actual tensile bar spacing provided PASS - Area of steel provided - OK smax = min (3 x h, 18 in) = 18.000 in shag = 10.000 in PASS - Spacing of bars (-ve mnt) less than maximum allowable Check for section - negative moment Depth of equivalent rectangular stress block ahog = (As_prov hog x fy) / (0.85 x fc) = 1.41 in Depth of neutral axis chog = ahog / 61 = 1.665 in Net tensile strain in long. steel at nominal strength Et nog = 0.003 x [(dhog — chog) / chog] = 0.0041 Section is in the transition region, Design OK Strength reduction factor hog = 0.65 + (Et_hog - 0.002) x (250 / 3) = 0.828 3-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DAVIS 041111 DiTukwila CHURCH STRUCTURAL ENGINEERS Project Job Ref. Section Case 7 - Slab w/ buoyancy negative bending Sheet no./rev. 2 Calc. by MRF Date 9/23/2013 Chk'd by Date App'd by Date Revised required nominal flexural strength Actual nominal flexural strength Mnh = Muh / 4ho9 = 11.105 kip_ft/ft Mnh_prov = As_prov_ho9 X fy X ( dho9 — ahog / 2) = 11.744 kip_ft/ft PASS - Actual flexural strength exceeds required nominal flexural strength Transverse reinforcement - (for shrinkage and temperature) Transverse reinforcement provided No. 4 @ 12 in o.c. Area of reinforcement provided At_prov = 0.196 int/ft Minimum ratio of transverse reinforcement pt =0.0018 Minimum area of transverse reinforcement required At_req = pt x h = 0.173 int/ft Maximum allowable spacing of bars Actual transverse bar spacing provided PASS - Area of transverse steel provided OK smax_t= min (5xh,18in) =18.000in st = 12.000 in PASS - Spacing of transverse bars is less than allowable Check for shear Nominal shear strength required Vn = abs(Vu) / 0.75 = 3.333 kips/ft Shear strength provided by concrete Vo = 2 x X x Aro x 1 psi) x dhog = 5.209 kips/ft Shear strength provided by shear steel (assumed) Vs = 0 kips/ft Shear capacity of section V = Vo + Vs = 5.209 kips/ft PASS - One-way shear capacity Check of clear cover (ACI 7.7.1) Permissible min nominal cover to all reinforcement cmin = 0.75 in Clear cover to tension reinforcement (-ve mnt) Cc_ho9 = h — dho9 — Dhog/2 = 3.600 in PASS - Cover to steel resisting negative moment exceeds allowable minimum cover Deflection Support condition Basic span -to -thickness ratio (Table 9.5(a)) Type of concrete Concrete density factor (Table 9.5(a)) Allowable span -to -thickness ratio Actual span -to -thickness ratio One end continuous ratiobasic = 24 Normal weight fdensity = 1.00 ratioallow = ratiobasic / (fdensity x (0.4 + fy / 100000 psi)) = 24.000 ratioactual = In / h = 24.000 PASS - The slab thickness is adequate to control deflection Design summary Slab is 8.0 in thick in 3000 psi concrete Tension steel provided - negative moment, No. 7 @ 10 in o.c. in 60000 psi steel 'Transverse steel provided , No. 4 @ 12 in o.c. in 60000 psi steel 3-8 t Concrete Project Title: Engineer: Project Descr: Lic. # : KW -06005692 Description : Case 8 - Thickened slab between end of weir and exterior footing CODE REFERENCES Project ID: Printed: 23 SEP 2013, 8:27PM TukwIlaaStnictural Calcs18-Misc Des gnUnierior waU & ftg.ece ENE C, INC.1983 2013, BuNd 8.131).31, Ver.6.13.&31 Licensee : DAVIS & CHURCH LLC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties fc 1/2 = 3.0 ksi b Phi Values Flexure : fr = fc * 7.50 = 410.792 psi Shear : W Density = 150.0 pcf = X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = p1 Fy - Stirrups E - Stirrups = Stirrup Bar Size # = Load Combination ASCE 7-05 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 D(5.1) • 16 in Cross Section & Reinforcing Details Rectangular Section, Width = 16.0 in, Height = 12.0 in Span #1 Reinforcing.... 247 at 2.438 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Load for Span Number 1 Uniform Load : D = 5.10 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY 16"wx12"h Span=6.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.490: 1 Section used for this span Typical Section Mu : Applied 22.950 k -ft Mn * Phi : Allowable 46.873 k -ft Load Combination D Only Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.000 in Ratio = 0.000 in Ratio = 0.050 in Ratio = 0.000 in Ratio = 0 <360 0 <360 1427 999 <180 Overall MAXimum 15.300 15.300 D Only 15.300 15.300 Shear Stirrup Requirements Between 0.00 to 1.76 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Between 1.77 to 4.23 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 4.24 to 5.99 ft, PhiVc < Vu, Req'd Vs = 1.040, use stirrups spaced at 4.000 in Maximum Forces &Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 D Only Span # 1 6.000 22.95 46.87 0.49 6.000 22.95 46.87 0.49 3-9 Concrete Beam Lic. # : KW -06005692 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 8:27PM File = I:\Hogan Carnpis\Home 2 Suttee - TukwilalSttuchtral Catcst6-Mise Design inferior wall & ftg.ec6 ENERCALC, INC.; 1983-2013, Buld:6.13.8.31, Ven8,13.8.31 Description : Case 8 - Thickened slab between end of weir and exterior footing Overall Maximum Deflections- Unfactored Loads Load Combination Span Max. "-" Dell Location in Span Licensee : DAVIS & CHURCH LLC Load Combination Max. "+" Dell Location in Span D Only 1 0.0505 2.940 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 0.00 9.56 15.30 15.30 0.00 1.00 14.19 PhiVc < Vu 1.108 30.0 4.8 4.0 D Only 1 0.01 9.56 15.23 15.23 0.20 1.00 14.19 PhiVc < Vu 1.040 30.0 4.8 4.0 D Only 1 0.03 9.56 15.16 15.16 0.41 1.00 14.19 PhiVc < Vu 0.9723 30.0 4.8 4.0 D Only 1 0.04 9.56 15.10 15.10 0.61 1.00 14.19 PhiVc < Vu 0.9043 30.0 4.8 4.0 D Only 1 0.05 9.56 15.03 15.03 0.81 1.00 14.19 PhiVc < Vu 0.8363 30.0 4.8 4.0 D Only 1 0.07 9.56 14.96 14.96 1.01 1.00 14.19 PhiVc < Vu 0.7683 30.0 4.8 4.0 D Only 1 0.08 9.56 14.89 14.89 1.21 1.00 14.19 PhiVc < Vu 0.7003 30.0 4.8 4.0 D Only 1 0.09 9.56 14.82 14.82 1.41 1.00 14.19 PhiVc < Vu 0.6323 30.0 4.8 4.0 D Only 1 0.11 9.56 14.76 14.76 1.60 1.00 14.19 PhiVc < Vu 0.5643 30.0 4.8 4.0 D Only 1 0.12 9.56 14.69 14.69 1.80 1.00 14.19 PhiVc < Vu 0.4963 30.0 4.8 4.0 D Only 1 0.13 9.56 14.62 14.62 1.99 1.00 14.19 PhiVc < Vu 0.4283 30.0 4.8 4.0 D Only 1 0.15 9.56 14.55 14.55 2.19 1.00 14.19 PhiVc < Vu 0.3603 30.0 4.8 4.0 D Only 1 0.16 9.56 14.48 14.48 2.38 1.00 14.19 PhiVc < Vu 0.2923 30.0 4.8 4.0 D Only 1 0.17 9.56 14.42 14.42 2.58 1.00 14.19 PhiVc < Vu 0.2243 30.0 4.8 4.0 D Only 1 0.19 9.56 14.35 14.35 2.77 1.00 14.19 PhiVc < Vu 0.1563 30.0 4.8 4.0 D Only 1 0.20 9.56 14.28 14.28 2.96 1.00 14.19 PhiVc < Vu 0.08828 30.0 4.8 4.0 D Only 1 0.21 9.56 14.21 14.21 3.15 1.00 14.19 PhiVc < Vu 0.02028 30.0 4.8 4.0 D Only 1 0.23 9.56 14.14 14.14 3.34 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.24 9.56 14.08 14.08 3.53 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.25 9.56 14.01 14.01 3.71 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.27 9.56 13.94 13.94 3.90 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.28 9.56 13.87 13.87 4.08 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.29 9.56 13.80 13.80 4.27 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.31 9.56 13.74 13.74 4.45 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.32 9.56 13.67 13.67 4.63 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.33 9.56 13.60 13.60 4.82 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.35 9.56 13.53 13.53 5.00 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.36 9.56 13.46 13.46 5.18 1.00 14.19 PhiVc/2 <Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.37 9.56 13.40 13.40 5.36 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.39 9.56 13.33 13.33 5.53 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.40 9.56 13.26 13.26 5.71 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.41 9.56 13.19 13.19 5.89 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.43 9.56 13.12 13.12 6.06 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.44 9.56 13.06 13.06 6.24 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.45 9.56 12.99 12.99 6.41 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.47 9.56 12.92 12.92 6.58 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.48 9.56 12.85 12.85 6.76 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.49 9.56 12.78 12.78 6.93 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.51 9.56 12.72 12.72 7.10 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.52 9.56 12.65 12.65 7.27 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.53 9.56 12.58 12.58 7.43 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.55 9.56 12.51 12.51 7.60 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.56 9.56 12.44 12.44 7.77 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.57 9.56 12.38 12.38 7.93 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.59 9.56 12.31 12.31 8.10 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.60 9.56 12.24 12.24 8.26 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.61 9.56 12.17 12.17 8.42 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.63 9.56 12.10 12.10 8.59 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.64 9.56 12.04 12.04 8.75 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.65 9.56 11.97 11.97 8.91 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8321100 !1 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 8:27PM Concrete Beam Lic. # : KW -06005692 Description : Case 8 - Thickened slab between end of weir and exterior footing File = t:lHogan CampisAtiome 2 Suites - Tukwila \ Structurl Calc$16-Mlec Deslgn{interior wall & ftg.ea 6 ENERCALC, INC. 1983-2013, 6uiId:6.13,8.31, Ver.6.13.8,31 Licensee : DAVIS & CHURCH LLC Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 0.67 9.56 11.90 11.90 9.07 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.68 9.56 11.83 11.83 9.22 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.69 9.56 11.76 11.76 9.38 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 0.71 9.56 11.70 11.70 9.54 0.98 14.14 PhiVc/2 < Vu <= Min 11.4.5 29.9 4.8 4.0 D Only 1 0.72 9.56 11.63 11.63 9.69 0.96 14.09 PhiVc/2 < Vu <= Min 11.4.5 29.9 4.8 4.0 D Only 1 0.73 9.56 11.56 11.56 9.85 0.94 14.05 PhiVG2 < Vu <= Min 11.4.5 29.8 4.8 4.0 D Only 1 0.75 9.56 11.49 11.49 10.00 0.92 14.00 PhiVc/2 < Vu <= Min 11.4.5 29.8 4.8 4.0 D Only 1 0.76 9.56 11.42 11.42 10.16 0.90 13.96 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 D Only 1 0.77 9.56 11.36 11.36 10.31 0.88 13.92 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 D Only 1 0.79 9.56 11.29 11.29 10.46 0.86 13.88 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 D Only 1 0.80 9.56 11.22 11.22 10.61 0.84 13.84 PhiVc/2 < Vu <= Min 11.4.5 29.6 4.8 4.0 D Only 1 0.81 9.56 11.15 11.15 10.76 0.83 13.80 PhiVc/2 < Vu <= Min 11.4.5 29.6 4.8 4.0 ■ D Only 1 0.83 9.56 11.08 11.08 10.91 0.81 13.76 PhiVc/2 < Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 0.84 9.56 11.02 11.02 11.05 0.79 13.73 PhiVc/2 < Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 0.85 9.56 10.95 10.95 11.20 0.78 13.69 PhiVc/2 <Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 0.87 9.56 10.88 10.88 11.34 0.76 13.66 PhiVc/2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 0.88 9.56 10.81 10.81 11.49 0.75 13.63 PhiVG2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 0.89 9.56 10.74 10.74 11.63 0.74 13.60 PhiVG2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 0.91 9.56 10.68 10.68 11.78 0.72 13.57 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 0.92 9.56 10.61 10.61 11.92 0.71 13.54 PhiVG2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 0.93 9.56 10.54 10.54 12.06 0.70 13.51 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 0.95 9.56 10.47 10.47 12.20 0.68 13.48 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 0.96 9.56 10.40 10.40 12.34 0.67 13.45 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 0.97 9.56 10.34 10.34 12.48 0.66 13.43 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 0.99 9.56 10.27 10.27 12.61 0.65 13.40 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 1.00 9.56 10.20 10.20 12.75 0.64 13.38 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 1.01 9.56 10.13 10.13 12.89 0.63 13.35 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 1.03 9.56 10.06 10.06 13.02 0.62 13.33 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 1.04 9.56 10.00 10.00 13.15 0.61 13.30 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 1.05 9.56 9.93 9.93 13.29 0.60 13.28 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 1.07 9.56 9.86 9.86 13.42 0.59 13.26 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 1.08 9.56 9.79 9.79 13.55 0.58 13.24 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 1.09 9.56 9.72 9.72 13.68 0.57 13.22 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 1.11 9.56 9.66 9.66 13.81 0.56 13.20 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 1.12 9.56 9.59 9.59 13.94 0.55 13.18 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 1.13 9.56 9.52 9.52 14.06 0.54 13.16 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 1.15 9.56 9.45 9.45 14.19 0.53 13.14 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 1.16 9.56 9.38 9.38 14.32 0.52 13.12 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 1.17 9.56 9.32 9.32 14.44 0.51 13.10 PhiVc2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 1.19 9.56 9.25 9.25 14.57 0.51 13.08 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 1.20 9.56 9.18 9.18 14.69 0.50 13.06 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.21 9.56 9.11 9.11 14.81 0.49 13.04 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.23 9.56 9.04 9.04 14.93 0.48 13.03 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.24 9.56 8.98 8.98 15.05 0.48 13.01 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.25 9.56 8.91 8.91 15.17 0.47 12.99 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.27 9.56 8.84 8.84 15.29 0.46 12.98 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 1.28 9.56 8.77 8.77 15.41 0.45 12.96 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.29 9.56 8.70 8.70 15.52 0.45 12.95 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.31 9.56 8.64 8.64 15.64 0.44 12.93 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.32 9.56 8.57 8.57 15.75 0.43 12.92 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.33 9.56 8.50 8.50 15.87 0.43 12.90 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.35 9.56 8.43 8.43 15.98 0.42 12.89 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.36 9.56 8.36 8.36 16.09 0.41 12.87 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 1.37 9.56 8.30 8.30 16.20 0.41 12.86 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 3-41o1 Concrete Beam Project Title: Engineer: Project Descr: File = is Project ID: Printed: 23 SEP 2013, 8:27PM ie 2 Suite • TutiShuoturai Calost-Mss Designteterior wait& 1tg.eo6 ALC, INC. 19832013, BuNd'6.13.8.31, Ver:8.13.8.31 Description : Case 8 - Thickened slab between end of weir and exterior footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest D Only 1 1.39 9.56 8.23 8.23 16.31 0.40 12.85 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.40 9.56 8.16 8.16 16.42 0.40 12.83 PhiVG2 <Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.41 9.56 8.09 8.09 16.53 0.39 12.82 PhiVG2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.43 9.56 8.02 8.02 16.64 0.38 12.81 PhiVG2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.44 9.56 7.96 7.96 16.74 0.38 12.79 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.45 9.56 7.89 7.89 16.85 0.37 12.78 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 1.47 9.56 7.82 7.82 16.95 0.37 12.77 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.48 9.56 7.75 7.75 17.06 0.36 12.76 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.49 9.56 7.68 7.68 17.16 0.36 12.74 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.51 9.56 7.62 7.62 17.26 0.35 12.73 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.52 9.56 7.55 7.55 17.36 0.35 12.72 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.53 9.56 7.48 7.48 17.46 0.34 12.71 PhiVG2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.55 9.56 7.41 7.41 17.56 0.34 12.70 PhiVG2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.56 9.56 7.34 7.34 17.66 0.33 12.69 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.57 9.56 7.28 7.28 17.76 0.33 12.68 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 1.59 9.56 7.21 7.21 17.86 0.32 12.67 PhiVG2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.60 9.56 7.14 7.14 17.95 0.32 12.65 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.61 9.56 7.07 7.07 18.05 0.31 12.64 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.63 9.56 7.00 7.00 18.14 0.31 12.63 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.64 9.56 6.94 6.94 18.23 0.30 12.62 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.65 9.56 6.87 6.87 18.33 0.30 12.61 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.67 9.56 6.80 6.80 18.42 0.29 12.60 PhiVG2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.68 9.56 6.73 6.73 18.51 0.29 12.59 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 e D Only 1 1.69 9.56 6.66 6.66 18.60 0.29 12.58 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.71 9.56 6.60 6.60 18.68 0.28 12.57 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 1.72 9.56 6.53 6.53 18.77 0.28 12.57 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 1.73 9.56 6.46 6.46 18.86 0.27 12.56 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 1.75 9.56 6.39 6.39 18.94 0.27 12.55 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 1.76 9.56 6.32 6.32 19.03 0.26 12.54 PhiVG2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 1.77 9.56 6.26 6.26 19.11 0.26 12.53 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.79 9.56 6.19 6.19 19.20 0.26 12.52 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.80 9.56 6.12 6.12 19.28 0.25 12.51 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.81 9.56 6.05 6.05 19.36 0.25 12.50 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.83 9.56 5.98 5.98 19.44 0.25 12.49 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.84 9.56 5.92 5.92 19.52 0.24 12.49 Vu < PhiVG2 Not Reqd 12.5 0.0 0.0 D Only 1 1.85 9.56 5.85 5.85 19.60 0.24 12.48 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.87 9.56 5.78 5.78 19.67 0.23 12.47 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.88 9.56 5.71 5.71 19.75 0.23 12.46 Vu < PhiVG2 Not Reqd 12.5 0.0 0.0 D Only 1 1.89 9.56 5.64 5.64 19.83 0.23 12.45 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 D Only 1 1.91 9.56 5.58 5.58 19.90 0.22 12.44 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 1.92 9.56 5.51 5.51 19.98 0.22 12.44 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 1.93 9.56 5.44 5.44 20.05 0.22 12.43 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 1.95 9.56 5.37 5.37 20.12 0.21 12.42 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 1.96 9.56 5.30 5.30 20.19 0.21 12.41 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 1.97 9.56 5.24 5.24 20.26 0.21 12.41 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 1.99 9.56 5.17 5.17 20.33 0.20 12.40 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 2.00 9.56 5.10 5.10 20.40 0.20 12.39 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 2.01 9.56 5.03 5.03 20.47 0.20 12.38 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 2.03 9.56 4.96 4.96 20.53 0.19 12.38 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 2.04 9.56 4.90 4.90 20.60 0.19 12.37 Vu < PhiVG2 Not Reqd 12.4 0.0 0.0 D Only 1 2.05 9.56 4.83 4.83 20.66 0.19 12.36 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 2.07 9.56 4.76 4.76 20.73 0.18 12.35 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 D Only 1 2.08 9.56 4.69 4.69 20.79 0.18 12.35 Vu < PhiVG2 Not Reqd 12.3 0.0 0.0 D Only 1 2.09 9.56 4.62 4.62 20.85 0.18 12.34 Vu < PhiVc/2 Not Reqd 12.3 0.0 3-d1f2 e Description : Case 8 - Thickened slab between end of weir and exterior footing Project Title: Engineer: Project Descr: Project ID: Printed 23 SEP 2013, 8 27PM File=1:\Hogan Carnpis\Ho ne 2 Suites - Tukwila\Structural Cafcs'6-Mac Designlinterlor wall & keg ENERCALC, INC. 1983-2013, Sued:6.13.6 31, Ver:8.13.8,31 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest D Only 1 2.11 9.56 4.56 4.56 20.91 0.17 12.33 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.12 9.56 4.49 4.49 20.98 0.17 12.33 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.13 9.56 4.42 4.42 21.03 0.17 12.32 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.15 9.56 4.35 4.35 21.09 0.16 12.31 Vu < PhiVG2 Not Reqd 12.3 0.0 0.0 D Only 1 2.16 9.56 4.28 4.28 21.15 0.16 12.30 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.17 9.56 4.22 4.22 21.21 0.16 12.30 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.19 9.56 4.15 4.15 21.26 0.16 12.29 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.20 9.56 4.08 4.08 21.32 0.15 12.28 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.21 9.56 4.01 4.01 21.37 0.15 12.28 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.23 9.56 3.94 3.94 21.42 0.15 12.27 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.24 9.56 3.88 3.88 21.48 0.14 12.27 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.25 9.56 3.81 3.81 21.53 0.14 12.26 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.27 9.56 3.74 3.74 21.58 0.14 12.25 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 D Only 1 2.28 9.56 3.67 3.67 21.63 0.14 12.25 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.29 9.56 3.60 3.60 21.68 0.13 12.24 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.31 9.56 3.54 3.54 21.72 0.13 12.23 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.32 9.56 3.47 3.47 21.77 0.13 12.23 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.33 9.56 3.40 3.40 21.82 0.12 12.22 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.35 9.56 3.33 3.33 21.86 0.12 12.21 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 e D Only 1 2.36 9.56 3.26 3.26 21.91 0.12 12.21 Vu < PhiVG2 Not Reqd 12.2 0.0 0.0 D Only 1 2.37 9.56 3.20 3.20 21.95 0.12 12.20 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.39 9.56 3.13 3.13 21.99 0.11 12.20 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.40 9.56 3.06 3.06 22.03 0.11 12.19 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.41 9.56 2.99 2.99 22.07 0.11 12.18 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.43 9.56 2.92 2.92 22.11 0.11 12.18 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.44 9.56 2.86 2.86 22.15 0.10 12.17 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.45 9.56 2.79 2.79 22.19 0.10 12.17 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.47 9.56 2.72 2.72 22.22 0.10 12.16 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.48 9.56 2.65 2.65 22.26 0.09 12.16 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 D Only 1 2.49 9.56 2.58 2.58 22.30 0.09 12.15 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.51 9.56 2.52 2.52 22.33 0.09 12.14 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.52 9.56 2.45 2.45 22.36 0.09 12.14 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.53 9.56 2.38 2.38 22.39 0.08 12.13 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.55 9.56 2.31 2.31 22.43 0.08 12.13 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.56 9.56 2.24 2.24 22.46 0.08 12.12 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.57 9.56 2.18 2.18 22.49 0.08 12.12 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.59 9.56 2.11 2.11 22.51 0.07 12.11 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.60 9.56 2.04 2.04 22.54 0.07 12.10 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.61 9.56 1.97 1.97 22.57 0.07 12.10 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.63 9.56 1.90 1.90 22.59 0.07 12.09 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.64 9.56 1.84 1.84 22.62 0.06 12.09 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.65 9.56 1.77 1.77 22.64 0.06 12.08 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.67 9.56 1.70 1.70 22.67 0.06 12.08 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.68 9.56 1.63 1.63 22.69 0.06 12.07 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.69 9.56 1.56 1.56 22.71 0.05 12.07 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.71 9.56 1.50 1.50 22.73 0.05 12.06 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 D Only 1 2.72 9.56 1.43 1.43 22.75 0.05 12.05 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 0 Only 1 2.73 9.56 1.36 1.36 22.77 0.05 12.05 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Only 1 2.75 9.56 1.29 1.29 22.79 0.05 12.04 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Only 1 2.76 9.56 1.22 1.22 22.80 0.04 12.04 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Onfy 1 2.77 9.56 1.16 1.16 22.82 0.04 12.03 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Only 1 2.79 9.56 1.09 1.09 22.83 0.04 12.03 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Only 1 2.80 9.56 1.02 1.02 22.85 0.04 12.02 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 D Only 1 2.81 9.56 0.95 0.95 22.86 0.03 12.02 Vu < PhiVc/2 Not Reqd 12.0 0.0 3-01c3 c& Concrete Beam Lic. # : KW -06005692 Description : Case 8 - Thickened slab between end of weir and exterior footing Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 13:27PM File = I:IHogen Campis\Home 2 Suites - Tukwile1Structural Calct46-MHscDesignl ntettorwall &,f :ece ENERCALC, INC 1983.2013, Bu3dd:6.13.8.31, Ver:6.13.8.31 Licensee : DAVIS & CHURCH LLC Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest 1 2.83 9.56 0.88 0.88 22.87 0.03 12.01 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.84 9.56 0.82 0.82 22.88 0.03 12.01 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.85 9.56 0.75 0.75 22.90 0.03 12.00 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.87 9.56 0.68 0.68 22.90 0.02 11.99 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.88 9.56 0.61 0.61 22.91 0.02 11.99 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.89 9.56 0.54 0.54 22.92 0.02 11.98 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.91 9.56 0.48 0.48 22.93 0.02 11.98 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.92 9.56 0.41 0.41 22.93 0.01 11.97 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.93 9.56 0.34 0.34 22.94 0.01 11.97 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.95 9.56 0.27 0.27 22.94 0.01 11.96 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.96 9.56 0.20 0.20 22.95 0.01 11.96 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.97 9.56 0.14 0.14 22.95 0.00 11.95 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 2.99 9.56 0.07 0.07 22.95 0.00 11.95 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 1 3.00 9.56 -0.00 0.00 22.95 0.00 11.94 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 1 3.01 9.56 -0.07 0.07 22.95 0.00 11.95 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 1 3.03 9.56 -0.14 0.14 22.95 0.00 11.95 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.04 9.56 -0.20 0.20 22.95 0.01 11.96 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.05 9.56 -0.27 0.27 22.94 0.01 11.96 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.07 9.56 -0.34 0.34 22.94 0.01 11.97 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.08 9.56 -0.41 0.41 22.93 0.01 11.97 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.09 9.56 -0.48 0.48 22.93 0.02 11.98 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.11 9.56 -0.54 0.54 22.92 0.02 11.98 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.12 9.56 -0.61 0.61 22.91 0.02 11.99 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.13 9.56 -0.68 0.68 22.90 0.02 11.99 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.15 9.56 -0.75 0.75 22.90 0.03 12.00 Vu < PhiVcl2 Not Reqd 12.0 0.0 0.0 1 3.16 9.56 -0.82 0.82 22.88 0.03 12.01 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.17 9.56 -0.88 0.88 22.87 0.03 12.01 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.19 9.56 -0.95 0.95 22.86 0.03 12.02 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.20 9.56 -1.02 1.02 22.85 0.04 12.02 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.21 9.56 -1.09 1.09 22.83 0.04 12.03 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.23 9.56 -1.16 1.16 22.82 0.04 12.03 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.24 9.56 -1.22 1.22 22.80 0.04 12.04 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.25 9.56 -1.29 1.29 22.79 0.05 12.04 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.27 9.56 -1.36 1.36 22.77 0.05 12.05 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 1 3.28 9.56 -1.43 1.43 22.75 0.05 12.05 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.29 9.56 -1.50 1.50 22.73 0.05 12.06 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.31 9.56 -1.56 1.56 22.71 0.05 12.07 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.32 9.56 -1.63 1.63 22.69 0.06 12.07 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.33 9.56 -1.70 1.70 22.67 0.06 12.08 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.35 9.56 -1.77 1.77 22.64 0.06 12.08 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.36 9.56 -1.84 1.84 22.62 0.06 12.09 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.37 9.56 -1.90 1.90 22.59 0.07 12.09 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.39 9.56 -1.97 1.97 22.57 0.07 12.10 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.40 9.56 -2.04 2.04 22.54 0.07 12.10 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.41 9.56 -2.11 2.11 22.51 0.07 12.11 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.43 9.56 -2.18 2.18 22.49 0.08 12.12 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.44 9.56 -2.24 2.24 22.46 0.08 12.12 Vu < PhiVcl2 Not Reqd 12.1 0.0 0.0 1 3.45 9.56 -2.31 2.31 22.43 0.08 12.13 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.47 9.56 -2.38 2.38 22.39 0.08 12.13 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.48 9.56 -2.45 2.45 22.36 0.09 12.14 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.49 9.56 -2.52 2.52 22.33 0.09 12.14 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.51 9.56 -2.58 2.58 22.30 0.09 12.15 Vu < PhiVc/2 Not Reqd 12.1 0.0 0.0 1 3.52 9.56 -2.65 2.65 22.26 0.09 12.16 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.53 9.56 -2.72 2.72 22.22 0.10 12.16 Vu < PhiVc/2 Not Reqd 12.2 0.0 3-104 D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only 0 Only Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 8:27PM Concrete Beam Lic. # : KW -06005692 File = I:Wagen Campis Homs 2 Suite - TukwilalSttuctural CaIcs16-Miac lesignlintedor wall & ftgMc8 ENERCALC, HP. 1983-2013, Build:6.13.8.31, Ver.6.13.8.31 Licensee DAVIS & CHURCH LLC Description : Case 8 - Thickened slab between end of weir and exterior footing Detailed Shear Information Load Combination D Only D Only D Only D Only D Only D Only D Only D Only D Only " D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only ■ D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only 0 Only D Only D Only D Only D Only ■ D Only D Only D Only D Only D Only D Only D Only n► D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only D Only Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest 1 3.55 9.56 -2.79 2.79 22.19 0.10 12.17 Vu < PhiVcl2 Not Reqd 12.2 0.0 0.0 1 3.56 9.56 -2.86 2.86 22.15 0.10 12.17 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.57 9.56 -2.92 2.92 22.11 0.11 12.18 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.59 9.56 -2.99 2.99 22.07 0.11 12.18 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.60 9.56 -3.06 3.06 22.03 0.11 12.19 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.61 9.56 -3.13 3.13 21.99 0.11 12.20 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.63 9.56 -3.20 3.20 21.95 0.12 12.20 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.64 9.56 -3.26 3.26 21.91 0.12 12.21 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.65 9.56 -3.33 3.33 21.86 0.12 12.21 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.67 9.56 -3.40 3.40 21.82 0.12 12.22 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.68 9.56 -3.47 3.47 21.77 0.13 12.23 Vu < PhiVcl2 Not Reqd 12.2 0.0 0.0 1 3.69 9.56 -3.54 3.54 21.72 0.13 12.23 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.71 9.56 -3.60 3.60 21.68 0.13 12.24 Vu < PhiVc2 Not Reqd 12.2 0.0 0.0 1 3.72 9.56 -3.67 3.67 21.63 0.14 12.25 Vu < PhiVc/2 Not Reqd 12.2 0.0 0.0 1 3.73 9.56 -3.74 3.74 21.58 0.14 12.25 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.75 9.56 -3.81 3.81 21.53 0.14 12.26 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.76 9.56 -3.88 3.88 21.48 0.14 12.27 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.77 9.56 -3.94 3.94 21.42 0.15 12.27 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.79 9.56 -4.01 4.01 21.37 0.15 12.28 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.80 9.56 -4.08 4.08 21.32 0.15 12.28 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.81 9.56 -4.15 4.15 21.26 0.16 12.29 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.83 9.56 -4.22 4.22 21.21 0.16 12.30 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.84 9.56 -4.28 4.28 21.15 0.16 12.30 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.85 9.56 -4.35 4.35 21.09 0.16 12.31 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.87 9.56 -4.42 4.42 21.03 0.17 12.32 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.88 9.56 -4.49 4.49 20.98 0.17 12.33 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.89 9.56 -4.56 4.56 20.91 0.17 12.33 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.91 9.56 -4.62 4.62 20.85 0.18 12.34 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.92 9.56 -4.69 4.69 20.79 0.18 12.35 Vu < PhiVc/2 Not Reqd 12.3 0.0 0.0 1 3.93 9.56 -4.76 4.76 20.73 0.18 12.35 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 3.95 9.56 -4.83 4.83 20.66 0.19 12.36 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 3.96 9.56 -4.90 4.90 20.60 0.19 12.37 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 3.97 9.56 -4.96 4.96 20.53 0.19 12.38 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 3.99 9.56 -5.03 5.03 20.47 0.20 12.38 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.00 9.56 -5.10 5.10 20.40 0.20 12.39 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.01 9.56 -5.17 5.17 20.33 0.20 12.40 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.03 9.56 -5.24 5.24 20.26 0.21 12.41 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.04 9.56 -5.30 5.30 20.19 0.21 12.41 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.05 9.56 -5.37 5.37 20.12 0.21 12.42 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.07 9.56 -5.44 5.44 20.05 0.22 12.43 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.08 9.56 -5.51 5.51 19.98 0.22 12.44 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.09 9.56 -5.58 5.58 19.90 0.22 12.44 Vu < PhiVc/2 Not Reqd 12.4 0.0 0.0 1 4.11 9.56 -5.64 5.64 19.83 0.23 12.45 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.12 9.56 -5.71 5.71 19.75 0.23 12.46 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.13 9.56 -5.78 5.78 19.67 0.23 12.47 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.15 9.56 -5.85 5.85 19.60 0.24 12.48 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.16 9.56 -5.92 5.92 19.52 0.24 12.49 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.17 9.56 -5.98 5.98 19.44 0.25 12.49 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.19 9.56 -6.05 6.05 19.36 0.25 12.50 Vu < PhiVcl2 Not Reqd 12.5 0.0 0.0 1 4.20 9.56 -6.12 6.12 19.28 0.25 12.51 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.21 9.56 -6.19 6.19 19.20 0.26 12.52 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.23 9.56 -6.26 6.26 19.11 0.26 12.53 Vu < PhiVc/2 Not Reqd 12.5 0.0 0.0 1 4.24 9.56 -6.32 6.32 19.03 0.26 12.54 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 1 4.25 9.56 -6.39 6.39 18.94 0.27 12.55 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 3-4c6 Concrete Project Title: Engineer: Project Descr: File = i:lHogan Project ID: Printed: 23 SEP 2013, 8:27PM s\Horne 2 Suites - Tukwila\Structural Calke16-Mise Designlinterior wall & ttg.ec6 ENERCAI C, INC 1983-2013,, BuHd;6.13.8.31, Ver6.13,8.31 Licensee : DAVIS & CHURCH LLC Lic. # : KW -06005692 Description : Case 8 - Thickened slab between end of weir and exterior footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 4.27 9.56 -6.46 6.46 18.86 0.27 12.56 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 4.28 9.56 -6.53 6.53 18.77 0.28 12.57 PhiVc/2 < Vu <= Min 11.4.5 28.3 4.8 4.0 D Only 1 4.29 9.56 -6.60 6.60 18.68 0.28 12.57 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.31 9.56 -6.66 6.66 18.60 0.29 12.58 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.32 9.56 -6.73 6.73 18.51 0.29 12.59 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.33 9.56 -6.80 6.80 18.42 0.29 12.60 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.35 9.56 -6.87 6.87 18.33 0.30 12.61 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.36 9.56 -6.94 6.94 18.23 0.30 12.62 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.37 9.56 -7.00 7.00 18.14 0.31 12.63 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.39 9.56 -7.07 7.07 18.05 0.31 12.64 PhiVc/2 <Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.40 9.56 -7.14 7.14 17.95 0.32 12.65 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.41 9.56 -7.21 7.21 17.86 0.32 12.67 PhiVc/2 < Vu <= Min 11.4.5 28.4 4.8 4.0 D Only 1 4.43 9.56 -7.28 7.28 17.76 0.33 12.68 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.44 9.56 -7.34 7.34 17.66 0.33 12.69 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.45 9.56 -7.41 7.41 17.56 0.34 12.70 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.47 9.56 -7.48 7.48 17.46 0.34 12.71 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.48 9.56 -7.55 7.55 17.36 0.35 12.72 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.49 9.56 -7.62 7.62 17.26 0.35 12.73 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.51 9.56 -7.68 7.68 17.16 0.36 12.74 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.52 9.56 -7.75 7.75 17.06 0.36 12.76 PhiVcl2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.53 9.56 -7.82 7.82 16.95 0.37 12.77 PhiVc/2 < Vu <= Min 11.4.5 28.5 4.8 4.0 D Only 1 4.55 9.56 -7.89 7.89 16.85 0.37 12.78 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.56 9.56 -7.96 7.96 16.74 0.38 12.79 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.57 9.56 -8.02 8.02 16.64 0.38 12.81 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.59 9.56 -8.09 8.09 16.53 0.39 12.82 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.60 9.56 -8.16 8.16 16.42 0.40 12.83 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.61 9.56 -8.23 8.23 16.31 0.40 12.85 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.63 9.56 -8.30 8.30 16.20 0.41 12.86 PhiVc/2 < Vu <= Min 11.4.5 28.6 4.8 4.0 D Only 1 4.64 9.56 -8.36 8.36 16.09 0.41 12.87 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.65 9.56 -8.43 8.43 15.98 0.42 12.89 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.67 9.56 -8.50 8.50 15.87 0.43 12.90 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.68 9.56 -8.57 8.57 15.75 0.43 12.92 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 0 Only 1 4.69 9.56 -8.64 8.64 15.64 0.44 12.93 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.71 9.56 -8.70 8.70 15.52 0.45 12.95 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.72 9.56 -8.77 8.77 15.41 0.45 12.96 PhiVc/2 < Vu <= Min 11.4.5 28.7 4.8 4.0 D Only 1 4.73 9.56 -8.84 8.84 15.29 0.46 12.98 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.75 9.56 -8.91 8.91 15.17 0.47 12.99 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.76 9.56 -8.98 8.98 15.05 0.48 13.01 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.77 9.56 -9.04 9.04 14.93 0.48 13.03 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.79 9.56 -9.11 9.11 14.81 0.49 13.04 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.80 9.56 -9.18 9.18 14.69 0.50 13.06 PhiVc/2 < Vu <= Min 11.4.5 28.8 4.8 4.0 D Only 1 4.81 9.56 -9.25 9.25 14.57 0.51 13.08 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 4.83 9.56 -9.32 9.32 14.44 0.51 13.10 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 4.84 9.56 -9.38 9.38 14.32 0.52 13.12 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 4.85 9.56 -9.45 9.45 14.19 0.53 13.14 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 4.87 9.56 -9.52 9.52 14.06 0.54 13.16 PhiVc/2 < Vu <= Min 11.4.5 28.9 4.8 4.0 D Only 1 4.88 9.56 -9.59 9.59 13.94 0.55 13.18 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 4.89 9.56 -9.66 9.66 13.81 0.56 13.20 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 4.91 9.56 -9.72 9.72 13.68 0.57 13.22 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 4.92 9.56 -9.79 9.79 13.55 0.58 13.24 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 4.93 9.56 -9.86 9.86 13.42 0.59 13.26 PhiVc/2 < Vu <= Min 11.4.5 29.0 4.8 4.0 D Only 1 4.95 9.56 -9.93 9.93 13.29 0.60 13.28 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 4.96 9.56 -10.00 10.00 13.15 0.61 13.30 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 4.97 9.56 -10.06 10.06 13.02 0.62 13.33 PhiVc/2 <Vu <= Min 11.4.5 29.1 4.8 3-41c6 Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 8:27PM Concrete Beam Lic. # : KW -06005692 Description : Case 8 - Thickened slab between end of weir and exterior footing fife = I:IHogan Campls\Horne 2 Sul' - Tukw9atSWdutal CalcsVI-MIsc Designtinteriorwall & ft ec6 ENERCALC, INC. 1983-2013. BLd:6.13,8.31, Ver 6.13.8,31' Licensee : DAVIS & CHURCH LLC Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 4.99 9.56 -10.13 10.13 12.89 0.63 13.35 PhiVc/2 < Vu <= Min 11.4.5 29.1 4.8 4.0 D Only 1 5.00 9.56 -10.20 10.20 12.75 0.64 13.38 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 5.01 9.56 -10.27 10.27 12.61 0.65 13.40 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 5.03 9.56 -10.34 10.34 12.48 0.66 13.43 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 D Only 1 5.04 9.56 -10.40 10.40 12.34 0.67 13.45 PhiVc/2 < Vu <= Min 11.4.5 29.2 4.8 4.0 ■ D Only 1 5.05 9.56 -10.47 10.47 12.20 0.68 13.48 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 5.07 9.56 -10.54 10.54 12.06 0.70 13.51 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 5.08 9.56 -10.61 10.61 11.92 0.71 13.54 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 5.09 9.56 -10.68 10.68 11.78 0.72 13.57 PhiVc/2 < Vu <= Min 11.4.5 29.3 4.8 4.0 D Only 1 5.11 9.56 -10.74 10.74 11.63 0.74 13.60 PhiVc/2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 5.12 9.56 -10.81 10.81 11.49 0.75 13.63 PhiVc/2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 5.13 9.56 -10.88 10.88 11.34 0.76 13.66 PhiVc/2 < Vu <= Min 11.4.5 29.4 4.8 4.0 D Only 1 5.15 9.56 -10.95 10.95 11.20 0.78 13.69 PhiVc/2 < Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 5.16 9.56 -11.02 11.02 11.05 0.79 13.73 PhiVc/2 < Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 5.17 9.56 -11.08 11.08 10.91 0.81 13.76 PhiVc/2 <Vu <= Min 11.4.5 29.5 4.8 4.0 D Only 1 5.19 9.56 -11.15 11.15 10.76 0.83 13.80 PhiVc/2 < Vu <= Min 11.4.5 29.6 4.8 4.0 D Only 1 5.20 9.56 -11.22 11.22 10.61 0.84 13.84 PhiVG2 < Vu <= Min 11.4.5 29.6 4.8 4.0 D Only 1 5.21 9.56 -11.29 11.29 10.46 0.86 13.88 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 D Only 1 5.23 9.56 -11.36 11.36 10.31 0.88 13.92 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 ds D Only 1 5.24 9.56 -11.42 11.42 10.16 0.90 13.96 PhiVc/2 < Vu <= Min 11.4.5 29.7 4.8 4.0 D Only 1 5.25 9.56 -11.49 11.49 10.00 0.92 14.00 PhiVc/2 < Vu <= Min 11.4.5 29.8 4.8 4.0 D Only 1 5.27 9.56 -11.56 11.56 9.85 0.94 14.05 PhiVc/2 <Vu <= Min 11.4.5 29.8 4.8 4.0 D Only 1 5.28 9.56 -11.63 11.63 9.69 0.96 14.09 PhiVc/2 < Vu <= Min 11.4.5 29.9 4.8 4.0 ■ D Only 1 5.29 9.56 -11.70 11.70 9.54 0.98 14.14 PhiVc/2 < Vu <= Min 11.4.5 29.9 4.8 4.0 D Only 1 5.31 9.56 -11.76 11.76 9.38 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.32 9.56 -11.83 11.83 9.22 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.33 9.56 -11.90 11.90 9.07 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 ▪ D Only 1 5.35 9.56 -11.97 11.97 8.91 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.36 9.56 -12.04 12.04 8.75 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.37 9.56 -12.10 12.10 8.59 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 • D Only 1 5.39 9.56 -12.17 12.17 8.42 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.40 9.56 -12.24 12.24 8.26 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.41 9.56 -12.31 12.31 8.10 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.43 9.56 -12.38 12.38 7.93 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.44 9.56 -12.44 12.44 7.77 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.45 9.56 -12.51 12.51 7.60 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.47 9.56 -12.58 12.58 7.43 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.48 9.56 -12.65 12.65 7.27 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.49 9.56 -12.72 12.72 7.10 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.51 9.56 -12.78 12.78 6.93 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.52 9.56 -12.85 12.85 6.76 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.53 9.56 -12.92 12.92 6.58 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.55 9.56 -12.99 12.99 6.41 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.56 9.56 -13.06 13.06 6.24 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.57 9.56 -13.12 13.12 6.06 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.59 9.56 -13.19 13.19 5.89 1.00 14.19 PhiVc/2 < Vu <_ Min 11.4.5 30.0 4.8 4.0 D Only 1 5.60 9.56 -13.26 13.26 5.71 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.61 9.56 -13.33 13.33 5.53 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.63 9.56 -13.40 13.40 5.36 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.64 9.56 -13.46 13.46 5.18 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.65 9.56 -13.53 13.53 5.00 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.67 9.56 -13.60 13.60 4.82 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 ▪ D Only 1 5.68 9.56 -13.67 13.67 4.63 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.69 9.56 -13.74 13.74 4.45 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 3-4o7 i Concrete Beam Project Title: Engineer: Project Descr: Project ID: Printed: 23 SEP 2013, 8:27PM File = Mogan Campisttlome 2 Sums - TukwtlaaShuckwal Cafcsl8-Mise DesignlInterlor wail & ftg.ec6 ENERCALC, INC. 1983-2013, Build:6,13.&31, Ver:6.13.8.31 Lic. # : KW -06005692 Licensee : DAVIS & CHURCH LLC Description : Case 8 - Thickened slab between end of weir and exterior footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest D Only 1 5.71 9.56 -13.80 13.80 4.27 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.72 9.56 -13.87 13.87 4.08 1.00 14.19 PhiVc/2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.73 9.56 -13.94 13.94 3.90 1.00 14.19 PhiVG2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.75 9.56 -14.01 14.01 3.71 1.00 14.19 PhiVcl2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.76 9.56 -14.08 14.08 3.53 1.00 14.19 PhiVcl2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.77 9.56 -14.14 14.14 3.34 1.00 14.19 PhiVcl2 < Vu <= Min 11.4.5 30.0 4.8 4.0 D Only 1 5.79 9.56 -14.21 14.21 3.15 1.00 14.19 PhiVc < Vu 0.02028 30.0 4.8 4.0 D Only 1 5.80 9.56 -14.28 14.28 2.96 1.00 14.19 PhiVc < Vu 0.08828 30.0 4.8 4.0 D Only 1 5.81 9.56 -14.35 14.35 2.77 1.00 14.19 PhiVc < Vu 0.1563 30.0 4.8 4.0 D Only 1 5.83 9.56 -14.42 14.42 2.58 1.00 14.19 PhiVc < Vu 0.2243 30.0 4.8 4.0 D Only 1 5.84 9.56 -14.48 14.48 2.38 1.00 14.19 PhiVc < Vu 0.2923 30.0 4.8 4.0 D Only 1 5.85 9.56 -14.55 14.55 2.19 1.00 14.19 PhiVc < Vu 0.3603 30.0 4.8 4.0 D Only 1 5.87 9.56 -14.62 14.62 1.99 1.00 14.19 PhiVc < Vu 0.4283 30.0 4.8 4.0 D Only 1 5.88 9.56 -14.69 14.69 1.80 1.00 14.19 PhiVc < Vu 0.4963 30.0 4.8 4.0 D Only 1 5.89 9.56 -14.76 14.76 1.60 1.00 14.19 PhiVc < Vu 0.5643 30.0 4.8 4.0 D Only 1 5.91 9.56 -14.82 14.82 1.41 1.00 14.19 PhiVc < Vu 0.6323 30.0 4.8 4.0 D Only 1 5.92 9.56 -14.89 14.89 1.21 1.00 14.19 PhiVc < Vu 0.7003 30.0 4.8 4.0 D Only 1 5.93 9.56 -14.96 14.96 1.01 1.00 14.19 PhiVc < Vu 0.7683 30.0 4.8 4.0 D Only 1 5.95 9.56 -15.03 15.03 0.81 1.00 14.19 PhiVc < Vu 0.8363 30.0 4.8 4.0 D Only 1 5.96 9.56 -15.10 15.10 0.61 1.00 14.19 PhiVc < Vu 0.9043 30.0 4.8 4.0 D Only 1 5.97 9.56 -15.16 15.16 0.41 1.00 14.19 PhiVc < Vu 0.9723 30.0 4.8 4.0 D Only 1 5.99 9.56 -15.23 15.23 0.20 1.00 14.19 PhiVc < Vu 1.040 30.0 4.8 4.0 D Only 1 6.00 2.44 -15.30 15.30 0.00 1.00 3.04 Vs>(4bdfc^.5) 12.256 3.0 0.6 0.0 3-18 5/1/2015 ALI SADR 18215 72 AV S KENT, WA 98032 City of Tukwila Department of Community Development RE: Permit No. D13-309 TUKWILA HOME 2 SUITES VAULT 300 UPLAND DR Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/15/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/15/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D13-309 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 December 3, 2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Ali Sadr Barghausen Consulting Engineers 18215 72 Ave S Kent, WA 98032 RE: Request for Extension Permit Number D13-309 Home 2 Suites Vault — 300 Upland Dr Dear Mr. Sadr, This letter is in response to your written request for an extension to Permit D13-309. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting a 180 day extension to the permit through June 15, 2015. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, File: Permit No. D13-309 W:\Permit Center\Extension Letters\Permits\2013\D13-309 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Home 2 Suites Hotel — Vault Permit Permit Extension Request Permit No.: D13-309 300 Upland Drive, Tukwila, Washington Our Job No. 15425 Dear Jennifer: CIVIL ENGINEERING, LAND PLANNING, SURVEYING November 24, 2014 Due to unforeseen circumstances involving the Home2 Suites project, the schedule for final inspection for this permit has been delayed. On behalf of our client, we hereby request an extension to this permit. We will contact the City to schedule the final inspection as soon as the vault is finalized. Thank you for your assistance. Respectfully, CI of r Ali Sadr, P.E. Senior Project Manager AS/dm/bd 15425c.007 cc: Mr. Bill Andris, Widewaters Mr. Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Request for Extension # 1 11.11611(4 days \04 Current Expiration Date: Extension Request: X Approved for / �4 Denied (provide explanation) Signature/Initials' 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • LONG BEACH, CA ♦ ROSEVILLE, CA • SAN DIEGO, CA www.barghausen.com cotilku ni_AN sG .00. <1-'410 ENG' Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Home 2 Suites Hotel — Vault Permit Permit Extension Request Permit No.: D13-309 300 Upland Drive, Tukwila, Washington Our Job No. 15425 Dear Jennifer: CIVIL ENGINEERING, LAND PLANNING, SURVEYING November 24, 2014 Due to unforeseen circumstances involving the Home2 Suites project, the schedule for final inspection for this permit has been delayed. On behalf of our client, we hereby request an extension to this permit. We will contact the City to schedule the final inspection as soon as the vault is finalized. Thank you for your assistance. Respectfully, Ali Sadr, P.E. Senior Project Manager AS/dm/bd 15425c.007 cc: Mr. Bill Andris, Widewaters Mr. Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. c Request for Extension # 1 Current Expiration Date: 124(' 1 Li Extension Request: Approved for / �d days _ Denied (provide explanation) Signature/Initialsilk--- 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA ♦ LONG BEACH, CA • ROSEVILLE, CA • SAN DIEGO, CA www.barghausen.com 11/3/2014 City of Tukwila Department of Community Development ALI SADR 18215 72 AV S KENT, WA 98032 RE: Permit No. D13-309 TUKWILA HOME 2 SUITES VAULT 300 UPLAND DR Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/15/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/15/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, `LtL l er Marshall t Technician File IVo: D13-309 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 hogan campis hc architecture October 9, 2014 Mr James Dunaway City of Tukwila Building Department 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Re: Home 2 Suites Hotel — 380 Upland Drive Rated Assembly UL U370 DECEIVED LL:17 BUILDING DEPARTMENT. Via jim.dunawav@tukwilawa.gov ear Mr. Dunaway, After exploring possible substitutions for the rated assembly construction at the Stairwells and Elevator Shaft, the decision has been made to proceed with UL U370 as was originally intended and permitted. No changes will occur. Respectfully Submitted, HC Architecture, Inc. illatkCatem Mark Campis Principal Cc: Stephen Ranieri; Widewaters Paul Phalen; Widewaters Alfredo Gonzalez; Widewaters he I ARCHITECTURE 1425 DUTCH VALLEY PLACE, NE STUDIO -B, ATLANTA GEORGIA 30324 404. 685.8868. V 404.685.8878.F BXUV.U370 - Fire Resistance Ratings - ANSI/UL 263 Page 1 of 4 ONLINE CERTIFICATIONS DIRECTORY Design No. U370 BXUV.U370 Fire Resistance Ratings - ANSI/UL 263 Page Bottom RECEIVED CCT�. nn* I G Li:14 BUILDING DEPARTMENT. Design/System/Construction/Assembly Usage Disclaimer • Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Certified products, equipment, system, devices, and materials. • Authorities Having Jurisdiction should be consulted before construction. • Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with applicable requirements. The published information cannot always address every construction nuance encountered in the field. • When field issues arise, it is recommended the first contact for assistance be the technical service staff provided by the product manufacturer noted for the design. Users of fire resistance assemblies are advised to consult the general Guide Information for each product category_and each group of assemblies. The_Guide Information includes specifics.concerning alternate materials. and.alternate. methods of construction. • Only products which bear UL's Mark are considered Certified. BXUV - Fire Resistance Ratings - ANSI/UL 263 BXUV7 - Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada See General Information for Fire -resistance Ratings - ANSI/UL 263 See General Information for Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada Design No. U370 October 14, 2013 System A Bearing wall rating — 1-1/2, 2 Hr, or 3 Hr. (See Items 3 and 5) Load Restricted for 2 Hr. Rating, 3 Hr. Rating — See Items 3 and 5 System B Bearing wall rating — 2 Hr Load Restricted for 2 Hr. Rating — See Items 3 and 5 Finish Rating — 21 Minutes This design was evaluated using a load design method other than the Limit States Design Method (e.g., Working Stress Design Method). For jurisdictions employing the Limit States Design Method, such as Canada, a load restriction factor shall be used — See Guide BXUV or BXUV7 * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. httn://database.ul.com/cgi-bin/XYV/temnlate/LISEXT/1 FRAME/shownage.html?name=... 10/09/2014 BXUV.U370 - Fire Resistance Ratings - ANSI/UL 263 System A 8" System B Page 2 of -4 1. Wood Studs — System A Double row of nominal 2 x 4 in. studs, spaced 16 in. OC and cross -braced at mid -height. Opposite rows spaced 1 in. apart, .staggered 8 in. OC and.joined at the.top_and bottom with bearing plates._ - _ _ _ _ . System B Double row of nominal 2 x 4 in. studs, spaced 16 in. OC and cross -braced at mid -height, except in the chase cavities. Opposite rows spaced 2-1/4 in. apart, staggered 8 in. OC and joined at the top and bottom with bearing plates. 2. Bearing Plates — (not shown) Nominal 2 x 4 in. Two layers on top and one layer on bottom for each row of studs. 3. Wallboard, Gypsum* — System A (For 1-1/2 and 2 Hr. Ratings) 4 ft wide. gypsum wallboard applied horizontally (backed by 2 x 4 in. wood framing) or vertically and nailed to studs and bearing plates 7 in. OC with 6d cement coated nails, 1-7/8 in. long, 0.0915 in. shank diameter and 1/4 in. diameter head. When gypsum board is applied vertically, joints to be centered over studs. When gypsum board is applied horizontally, vertical butt joints to be centered over the studs and horizontal joints to be backed by 2 x 4 in. wood framing. As an alternative, No. 6 bugle head drywall screws, 1-7/8 in. long may be substituted for the 6d cement coated nails. The thickness and number of layers and percent of design load for the 1-1/2 hr and 2 hr ratings are as follows: httn•//rlatahacP nl rnm/rai-hin/XVV/temnlate/T TcPYT/1 FRAME/chnwnaae html9name= 111/(19/7f11d • :. ' X .• . System B Page 2 of -4 1. Wood Studs — System A Double row of nominal 2 x 4 in. studs, spaced 16 in. OC and cross -braced at mid -height. Opposite rows spaced 1 in. apart, .staggered 8 in. OC and.joined at the.top_and bottom with bearing plates._ - _ _ _ _ . System B Double row of nominal 2 x 4 in. studs, spaced 16 in. OC and cross -braced at mid -height, except in the chase cavities. Opposite rows spaced 2-1/4 in. apart, staggered 8 in. OC and joined at the top and bottom with bearing plates. 2. Bearing Plates — (not shown) Nominal 2 x 4 in. Two layers on top and one layer on bottom for each row of studs. 3. Wallboard, Gypsum* — System A (For 1-1/2 and 2 Hr. Ratings) 4 ft wide. gypsum wallboard applied horizontally (backed by 2 x 4 in. wood framing) or vertically and nailed to studs and bearing plates 7 in. OC with 6d cement coated nails, 1-7/8 in. long, 0.0915 in. shank diameter and 1/4 in. diameter head. When gypsum board is applied vertically, joints to be centered over studs. When gypsum board is applied horizontally, vertical butt joints to be centered over the studs and horizontal joints to be backed by 2 x 4 in. wood framing. As an alternative, No. 6 bugle head drywall screws, 1-7/8 in. long may be substituted for the 6d cement coated nails. The thickness and number of layers and percent of design load for the 1-1/2 hr and 2 hr ratings are as follows: httn•//rlatahacP nl rnm/rai-hin/XVV/temnlate/T TcPYT/1 FRAME/chnwnaae html9name= 111/(19/7f11d BXUV.U370 - Fire Resistance Ratings - ANSI/UL 263 Wallboard Protection on Each Side of Wall Page 3 of 4 Rating No. of Layers & Thkns of Panel % of Design Load 1-1/2 Hr 1 layer, 5/8 in. thick 100 2 Hr 1 layer, 5/8 in. thick 75 AMERICAN GYPSUM CO — Type AG -C GEORGIA -PACIFIC GYPSUM L L C — Type TG -C UNITED STATES GYPSUM CO — Type C System A (For 3 Hr. Rating) RECEIVED CM' o c 2C14 BUILDING DEPARTMENT. 4 -ft -wide gypsum wallboard -applied vertically, with -the first layer of -gypsum board attached with -6d cement coated"nails spaced 10 in. OC., and the second layer of gypsum board attached with 8d nails spaced 7 in. OC. 1st and 2nd layer vertical joints are to be spaced at a maximum of 24 in. Wallboard Protection on Each Side of Wall Rating No. of Layers & Thkns of Panel % of Design Load % of Design Load 3 Hr 2 layers, 5/8 in. thick 75 3.35-4.40 lb/ft3 UNITED STATES GYPSUM CO — Type C System B (For 2 Hr. Rating) To form chase cavities, two layers of 5/8 in. thick gypsum wallboard, with tapered edges removed, applied vertically to the interior face of wood studs (between the 2-1/4 in. spacing as specified in Item 1A). The base layer of wallboard attached with 1-7/8 in. long, 5/16 in. dia. head, 3/16 in. shank dia. nails spaced 7 in. OC. to wood studs and bearing plates. The face layer of wallboard attached with 1-7/8 in. long, 5/16 in. dia. head, 3/16 in. shank dia. nails spaced 7 in. OC. to wood studs and bearing plates with 3-1/2 in. offset from base layer. 3-1/2 in. wide strips attached to the side of the studs along the perimeter of the chase cavities. Strips were secured to the wood studs with 1-7/8 in. long nails spaced a maximum 8 in. OC. Maximum, 2 chase cavities per 10 ft. span on each face of the wall, chase cavities spaced a minimum 32 in. from each other and staggered a minimum 24 in. from chase cavities located on the opposite side. To enclose assembly, one layer of 4 ft. wide, 5/8 in. thick gypsum wallboard, applied vertically to the exterior face of wood studs. Gypsum wallboard attached with 1-7/8 in. long, 5/16 in. dia. head, 3/16 in. shank dia. nails spaced 7 in. OC. with screws starting 1/2 in. from board edge, to wood studs and bearing plates. Load restricted to 75% of the design load. Finish Rating is 21 minutes. UNITED STATES GYPSUM CO — Type C 4. Joints and Screwheads — (Not shown) — Wallboard joints taped and both joints and nailheads covered with joint compound. 5. Fiber, Sprayed* — System A • Spray applied cellulose material. The fiber is applied with water to completely fill the enclosed 8 in. cavity in accordance with the application instructions supplied with the product. The nominal dry density and percent of design load for the 1- 1/2 hr, 2 hr, and 3 hr ratings are as follows: Rating Dry Density % of Design Load 1-1/2 Hr 2.60-3.65 Ib/ft3 100 2 Hr 3.35-4.40 lb/ft3 75 httn://database.ul.com/c2i-bin/XYV/temnlate/LISEXT/1 FRAME/shownage.html?name=... 10/09/2014 BXUV.U370 - Fire Resistance Ratings - ANSI/UL 263 I 3 Hr 13.89-4.94 Ib/ft3 175 Page 4 of 4- U S GREENFIBER L L C — FRM (Fire Rated Material) System 8 Spray applied cellulose material. The fiber is applied with water to completely fill the enclosed.8 in. cavity in accordance with the application instructions supplied with the product. The nominal dry density and percent of design load for the 2 hr rating are as follows: U 5 GREENFIBER L L C — FRM (Fire Rated Material) 6. Mesh Netting — (Not shown) - Any thin, woven or non -woven fibrous netting material attached with staples to the outer face of one row of studs to facilitate the installation of the sprayed fiber from the opposite row. 7. Oriented Strand Board or OSB — System A (Optional) — Minimum 1/4 in. thick OSB panels applied vertically or horizontally to either interior side of wood studs (between the stud rows). A minimum 1 in. clearance must be maintained between stud rows. Joints located over the wood studs. OSB panels fastened to the wood studs with 6d nails at a maximum of 6 in. OC. at the perimeter and 12 in. OC. at the field. 8. Non -Metallic Plumbing Components — System B Maximum two, 2 in. diameter Schedule 40 PVC pipe. The PVC pipe may be connected to a maximum quantity of 2 PVC tees. The PVC pipe and tees must not penetrate the wood studs or gypsum wallboard. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Last Updated on 2013-10-14 Questions? Print this page Terms of Use Page Top © 2014 UL LLC When the UL Leaf Mark is on the product, or when the word "Environment" is included in the UL Mark, please search the UL Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2014 UL LLC". httr�•//ilatahac. nl nnm/r•ni_hin/SIVt//tr mnlatP/T TQFYT/1 FP ANA /chnxxmana html9nama— 1 fl/f1Q/')fl1 d Rating Dry Density Wo of Design Load '2 Hr 3.14-4.19 Ib/ft3 75 U 5 GREENFIBER L L C — FRM (Fire Rated Material) 6. Mesh Netting — (Not shown) - Any thin, woven or non -woven fibrous netting material attached with staples to the outer face of one row of studs to facilitate the installation of the sprayed fiber from the opposite row. 7. Oriented Strand Board or OSB — System A (Optional) — Minimum 1/4 in. thick OSB panels applied vertically or horizontally to either interior side of wood studs (between the stud rows). A minimum 1 in. clearance must be maintained between stud rows. Joints located over the wood studs. OSB panels fastened to the wood studs with 6d nails at a maximum of 6 in. OC. at the perimeter and 12 in. OC. at the field. 8. Non -Metallic Plumbing Components — System B Maximum two, 2 in. diameter Schedule 40 PVC pipe. The PVC pipe may be connected to a maximum quantity of 2 PVC tees. The PVC pipe and tees must not penetrate the wood studs or gypsum wallboard. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Last Updated on 2013-10-14 Questions? Print this page Terms of Use Page Top © 2014 UL LLC When the UL Leaf Mark is on the product, or when the word "Environment" is included in the UL Mark, please search the UL Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2014 UL LLC". httr�•//ilatahac. nl nnm/r•ni_hin/SIVt//tr mnlatP/T TQFYT/1 FP ANA /chnxxmana html9nama— 1 fl/f1Q/')fl1 d 6/2/2014 City of Tukwila Department of Community Development ALI SADR 1821572 AV S KENT, WA 98032 RE: Permit No. D13-309 TUKWILA HOME 2 SUITES 300 UPLAND DR Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 7/5/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/5/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, r Marshall Technician 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1U`VLA PUBLIC WORKS Ms. Joanna Spencer Plan Reviewer City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING December 4, 2013 COURIER DELIVERY (206) 431-3670 nECE1VED DEC 0 4 2013 ( )M(J)(J(411 Y DLVL-LOPMLNf RE: Responses to Correction Letter No. 1 - Public Works Department Home 2 Suites Hotel 300 Upland Drive, Tukwila, Washington Development Permit Application No. D13-309 Our Job No. 15425 Dear Ms. Spencer: neceiveo DEC 0 6 ?073 We have revised the plans and technical documents for the above -referenced project in accordance with your handwritten comments attached to Correction Letter No. 1 from the Department of Community Development dated October 21, 2013. Enclosed are the following documents for your review and approval: 1. One (1) copy of completed revision submittal form 2. Four (4) sets of revised plans dated 12/3/13 3. Three (3) copies of the revised TIR dated 12/4/13 4. One (1) copy of a letter addressing adequacy of having a flat bottom detention vault 5. One (1) copy of letter from geotechnical engineer addressing comments #2 and #4 of this letter 6. One (1) copy of cross-section depicting temporary excavation limits to construct the detention vault 7. One (1) copy of your redline comments The following outline provides each of the handwritten comments in italics exactly as written, along with a narrative response describing how each comment was addressed: 1. Shape of this vault is different from plan submitted with civil utility plans by Barghausen Consulting Eng. Ph. 425-251-6222. Vault bottom is flat under D13-309 and bottom was sloped under PW13-075. Since TIR prepared by Barghausen Eng. and Hydraulic Vault Sizing Calculations were prepared for a sloped vault bottom a letter from the civil engineer of record is need that hydr. calcs will not change if the vault has a flat bottom. Response: See attached letter addressing adequacy of using a flat bottom detention vault. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • LONG BEACH, CA • WALNUT CREEK, CA • SAN DIEGO, CA www.barghausen.com Ms. Joanna Spencer Plan Reviewer City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING December 4, 2013 COURIER DELIVERY (206) 431-3670 SEC 04 2413 c tvil1`NkLsNt. okt. RE: Home 2 Suites Hotel 300 Upland Drive, Tukwila, Washington City Development Permit Application No. D13-309 Our Job No. 15425 Dear Ms. Spencer: RECEIVED CITY OF TUKWILA DEC 0 6 2013 PERMIT CENTER Per your Correction Letter No. 1 review comment, this letter is responding to whether there is a need for a sloped bottom of the detention vault proposed for the Home 2 Suites project. The structural design of the vault bottom slab is proposed to be flat with no slope. This will have no impact to the vault hydraulic design calculations. There is still dead storage for sediment storage in the vault. The detention volume proposed for this vault meets the same volume that the civil design shows. Also, since this is a privately owned and maintained vault this will have no impact on the City. For those reasons the structural vault design is okay without a sloped bottom. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Re pec IIy, Ali Sadr, P.E. Senior Project Manager AS/dm 15425c.006 cc: Mr. Bill Andris, Widewaters Mr. Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • LONG BEACH, CA • WALNUT CREEK, CA • SAN DIEGO, CA www.barghausen.com • MEMORANDUM TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering. Geology and Environmental Earth Sciences To: Bill Anders Widewaters Group From: Carolyn S. Decker Date: RECERMEFt Number: CITY OF Tl .tikAhne: Subject: City of Tukwila Comments DEC 0 6 2013 Bill: PERMIT CENTER 12-3-13 T-6176-4 Hilton Home2 Suites Tukwila, Washington As requested we have reviewed the comments from the City of Tukwila on the Hilton Home2 Suites project. Our response to the relavant comments are below. Comment 2 Letter from the Geotech Engineer shall address vault placement. Is a leveling pad needed, permimeter drain?? (fperimeter drain, where w ill it tie to) or can it be put in native ground. Response As noted in the Geotechnical Report, Hilton Home2 Suites, Project No. T-6176-2, prepared by Terra Associates, Inc. dated December 10, 2012, the detention vault foundation subgrade should be overexcavated and replaced with two feet of granular structural fill such as 2 -inch crushed ballast rock to stabilize the foundation subgrade. Also, a perimeter drain is necessary where the vault walls have been designed using an active earth pressure of 35 pounds per cubic foot. Where the vault walls have been designed using an active earth pressure of 85 pounds per cubic foot, the perimeter drain is not necessary. We recommend the drain be tied into the stormwater system. An updated wall drainage detail is attached to this memo. Comment 4 Per City Engineer, Mr. Robin Tischmak, PE ....show existing water main in the civinity of the south wall of the vault and submit a temporary shoring design to assure that thte existing water main will not be damaged during the excavation for detention vault installation. Response We have reviewed the temporary excavation cross section prepared by Barghausen Consulting Engineers. The plan shows a 1.5:1 (horizontal: vertical) temporary excavation to the base of the detention vault that has a minimum of 2 feet of medium dense fill material between the existing water line and the excavation. We concur with the temporary excavation as shown on the cross section. We trust the information presented is sufficient for your current needs. If you have r require additional information, please call. cc: Mr. Ali Sadr, Barghausen Consulting Engineers 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone No. (4 1, :; ' - 4 12" MINIMUM 3/4" MINUS WASHED GRAVEL SLOPE TO DRAIN 4" DIAMETER PERFORATED PVC PIPE NOT TO SCALE EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) Terra Associates, Iinc. 7- Consultants in Geotechnical t ngGeology and Environmental Earth Sciences 1— Proj. No.T-6176-4 TYPICAL WALL DRAINAGE DETAIL HILTON HOME2 SUITES TUKWILA, WASHINGTON Date DEC 2013 Figure % • • Ms. Joanna Spencer Plan Reviewer City of Tukwila Public Works Department -2- December 3, 2013 2. Letter from Geotech Engineer shall address vault placement. Is a leveling pad needed, perimeter drain?? (If perimeter drain, where will it tie to) or can it be put in native ground. Response: See attached letter from geotechnical engineer addressing this comment. 3. Since Flow Restrictor Riser is an integral part of the vault it needs to be part of D13-309 permit submittal. Include access ladder details. Response: The flow restrictor riser has been relocated to CB #10 downstream from the detention vault. CB #10 has been increased in diameter from 48" to 54" as well. 4. Per City Engineer, Mr. Robin Tischmek, P.E., phone no. 206 431-2455 show existing water main in the vicinity of the south wall of the vault and submit a temporary shoring design to assure that the existing water main will not be damaged during the excavation for detention vault installation. Response: See attached letter from geotechnical engineer and attached copy of excavation limits cross-section addressing this comment. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of your handwritten comments attached to Correction Letter No. 1 from the Department of Community Development dated October 21, 2013. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. esp tfully, d/ Ali Sadr, P.E. Senior Project Manager AS/dm 15425c.005 enc: As Noted cc: Mr. Bill Andris, Widewaters (w/enc) Mr. Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Reid leton Celebrating the past - Building the future ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN November 13, 2013 File No. 262013.005/00902 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Home 2 Suites Detention Vault (D13-309) Dear Mr. Benedicto: EOEIVED CITY OF TUKWILA NCY 1 4 2013 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial plan review and inserted into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised structural sheets are: S0.1 and S10.1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. 2. Design drawings for precast, prestressed, hollow -core concrete floor slabs. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Terra Associates, Inc., dated December 10, 2012. The following is a summary: 1. Site excavation and grading. 2. Installation of shoring system, where applicable. ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 907 562-3439 HAWAII 3049 Ualena Street Suite 504 Honolulu, HI 96819 808 754-4478 WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2013 File No. 262013.005/00902 Page 2 3. Overexcavation for placement of structural fill, where applicable. 4. Construction dewatering, where applicable. 5. Placement of structural fill and soil compaction at the slab -on -grade floors. 6. Verification of soil -bearing capacity at the vault footings. 7. Installation of underslab drainage system, where applicable. 8. Installation of foundation and retaining wall subsurface drainage system. 9. Placement and compaction of foundation and retaining wall backfill. 10. Installation of subsurface drainage system. 11. Placement and compaction backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated floor slabs will be fabricated by registered and approved fabricators. The following is a summary: 1. Concrete placement at concrete construction, including precast, prestressed, hollow -core, concrete slabs: continuous. 2. Reinforcement at concrete construction, including precast prestressed, hollow - core concrete floor slabs: periodic. 3. Installation and fastening of precast, prestressed, hollow -core concrete floor slabs: periodic. 4. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 5. Adhesive installation of concrete reinforcement, where applicable: continuous. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, f�', air content, and slump. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: Reid iddleton 1953 - 2013 Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2013 File No. 262013.005/00902 Page 3 1. Submittal of certificates of compliance from the manufacturers of precast, prestressed, hollow -core concrete floor slabs for the structure at the completion of manufacture. Enclosed are the two sets of revised drawings, one set (sheet C4) of civil drawings, the geotechnical report, statement of special inspections, original calculations, and revised structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer Enclosures Fd� Sabina S. Surana, P.E. Project Engineer cc: Ali Sadr, Barghausen Consulting (by e-mail) Matthew Church, Davis and Church (by e-mail) Jennifer Marshall, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\tukwila\ 13\t009r2.doc\ss n Reid iddleton 19;3- 2013 2 j1953'X13 Reid leton Celebrating the Past - Building the future October 23, 2013 File No. 262013.005/00901 RECEIVED OCT 25 2013 0 1)1 ''/1.LU1'ML-N Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Home 2 Suites Detention Vault (D13-309) Dear Mr. Benedicto: ENGINEERING STRUCTURAL PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit three full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by a qualified geotechnical engineer should be provided. See IBC Sections 1705.6 and 1803. Please note Reid Middleton did not receive a geotechnical report. See IBC Sections 1705.6 and 1803. The following is presumed to be included in the geotechnical report: a. Site excavation and grading. b. Installation of shoring system. c. Overexcavation for placement of structural fill, where applicable. d. Construction dewatering, where applicable. e. Placement of structural fill and soil compaction at the slab -on -grade floors. ENGINEERIN ALASKA 4300 8 Street Suite 302 Anchorage, AK 99503 907 562-3439 HAWAII 3049 Ualena Street Suite 504 Honolulu, HI 96819 808 754-4478 WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 Mr. Bob Benedicto, Building Official City of Tukwila October 23, 2013 File No. 262013.005/00901 Page 2 f. Verification of soil -bearing capacity at the vault footings. g. Installation of underslab drainage system, where applicable. h. Installation of foundation and retaining wall subsurface drainage system. i. Placement and compaction of foundation and retaining wall backfill. j. Installation of subsurface drainage system. k. Placement and compaction backfill. 2. A geotechnical report should be sent to Reid Middleton to allow for a review to be performed of the proposed structure versus the existing soil properties. See the 2012 IBC Section 1803.2 and Section 1803.5.11. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated precast concrete panels will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Concrete placement at concrete construction, including precast, hollow -core, concrete floor slabs: continuous. See also IBC Section 1705.3. b. Reinforcement at concrete construction, including precast, prestressed, hollow -core, concrete floor slabs: periodic. See also IBC Section 1705.3. c. Installation and fastening of precast, prestressed, hollow -core, concrete floor slabs: periodic. See also IBC Sections 1704.2.5 and 1705.3. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f ', air content, and slump. See IBC Sections 1705.3 and 1901.2. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. n Reid iddleton 1953 - 2013 Mr. Bob Benedicto, Building Official City of Tukwila October 23, 2013 File No. 262013.005/00901 Page 3 See IBC Sections 107.1, 107.3.4.1, and 107.3.4.2. See also the structural general comments below. The following is a summary: a. Submittal of certificates of compliance from the manufacturers of precast, prestressed, hollow -core, concrete floor slabs for the structure at the completion of manufacture. See also IBC Sections 1704.2.5 and 1704.2.5.2. 4. The section of the structural notes, Sheet S10.1, should be revised by specifying additional special inspections. See IBC Section 1704.3.1. Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 5. The extent of each type of special inspection in the section of the structural notes on special inspection, Sheet S10.1, should be specified for review (e.g., periodic or continuous). See IBC Section 1704.3.1(5). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1705 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 6. The floor live load design data in the section of the structural notes on design loads, Sheet 510.1, should be revised by also specifying the concentrated design loads and for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and Table 1607.1. 7. The specified compressive strength, f',, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S10.1, should be revised by specifying f',, for structural strength and the exposure classes for durability. We recommend a table listing f', and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px) and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and Sections 4.1.1 and 4.2.1 of ACI 318-11. See www.nrmca.org/P2P for further Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila October 23, 2013 File No. 262013.005/00901 Page 4 information. Note that ACI 318-11 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." The drawings should be revised to include this information and resubmitted. 8. Special inspection is required for the manufacture of precast reinforced concrete prestressed hollow -core concrete slabs on the premises of a manufacturer unless the manufacturer is registered and approved to perform such work without special inspection. We assume such a manufacturer will be utilized for this project. Please verify. A note should be added to the section of the structural notes on precast, prestressed, hollow -core, concrete floor slabs, Sheet 510.1, specifying submittal by the contractor to the building official of certificates of compliance from the manufacturers of the slabs at the completion of manufacture. See IBC Sections 1704.2.5, 1704.2.5.2, and 1705.3. Foundation 9. We are requesting a letter from the geotechnical engineer recommending lateral earth pressures on foundation and retaining walls due to earthquake motions, factors of safety for passive lateral earth pressure and coefficient of friction, effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures (see above). The structural design may need to be revised. Please verify. See IBC Sections 1803.5.12(1), 1807.2.3, 1810.2.4.1, and 1613.3.2. 10. Detail 4/S10.1 shows the tension reinforcement on stem wall to be #5 @ 12 -inch o.c. However, page 1-15 of the structural calculation indicates the required reinforcement at "Mmax Between Top & Base" is #6 @ 9 -inch o.c. Please provide substantiated calculations to show that the reinforcement provided for the stem walls are adequate. The design and drawings may need to be revised and resubmitted. Please verity. See IBC Section 1604.2 Reid iddleton 1953 - 2013 Mr. Bob Benedicto, Building Official City of Tukwila October 23, 2013 File No. 262013.005/00901 Page 5 11. Page 2-2 of the structural calculation shows only a rear wheel load of fire truck being used. Please provide substantiating data, such as additional calculations, that show that the vault walls and foundation are adequate to resist the required outrigger load of 45,000 lbs. The design and drawings may need to be revised and resubmitted. Please verity. See IBC Section 1604.2 and the attached City of Tukwila Fire Department Structural Slab Design Loading. 12. The aforementioned outrigger point load of 45,000 appears to be absent from the submitted drawings. The drawings should be revised and resubmitted for review so that this information is include and clearly indicated, especially with respect to ensuring the precast, prestressed, hollow -core plank manufacturer has this critical loading. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Far Corbin M. Hammer, P.E., S.E. Senior Engineer Enclosure Sabina S. Surana, P.E. Project Engineer cc: Ali Sadr, Barghausen Consulting (by e-mail) Matthew Church, Davis and Church (by e-mail) Jennifer Marshall, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\tukwila\ 13\t009r t .doc\adf Reid iddleton 1953 - 2013 October 21, 2013 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Ali Sadr Barghausen Consulting Engineers 18215 72nd Ave S Kent, WA 98032 RE: Correction Letter #1 Development Permit Application Number D13-309 Tukwila Home 2 Suites — 300 Upland Dr Dear Mr. Sadr, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building, Fire, and Planning Departments have no comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, TM Rd\ Bill Rambo Permit Technician File No. DI3-309 W:V'ennit Center\Correction Letters\2013\D13-309 Correction Letter #I.docx f?nn #EMI) . 09122. 711!_A?r_?171). 1'.,,.71)1._i121_2lls PUBLIC WORKS DEPARTMENT COMMENTS DATE: October 18, 2013 PROJECT: Home2 Suites @ 300 Upland Drive (Underground Vault) PERMIT NO: D13-309 PLAN REVIEWER: Contact Joanna Spencer at (206) 431-2440 if you have any questions regarding the following comments. 1) Please revise your plan per attached mark-up. (W:Other/Joanna /D13-309 ) October 8, 2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D13-309 Tukwila Home 2 Suites — 300 Upland Dr Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of structural plans and calculations with original approval stamps back to the Permit Center, attention Bob Benedicto. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. encl File: D13-309 AAN4c6 W:IPerntil CenterlStructural Review Dt3-309 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT CCORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-309 DATE: 12/06/13 PROJECT NAME: TUKWILA HOME 2 SUITES SITE ADDRESS: 300 UPLAND DR Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter '#', '1 Revisit''# DEPARTMENTS: Building Division ri ‘Z AOC 6e4)-3—( Public Works Fire Prevention Structural n Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 11 Comments: Incomplete DUE DATE: 12/10/13 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route [412 REVIEWER'S INITIALS: Structural Review Required n No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 01/07/14 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: `PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-309 DATE: 10/02/13 PROJECT NAME: TUKWILA HOME2 SUITES SITE ADDRESS: 300 UPLAND DR X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: � L Pc\f•fiir kGjq'1, Building Division mg &etke() ‘6V3- Pu is Works Aw\ to -co --c3 Fire Prevention Structural sm t 0-L7 13 Planning Division ■ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10/03/13 Complete Incomplete u Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route E4 Structural Review Req fired No further Review Required ❑ PdpL 1OO1 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/31/13 Approved ❑ Approved with Conditions U Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Staff Initials: wR City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12,,-4- - I Plan Check/Permit Number: D13-309 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Tukwila Home 2 Suites Project Address: 300 Upland Dr Contact Person: ,t I + �%n G i . Phone Number: 4'V5 '1/j1 b224, Summary of Revision:/ia q 'L ateiI-rid-ion VAK ii loostfOM f i t t Arlo( Ai v �) 6o0i0ti',',46` 1-c yi c�' Wn- i �eli-e-n ✓�k,pt- *O GPS -0/0. 4 le 4 &A-) 9Yeto c4rI ho:�Ie1 ,teP dell', RECEIVED CITY OF TUKWILA DEC 0 6 2013 PERMIT CENTER Sheet Number(s): ‘AL f G� "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 't to t' t< Entered in Permits Plus on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: PIVETTA BROTHERS CONST IN fillikk Washington State Department of Labor & Industries 1 Page 1 of 3 PIVETTA BROTHERS CONST INC Owner or tradesperson PIVETTA, MARK ALLEN Principals PIVETTA, MARK ALLEN PAUL PIVETTA Doing business as PIVETTA BROTHERS CONST INC WA UBI No. 600 522 209 PO BOX 370 SUMNER, WA98390 253-862-7890 PIERCE, County Business type Corporation Governing persons MARKAPIVETTA License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ................................ ......................... Meets current requirements. License specialties GENERAL License no. PIVETBC063B9 Effective — expiration 01/29/1994 —10/06/2015 Bond Hartford Fire Ins Co Bond account no. 52BSBGK2455 $12,000.00 Received by L&I Effective date 11/26/2013 01/29/2014 Insurance Charter Oak Fire Ins Co $1,000,000.00 Policy no. 4TC06808P790C0F11 Received by L&I Effective date 02/06/2013 03/01/2011 Expiration date 03/01/2014 Savings No savings accounts during the previous 6 year period. httns://secure.lni.wa.aov/verify/Detail.aspx?UBI=600522209&LIC=PIVETBC063B9&SAW= 01/06/2014