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Permit D17-0193 - LANTERN LANDING - NEW ADDITION
LANTERN LANDING 1233 ANDOVER PARK E D17-0193 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov 3523049084 1233 ANDOVER PARK E Project Name: LANTERN LANDING DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: D17-0193 12/26/2017 6/24/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HOUGHTON HARBOR LLC 6363 LK WASH BLVD NE #104 , KIRKLAND, WA, 98033 BRYANT BRONSON Phone: (206) 324-4800 311 FIRST AVE S , SEATTLE, WA, 98104 POE CONSTRUCTION INC Phone: (253) 833-2400 PO BOX 1838 , AUBURN, WA, 98071- 1838 POECOI*247QZ Expiration Date: 5/1/2019 HOUGHTON HARBOR LLC 6363 LK WASH BLVD NE #104 , KIRKLAND, WA, 98033 DESCRIPTION OF WORK: PARTIAL DEMOLITION OF EXISTING 13,948 SQ FT BUILDING AND CONSTRUCTION OF NEW ADDITION. NEW BUILDING TOTAL SQ FT TO BE 13,380. NEW CONSTRUCTION WILL INCLUDE MASONRY AND WOOD STUD WALLS, STOREFRONT, STRUCTURAL STEEL AND FOOTINGS, AND ROOF. EXISTING STRUCTURE TO REM4AN WILL RECEIVE A NEW ROOF MEMBRANE. PROJECT SCOPE INCLUDES NEW LANDSCAPING THROUGHOUT SITE. THERE WILL BE NO CHANGE TO EXISTING TOPOGRAPHRY. Project Valuation: $1,389,800.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $21,369.26 Occupancy per IBC: M Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 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: Volumes: Cut: 0 Fill: 0 Number: 0 1 No Permit Center Authorized Signature: Date: 1)-&—'1 (40-( I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating 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: /2/2/7 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 PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 0 0 8: 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. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 11: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 12: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: All wood to remain in placed concrete shall be treated wood. 16: Masonry construction shall be special inspected. 17: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 20: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 22: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 23: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 24: 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. 25: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 26: ***BUILDING PERMIT CONDITIONS*** 27: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 28: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 29: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 30: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 31: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 32: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 33: 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. 34: 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. 35: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 36: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 37: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 38: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 39: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: All wood to remain in placed concrete shall be treated wood. 41: Masonry construction shall be special inspected. 42: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 43: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 44: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 45: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 48: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 0 0 49: 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. 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 51: ***PUBLIC WORKS PERMIT CONDITIONS*** 52: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 53: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 54: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 55: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 56: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 57: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 58: Any material spilled onto any street shall be cleaned up immediately. 59: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 60: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 61: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 62: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 63: Domestic water backflow with Hot Box shall be installed without damaging existing tree. Install backflow device outside of tree protection area or verify with the Planning Division that the location of backflow will not damage the existing tree. Coordinate with the Public Works Inspector. 64: Verify location and depth of existing sanitary sewer system located at the Northeast corner of property. New storm drainage system shall not conflict with the existing sanitary sewer system. Coordinate with the Public Works Inspector. 67: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 65: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 66: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 68: Maintain fire extinguisher coverage throughout. 69: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 70: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 71: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 72: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 73: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 74: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 75: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3) 76: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 77: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 79: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 78: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 80: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 81: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 82: All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrosion -resistant wire, chain or other approved means. (NFPA 13-6.6.4) 84: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 85: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 0 0 86: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 87: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 88: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 89: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance #2436) 94: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 91: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 90: Local U.L. central station supervision is required. (City Ordinance #2437) 92: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2437) 93: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control". (City Ordinance #2437) 95: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 96: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 97: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 98: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 99: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 100: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 101: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 102: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. (City Ordinance #2435) 83: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 103: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 104: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 105: ***PLANNING PERMIT CONDITIONS*** 106: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 107:' Signs are not approved as part of this permit. A separate sign permit is required 108: A soils inspection is required after amending the soil, but before any plants are installed 109: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 110: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 111: The existing Ash tree shall be retained, per redlined Site Demolition Plan sheet A0.00. 112: The contractor shall follow recommendations for tree protection contained in the attached arborist's report prepared by Kyle Henegar for Jackson Main Architecture. 113: The RPPA shown in the northeastern corner of the site shall be located outside of the tree protection zone for the street trees to be retained along Andover Park East. Any digging needed to install the RPPA or its foundation shall follow the recommendations of the attached arborist's report. 114: Tree protection measures shall be installed and inspected prior to the start of construction. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 0101 PRE -CONSTRUCTION 0103 PRE-REROOF 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON • e 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR M1 CITY OF TUICWO Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA. goy Building PerQNo. (i — 01 o Project No. Date Application Accepted: % — 13' 1 7 1`13-1 Date Application Expires: (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: 1233 Andover Park East, Tukwila 98188 Tenant Name: To be determined. PROPERTY OWNER Name: Houghton Investments, ATTN: Matt Peterson Address: 6363 Lake Washington Blvd. NE City: Kirkland State: zip: 98033 CONTACT PERSON — person receiving all project communication Name: Bryant Bronson Address: 311 First Avenue South City: Seattle State: WA Zip: 98104 Phone: (206) 324-4800 Fax: • Email: bryant.bronson@jwacksonmain.com GENERAL CONTRACTOR INFORMATION ` Company Name: Poe Construction ATTN: Jamie Ness Address: 1519 West Valley Hwy. North Suite 103 City: Auburn State: WA Zip: 98001 Phone: (253) 218-0986 Fax: Contr Reg No.: P of 24yQ2. Exp Date: Tukwila Business License No.: 01g433(o H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 352304-9084 Suite Number: NAA Floor: 1 New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: Jackson Main Architecture Architect Name: Gregg Percich City: V-14,16111,4 State: wA Zip: 9e033 Address: 311 Andover Park East City: Seattle State: WA Zip: 98104 Phone: (206) 324-4800 Fax: zip: 98134 Email: gregg.percich@jacksonmain.com ENGINEER OF RECORD Name: Ho I1111ec mhe0-6, ?j1 peter5on Company Name: Lund Opsahl City: V-14,16111,4 State: wA Zip: 9e033 Engineer Name: Shawn Roberge Address: 1201 First Ave. South, Suite 310 City: Seattle State: WA zip: 98134 Phone: (206) 402-5156 Fax: Email: sroberge@lundopsahl.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Ho I1111ec mhe0-6, ?j1 peter5on Address: (9303 LAS A i4hitli4}o11 B1v4 Ne City: V-14,16111,4 State: wA Zip: 9e033 Page 1 of 4 BUILDING PERMIT INFORMATL`-'\— 206-431-3670 Valuation of Project (contractor's bid price): $ 1,368,000 ( Existing Building Valuation: $ 953,400 • Describe the scope of work (please provide detailed information): Partial demolition of existing 13,948 SF building and construction of new addition. New building total SF to be 13,380 SF. New construction will include masonry and wood stud walls, storefront, structural steel and footings, and roof. Existing structure to remain will receive a new roof membrane. Project scope includes new landscaping throughout site. There will be no change to existing topography. Will there be new rack storage? ❑ Yes Z.. 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? ❑ Yes I 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 RI 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \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 lm Floor 13,948 VB M rd 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? ❑ Yes I 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 RI 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOOTION — 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 0 ...Water Availability Provided Sewer District ® ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 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) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...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 - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ ...Total Cut cubic yards 0 .. Work in Flood Zone ❑ ...Total Fill cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation " Domestic Water " 0 ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. Of WO # ❑ ...Water Only Meter Size 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 ❑ ...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 ApplicationsWennit Application Revised - 8-9-11.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 OWNER OR AUTHORIZED AGENT: Signature: Date: 07/12/2017 Print Name: Bryant Bronson Day Telephone: (206) 324-4800 Mailing Address: 311 First Ave. South Seattle WA 98104 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Pennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME LANTERN LANDING (C /2.3,$. ftt' If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. PERMIT # 017-0193 l . APPLICATION BASE FEE 2. Enter total construction cost category: P for each improvement4-14793e.:04. /to 0 0 Erosion prevention $800.00 Water/Sewer/Surface Water $12,500.00 Road/Parking/Access $7,500.00 A. Total Improvements 880:00'1 I1$ pa 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) -mea- 54.5- C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 1) cubic yards 210.-(.Sterfn-Pip nl) cubic yards Enter total fill volume Use the following table to estimate the grading plan review fee. Use the rester of the excavation and fill volumes. $44120-00(4) CORRECTION LTR# QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 -• 100,000 $49.25 for 1'`' 10,000. PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST100.000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200.001 or more $402.25 for 1ST 200,000. PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 37.00 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 115 •42 -' (1+4+5) $ 479e— (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Approved 09.25.02 PERMIT CENTER Last Revised 02/21/17 OCT 242017 4 2017 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 5+ (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 0 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) 2S DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 5172 — ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC-7 01.01.2017-12.31.2017/ Total Fee 0.75 $625 $6005 ' $6630 1 $1125 $15,012 50 $16,137.50 1.5 $2425 ., 0,125 $32,450 2 $2825 a; 48,1- ! $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 ---,_ $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 T P orary Meter 0.75" $300 2.5" $1,500 3 okbn Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $69.87 PermitTRAK D17-0193 Address: 1233 ANDOVER PARK E Apn: 3523049084 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15734 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Monday, October 29, 2018 Paid By: BRYANT BRONSON Pay Method: CREDIT CARD 03194D Printed: Monday, October 29, 2018 3:26 PM 1 of 1 CSYSTEMS 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/29/2018 03:25:55 PM CREDIT CARD SALE VISA CARD NUMBER: **********1318 K TRAN AMOUNT: $69.87 APPROVAL CD: 03194D RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic.convergepay.com/VirtualMerchant/transaction.do 10/29/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK ACCOUNT QUANTITY PAID $69.87 D17-0193 Address: 1233 ANDOVER PARK E Apn: 3523049084 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R14101 R000.345.830.00.00 1.00 F $67.83 $69.87 Date Paid: Thursday, March 29, 2018 Paid By: ZACHERY PETER Pay Method: CREDIT CARD H27191 Printed: Thursday, March 29, 2018 10:01 AM 1 of 1 CRWSYSTEMS 2908 Cash Register Receipt City of Tukwila Receipt Number R13050 DESCRIPTIONS ACCOUNT QUANTITY PAID $12,265.33 PermitTRAK D17-0193 Address: 1233 ANDOVER PARK E Apn: 3523049084 $12,265.33 DEVELOPMENT $10,379.34 PERMIT FEE R000.322.100.00.00 0.00 $10,374.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $1,340.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $545.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $545.00 TECHNOLOGY FEE $545.99 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13050 R000.322.900.04.00 0.00 $545.99 $12,265.33 Date Paid: Monday, December 18, 2017 Paid By: HOUGHTON HARBOR LLC Pay Method: CHECK 5097 Printed: Monday, December 18, 2017 4:31 PM 1 of 1 erigaWYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,360:28 D17-0193 Address: 1233 ANDOVER PARK E Apn: 3523049084 $2,360.28 DEVELOPMENT $2,360.28 STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R12675 R000.345.830.01.00 0.00 $2,360.28 $2,360.28 Date Paid: Friday, October 27, 2017 Paid By: JACKSON MAIN ARCHITECTURE Pay Method: CHECK 49354 Printed: Friday, October 27, 2017 3:39 PM 1 of 1 CR WSYSTEMS r ILA i _ 2908 Cash Register Receipt City of Tukwila Receipt Number R11908 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $6,743.65 D17-0193 Address: 1233 ANDOVER PARK E Apn: 3523049084 $6,743.65 DEVELOPMENT $6,743.65 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11908 R000.345.830.00.00 0.00 $6,743.65 $6,743.65 Date Paid: Thursday, July 13, 2017 Paid By: JACKSON/MAIN ARCHITECTURE Pay Method: CHECK 49054 Printed: Thursday, July 13, 2017 2:14 PM 1 of 1 CRSYSTEMS IN PECTI • RECORD Retain a copy with permit Dr) ©Ig3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: LAA9� A) Ljwv Type of Inspection: JILL Address: Date Called: Special Instructions: Date Wanted: �-, /7 p.m. Requester: Phone No: 24;( 5S1 1 Z27 pproved per applicable codes. Corrections required prior to approval. MMENTS: t27 lo; 1.0` �N$ , Inspector: Date: 1-2 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Pig -0 192? Project: ,, P LAN -row L-./�y Ite- 67 Type of Inspection: Pk F404-(.. Address: Date Called: Special Instructions: / Date Wanted: 0 it7- --7-2-- o 1 a:m. Requester: 7 Phone No: G -C41-1274 Approved per applicable codes. Corrections required prior to approval. COMMENTS: (I-- Jo eivAz Ins•eA Worittp4 Date: 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Doi -0193 Project: L4rj--� m �+M,i i R Type of Inspection: t l i n ?kms l /1-114501, Address: / 2 33 A4acitte Rik. Date Called: g Special Instructions: Date %%anted: 0250 a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: r Date �23/11 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedute reinspection. INSPECTION N0. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: LG.rn4elrns Lictrv) a os Type of Insg.9ctiorj : 6 r w Address: j -S`; AP '. Date Called: ► Io119 Special Instructions: Date Wanted: t le(i19 a.mir p.m. Requester: kPay COS Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: i\MA L cud -/Ltfr/Alin fi ,u D fin � INiI��.�'�� Inspe or: Datyye: � 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431'-3670 Permit Inspection Request Line (206) 438-9350 D17- 0183 Proje t: �,i/'12L6'✓1 bari-i1. ' Inspection:/) Type of Inspection: ? tJi /I 4 , Address: / g 31�,�de/ei-12ti Date Called:v Special Instructions: Date Wanted: 1 O f ari-Ilk ..m. Requester: Phone No: Approved per applicable codes. L] Corrections required prior to approval. COMMENTS: Lu-n0uu-n0 pOin ut-miat- "1'766k:1 ifeLealaA InsIPCitob Datj : J rill 1 G 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:Type k;�rn /1 ov of Inspection: Address: /233 4116(%%er 'Fot.r11 c= Date Called: Special Instructions: Date Wanted: IU !,fill k a.m. p.m. Requester: Phone No: YApproved per applicable codes. Corrections required prior to approval. COMMENTS: 50 aufvxv4rmi Ire tiDNt OADJOA 00)1epiWOril ipi\ 46240 • Ins ttor: Date: IU' 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Do -oif3 t: Prok-1AiLth Type of Inst .01 FF v� Address: /23 3 Alevet--eC Date Called: Special instructions: fl(2 ✓l 7 ,j NS �� p`e. Date Wanted: / G 4i%//b (a T) p.m. Requester: %6.-K Phone No: .06, 5'1- /a9 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: J v! - Dv—) :°-16 rt ui Date: REINSPECTION FEE REQUIRED. Prior to next inspection. flee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec G �Vv1 /.a/ c`4 Type of Inspection: Address: / a3 3 f J7-i�.�dwo ;4-6'. Date Called. Special Instructions: Date Wanted: vt/a-sy(e' a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: "mad ,to Anv v4 Date °S\ l ` 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 D(7 -o/93 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: t.euQ Type f lnspepion: Address: 1 Z3 3 Atd er- AIrk £ . Date Called: 0 Special Instructions: Date Wanted: 9 - 2- -2®/V a.m. p.m. Requester: Ph e Approved per applicable codes. Corrections required prior to approval. COMMENTS: l—DnCv c_.c 5 Flo -zos tri tsv sL_ 2r.9 /!‘ls - rovaill° Inspector: ff2 i_j_ Date_ 25 ^Zc15 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 1 _o193 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: Lt -. h �0( � Type of Inspection: rrby, -Pm i tis Address:_ 12 �� end ,..4-17�9-i ate aIle iZ Special Instructions: Date Want : ?it 7 rase a Requester: Phone No: s 7-04 g Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: Date: 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 To -0/93 (206) 431-3670 Proje t: j Ort- fe/v1 �f vtGi? f Jill,J Type of Inspection: -, . FF - 1) � Address:: 1.33 Akiinver ?i1/47K Date Calle Special Instructions: -0u5(1 �lrc (.iSer Date Wanted: O`i ���I� a.m Requester QVC 10 -e -- Phone No: god -55I-1 2/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: +-e,1 .frAa abk) 19,1Rc la iq s ANze.4 Akivv#2,-, Inspe�ctokr Dal lelI I 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 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0193 ProjeProject: ct: y144^/t1 `l G_If1IG.C171 Type of Inspection: c ty Address: 12 33 /1w -clover let E. Date Called: V 7;i �Pt , t..6ut- 4 Special Instructions: Date Wanted:d E"�i-1 -z(F *-6.1._ m p.m. Requester: Z 74K. Phone No: 2.0(0)-(56-1 _ 1 zzq pproved per applicable codes. IAI Corrections required prior to approval. COMMENTS: 7;i �Pt , t..6ut- 4 c_________,... )6- OJc PES S t qv zoik lila Ps-- /. X:.,� _ L- u t (" tic/' < �' 7 c 'r Ni4-L �i' ini" (/.i/&'er 'i( Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. C INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dii-©1`l3 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: L7rRN 1-AND/NE- Type of Inspection: Roor sI N'4(fir- Address: 1233 /441LZ VOR moi( l Date Called: Special Instructions: Date Wanted: a -14 -15 p.m.) Requester: ZACN eVN 77OP S- Phone No: gc).0- ss P-129 C:5b—Sr`, Approved per applicable codes. E Corrections required prior to approval. COIAMENTS: Sk - 6,1 atie Qf7' ec„o%.17 'c77» ok - 3.j/, , k 2wA?' ok, - ..s-, l.. eVN 77OP S- C:5b—Sr`, 5,"-Y c ' - S,/ 63-7- !i Aryok � /?tsit/ e ( '/ (p/ 'x fir®, a9,c,.+'e/?ZJ A 45k- ' Roc ROCtif- C.)-4s w 6iy-A7A Inspector: Date: "7/4-/e3 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 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)17 -0193 ProjecL Ai 1441-4-6 T e of Inspection: COF/2$9 Address: Avdeve.- tlf- to Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Zb( -5717 - Z2 pproved per applicable codes. E Corrections required prior to approval. Com- rdle/z,45. Inspector: Date: 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 ND. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .1)17-0193 Project: )-I3M7RRN L/%l.D1N6- Type of Inspection: v) rnva- CR`i Address: 133 ANDWIVER Ti4Rt�. Date Called: (.4-/e/ ® a 1, Special Instructions: 7609,4 Date Wand` r /8 t� Requester: Z Phone No: Zo(e ^55/-d2Z4? Approved per applicable codes. L Corrections required prior to approval. COMMENTS: 3,9,,,,,,aL lN5,orr'7 �� /b�_ e 4x/AftebAcly6.. J /3/ketalt/V / R/ on 1.0 A101.5 P (.4-/e/ ® a 1, 7 C - ea3 /—i7 ,.., /3-/// 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D11-0193 Project: j v MSN& Type of Inspection: S/ , - A'R! t Address: Date Called: l0 ///" Special Instructions: Date Wanted. —� !/ 7 "�t� a.m. p.m. Requester: Phone No: glApproved per applicable codes. Corrections required prior to approval. COMMENTS: e*- S. ►, R,iEt-T— — xaMY 1441.1..L R.teihiCaM& Fe> R (3) 5140.8 (Alii-t_LS t G,© -G /3,1-3,S—, /orr3/17— ~4 5-.-7' l0 ///" Inspector: Date: ,LZ /r 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 IDrl-Ol3 Project: • l--C.r 1>� Type of Inspection:pe 454it Atair}PX/) J233 4Jdcver�i� 4L E, Date Called: pecial Instructions: li l Date Wanted: a.m. Requester: <Phone �C- No: i-206-Sk51- IZZ9 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: » 314 L, - /1' * /6' Ok- tA)7 f fel(AiK' Inspector: nip Cixf Date:,/_ O-'4200, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b17- 0 153 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: �%il�� n ✓�J �.. r Type of I 1 ection: S ._l., Pl ekSday Address: 123_74 Pork - Date Called: pecial Ins r ctions: ,t�p.m. 2 ! V0 p �! P. Date Wanted: a.m. Requester:7.—.. tL Phone No: -S757— (2z Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: r .5IL/s 1, 7� 72-4 too+ o% rain (a) Si a-- lairv Inspector: `S Date: 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 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b7-oI3 Project: C�� -,� f ,r,�„4a_ Type of Inspection: S 1. M AJ r Address: Oafnstr .• nver PriL E Date Called: ef Special uctions: CVt\k®�j®//t0A IL. Date Wanted: a.m`! Requester: Phone No: Ze'LSE" —122,9 LJApproved per applicable codes. D Corrections required prior to approval. COMMENTS: 0 /, bee.n cam- 1 r-V.J ." CP inspector: Date: L/_! _ O REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)(7 -0 3 PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:( �. ♦ tat! Type of Inspection: _1/ J .0(4._ 4t S ( (i'k r pc_ci �:r Address: n • 25At VOVer- ?ft -It_ E_ Date Called: 1Ii7r/GP rill - rr -842d2t)r peva Instructions: O Date Wa / 1 (� 1 ^ 2,O f ' a.m. P Requester: Phone No: Corrections required prior to approval. COMMEN-q J.4 —( i_ ___ b f ` , r_ifrit,t 6,r0 47-' t..t,/ _ 4is-T-Li'ftt-- .0(4._ 4t S ( (i'k r pc_ci Ci� slur WAIL' LLa ...., . .. 1Ii7r/GP rill - rr -842d2t)r ( QrUY • v - * 2J / 41—. 617" to //'—O c ik ., ± L_Sk.rtrtoevl isr 1-i _ is • E. Z, ,,� 5,8'" le `7 d e6 7 -- 1t r9L jrern 2'^4 �r / / 7 wt g.1 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300.Southcenter Blvd fS ite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dr -I -D(93 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e� ct:IJ1 rYa Type rof I'nspe tion: O� 'nj-- Address: 1233 AMOVOr P. . E . Date Called: , Special Instructions: ' Date Wanted: v_1 -?Sl a.m. Requester: Phone No: Approve COMMEN applicable co Corrections required prior to approval. — r C'\ -OK b rate Inspectory 40 Date: Li_co 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 O1 t3 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project���l Lr'r andr Type of Inspection: �. 8 11is Pled Address: 1233 Aivcb,ie,-1>iC E, Date Called: c t E` O `7 �o �1..‘47 Special Instructions: F�►�— Date Wanted: 3/ZZ/2,dI� c.44 _3 apt resiA.20 604- p.n,'� *r—,S c `je4 — 5— Requester: x- AL_sv 3' 5 Phone No: fig L; ile_ - 41.,S- .71V e, i Approved per applicable codes. E Corrections required prior to approval. COMMENTS: 11is Pled 4 -�\ "" . c t E` O `7 �o �1..‘47 O 911 A t i u. Fran .7 d-0/-- 6 c.44 _3 apt resiA.20 604- .2 Lra anao 4,c 5 d c7_- 1 x- AL_sv 3' 5 G I; Y fig L; ile_ - 41.,S- .71V e, i Inspecto REINSPECTION FEE REQUIRED. Prior to next inspection. fie must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit J7- of 3 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: LAI T.N t4f i /N6 Type of Inspection: 9GY� e% /1•16 - Address: /233 AiiiDovrA 139* ,t. Date Called: Special Instructions: Date Wanted: 2721-16 a. p.m.; Requester: e/6-1.3-7, -/4--67 ,1-6--/e --c 65 5It tt._ !716- Phone No: coLum M -p Cd s7�, 0 3.3�, y fo pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: g/, p% C — f° /%1Ye- Ro /A/ N - R .. Wile T- 7 O f6°77)1(Cr- .4" i.''i' c Q0-04' 5001 e/6-1.3-7, -/4--67 ,1-6--/e --c 65 5It tt._ !716- @ ff%, 6/3.2/ x//07 coLum M -p Cd s7�, 0 3.3�, y fo i%, fir /v/tylop4 pleA zjteDoL of S .cC) Inspector: ,g6 Date: 2.01 _,(8 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0)7-0)' Projjeccttj�j�y� �j�j a j�9 ^i i /'1 E �1'�. L 'FJG Type of Inspeection::+-�� ay-� /� , PRE — (_GJ S R VC [, 1i 3 IV Address: 1233 AN ODOR, PARR 41 Date Called: • Special Instructions: • � ¢n,9t.Arm— ///r'� lRequester: Date Wanted: t - — .9-t7 .m: p.m. eek .-� �^)A/ ,ADD') Phone No:f7:96970-FAMIrt-IIIIIVT-74)-. �y �- ii -X-41-1 triazra Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 01<— Pi • eavfIN ve_T6 .4/ Inspector: Date: I`z—i7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. — ----r_^ , :C" -w' _'n'•!.•,.. ]'k t•••• - INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1)x7-- of?S N -s -e743 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project L / 1ti'Y� � �f f � + (1 VL gId� Type of Inspection: ff �� i r/ W le Address: 1 Suite #: (� -5J 1 r r / Contact Person: (/ Special Instructions: - f Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f tJJ,t (a >IP 04/fw.e Needs Shift Inspection:, Sprinklers: 4 t Hrs.: / Fire Alarm: A/6r' ' /t ktiled G{.e,if --"" Hood & Duct: Monitor: f Pre -Fire: Permits: Occupancy Type: AA Inspector:j-7A/1 ,s'-4, Date: X/17>/1 X Hrs.: / I v 1 1 ` V $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC. A% Mal:on COMPANY October 30, 2018 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: Lantern Landing 1233 Andover Park E Tukwila, WA Project No. M8181015 FINAL LETTER Permit: D17-0193 Seaikake 20225 Cedar VeleyRoad Sub 110 Lyrranood, WA 98036 ph 425.742.93E0 tax425.745.1737 Texmaake 10Q29S. Taoana Way StE2 Taws, WA 99499 ph 2515594.3720 fax 253584.3707 Piardandadae 7911 rE 33rd Drive Stale 190 Poland, OR97211 ph 503281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Base Plate Grout • Lateral Load Resisting Framing • Proprietary Anchors 1. Epoxy Grouted Anchors 2. Epoxy Grouted Dowels • Reinforced CMU Masonry • Reinforced Concrete — Cast in Place • Structural Steel Erection 1. Welding 2. Steel Decking • Structural Steel Fabrication 1. Welding To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes J.gsting Engi v�Y , Johns Manville Building Owner: Houghton Harbor LLC 3356 E Shore Dr Seattle, WA 98112 Building Name: Lantern Landing 1233 Andover Park East Tukwila, WA 98188 Approved Roofing Contractor: TRI -STAR ROOFING INC PO BOX 237 RAVENSDALE, WA 98051-0237 Peak Advantage Guarantee PEAK \ AElVAT GE jahnsMMamdlk Guarantee Number: FNT157354633 Expiration Date: September 21, 2028 Job Name: Lantern Landing Date of Completion: September 21, 2018 Terms & Maximum Monetary Obligation to Maintain a Watertight Roofing System. Years: 10 Year $ No Dollar Limit Coverage: The components of the Roofing System covered by this Guarantee are: Total Squares: 162 Membrane Insulation Type Sec. Sqs. Roof Type Spec. Layer 1 Layer 2 Layer 3 1 ST6RM 1 ENRGY 3 1 1 ENRGY 3 1 1 1 162 I TPO Cover Board Accessories: Type Product Name Quantity Expand -O -Flash (1) Style: 0 lin. ft. Expand -O -Flash (2) Style: 0 lin. ft. Expand -O -Flash (3) Style: 0 lin. ft. Fascia Style: 0 lin. ft. Copings Style: 0 lin. ft. Gravel Stop Style: 0 lin. ft. Drains (1) Style: 0 ea. Drains (2) Style: 0 ea. Vents Style: 0 ea. These Johns Manville Guaranteed components are referred to above as the "Roofing System" and ALL OTHER COMPONENTS OF THE OWNER'S BUILDING ARE EXCLUDED FROM THE TERMS OF THIS GUARANTEE, including any amendments thereto. . Johns Manville* guarantees to the original Building Owner that during the Term commencing with the Date of Completion (as defined above), JM will pay for the materials and labor reasonably required in Johns Manville's sole and absolute discretion to repair the Roofing System to retum it to a watertight condition if leaks occur due to: ordinary wear and tear, or deficiencies in any or all of the Johns Manville component materials of the Roofing System, or workmanship deficiencies only to the extent they arise solely out of the application of the Roofing System. Non -leaking blisters are specifically excluded from coverage. Should any investigation or inspection reveal the cause of a reported leak to be outside the scope of coverage under this Guarantee, then all such investigation and inspection costs shall be bome solely by the Building Owner, Alt 4 pages must be present for guarantee number FNT157354633 to be valid 1.605 W qKRAN Page 1 of 4 ti WHAT TO DO IF YOUR ROOF LEAKS If you should have a roof leak please refer to directions on the reverse side. Failure by the Building Owner to comply with any of the directions on the reverse side of this document will render the coverage provided under this Guarantee, induding any applicable amendments and/or riders, null and void. LIMITATIONS AND EXCLUSIONS This Guarantee is not a maintenance agreement or an insurance policy; therefore;: routine inspections and maintenance are the Building Owner's sole responsibility (see reverse side of this document). Failure to follow the Maintenance Program on the reverse side of this document will void the Guarantee in its entirety. This Guarantee does not obligate JM to repair or replace the Roofing System, or any part of the Roofing System, for leaks or appearance issues resulting, in whole or in part, from one or more of the following (a) natural disasters including but not limited to the direct or indirect effect of lightning, flood, hail storm, earthquake, tornados, hurricanes or other extraordinary natural occurrences and/or wind speeds in excess of 55 miles per hour; (b) misuse, abuse, neglect or negligence; (c) installation or material failures other than those involving the component materials expressly defined above as the Rooting System or exposure of the Roofing System components to damaging substances such as oil, fertilizers, or solvents or to damaging conditions such as vermin; (d) any and all (1) changes, alterations, repairs to the Roofing System, including, but not limited to, structures, penetrations, fixtures or utilities (including vegetative and solar overlays) based upon or through the Roofing System as well as any (ii) changes to the Building's usage that are not pre -approved In writing by JM; (e) failure of the Building substrate (mechanical, structural, or otherwise and whether resulting from Building movement, design defects or other causes) or improper drainage; (t) defects in or faulty/improper design, specification construction or engineering of the Building or any area over which the Roofing System is installed; (g) defects in or faultyfimproper architectural, engineering or design flaws of the Roofing System or Building, including, but not limited to, design issues arising out of improper climate or building code compliance; or (h) in instances of a recover project, Johns Manville is not responsible for the performance of pre-existing materials that predated the recover. Instead, Johns Manville's sole responsibility in recover systems where JM materials are adhered to existing materials is limited to the installed recover JM Roofing materials up to the wind speed listed herein. Guarantee coverage is limited to replacing recover JM Roofing materials only (and not the pre-existing materials — which is the Owner's responsibility) as required to return the roofing system to a watertight condition due to a claim covered under the terms and conditions herein. Johns Manville is not responsible for leaks, injuries or damages resulting from any water entry from any portion of the Building structure not a part of the Roofing System, including, but not limited to, deterioration of the roofing substrate, walls, mortar joints, HVAC units and all other non -Johns Manville materials and metal components. Moreover, the Building Owner is solely and absolutely responsible for any removal and/or replacement of any overburdens, super -strata or overlays, in any form whatsoever, as reasonably necessary.y to expose the Roofing System for inspection and/or repair. This Guarantee becomes effective when (1) it is delivered to Owner, and (2) all bills for installation, materials, and services have been paid in full to the Approved Roofing contractor and to JM. Until that time, this Guarantee is not in force, has no effect — and JM is under no obligation whatsoever to perform any services/work. The Parties agree that any controversy or claims relating to this Guarantee shall be first submitted to mediation under the Construction Industry Arbitration and Mediation Rules of the American Arbitration Association (Regular Track Procedures) or to such other mediation arrangement as the parties mutually agree. No court or other tribunal shall have jurisdiction until the mediation is completed. In any action or proceeding brought against the Building Owner to enforce this Guarantee or to collect costs due hereunder, Johns Manville shall be entitled to recover its reasonable costs, expenses and fees (including expert witness' fees) incurred in any such action or proceeding, induding, without limitation, attorneys' fees and expenses, and the Building Owner shall pay it. TO THE FULLEST EXTENT PERMITTED BY LAW, JM DISCLAIMS ANY IMPLIED,WARRANTY, INCLUDING THE WARRANTY OF MERCHANTABILITY AND THE WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE, AND LIMITS SUCH WARRANTY TO THE DURATION AND TO THE EXTENT OF THE EXPRESS WARRANTY CONTAINED IN THIS GUARANTEE. THE EXCLUSIVE RESPONSIBILITY AND LIABILITY OF JM UNDER THIS GUARANTEE IS TO MAKE REPAIRS NECESSARY TO MAINTAIN THE ROOFING SYSTEM IN A WATERTIGHT CONDITION IN ACCORDANCE WITH THE OBLIGATIONS OF JM UNDER THIS GUARANTEE. JM AND ITS AFFILIATES WILL NOT BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGES TO THE BUILDING STRUCTURE (UPON WHICH THE ROOFING SYSTEM IS AFFIXED) OR ITS CONTENTS AND OR OCCUPANTS, LOSS OF TIME OR PROFITS OR ANY INCONVENIENCE, INJURY. JM SHALL NOT BE LIABLE FOR ANY CLAIM MADE AGAINST THE BUILDING OWNER BY ANY THIRD PARTY AND THE BUILDING OWNER SHALL INDEMNIFY AND DEFEND JM AGAINST ANY CLAIM BROUGHT BY ANY THIRD PARTY AGAINST JM RELATING TO OR ARISING OUT OF THE ROOFING SYSTEM OR JM'S OBLIGATIONS UNDER THIS GUARANTEE. JM AND ITS AFFILIATES SHALL NOT BE LIABLE FOR ANY DAMAGES WHICH ARE BASED UPON NEGLIGENCE, BREACH OF WARRANTY, STRICT LIABILITY OR ANY OTHER THEORY OF LIABILITY OTHER THAN THE EXCLUSIVE LIABILITY SET FORTH IN THIS GUARANTEE. THIS GUARANTEE DOES NOT COVER, AND EXPLICITLY EXCLUDES, ANY AND ALL INJURIES, CLAIMS AND/OR DAMAGES RESULTING, IN WHOLE OR IN PART, FROM ANY WATER ENTRY FROM ANY PORTION OF THE BUILDING STRUCTURE INCLUDING, BUT NOT LIMITED TO, THE ROOFING SYSTEM. No one is authorized to change, alter, or modify the provision of this Guarantee other than the Manager, Guarantee Services or authorized delegate. JM's delay or failure in enforcing the terms and conditions contained in this Guarantee shall not operate as a waiver of such terms and conditions. This Guarantee is solely for the benefit of the Building Owner identified above and Building Owner's rights hereunder are not assignable. Upon sale or other transfer of the Building, Building Owner may request transfer of this Guarantee to the new owner, and JM may transfer this Guarantee, in its sole and absolute discretion only after receiving satisfactory information and payment of a transfer fee, which must be paid no later than 30 days after the date of Building ownership transfer. In the event JM pays for repairs which are required due to the acts or omissions of others, JM shall be subrogated to all rights of recovery of the Building Owner to the extent of the amount of the repairs. Because JM does not practice Engineering or Architecture, neither the issuance of this Guarantee nor any review of the Building's construction or inspection of roof plans (or the Building's roof deck) by JM representatives shall constitute any warranty by JM of such plans, specifications, and construction or in any way constitute an extension of the terms and conditions of this Guarantee. Any roof inspections are solely for the benefit of JM. JM does not supervise nor is it responsible for a roofing contractor's work except to the extent stated herein, and roofing contractors are not agents of JM, *JOHNS MANVILLE ("JM") is a Delaware corporation with its principal mailing address at P.O. Box 5108, Denver, Colorado 80217-5108. 0)1 By: Joseph Smith Title: President Roofing Systems All 4 pages must be present for guarantee number FNT157354633 to be valid Page 2 of 4 Addendum(s) None All 4 pages must be present for guarantee number FNT157354633 to be valid Page 3 of 4 Maintenance Program In order to continue the coverage of this Guarantee, the following Maintenance Program must be implemented and followed: 1. Building Owner must notify JM Guarantee Services Unit (see below) immediately upon discovery of the leak and in no event later than ten (10)` days after initial discovery of the leak, time being of the essence. Failure of the Building Owner to provide timely notice to JM Guarantee Services of any leak is a material ground for termination of the Guarantee. 2. In response to timely notice, JM will arrange to inspect the Roofing System, and (i) If, in JM's sole and absolute opinion, the leak(s) is/are the responsibility of JM under this Guarantee (see Limitations and Exclusions), then JM will take prompt appropriate action to retum the Roofing system to a watertight condition, or (ii) If, in JM's sole and absolute opinion, the leak(s) is/are not the responsibility of JM under this Guarantee, then JM will advise the Building Owner within a reasonable time of the minimum repairs that JM believes are required to return the Roofing System to a watertight condition. If the Building Owner, at his expense, promptly and timely makes such repairs to the Roofing System (time being of the essence) then this Guarantee will remain in effect for the unexpired portion of its Term. Failure to make any of these repairs in a timely and reasonable fashion will void any further obligation of JM under this Guarantee as to the damaged portion of the Roofing System as well as any other areas of the Roofing System impacted by such failure. 3. In the event an emergency condition exists which requires immediate repair to avoid damage to the Building, its contents or occupants, then Building Owner may make reasonable, essential temporary repairs. JM will reimburse Building Owner for those reasonable repair expenses only, to the extent such expenses would have been the responsibility of JM under the Guarantee. There are a number of items not covered by this Guarantee that are the sole, exclusive responsibility of the Building Owner. In order to ensure that your new roof will continue to perform its function and to continue JM's obligations under the Guarantee, you must examine and maintain these items on a regular basis: • Maintain a file for your records on this Roofing System, including, but not limited to, this Guarantee, invoices, and subsequent logs of all inspections performed and repairs that are made to the Roofing System. • Inspect your Roofing System at least semi-annually. This is best done in the spring, after the Roofing System has been exposed to the harsh winter conditions, and, in the Fall after a long hot summer. It is also a good idea to examine the Roofing System for damage after severe weather conditions such as hailstorms, heavy rains, high winds, etc. • Since these types of Roofing Systems typically have a low slope, they are easily examined. However, care must be taken to prevent falling andiother accidents. JM expressly disclaims and assumes no liability for any inspections performed on the Roofing System. When checking the Roofing System: • Remove any debris such as leaves, small branches, dirt, rocks, etc. that have accumulated. • Clean gutters, down spouts, drains and the surrounding areas. Make certain they allow water to flow off the Roofing System. Positive drainage is essential, • Examine all metal flashings and valleys for rust and damage that may have been caused by wind or traffic on the Roofing System, and make certain they are well attached and sealed. Any damaged, loose, or poorly sealed materials must be repaired by a JM Approved Roofing Contractor only. • Examine the areas that abut the Roofing System. Damaged masonry, poorly mounted counter flashing, loose caulking, bad mortar joints, and any loose stone or tile coping can appear to be a membrane leak. Have these items repaired by a JM Approved Roofing Contractor if found to be defective. • Examine the edges of the Roofing System. Wind damage often occurs in these areas. Materials that have been lifted by the wind need to be corrected by a JM Approved Roofing Contractor. • Examine any roof top equipment such as air conditioners, evaporative coolers, antennas, etc. Make certain they do not move excessively or cause a roof problem by leaking materials onto the Roofing System. • Check the building exterior for settlement or movement. Structural movement can cause cracks and other problems which in tum may lead to leaks in your Roofing System. • Examine protective coatings; any cracked, flaking, or blistered areas must be recoated. Protecting your Investment: • Avoid unnecessary roof top traffic. • If you allow equipment servicemen to go onto the Roofing System, advise them to be careful. Dropped tools, heavy equipment, etc. can damage the membrane. Log all such trips to the Roofing System. • Do not allow service personnel to make penetrations into the Roofing System; these are to be made only by a JM Approved Roofing Contractor. All the terms and conditions of this Guarantee shall be construed under the internal law of the state of Colorado without regard to its conflicts of law principles. Invalidity or unenforceability of any provisions herein shall not affect the validity or enforceability of any other provision which shall remain in full force and effect to the extent the main intent of the document is preserved. This form is not to be copied or reproduced in any manner. This Guarantee is valid only in the United States of America. Guarantee Services (800) 922-5922 E-mail: gsu@jm.com www.im.com/roofing Mailing Address: Johns Manville Guarantee Services P.O. Box 625001 Littleton, CO 80162-5001 Shipping Address: Johns Manville Guarantee Services 10100 West Ute Avenue Littleton, CO 80127 All 4 pages must be present for guarantee number FNT157354633 to be valid Page 4 of 4 MASONRY OBSERVATIONS REPORT Report Number: Service Date: Report Date: M8181015.0012 04/27/18 04/30/18 MAYES TESTING ENGINEERS Airenac0/1Corn.,,,. 10029 S Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client Houghton Harbor, LLC Attn: Matt Peterson 3356 E Shore Dr Seattle, WA 98112 Project Lantern Landing 1233 Andover Park E Tukwila, WA Project No.: M8181015 Permit No.: D17-0193 Samples: None Weather: Cloudy Monitored the placement of 9 cubic yards of Corliss CMU fill grout mix #J27001030 for all 12" CMU shear walls, except for the one between grids 3.1 to 4.4 / C to D.7 (finished), and for the 8" CMU shear wall between grids G.3 and G.7 / 7. The grout was solidly placed by pump and vibrated mechanically from 15'-4" to 20'-8". The walls reinforcement, corner bars and wall end bars were inspected for grade, size, clearances and placement and found to be conforming to the plan drawings Masonry section of the General Structural Notes, to the plan and notes on S2.00 and to details on S2.00A. The splices are per Lund Opsahl schedule S -SK -01 or are mechanical. Note: The grout was scheduled for 1400 but began at 1500 — traffic delayed Corliss. / To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspection/Materials Testing Mayes Testing Engineers.Rep.: Reported to: Contractor: Report Distribution: (1) City of Tukwila, Building Official (1) Lund Opsahl Structural Engineers, Patrick Parton (1) Mayes Testing Engineers, Inc, Ed Smith (1) Poe Construction Inc., Patty Fink Joseph Allen (1) Jackson Main Architecture, P.S., Bryant Bronson (1) Lund Opsahl Structural Engineers, Shawn Roberge (1) Poe Construction Inc., Jamie Ness (1) Poe Construction Inc., Zack Peter Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 �1 LSF cilia d Gr eons Coresttd u t§'LW @NC. 7317 124th Site' ' E gra pc 9 373 253- + 5-0883 AC S° FL S LY FEST REP l �aC� A ot�r CM' ✓4-. ,I r /7, VAX t ) CONTACT �Et ) LocAraoN Assiziateay47 Aft - .-VG= /4%Yigt1.4• mefiSOLAT ON (err) er s ISOLATOON Pit OC ,e&21,14V7Z-- CVA L7 fitTAff- mi A 0 OTHER !INSTALL RX ' 'B 0 RZ ACZNUNT 0 OLE SER. 8 PROPER INSTALLAT6 )t' ? MONO 0 MAKE OP' 4 06.144775 L CCP 2.Ca:r SCANIAL NO. /4511‘S/ Maas e '' CHECK VALVE HELD AT PM) LEAKED 0 AIa GAFF a O: e th +niobium air rgxv zieloacathsepaILIViS Yes 0 No 0 t aNetor Meter Steadlista REMAEUKS:(4M4C) TeMo (.(3_'WINED SIPAC! ?,.,-(_./.0 NAM[ . I .14 V: c . NO. DA TIMMS SNE v 4 233 ) &�6NAa, TEST Elf: CERT. NO. CALL! x ; iTo m DATE/i7 LZ471SGAUG P i,:.t VICE f 4� . G�, r �:; - RBD ❑ /a. /s;/' IDAT3 DATE I IPmd edea report it aceterede. aid B Acne used WAC 241-20114419 gyred matmaw& Zvi tees aistbittent. co Eland G :: ears C net . ration, O C© 7317 924th St rE 0 Pu < Hupp §, 98373 253-405-0860 Sia FL Ly TEST EP RT NAME ¢7[PREMISE L 4 J ,) 40 kV Coomponrda5 ii( €' Adm& SI VflCK //54-424(.02, i E:' _ cam %1404 TAP 9$/gF CAC? LOCAT6 i OF ASS M Y v X.) L J? h{ LO PREIA4eSE 8SOLATBON Icer) 9N-PREM&'SE ItIEOLAllIGN FAX DOWN3TERAMI P1OC/ dec OCVA RE" RPM 0 PIMA o 476111ER MACS Or ALL &TM 1 NG 0 it MACS SNC' 0 OLD 5r .' LY G1/f1f`4,"S . 3so 4 0 P> STALLATOl? YES P0 CAL NO. !/774 sEms 4 urofraaAl PASSED FAILED rolm PA Ts AND RZP DRS TT A REPAI FA DCPA r gig 6,1113 LEAKED LJ,C p gra/Lam 1K 1 ALV3 k0.2 LEAKED PSAD 'Fi MID ©PINED AT' GSI #I CHECK SID AIR GAP OK? CC.h.AM REPLACE PART CLEAN @PPLACE PAST CLEAN UPP1.ACE PART 0 0 ® 0 o 0 o o 0 © 0 0 0 0 0 0 0 CLEANED 0 REPAIRED 0 ry MS INLET OPEN AT PSI DID NOT OPEN [� CHECK VALVE HELD AT PSID LEAKED 0 LEAKED PSID LEAKED 0 PSID OPENED AT PSID AIR ISLE[' PSID /'I CHECK PSID ' CHK VALVE PSVD Ant GAP 8 N: Rcafuhed iglininfern tar ter :allraaew*e Yes 0 *, 0 Der.ector Hager Roodittg EPAIIRED ICY: Aare fifINAL TEST BY: CT. M. DAIS CALCH DA`C EVb L 2S'1O GAU Ey6 S VICE RI OEM eio0 i serge ads moatrs sorceress. see Iiilenr vasest IiiSPAC prat sad test semisweet. Woodian4 `, Gardens Construction, INC. 7317 124th Street E Puy p, WA 98373 - 253-405-0888 AC FLO ` PREV M 4 TION ASSE .a BLY TEST REPORT NAME OV PREMISE . f n/� /./1 CcemenercIsil O--Restlilenefimfi 0 SERVICE ADDRESS�/ 2 /%� /�/i4 j`/ /", �Cf^�/f CITY 1 /X 1✓/Ll ZIP C , CONTACT PERSON PHONE ( ) LOCA'T'ION OF ASSEMBLY 4_,/exi 72, /7 p --.7A. PREMISE BQOE.A'T'ION Uzi IN -PREMISE ISOLATION DOWNS`D'RP.AI PROCESS NEW INSTALL EXISTING 0 REPLACEMENT 0 LDSER. k FAX ( DCVA F Ra'- A 0 PV A 0 OTHER n� PROP1 INSTALLATION? YES 0 -No WAKE OF ASSEMBLY -/ /L%.1 r° MODEL L ! v % 'l swum, R'�. �v 13 (x)-13 SI1E/ n INITIAL TEST PASSIM Q -,DID IFAILEDEl/ DCVA !IEA PCoA / rr : y., ,.r Ro PVIIA./SV CHECK VALVE NO.I. CIMZC VALV NO.2 OPENED AT PSI AIR INLET • OPENED AT PSID LEAKED 0 PSID LEAKED 0 ! u PSID i!1 CHECK PSID NOT OPEN ❑ AIR GAP OK? NEW PARTS— AND REPAIRS0 tLEM RPPI.AC1° PART 0 0 CI.FAid Rt7I.ACE PARI' CI.i:Are Min .ACE PARI 0 0 ❑ C1 CHECK VALVE HELD AT PSID 0 :a LEAKED 0 [j ❑ ® 0 ❑ ❑ ❑ 0 ❑ �I 1 GLEANED 0 REPAIRED ❑ ❑ ❑ © ❑ TEST AFTER R6PAti" PASSED 0 FAILED ❑ LEAKED 0 PSID LEAKED 0 PSID OPENED AT PSID AIR INLET PSID NI CHECK PSID CNK VALVE PSID ATTR GAP INSPECT ON: Rewired minimum sir map separation provided? Yes 0 No 0 Detector Meter Heading REMARKS: TESTFAIS SIGNATURE. - %/ CERT. NO. 59NFRNI D SPACE ? .AJb LINE PRESSURE /3•5 --PSI 1 NAME �," :IINTED: IAS REPAIRED BY: SON 3354 DATh / Zo .1 'PESTERS PHONE ( 253 ) x:5.836 IDATE I7INAL TESF IW: CERT. NO. (DATE CALI ; ATBON t ATB;/" //3• /gGAUGE ti/C :ff MODEL , " SERVICE MIMED? YES 0 NQS 1 coral& tha this re ori le measraie, and I Imre used WAC 248-2 appsoaed 1 methods turd lest ewsli real. • iiettr" rder,Date~ft'greas,; equered,Pate:! „2"44,,-0.V• AatiA p? -t - Ordered by: Company: f.21-113, • • • • i (_ trt&C /(,) C•r • • ) C — • .3 • • • • 11( .11-4 A.) q • prow41 ,F6.7:31 ,Service D escn tion,t„ • ..0 Notes; . • Location: •--c.)( . ••••••? 12 .1 'r 41,7 /• I f•-„, (,••• •.• -*f 18713775767,..,7 » / -rsiteicomacel /lc k: Nartgrdiiel:1 0 ,%;(f)'%mfaw5all an'XmlFinish.Jab:. • err.,14/jon • • • .-:••‘:.••• •-•••• •,:i-MI-77dT737;311 ct I f • :Frstit—gria,7870-11.71 1RedeiptAfor Disposaa /14 Watet,District: CO.:A.41–f rE717777-eglut77•71- : DecanfSite. ITtupkW104,041 Full l'Empti: ,• Rates, p reValling. wage: 'El 2 „ Rates Non -prevailing wage:().0 3 hour minimum., portal to portal .0perator! • kyo, :-:rEzi77arazzirirszal Ti„Uair""776.71:‘,HURTI • • . • Signature: • 'TV - *4 • 'Signature above acknowledgeSepproval of all • 7 - Payment Terms: Net 30, all overdue accOunts wN tie.ChEirried monthly • , • '..,..• ,;„ y ., ,f-,••• , . .Sicinedbvi work completedis statedon'this work order: - • . • . , ,....,' .:.,;;FQ,),,i1,,,I,,--.4 •': ,' ,- , . t - .! - . • ' . :r::??&:::ril'4,7'-`ii•V:'-'' . . •• ; • • '.•,- • , .. ' ' , „,.,....„-•,.,„...-„, .... • . , .. . . ,. , . 6437 South -144th Street •:11.16nnla -WA 98168 • phone: 425.424.90007,46x: 425.424.9002 • toll free:.888.BRAV044 ,, • , . - .,.=.5,- - ,,- ,. • ,,,,, ti • • • www.BrovaEmiiiorineniP1.-oin ' . • . ,.. , , -- ',17,, • . ' ". ' i .. - ,. ' '...' .; : '-' '•-• 1' ..... : : .- 1 ' 412:,•>:•.i'l,e, • r - Project Summary PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 General Info This PROJ-SUM form shall be provided as a cover sheet for all compliance form submittals. Project Title matches project plans title block. Project Title: Lantern Landing Date 7/1/2016 Project Street Address: 1233 Andover Park East For Buildirig Department Use Lra Project City, County, Zip: Tukwila, WA 98188 Project Owner or Rep: Houghton Investments, LLCigi Jurisdiction: City of Tukwila, Washington State Project Description Select all that apply to the scope of project. Select Addition + Existing or Alteration + Existing if the existing building will be combined with the addition or alteration to demonstrate compliance per Section C502.1 or C503.1. New Construction and Additions ❑ New Building ❑ Building Existing Building Retrofit Addition ❑ Addition + Existing + Existing ❑ Change in Space Conditioning Building Envelope ❑ Mechanical Systems Systems ❑ Electrical Systems • Alteration El Alteration ❑ Change of Building Elements Occupancy ❑ Historic Scope - Select all that apply ❑ Building Water Systems ❑ Lighting All ❑ Service Hot Occupancy Type p y yp Q All Commercial 0 Group over Mixed Use - Building is greater than three stories R occupancies. Mixed Occupancy - Building is three stories or Group R2, R3 or R4 occupancies. Select All Commercial areas of the building. The residential spaces siiallcompJ R - R2, R3, & R4 Q 3 stories and all R1 above grade and it has both Commercial and Group less above grade and it has both Commerical and to document compliance for the commercial witlkeJ.Y _ . - "• -..-1 Provisions. Space Conditioning Categories Select all that apply to the scope of project ❑ Semi-heated2AppROVEDD Space Category3 REV:LWEU I- )h CODE COMPLIANCE Refrigerated Warehouse, Wallin Cooler/Freezer, DEC 2017 Refrigerated Display Case' Fully Conditioned III Low Energy Eligible Low Energy Spaces ❑ Unconditioned ❑ Low ❑ Wireless service ❑ Gre equipment shelter nergy a ting_/gogling_ca city %Ay OT 1 Citi mta n ALDING DI IT d ment building Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area 1 13,380 13380.0 General Compliance Path Q Prescriptive C Total Building Performance Prescriptive Projects complying prescriptively shall demonstrate compliance with all applicable mandatory and prescriptve requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, MECH and C406. Total Building Performance - Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TPB submital: PROJ-SUM, C406 -SUM & C406 -DETAIL, ENV -CHK, LTG - EXT, LTG -CHK, and all MECH forms (except MECH-ECONO). RECEIVED JUL 18 2017 b 0 1 3 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUL 132017 PERMIT CENTER Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Info Compliance forms Co not equire a password to use. Instructional and calculating cells are write -protected. Project Title: Lantern Landing Date • 7/14/2017 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use Company Name: Jackson Main Architecture Company Address: 311 First Ave. South Seattle, WA 98104 Applicant Name: Bryant Bronson Applicant Phone: 206-324-4800 x100 Applicant Email: bryant.bronson@jacksonmain.com Project Description ❑ New Building ❑ Addition ' Alteration Occupancy Type Selection required to enable forms. Q All Commercial 0 Group R - All R1 and R2, R3, R4 over 3 stories 0 Envelope Compliance Path Selection required to enable forms. O Prescriptive QQ Component Performance Component Performance Calculation Type Selection required to enable ENV -UA and ENV-SHGC forms. Q Standard Q Change of Occupancy/Conditioning 0 ❑ Additional Efficiency Package Option - C406.8 Enhanced Envelope To comply, demonstrate building thermal envelope performance is 15% lower than the Target UA. Air Barrier Testing ❑ Air barrier testing per Section C402.5.1.2 included in project scope ❑ Additional Efficiency Package Option To comply, demonstrate that measured cfm/ft2 (air barrier surface area) under test barrier testing not required Air Infiltration envelope does not exceed 0.25 w.g. ./ Air - C406.9 Reduced air leakage of building pressure of 0.3 inch Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter values for vertical fenestration, skylights, gross walls and roof on this ENV -SUM worksheet. Component Performance - Enter values in ENV -UA and/or ENV -UA -GROUP -R worksheet. These values auto -fill from ENV -UA and are write -protected on ENV- Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) divided by Wall Area times 100 equals Fenestration 3336.7 — 9216.6 X 100 = 36.2% ' Gross Exterior Total Skylight divided by Roof Area times 100 equals % Skylight 0 . 0 _• 13380.0 X 100 = 0.0% Fenestration Area Compliance Vertical Project exceeds maximum target vertical fenestration area. Target area Fenestration adjustment applied to UA calculation. May comply prescriptively using a Area vertical fenestration alternate. Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration Alternates 0 High performance fenestration U -factors and SHGC per C402.4.1.3 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylght zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Refer to Chapter 2 for net floor area 0 In buildings >_ 3 stories, 25% or more of NET floor area is in daylight zones per 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area Spaces in Single Story Building Requiring Skylights Code requires a minimum of 50% of the floor area to be within a skylight daylight zone for snacific snare tvnes_ Refer to C402.4.2 for List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Space Area (ft2) DLZ Area (ft2) SRR or Aperature Exception requirements. DLZ = Daylight zone, SRR = Skylight to roof ratio Indicate aperature with "AP" prefix ( AP 1.1%) Component Performance Path, pg. 1 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Lantern Landing • Date 07/01/2016 Calculation Adjustments None Applied For Building Department Use Fenestration Area as % gross above -grade wall area 36.2% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 3 . oss Vertical Fenestration Alternates: None Selected on ENV -SUM Envelope Component Cavity+CI Plan/Detail # U -factor Source & Table # 2 Proposed UA U -factor x Area (A) = UA (U x A_ Target UA U -factor x Area (A) = UA (U x A) Roofs Y U CD 0 R= 38 R= R= Cover sheet energy code info 6" continuous plyisocyanurate insulation 0.026 13380 351.9 0.027 13380 361.3 Above Deck Insulation U-0.027 -0 °D ' R= R= R= 0.031 Metal Building U-0.031 cg co R. R= R= 0.027 Joist/single rafter U-0.027 -0 Q R= R= R= 0.021 Single raft, attic, other U-0.021 Opaque Walls - Above Grade4 6 1, co R= R= R= _ - 0.055 I I Steel/metal frame U-0.055 m E R= R= R= 0.052 I I Metal Building U-0.052 Wood/Oth I R= 21 R= R= Wall assemblies, Sheet A8.01 2x8 Wd Studs @ 16" O.C. with R-21 glass fiber insulation 0.048 2401 114.3 0.054 2401 129.6 Wood Frame, other U-0.054 y co R= 21 R= 21 R= Wall assemblies,furred Sheet A8.01 CMU : R-21 glass fiber ins. Wd. Stud @ 16" O.C. 6" tilt -up conc: R-21 glass fiber ins. Wd Stud furred @ 16" O.C. 0.048 6024 792 289.2 38.0 0.104 6816 708.8 Wall assemblies,0.048 Sheet A8.01 Mass Wall U-0.104 c e E= R= R= R= 0.200 I Mass Transfer Deck U-0.20 w. o 0 m R= R= R= 0.078 I Croup R Mass Wall U-0.078 Below Grade E 0 R= R= R= 0.104 I Assumed to be Mass Wall U-0.104 Tx g 0 R= R= R= 0.078 Assumed to be Mass Wall U-0.078 o j N Ks' R= R= R= 0.031 I Mass Floor U-0.031 Framed R= R= R= 0.029 I Joist/Framing U-0.029 Area UA rea 1 UA Page 1 Subtotal I22596 793 I22596 I 1200 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Revised Jun 2016 Project Title: Lantern Landing • Date 07/01/2016" Fenestration Area as % gross above -grade wall area 36.2% Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area Max. Target: 3.096 9286 Building Component Ins. R Plan/Detail # F -factor Source & Table # 8 F -factor Proposed UA x Perimeter = UA(U x A9 Target UA F -factor x Perimeter = UA (U x A) Slab -on -grade d m 8 c R=10 R= R= Cover sheet and detail 4/A4.02 4" unheated conc slab, 2' vertical exterior insul on outside face of stem wall down to T.O. footing. WSEC Appendix A, Table A106.1 0.540 13380 7225.2 0.540 13380 7225.2 Slab -On -Grade F-0.54 Heated R= R= R= 0.550 Heated Slab -On -Grade F-0.55 Schedule ID U -factor Source9'10 U -factor x Area (A) = UA (U x A, U -factor x Area (A) = UA (U x A) N�, O o cm o, i V) Hollow Metal WSEC Appendix A, Table A107.1(1) 0.370 123 45.4 0.37 123 45.4 Opaque Swing Doors U-0.37 L O Roll -up panel door WSEC Appendix A, Table A107.1(4) 0.340 120 40.8 0.34 120 40.8 Opaque rollup & sliding U-0.34 Vertical Fenestration610 Non -Metal 0.30 Non -Metal Frame U-0.30 Metal, fixed Kawneer 601T Kawneer 451 T Kawneer Product Laterature Kawneer Product Literature 0.35 0.35 2502 613 875.5 214.6 0.38 3115 1183.5 Metal Frame, Fixed U-0.38 Metal, op. . 0.40 Metal Frame, Operable U-0.40 MtI entrance Kawneer 500 Wide stile Kawneer Product Literature 0.63 144 90.7 0.60 144 86.4 Metal Entrance Door U-0.60 0 .c rn cn All Types 0.50 All types U-0.50 TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Area 1 UA 16881 8492 22596 793 39478 9286 Area UA 16881 8581 22596 1200 39478 9781 Component Performance Compliance (UA) UA COMPLIES Note 1- If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote D requirements can enter the target U -value of 0.014 Note 4 - For semi -heated spaces utilizing the wall insulation exception, enter Target Wall U -factors under Proposed Wall U -factors so exterior walls are neutral to the calculation. Note 5 - Mass transfer slab edges must be covered with an assembly having an overal U -factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV -UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other mass walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U -Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Vertical Fenestration Target Area Adjustment Calculations If vertical fenestration area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV -UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write protected. Submit this Target Area Adjustment form with ENV -UA and ENV-SHGC forms. VF = Vertical fenestration DR = Opaque doors AG = Above -grade NW = Net above grade wall (excludes fenestration and doors.) Gross Exterior Above -Grade Wall Area= VF + NW + DR Proposed Areas Vertical Fenestration -> Opaque -> Max Vert. Fen. % (C402.3.1) Gross Exterior AG Wall Area 12717.7 Total Vertical Fenestration 3258.5 Total Vertical Fenestration 3258.5 Net AG Wall Area 9216.4 X VF= 3258.5 NW= 9216.4 DR= 242.8 30.0% Maximum Target 3815.3 = 100 Delta Vertical Fenestration -556.8 Excess Vertical / Target Vertical Fenestration Fenestration Excess Fenestration Target Areas - UA Commercial Vertical Fenestration Non-metal frame Metal frame, fixed Metal frame, operable Metal frame, entrance door Above -grade Wall Steel Frame Metal Building Wood / Other frame Mass Mass Transfer Deck Group R Mass Sum of Proposed Target Areas - SHGC x A Non -North Vertical Fenestration PF < 0.2 0.2 <_ PF < 0.5 PF 0.5 North Vertical Fenestration PF < 0.2 0.2 < PF < 0.5 PF 2 0.5 3258.5 Maximum Target Vert. Fen. Area = I 3815.3 Target Net Wall Area 9216.4 Proposed Area 3114.5 144.0 Proposed Area 2400.6 6815.8 12474.9 Proposed Area 3210.5 48.0 x x x X X x x 0 0 greater -556.8 Total Vertical Fenestration 3258.5 Net Wall 9216.4 Target VF Mult. 1.00 1.00 Target Net Wall Mutt. 1.00 1.00 Sum of Target Target VF Mult. 1.00 1.00 Excess Vertical Fenestration Target VF Multiplier 1.00 Target Net Wall Mult. 1.00 Target Area 3114.5 144.0 Target Area 2400.6 6815.8 12474.9 Target Area 3210.5 48.0 Multiplier applied to all Proposed Vertical Fenestration Areas to calculate Target Vertical Fenestration Area Multiplier applied to all Proposed Opaque Above - Grade Wall Areas to calculate Target Above - Grade Wall Area Target areas in shaded boxes are applied to target areas on ENV -UA Sum of target above -grade wall and vertical fenestration areas are calculated to equal the SHGC target areas in shaded boxes are applied to target areas on ENV- SHGC Skylight Target Area Adjustment Calculations If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This SKY= Skylight NR - Net roof (excludes skylight) 'Gross Exterior Roof Area = SKY + NR Proposed Areas Skylight (Horizontal Fenestration) -> Opaque Roof -> Gross Exterior Roof Area 13380.0 Total Skylight Area Total Skylight Area Net Roof Area 13380.0 Target Areas Max Skylight % (C402.3.1) SKY= NR= 13380.0 3.0% 100 Maximum Skylight Fenestration Area 401.4 Maximum Target j Delta Skylight Area 401.4 Excess Skylight -401.4 / Target Skylight Area Excess Skylight - UA and SHGC Skylight All Roof Insulation Above Deck Metal Building Joist / Single Rafter Attic / All Others 0 greater -401.4 Excess Skylight Target Net Roof Area 13380.0 xA Sum of Proposed Proposed Area Proposed Area 13380.0 13380.0 X Total Skylight Area Target SKY Multiplier Net Roof 13380.0 Target SKY Mult. Target Net Roof Mult. 1.00 Target Net Roof Mult. Sum of Target 1.00 Target Area Target Area 13380.0 13380.0 Multiplier applied to all Proposed Skylight Areas to calculate Target Skylight Area Multiplier applied to all Proposed Opaque Roof Areas to calculate Target Roof Area Target areas in shaded boxes are applied to target areas on ENV -UA Sum of target roof and skylight areas are calculated to equal the SHGC Calculation ENV-SHGC 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 201 Project Title: Lantern Landing Date . 07/01/2016 Fenestration Area as % gross above -grade wall area 36.2% Max. Target: 3o% For Building Department Use Skylight Area as % gross roof area Max. Target: 3% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV -UA. 2 - If Target Area Adjustment is required per ENV -UA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Fenestration assembly SHGC shall be the manufacturer's NFRC product rating, or shall be the default value per Section C303.1.3. 4 - Fenestration that separates conditioned space from a non -conditioned space shall be included in this worksheet. Enter target SHGC values for this fenestration under proposed SHGC, so it is neutral to the calculation. Skylights Sch. ID Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x / Target SHGC SHGC x Area (A) = SHGC x A PF < 0.2 0.40 3211 1284.2 0.2<PF<0.5 0.35 SHGC 0.35 Skylight Totals PF>_0.5 0.64 ++ If projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. All Non -North Sch. ID Vertical Fenestration+ Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC x Area (A).= SHGC x A Target SHGC ++ PFCategory SHGC x Area (A) = SHGC x A SF1 SF2 NFRC data from Kawneer & PPG product literature NFRC data from Kawneer & PPG product literature 0.25 0.54 2454 757 614 409 PF < 0.2 0.40 3211 1284.2 0.2<PF<0.5 0.48 PF>_0.5 0.64 ++ If projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. + If PF credit is applied, then vertical fenestration Non -North Window Totals must be entered in the correct table according to 3210.5 1022.0 3210.5 1284.2 onenta ion. If credit is not applied then all vert Ica fenestration can be entered in either table. INorth Ve Sch. ID rtical Fenestration+ SF1 Provide SHGC source and fenestration schedule ID NFRC data from Kawneer & PPG product literature PF Proposed SH SHGC 0.41 x Area (A) 48 GC = SHGC xA Target SHGC++ PF SHGC x Area (A) = SHGC x A Category 20 PF < 0.2 0.53 48 25.4 0.2<_PF<0.5 0.58 PF z 0.5 0.64 ++ If projec ion factor PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. TO COMPLY - The Proposed Total SHGC x A shall not exceed the Target Total SHGC x A. North Window Totals 48.0 19.7 Area I SHGC x Al Total (Skylight+ Window) 3258.5 1041.7 48.0. 25.4 AreaSHGC x 3258.5 11309.6 Component Performance Compliance (SHGC) SHGC COMPLIES Building Permit Plans Checklist, pg. 1 ENV-CHK 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Lantern Landing Date 7/14/2017 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes SCOPE na C402.1.1 Low energy spaces Low energy spaces are identified on plans; include project information, and calculations if applicable, that demonstrate spaces are eligible for envelope provisions exemption na C402.1.1.1 Semi-heated spaces Semi-heated spaces are identified on plans, include calculations that demonstrate spaces are eligible for wall insulation exemption na C402.1.2 Equipment Buildings Provide building area, average wall and roof U-factor, and installed equipment information that demonstrates equipment building is eligible for envelope provision exemption na C410.2 Walk-in and warehouse cooler and freezer spaces Cooler and freezer spaces are identified on plans; C410 envelope compliance forms provided (pending) na C101.4.1 Mixed occupancy Spaces with different occupancy requirements are identified on plans na C503.2 Change of space conditioning Existing unconditioned spaces changing to semi-heated or conditioned space, and existing semi-heated spaces changing to conditioned space, are identified on plans. Include calculations that demonstrate baseline and final level of conditioning. na C505.1 Change of occupancy Existing F, S and U-occupancy spaces undergoing a change in occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. . Pre-2002 Group R spaces undergoing a change to a commercial occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. Non -Group R occupancy spaces undergoing a change to Group R are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. ENVELOPE PROVISIONS yes C103.2 C103.6.3 Compliance documentation Indicate envelope insulation compliance path and provide applicable forms; ENV-PRESCRIPTIVE or ENV-UA / ENV-SHGC for component performance If complying via total buidling performance, provide a list of all proposed envelope component types, areas and U-values yes C303.1.1 C303.1.2 Insulation identification Indicate identification mark shall be applied to all insulation materials and insulation installed such that the mark is readily observable during inspection yes C303.1.3 C402.4.3 Fenestration product rating Fenestration products shall be labeled with rated U-factor, SHGC, VT, and leakage rating yes C303.1.1 C402.2.1 General insulation installation Indicate installation methods, thicknesses, densities and clearances to achieve the intended R-value of all insulation materials; Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered yes C103.2 C402.2.2 Roof assembly insulation Indicate R-value(s) of cavity/continuous insulation on roof sections; Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.2 (std, adv); Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less; Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs na C402.2.2 Skylight curb insulation Indicate curb insulation R-value on roof section if not included in skylight NFRC rating yes C103.2 C402.2.3 C402.2.4 C303.2.1 Above/below grade wall insulation Indicate R-value(s) of cavity/continuous insulation on wall sections; Indicate framing materials on wall sections; Indicate method of framing for wood const per A103.2 (std, int, adv); Indicate material density category, wall weight and heat capacity for qualifying mass walls; For qualifying ASTM C90 masonry walls, indicate loose-fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Plans Checklist, pg. 2 ENV -CHK 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Title: Lantern Landing Date 7/14/203.7 Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes yes C103.2 C402.4.4 Opaque doors Indicate rated U -factor (swinging) or R -value (non -swinging - roll - up/sliding) on wall sections or in door schedules - applies to doors with less than 50% glazed area na C402.2.5 Floor over outdoor or unconditioned space insulation Indicate R-value(s) of cavity/continuous insulation on floor sections; Indicate framing material on floor sections; Indicate material density category and weight of qualifying mass floors yes C402.2.6 C303.2.1 Slab -on -grade floor insulation Indicate R -value of continuous insulation on wall section or foundation detail; Indicate insulation extends down vertically and/or horizontally the required distance from top of slab; Indicate method of protection of exposed exterior slab edge insulation na C402.2.6 C303.2.1 Radiantly heated slab -on -grade floor insulation Indicate R -value of continuous insulation on wall section or foundation detail; Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab; Indicate method of protection of exposed exterior slab edge insulation na C402.2.8 Radiant heating system insulation Indicate insulation R -value behind radiant panels, U-bend/headers and bottom surface of radiantly heated floors (other than radiantly heated slab - on -grade) yes C402.4.1 C502.2.1 C503.3.2 Vertical fenestration maximum area Provide calculation for total vertical fenestration area as a percentage of gross above grade wall area (WWR) for new construction, additions and alterations In ENV -SUM na C402.4.1.1 C405.2.4.1 C502.2.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with daylight zones and controls Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50% in 1 & 2 story builidngs: OR Provide calculations showing that the percentage of overall net floor area within daylight zones is equal to or greater than 25% in buildings 3 stories or more; include the gross floor area and list of spaces omitted for the net floor area; Note in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per WSEC Section C405.2.4.1; indicate method of control in lighting fixture schedules Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC na C402.4.1.3 C502.2.1 C503.3.2 Increase° prescriptive maximum vertical fenestration area with high- nerfnrmanra nla7inn Indicate high performance U -factors and SHGC values in fenestration schedules; If applicable, provide area -weighted U -factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 na C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS mechanical systems Indicate that for eligibility, all occupied, conditioned spaces will be served by a dedicated outside air system (DOAS) that delivers ventilation air without requiring operation of the heating/cooling system per Section C403.6 yes C402.1.5 Wall/vertical fenestration target area adjustment Indicate if component performance with target area adjustment will be used to account for vertical fenestration area in excess of the prescriptive maximum allowed na C402.4.1 C502.2.2 C503.3.3 Skylight maximum area Provide calculation for total skylight area as a percentage of gross roof area (SRR) for new construction, additions and alterations in ENV -SUM na C402.1.5.2 Roof/skylight target area adjustment Indicate if component performance with target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed yes C402.4.3 C303.1.3 U -factors, SHGC and VT for all fenestration assemblies Indicate U -factors, SHGC and VT values in fenestration schedules; If applicable, provide area -weighted U -factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 Indicate if values are NFRC or default; if default then specify frame type, glazing layers, gap width, low -e coatings, gas -fill na C402.4.3 Permanent shading devices For windows with overhangs or permanent projection shading devices, provide projection factor calculations (Equation C4-6) and associated minimum SHGC for north and non -north orientations Building Permit Plans Checklist, pg. 3 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 ENV -CHK Project Title: Lantern Landing Date Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes na C402.4.2 Spaces in single story buildings requiring skylights In single story buildings, provide list of enclosed areas that exceed 2,500 sf, have ceiling height greater than 15 ft, and are space types required to comply with this provision. For each area identify space type, floor area, floor to ceiling height, and any exception taken; For each area provide calculations for percentage of conditioned floor area located within a daylight zone including skylight and eligible sidelight daylight zones; For each area provide calculations for percentage of skylight area, OR; Provide calculations for skylight effective aperture (Equation C4-5); Indicate haze factor of skylight glazing material or diffuser AIR LEAKAGE yes C402.5.1.1 Air barrier construction and sealing Indicate location of continuous air barrier on plans and sections; Provide details for all joints, transitions in materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) na C402.5.3 Rooms containing open combustion fuel burning appliances used for space conditioning Indicate that room(s) containing non -direct vent appliances is isolated from inside the thermal envelope with a sealed air barrier, including doorway gasketing and sealing around ductwork and piping penetrations; Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork na C402.5.4 Access openings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors to shafts, chutes, stairways and elevators; Indicate method of gasketing, weatherstripping and sealing of these openings na C402.5.5 C403.2.4.3 Outdoor air intakes, exhausts and relief openings 9 Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust openings; Note in envelope plans that all relief, outside air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 na C402.5.8 Recessed lighting in building envelope Indicate method of sealing between light fixture housing and wall or ceiling; Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules na C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors na C402.5.7 Vestibules Indicate locations and dimensions of vestibules and air curtains; Indicate exception and criteria utilized for all building entrances and exits that do not have a vestibule or air curtain; Indicate required performance for air curtains installed per exception 7; For unconditioned vestibules, indicate which envelope assembly (interior or exterior) complies with the requirements for a conditioned space na . C103.2 C402.5.1.2 Building air leakage test Indicate on plans the air barrier boundaries and area calculations on all six sides of the air barrier; Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; Indicate required maximum leakage rate for compliance. Include the following requirements in project documents: (1) Submit air barrier test report to jurisdiction once test is completed; (2) If test results exceed 0.4 cfm/ft2 at 0.3 in. wg, then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation provided to owner. If "no" is selected for anv question provide explanation: End of Building Permit Plans Checklist Title: Lantern Landing Level I Basic Tree Assessment of Two ROW Tulip Trees Tukwila, Washington Prepared For: Jackson Main, Architecture, P.S. Attn: Bryant Bronson 1233 Andover Park East Tukwila, WA 98188 Erk YLE HENEGAR CONSULTING ARBORIST & HORTICULTURIST • ISA Certified Arborist PN8446A • Tree Risk Assessment Qualified • Member, American Society of Consulting Arborists (ASCA) Prepared By: Kyle Henegar ISA Certified Arborist PN6445A Tree Risk Assessment Qualified Member, American Society of Consulting Arborists Date: November 9, 2017 Attachments: Waiver of Liability Contents • Summary • Introduction • Methodology • Findings and Recommendations • Bibliography • Glossary • Tree Protection Measures • Waiver of Liability Summary The two Tulip trees, Liriodendron tulipifera, located in the northeast corner of the property located at 1233 Andover Park East, Tukwila, Washington, were found to have good structure and good vigor and should be able to withstand the stress of construction, including the placement of the new footings, and sidewalk, provided that all recommended Tree Protection Measures are adhered to. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION_ Photo 1. The two Tulip trees located in the northeast corner of the property located at 1233 Andover Park East, Tukwila, were found to have good structure and good vigor. In general, healthy trees, appropriately suited to the site conditions, are better able to withstand the stress of construction. DIS- 0 1q�, Introduction As requested by Bryant Bronson of Jackson Main, Architecture, I provided a Level I Basic Tree Assessment of the two ROW Tulip trees located in the northeast corner at 1233 Andover Park East, Tukwila, Washington. I was onsite on November 10, 2017 to review the history and condition of the trees. Jackson Main will be developing this site and The City of Tukwila, in a permit review corrections letter, has asked that a certified arborist assess these existing trees and the level of °Tdisturbaiice these new footings will impart. Methodology These trees were measured at Diameter at Breast Height (DBH). DBH is a standard measure of a trees size and 'is most often taken at 4.5 feet from the base of the tree; however, this can vary depending on a tree's individual characteristics, such as if there are multiple trunks or if the tree is growing on a slope. The measurements used in this report are according to Seattle DPD Directors Rule 16-2008. Radial Drip Line (RDL) is defined as the outer most circumference of a tree's canopy where water drips from and onto the ground. This measurement is often used to define the optimum Tree Protection Area for trees during construction. The RDL is included for each tree in this inventory. The trees identified in this report were visually inspected for vigor and defects. A standard process of assessing a tree is termed a Visual Tree Assessment (VTA). A VTA notes the obvious, external condition of a tree and takes into account the condition of the root flare, the main trunk and the canopy. A determination of structure and vigor is based on these parts and is reflected in Structure and Vigor. Findings and Recommendations The two Tulip trees referred to in this report were both found to be in good condition with good structure and good vigor for the species. In general, healthy trees, appropriately suited to the site conditions, are better able to withstand the stress of construction. • Tree #1, the most northerly situated tree, has a DBH of 13 inches and an RDL of 15 feet. • Tree #2, the second tree in line, has a DBH of 15 inches and an RDL of 16 feet. Both trees are currently growing in the northeast corner of the property, in the 14 -foot wide parking strip, immediately off of Andover Park East. Both trees are well established in the landscape but both trees have turf growing up to the base of the tree; turf and trees generally have different cultural needs and it is preferred to have an apron of organic mulch around the dripline of the trees, as oppose to turf. The trees are situated forty feet apart from each other and the area between the trees is open grown with no other intrusions into the CRZ. The soil appears to be very loamy and of good quality below the turf, and a good medium for healthy trees. The trees appear to have long adapted to the sidewalk situated four feet to the east, along Andover Park East although, there are some slight, early indications of some shifting in the sidewalk from the roots of these trees. The area west of the trees, east of the existing building, is currently an old planting bed with a slight berm to the west. It may be that more roots are encountered in this area; tree roots are opportunistic and will grow where there are the most resources. These are Liriodendron trees which can be expected to reach heights of up to 70-100 feet with diameters of up to 4-6 feet, when grown in optimum growing conditions. These trees may never reach their potential size do to the site conditions but it is important to keep in my mind that these are considered large trees. The architect is requesting placement of the footings, for the new building, within the area defined as the Critical Root Zone (CRZ). The CRZ of a tree, also called the "Tree Protection Zone", is often defined as an imaginary circle on the ground that corresponds with the "dripline" of the tree. However, the dripline is very irregular and misleading, so the trunk diameter is referred to (Barborinas, J., 2006). Photo 2. Both trees are well established in the landscape but both trees have turf growing up to the base of the tree. There are some slight, early indications of some shifting in the sidewalk from the roots of these trees. To determine the CRZ, measure the tree diameter at 4.5 feet above grade and multiply this diameter by 12 inches or, 12 -inch radius for every tree inch diameter is considered optimum protection. The Inner CRZ is defined as one half the radius of the CRZ. Protecting only this area would cause significant impact to the tree and would require maximum post care treatment. This would imply that the optimum CRZ for tree #1 would be 13 feet, measured from the center of the trunk and 15 feet, measured from the center of the trunk for tree #2. In my professional opinion, any invasion into the CRZ should be limited to one-third the circumference of the CRZ. This threshold is a well -accepted by the professional Arboriculture community in the Pacific NW My understanding, from the site plan provided, is that the new footings will invade the CRZ of tree #1 by approximately 3 feet, measured 10 feet away from the center of tree, and will not invade the inner half of the CRZ. I also understand, from the site plan provided, that no more than one-third the circumference of the CRZ of this tree will be affected by this development project. I understand, from the site plan provided, that a new side walk will be placed at approximately 8 feet south of tree #2 and that this will not invade the inner half of the CRZ of this tree. I also understand that no more than one-third the circumference of the CRZ of this tree will be affected by this development project. In my professional opinion, if all other Tree Protection Measures are adhered to, then both trees have a good chance at long term survivability in this landscape. Recommendations • Carefully remove turf away from the trunks of the trees and the planting bed. Be sure not to damage any surface roots. Do not roto -till in this area in preparation rfor the new landscape plants. • Follow the included Tree Protection Measures. • Carefully install the new landscape with plants with similar horticultural needs to those of the Tulip trees. Bibliography Barborinas, J. Critical Root Zone Delineation, ' Photo 3. I understand, from the site plan provided, that a new side walk will be placed at approximately 8 feet south of tree #2 and that this will not invade the inner half of the CRZ of this tree. I also understand that no more than one-third the circumference of the CRZ of this tree will be affected by the development project. http://www.urbanforestnursery.com/extras/criticalrootzone.html, 2006 Glossary Arborist: A person possessing the technical competence through experience and related training to provide for or supervise the management of trees or other woody plants in a landscape setting. Critical Root Zone: The area surrounding a tree at a distance from the trunk, which is equal to one (1) foot for every inch of trunk diameter measured at 4.5 feet from grade or otherwise determined by a qualified professional (example: one (1) foot radius per one (1) inch DBH). Diameter at Breast Height: A standard measurement of a tree most often taken at 4.5 feet from the base of the tree; however, this can vary depending if the tree has multiple trunks or is growing on a slope. Dripline: The distance from the tree trunk, that is equal to the furthest extent of the tree's crown/canopy. Structure: Trunk and branch development and its estimated susceptibility to failure. • Good- No significant defects evident in the trunk, scaffold limbs, and root flare area. • Fair- Minor defects evident. Poor- Significant defects that could lead to future failure of main branches or the entire tree. Vigor: Health based on size and color of leaf or needle and length of annual shoot growth. Overall health; the capacity to grow and resist physiological stress. • Good- Shoot growth, leaf size and leaf color are typical of the tree age and species. • Fair- Shoot growth, leaf size, and leaf color are below average for the tree age and species. Some deadwood is evident in the crown. Treatment may be required to foster improved future growth. • Poor- Shoot growth, leaf size, and leaf color are highly stunted, and there is a significant amount of dead twigs and branches in the crown. Visual Tree Assessment: A basic method of evaluating structural defects and stability in trees. Certification of Performance I, Kyle Henegar, certify: • I have personally inspected the trees on this property referred to in this report and that I have stated my findings accurately. • I have no interest in the plant material or the property that is subject to this report and that I have no personal bias with respect to the parties involved. • The opinions and conclusions stated are my own. • My compensation is not contingent upon the reporting of a predetermined conclusion that favors the cause of the client or any other party. • My opinions and conclusions were developed and this report has been prepared according to commonly accepted arboricultural practices. • No one provided significant professional assistance. • I am a member of the International Society of Arboriculture, the American Society of Consulting Arborists and Tree Risk Assessment Qualified. Tree Protection Measures In order for trees to survive the stresses placed upon them in the construction process, tree protection must be planned in advance of construction. If tree protection is not planned integral with the design and layout of the project, the trees will suffer needlessly and will possibly die. With proper preparation, often costing little or nothing extra to the project budget, trees can survive and thrive after construction. This is critical for tree survival because damage prevention is the single most effective treatment for trees on construction sites. Once trees are damaged, the treatment options available are limited. The following minimum Tree Protection Measures are included so that they can be copied and introduced into all relevant documents such as site plans, permit applications, conditions of approval and bid documents. These Tree Protection Measures are intended to be generic in nature. They will need to be adjusted to the specific circumstances of this site and the specific trees in question. 1. Tree Protection Fences will need to be placed around each tree or group of trees to be retained. a. Tree Protection Fences are to be placed according to the attached drawing at a distance of not less than 5 feet outside the dripline of the tree or group of trees to be saved. b. Tree Protection Fences must be inspected prior to the beginning of any demolition or construction work activities. c. Nothing must be parked or stored within the Tree Protection Fences—no equipment, vehicles, soil, debris, or construction supplies of any sort. 2. Cement trucks must not be allowed to deposit waste or wash out materials from drums within the Tree Protection Fences. 3. The Tree Protection Fences need to be clearly marked with the following or similar text in 4 inches or larger letters: TREE PROTECTION FENCE DO NOT ENTER THIS AREA DO NOT PARK OR STORE MATERIALS WITHIN THE PROTECTION AREA Any questions, call Kyle Henegar, ISA Certified Arborist, 206-293-1270. 4. The area within the Tree Protection Fencing must be covered with wood chips, hog fuel, or similar materials to a depth of 8 to 10 inches. The materials should be placed prior to beginning construction and remain until the Tree Protection Fencing is taken down. 5. When excavation occurs near trees that are scheduled for retention, the following procedure must be followed to protect the long-term survivability of the tree: a. An International Society of Arboriculture (ISA) Certified Arborist must be working with all equipment operators. The Certified Arborist should be outfitted with a shovel, hand pruners, a pair of loppers, a handsaw, and a power saw (a Sawzall is recommended). b. The hoe must be placed to "comb" the material directly away from the trunk as opposed to cutting across the roots. Combing is the gradual excavation of the groundcover plants and soil in depths that extend only as deep as the tines of the hoe. c. When any roots of 1 inch diameter or greater of the tree to be retained are struck by the equipment, the Certified Arborist should stop the equipment operator. d. The Certified Arborist should then excavate around the tree root by hand/shovel and cleanly cut the tree root. After this is complete, the Certified Arborist should instruct the equipment operator to continue. 6. Putting Utilities Under the Root Zone: a. Boring under the root systems of trees (and other vegetation) shall be done under the supervision of an ISA Certified Arborist. This is to be accomplished by excavating a limited trench or pit on each side of the critical root zone of the tree and then hand digging or pushing the pipe through the soil under the tree. The closest pit walls shall be a minimum of 7 feet from the center of the tree and shall be sufficient depth to lay the pipe at the grade as shown on the plan and profile. b. Tunneling under the roots of trees shall be done under the supervision of an ISA Certified Arborist in an open trench by carefully excavating and hand digging around areas where large roots are exposed. No roots 1 inch in diameter or larger shall be cut. c. The contractor shall verify the vertical and horizontal location of existing utilities to avoid conflicts and maintain minimum clearances; adjustment shall be made to the grade of the new utility as required. 7. Watering: a. The trees will require significant watering throughout the summer and early fall in order to survive long-term. Easy and economical watering can be accomplished using soaker hoses placed three feet from the trunk of the tree and spiraled around the tree. One 75 -foot soaker hose per tree is adequate. It is best to place the soakers using landscape staples, then cover the area with two to three inches composed materials. The composted material will act as a mulch to minimize evaporation and will also stimulate the microbial activity of the soil, which is another benefit to the health of the tree. b. Water the tree to a depth of 18 to 20 inches. I recommended leaving the water on the soaker hoses for six to eight hours and then digging down to determine how deep your water is penetrating. Then adjust accordingly. It may take a good two days of watering to reach the proper depth. c. Once the water reaches the proper depth, turn off the hoses for four weeks and then water again. Water more often when temperatures increase—every three weeks when temperatures exceed 80 degrees and every two weeks when temperatures exceed 90 degrees. Drying out the soil between watering is important to prevent soil pathogens from attacking the trees. 8. Pruning: All pruning should be done using ANSI A300 standards, using best management practices (http://tcia.org/business/ansi-a300-standards/part-1). When pruning trees, it is important to make final cuts at the proper location. Cuts should be made from just outside the branch bark ridge (readily visible on most species), to just outside the swollen base or branch collar. A clean, careful cut will remove the select branch but will not cut or injure the main trunk. Leaving stubs will lead to unwanted sprouting and decay of the remaining stem tissue. Cuts made too close (flush cuts) leave much larger wounds than proper cuts and can cause dieback of the surrounding cambium. As a result, flush cut wounds do not heal properly, causing major damage to the trunk from which the tree may not recover. Avoid having to prune branches that are over 1 to 2 inches in diameter. Waiver Of Liability There are many conditions affecting a tree's health and stability which may be present but cannot be ascertained such as root rot, previous or unexposed construction damage, internal cracks, stem rot and more. Changes in circumstances and conditions can also cause a rapid deterioration of a tree's health and stability. Adverse weather conditions can dramatically affect the health and safety of a tree in a very short amount of time. While I have used every reasonable means to examine this plant, this evaluation represents my opinion of the tree health at this point in time. These findings do not guarantee future safety nor are they predictions of future events. The tree evaluation consists of an external visual inspection of an individual tree's root flare, trunk, and canopy from the ground only, unless otherwise specified. The inspection may also consist of taking trunk. or root soundings for sound comparisons to aid the evaluator in determining the possible extent of decay within a tree. Soundings are only an aid to the evaluation process and do not replace the use of other more sophisticated diagnostic tools for determining the extent of decay within a tree. As conditions change, it is the responsibility of the property owners to schedule additional site visits by the ISA Certified Arborist. It is the responsibility of the property owner to obtain all required permits from city, county, state, or federal agencies. It is the responsibility of the property owner to comply with all applicable laws, regulations, and permit conditions. If there is a homeowners association, it is the responsibility of the property owner to comply with all Codes, Covenants, and Restrictions (CC&R's) that apply to tree pruning and tree removal. This tree evaluation is to be used to inform and guide the client in the management of their trees. This in no way implies that the evaluator is responsible for performing recommended actions or using other methods or tools to further determine the extent of internal tree problems without written authorization from the client. Furthermore, the evaluator in no way holds that the opinions and recommendations are the only actions required to insure that the tree will not fail. A second opinion is recommended. The client shall hold the evaluator harmless for any and all injuries or damages incurred if the evaluator's recommendations are not followed or for acts of nature beyond the evaluator's reasonable expectations, such as severe winds, excessive rains, heavy snow loads, etc. This report and all attachments, enclosures, and references, are confidential and are for the use of the client concerned. They may not be reproduced, used in any way, or disseminated in any form without the prior consent of the client concerned and ISA Certified Arborist Kyle Henegar. Thank you for allowing me to be of service. Please contact me with any questions or concerns. Sincerely, Kyle Henegar 206-293-1270 ISA Certified Arborist PN6445A Tree Risk Assessment Qualified Member, American Society of Consulting Arborists sEFTIEn' SUPPLEMENTAL STRUCTURAL CALCULATIONS 16-154-01 1233 Andover Park E 1233 Andover Park East Tukwila, WA 98188 for Jackson Main Architecture November 29, 2017 REVIEWED FOR ODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DI -VISION 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com Project /4notuv.r c>04'1 - Sheet Subject Co 11�c1w l�(JQnt c- iUr1 Client Page No. Desfgne, p0 www.lundopsahl.com ( Tel: 206,4025156 Date 1,10/I7 Sip i . m441 Cv i ta-mri' Rc.i Cal c,s on �i C.Gt+ti fay 1 .C.01' -u- woof Grote- d+,,, bo, O T /S'1,00 j;L< +4 a4dL -'1•t rem l - co( . et add r t,,, ` iosd R '-r' �� hi -.e -h IZ, \,./^'' - ArJe�� G('/ 1 7„ : ' 2/3 -4 Ce4e, ` Go,if7 1..r, ) b•,► : 110.7 ( M, 14.si.1 cmp.,,t, '0•F 14 = ( e 0.clf COQ r Z �Z —17.�r Cl le _ 17 rt4 ` UGC J )S`, *x 4 AO fir" )).615 ►Soo pr Cole ii rc;-r u ted 105 ' 05) atc-vx.lo Pc,( #y Sp), i eai . 4,, !Iqy &t 10 .0\ M s. 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FIEIM Von Mises Bot Isi. 30.8 27.9 25 22.1 19.2 119.3 13.4 10.5 7.s 4.7 1. Less than 36ksi*0.9 (32ksi) Plate is analyzed at 7/8" wall thickness. Critical plate bending stress rabina Surana From: Patrick Parton <pparton@LundOpsahl.com> Sent: Monday, November 13, 2017 1:59 PM To: Sabina Surana Cc: Bryant Bronson; Shawn Roberge Subject: RE: Lantern Landing Permit Review Attachments: 16-154-01 LanternLanding- Revision 1.pdf; Lantern Landing_Supplemental Calculation_ 2017-11-13.pdf; Geotechnical Conversation.pdf Sabina, Please see the attached updated S4.00 from our structural drawing set and supplemental calculation to address your concern on the collector connections. In addition, please find attached the conversation with the geotechnical engineer that our approach on handling the liquefaction settlement and lateral load is acceptable. Please let me know if you have any questions. Thank you, Patrick Parton, PE 1 Design Engineer 1 Lund Opsahl 1 206-402-5156. From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Friday, November 10, 2017 10:40 AM To: Patrick Parton <pparton@LundOpsahl.com> Subject: Lantern Landing Permit Review Patrick, We received a call from architect for Lantern Landing inquiring the status of permit submittal review. Please coordinate the status of submittal with the architect. Per our telephone conversation on Monday, 10/31, Land Opsahl to provide additional supplementary information on review comments that were not fully addressed. Let me know if you have any questions. Thanks, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners' Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 1 REVIEWED FOR ,CODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION Patrick Parton From: Michael Place <michael.place@psiusa.com> Sent: Wednesday, November 1, 2017 11:37 AM To: Patrick Parton Cc: Shawn Roberge Subject: RE: Andover Project Geotechnical Request Categories: Andover Park Patrick, As discussed over the phone, lateral loads may be dealt with for either foundations type by the use of a 250 pcf equivalent fluid pressure. It was included in the mat foundation section, but does apply to other foundations types as well. The upper 1 foot of soil should be omitted from this calculation and in accordance with the recommendations in our geotechnical report. As far as the differential settlement, provided the structure can handle the anticipate 2 inches over 100 feet for liquefaction induced differential settlement, then the foundation meets the requirement of our geotechnical report. Regards, Michael S. Place, PE Regional Engineer/Principal Consultant Geotechnical Engineering Intertek-PSI Licensed in WA, OR, ID, UT & NV Direct (425) 409-2505 Mobile (253) 255-7805 Office (425) 409-2504 Email michael.place@psiusa.com www.intertek.com/building (ntertek , Total Quality. Assured. Intertek-PSI, 20508 56th Avenue West, Suite A, Lynnwood, WA 98036 From: Patrick Parton [mailto:pparton@LundOpsahl.com] Sent: Wednesday, November 1, 2017 11:01 AM To: Michael Place <michael.place@psiusa.com> Cc: Shawn Roberge <sroberge@LundOpsahl.com> Subject: Andover Project Geotechnical Request Michael, - To fol4ow-up on our phone conversation, here is the issue with the city review. The report is attached for reference. The city reviewer is concerned with our approach on handling the settlement and lateral load on the spread foundations due to liquefaction, and we would like to put in a request. To handle the 2" over 100 ft settlement called out in section 2.7, we justified that our roof would be able to accommodate this deflection because it is less than the code maximum for roof deflections. We justified the lateral load on the spread foundations by putting them deeper and making them thicker to use the passive pressure to resist the lateral load. The city reviewer is saying that our only option at this time is to use a mat foundation or grade beams, unless we obtain additional geotechnical recommendations. If possible, could you please add a clause/addendum/clarification to your report stating that this approach is acceptable? Please give me a call if you have any questions. Thank you in advanced. Thank you, Patrick Parton, PE Design Engineer LUND OPSAHL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 Phone: 206-402-5156 www.lundopsahl.com PSI - www.psiusa.com - Offices Nationwide Environmental Consulting * Geotechnical Engineering Construction Materials Testing & Engineering * Industrial Hygiene NDE * Facilities & Roof Consulting * Specialty Engineering & Testing This e-mail and any attachments are for the sole use of the intended recipient(s) and may contain confidential and/or privileged material. If you have received this e-mail in error, please contact the sender and delete the material from any computer. You are hereby notified that any unauthorized disclosure, copying, distribution, or use of this transmitted information is strictly prohibited. 2 Sabina Surana From: Sent: To: Cc: Subject: Michael Place <michael.place@psiusa.com> Thursday, November 16, 2017 4:32 PM Sabina Surana Bryant Bronson; Shawn Roberge; Patrick Parton; Drew Martin RE: Lantern Landing Permit Review - Foundation Design ILS Sabina, Site class is only F if the fundamental period of the building will be over Y2 second. Based on the Y2 second period exception the site class should be E. That said based on the flat nature of the site lateral spreading should not be an issue on this site. Within the liquefaction analysis in our report no displacement was calculated to occur at the site during liquefaction. If you still need a letter definitively stating such we can provide one to you. Please let me know if you still require a letter. Thanks, Michael S. Place, PE Regional Engineer/Principal Consultant Geotechnical Engineering Intertek-PSI Licensed in WA, OR, ID, UT, & NV Direct Mobile Office Email (425) 409-2505 (253) 255-7805 (425) 409-2504 michael.place@psiusa.com www.intertek.com/building intertek �r Total Qua1ty. Assured. Intertek-PSI, 20508 56th Avenue West, Suite A, Lynnwood, WA 98036 REVIEWED FOR CODE COMPLIANCE APPROVED From: Sabina Surana[mailto:ssurana@reidmiddleton.com] Sent: Thursday, November 16, 2017 4:21 PM To: Michael Place <michael.place@psiusa.com> Cc: Bryant Bronson <Bryant.Bronson@jacksonmain.com>; Shawn Roberge <sroberge@LundOpsahl.com>; Patrick Parton <pparton@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design DEC 0 8 2011 City of Tukwila BUILDING DIVISION Michael, We still have question on the foundation design approach. See out initial review comment #8. Section 2.7 of geotechnical report states that the site soil is susceptible to liquefaction and classified as site "F" soil. Section 3.2 recommends using mat foundation or grade beams interconnecting footings to restrict different settlement. However, grade beams are not provided between all foundations. We would like a letter verifying that the liquefaction will only 1 cause differential settlement, not lateral spreading, and the design of foundation utilizing isolated shallow footings are consistent with the recommendations of the geotechnical report. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners 1 Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 From: Patrick Parton [mailto:pparton@LundOpsahl.com] Sent: Monday, November 13, 2017 1:59 PM To: Sabina Surana <ssurana@reidmiddleton.com> Cc: Bryant Bronson<Bryant.Bronson@jacksonmain.com>; Shawn Roberge <sroberge@LundOpsahl.com> Subject: RE: Lantern Landing Permit Review Sabina, Please see the attached updated S4.00 from our structural drawing set and supplemental calculation to address your concern on the collector connections. In addition, please find attached the conversation with the geotechnical engineer that our approach on handling the liquefaction settlement and lateral load is acceptable. Please let me know if you have any questions. Thank you, Patrick Parton, PE 1 Design Engineer 1 Lund Opsahl 1 206-402-5156 From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Friday, November 10, 2017 10:40 AM To: Patrick Parton <pparton@LundOpsahl.com> Subject: Lantern Landing Permit Review Patrick, We received a call from architect for Lantern Landing inquiring the status of permit submittal review. Please coordinate the status of submittal with the architect. Per our telephone conversation on Monday, 10/31, Land Opsahl to provide additional supplementary information on review comments that were not fully addressed. Let me know if you have any questions. Thanks, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners 1 Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 2 PSI - www.psiusa.com - Offices Nationwide Environmental Consulting * Geotechnical Engineering Construction Materials Testing & Engineering * Industrial Hygiene NOV* Facilities & Roof Consulting * Specialty Engineering & Testing This e-mail and any attachments are for the sole use of the intended recipient(s) and may contain confidential and/or privileged material. If you have received this e-mail in error, please contact the sender and delete the material from any computer. You are hereby notified that any unauthorized disclosure, copying, distribution, or use of this transmitted information is strictly prohibited. 3 Sabina Surana From: Sent: To: Cc: Subject: Attachments: Hi Sabina, Shawn Roberge <sroberge@LundOpsahl.com> Wednesday, November 29, 2017 2:42 PM' L -C-2 Sabina Surana; Bryant Bronson • Drew Martin RE: Lantern Landing Permit Review - Foundation Design Lantern Landing_Supplemental Calculation_2017-11-29.pdf; 2017 07 29 LanternLanding - Struc - Set.pdf Per our discussion I've attached the additional supplemental calculations addressing the items you've indicated. I've also attached the revised sheet in question. Thank you for working through this with us. Best regards, Shawn Roberge, PE, SE I Associate Principal 1 Lund Opsahl 1 206-402-5156 From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Tuesday, November 28, 2017 1:44 PM To: Bryant Bronson <Bryant.Bronson@jacksonmain.com> Cc: Shawn Roberge <sroberge@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Bryant, We have following additional comments on the revised Detail 11/S4.00 and supplementary calculation that we requested verification: 1. The revised Detail 11/S4.00 does not appear to indicate weld type for rebar to connecting plate PL3/4. The detail calls out as ""PL3/4 w/ (8) #4 welded". The type of weld should be clarified. 2. Sheet S1.02 appears to indicate that steel plates are A36. Supplementary calculation do not appear to provide calculations for required strength of PL3/4. Structural calculation should be provided verifying that A36 connecting plate is adequate with welded reinforcements to transfer design chord forces. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners I Surveyors 728 134th Street SW I Suite 200 1 Everett, WA 98204 Office: 425-741-3800 I Fax: 425-741-3900 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING-DJVISIO1S From: Bryant Bronson [mailto:Bryant.Bronson@iacksonmain.com] Sent: Tuesday, November 28, 2017 1:13 PM To: Sabina Surana <ssurana@reidmiddleton.com> Cc: Shawn Roberge <sroberge@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: FW: Lantern Landing Permit Review - Foundation Design 1 Good afternoon, Sabina, Please see the message forwarded below as well as the attached documents regarding Lantern Landing, Tukwila. Can you please confirm that this information satisfies the outstanding request for information? Thank you! Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Shawn Roberge[maiito:sroberge@LundOpsahl.com] Sent: Tuesday, November 28, 2017 12:32 PM To: Bryant Bronson<Bryant.Bronson@jacksonmain.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Bryant, I believe Patrick already sent these responses to Sabina along with the previous geotechnical"correspondence. I've attached them in case they didn't. I haven't responded to the RFIs yet but will ASAP. Shawn Roberge, PE, SE I Associate Principal j Lund Opsahl 1 206-402-5156 From: Bryant Bronson [mailto:Bryant.Bronson@jacksonmain.com] Sent: Monday, November 27, 2017 11:07 AM To: Shawn Roberge <sroberge@LundOpsahl.com> Subject: FW: Lantern Landing Permit Review - Foundation Design Good morning, Shawn, I hope you hada good weekend and were not in the office. I want to know if you can give me an update on the items requested by Reid Middleton in the attached email. Are they close to going out? It looks like this is the final pending review; Tukwila has competed all the others so this is the last piece! Please let me know. I'm also trying to get an update on RFI's 2 & 3 for Lantern Landing, which were related to structural. Thank you for your help. 11 Bryant Bronson Architect 1A JACKSON j MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Monday, November 27, 2017 11:02 AM To: Bryant Bronson<Bryant.Bronson@jacksonmain.com> 2 Cc: Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Bryant, We requested attached information to Lund Opsahl. We can finish our review soon as we received the requested information. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners I Surveyors 728 134th Street SW' Suite 200 1 Everett, WA 98204 Office: 425-741-3800 I Fax: 425-741-3900 From: Bryant Bronson [mailto:Bryant.Bronson@jacksonmain.com] Sent: Monday, November 27, 2017 10:54 AM To: Sabina Surana <ssurana@reidmiddleton.com> Cc: Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Good morning, Sabina, Can you please give me an update on the review status for Lantern Landing? Is the information provided by Lund Opsahl and PSI sufficient to conclude the review? I learned last week that the city's other reviews have been completed so am eager to know how close we are to finalizing structural. Thank you for your help! Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Thursday, November 16, 2017 4:53 PM To: Michael Place <michael.place@psiusa.com> Cc: Bryant Bronson <Bryant.Bronson@jacksonmain.com>; Shawn Roberge <sroberge@LundOpsahl.com>; Patrick Parton <pparton@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Michael, For our review, we just need a statement from you verifying that the foundation design assumptions are consistent with geotechnical recommendation. If the city requires a formal letter, I will let you know. Thanks, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton 3 Engineers 'Planners I Surveyors 728 134th Street SW I Suite 200 I Everett, WA 98204 Office: 425-741-3800 I Fax: 425-741-3900 From: Michael Place [mailto:michael.place@psiusa.com] Sent: Thursday, November 16, 2017 4:32 PM To: Sabina Surana <ssurana@reidmiddleton.com> Cc: Bryant Bronson <Bryant.Bronson@jacksonmain.com>; Shawn Roberge <sroberge@LundOpsahl.com>; Patrick Parton <pparton@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Sabina, Site class is only F if the fundamental period of the building will be over %2 second. Based on the % second period exception the site class should be E. That said based on the flat nature of the site lateral spreading should not be an issue on this site. Within the liquefaction analysis in our report no displacement was calculated to occur at the site during liquefaction. If you still need a letter definitively stating such we can provide one to you. Please let me know if you still require a letter. Thanks, Michael S. Place, PE C ag oraf nguneer/P2'f tef paf ConsAa it GectecWcal Engineering ince tek--PSH Licensed in WA, OR, ID, UT, & NV Direct (425) 409-2505 Mobile (253) 255-7805 Office (425) 409-2504 Email michael.place@psiusa.com www.intertek.com/building intertek �� Total Quality. Assured. Intertek-PSI, 20508 56th Avenue West, Suite A, Lynnwood, WA 98036 From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Thursday, November 16, 2017 4:21 PM To: Michael Place <michael.place@psiusa.com> Cc: Bryant Bronson<Bryant.Bronson@iacksonmain.com>; Shawn Roberge <sroberge@LundOpsahl.com>; Patrick Parton <pparton@LundOpsahl.com>; Drew Martin <dmartin@reidmiddleton.com> Subject: RE: Lantern Landing Permit Review - Foundation Design Michael, We still have question on the foundation design approach. See out initial review comment #8. Section 2.7 of geotechnical report states that the site soil is susceptible to liquefaction and classified as site "F" soil. Section 3.2 recommends using mat foundation or grade beams interconnecting footings to restrict different settlement. However, grade beams are not provided between all foundations. We would like a letter verifying that the liquefaction will only 4 cause differential settlement, not lateral spreading, and the design of foundation utilizing isolated shallow footings are consistent with the recommendations of the geotechnical report. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners 1 Surveyors 728 134th Street SW !Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 From: Patrick Parton [mailto:pparton@LundOpsahl.com] Sent: Monday, November 13, 2017 1:59 PM To: Sabina Surana <ssuranaPreidmiddleton.com> Cc: Bryant Bronson <Bryant.Bronson(Wiacksonmain.com>; Shawn Roberge <srobergePLundOpsahl.com> Subject: RE: Lantern Landing Permit Review Sabina, Please see the attached updated S4.00 from our structural drawing set and supplemental calculation to address your concern on the collector connections. In addition, please find attached the conversation with the geotechnical engineer that our approach on handling the liquefaction settlement and lateral load is acceptable. Please let me know if you have any questions. Thank you, Patrick Parton, PE 1 Design Engineer 1 Lund Opsahl 1 206-402-5156 From: Sabina Surana [mailto:ssurana@ reidmiddleton.com] Sent: Friday, November 10, 2017 10:40 AM To: Patrick Parton <pparton@LundOpsahl.com> Subject: Lantern Landing Permit Review Patrick, We received a call from architect for Lantern Landing inquiring the status of permit submittal review. Please coordinate the status of submittal with the architect. Per our telephone conversation on Monday, 10/31, Land Opsahl to provide additional supplementary information on review comments that were not fully addressed. Let me know if you have any questions. Thanks, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners 1 Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 5 PSI - www.psiusa.com - Offices Nationwide Environmental Consulting * Geotechnical Engineering Construction Materials Testing & Engineering * Industrial Hygiene NDE * Facilities & Roof Consulting * Specialty Engineering & Testing This e-mail and any attachments are for the sole use of the intended recipient(s) and may contain confidential and/or privileged material. If you have received this e-mail in error, please contact the sender and delete the material from any computer. You are hereby notified that any unauthorized disclosure, copying, distribution, or use of this transmitted information is strictly prohibited. 6 SUPPLEMENTAL STRUCTURAL CALCULATIONS 16-154-01 1233 Andover Park E 1233 Andover Park East Tukwila, WA 98188 for Jackson Main Architecture November 29, 2017 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com Project Subject Client ,Ano(0,1 B L. Sheet Co 11 L c. -kw CO r) of !o', Page No, 0.bgner pie www.lundopsahl,com lel: 206.402,5 56 Date .two' pl..cr4 ,i Ca.) Pe.rt0Re..11 ,c..,c wok, GreA C ^ 66,,r oP 4. ., Ar(}y GGY �s,1,0o 1;L4._ ±± pet a,t.„,,, .1r : Me -4._ - C4,1 c,s o n +LtP- crn-1-v ' \,./.. 1) — a4A- -e.. hko{ 4,4,4 , 4Le&&. -11 Cttker 6•e1: RR 17.4s.,,, T� ' Z/3 c.,p.ctT AUT 1 ‚.4 { 6(,(15 Lr : 1-{O.7 ( IK - ( ). 0•_11 GO t ).),; 'Az! '� L-13.2.; Lr'. Y 13 0,46 • OS- t9, 3C c,.,r, At. tf �• • 40 if re" tlr-tcc% locrot 6I0,Ms. .E < !Sao pr Ion • (I5), c'tet/Aofe#( 144 5/2):( QJ ac.; t , (0 ,co, q , x O,Z.. k6,r1 i,' , Y £So 1,1' 11 \fort •=Wae--- -. ,# - \.✓s►I a, r _ -F i.r Sr3_ of - t 1-7 'a __,f_._ NI� orCd( sal F,) 3.2, - 5 JI.u,.. 6-4 J7 '~ 2,5-x 1, kr kr- . Lf 1,14____ S9n^c..- r441-rcc al e4 1 — ,s L„1. ._D_esk4 1Z' -. 4✓T_. Cd1 rc„La a CO 41_ _ _ _ Olid a *.—Ti, (j ll'i L7 Project Sheet Subject Client Page No. Designer S 1112 Date www.lundopsahl.com Tel; 206.402.5156 4 g A& 515KSi ' 1,.:53.'x0.1.5 = g_%/114 - /,25r /_i )dvv ! x_ ‘2.. = /544 -c R,,.) Von VM i ses Sot ksi — 30.8 27.9 tr 25 22.1 19.2 16.3 13.4 10.5 7.6 or4.7 1.: Plate is analyzed at 7/8" wall thickness. r- anchor locations 61.15kips/10" plate SWYArfelt7z7 �a�L5%7a/71.7651157M©© MEM. ATIWZM EWA MESE FA 7A 9 115 7 4717®©©©©17©©©12177©17A.7©©®®© EMMA. A FAM7® 71 4747©47SETA§T 7 7 ®4717®17©®d17©�7©AJla17©©®® A 7 ©©®©©i.4©©©©®A17AZINSW©17®©17 f MTM • -15.3 -15.3 'ON! 'ANVdWOO H3AOONV 3H1 991,96 VM 1SV3 NHVd 1:13AOONV £EZ ONI1NV1 Na31NV1 101.10110.10 1-,,111410.3 110.30 0.11101 (10444. 2100/90101 /1110.14 4100 0V1 01.0131. 0004 ¢ I BI • gl 1 1 E 3 0 O g 5� 3 a 5Z of 3^ 71. Ind tn. ate.4.m.rvn Lont.....rneorno 14.1.1.1107.011 f October 6, 2017 Jackson 1 Main Architecture 311 First Avenue South Seattle, WA 98104 Attention: Bryant Bronson Project: Lantern Landing RE: Building Permit Plan Review — First Submittal — Lantern Landing (D17-0193) Dear Mr. Bronson: We have reviewed the building permit submittal review comments by Reid Middleton dated August 11, 2017 for the Lantern Landing project, copy attached, and have the following responses. Please note our response numbers correspond to the numbers in the letter. General 1. Structural special inspections responses are indicated below. Refer to line 11 of the "Special Inspections of Concrete Construction" table and line 8 of "Special Inspections of Masonry Construction" table on S1.01. Refer to line 12 of the "Special Inspections of Concrete Construction" table on 51.01. Refer to line 13 of the "Special Inspections of Concrete Construction" table on 51.01. Refer to line 1 of the "Special Inspections of Concrete Construction" table on 51.01. We do not specify welding of reinforcement other than the DBA's in the seismic force resisting system. Refer to line 3 of the "Special Inspections of Concrete Construction" table on 51.01. Refer to line 14 of the "Special Inspections of Concrete Construction" table and line 9 of "Special Inspections of Masonry Construction" table on S1.01. Refer to line 1 of the "Special Inspections of Structural Steel Construction" table on S1.01. Refer to line 6 of the "Special Inspections of Structural Steel on S1.01. Refer to line 3.d of the "Special Inspections of Structural Steel on S1.01. a. b. c. d. e. f. 9. h. on OR CDE CQMP LANCE onsr j& DEC 0 8 2017 City of Tukwila BUILDING DIVISION k. Refer to line 3 of the "Special Inspections of Structural Steel Construction" table on 51.01. I. Refer to line 3.f of the "Special Inspections of Structural Steel Construction" table on 51.01. m. Refer to the "Special Inspections of Open -Web Steel Joists and Girders" table on 51.01 n. Refer to the "Special Inspections of Cold -Formed Steel" table on 51.01 o. Refer to the "Special Inspections of Wood Construction" table on 51.01 p. Refer to the "Special Inspections of Wood Construction" table on 51.01 2. Structural test responses are indicated below a. Refer to line 6 of the "Special Inspections of Concrete Construction" table on S1.01. 3. Please see below responses: a. Please see updated submittals list on 51.01 b. Please see updated submittals list on S1.01 c. Please see updated submittals list on S1.01 d. No prefabricated steel structures (stairs) in project e. No prefabricated stairs in project f. Please see welding section under Structural steel general notes g. Please see updated submittals list on S1.01 4. Please see the below responses: a. Concrete mix designs have been added to deferred submittals list b. Please see deferred submittal list on S1.01 c. Directly specified by LO, no deferred submittal needed d. No prefabricated stair in project e. Directly specified by LO, no deferred submittal needed f. Awnings added to deferred submittal list g. Please see deferred submittal list on 51.01 5. Please see the submittals list on 51.01 6. Please see the submittals list on S1.01 7. Note is not needed as there are no pre -manufactured stairs in the project. rd Foundation 8. Isolated shallow footings have been thickened to resist the lateral force required per ASCE 7-10 Section 12.13.5.2 with allowable passive pressure indicated in the Geotechnical Report. . Detail 3/S.00a has been updated a. Please see added dowels b. Please see added note at (E)/(N) CMU interface. 10. The anchor connection between the wall and the post is sufficient to take the vertical load and eccentricity. The eccentricity to the footing is then removed. Please see supplemental calculation page Foundation.10.1. Vertical 11. These beams are designed to support the mechanical units and the locations are determined by the mech unit dimensions. Joists are to be added in this area where 6'-0" spacing is exceeded. 12. Mech Units are to be supported by the W12x26 roof members indicated on plan a. Connection details are to be provided by the Mech Engineer. b. Please see calculations located on 3.1.58 of the original permit calculations for design of "MB1" for mech unit loading. Reactions have been carried through supporting girders and columns. Please see label on Key Plan (page 3.1.2) and designs starting on 3.1.9 and beyond. c. Connection details are to be provided by the Mech Engineer. 13. Roof Joists are to be provided where 6'-0" spacing is exceed by the W12x26 mechanical beams. 14. Cor ect, these beams were not intended to be on plan 1/S2.01. They have been removed. Lateral 15. The lateral Toad is distributed based on Flexible Diaphragm theory. There are four diaphragms identified and named Upper Roof, Lower Roof, North Lantern, and South Lantern. Each roof weight was calculated as a distributed load in the corresponding direction (see 2.1.2 of original calculations) and then multiplied by Cs and the tributary width supported by each wall. Please see the attached supplemental key plan page Lateral.15.1. 16. ASCE 41 note has been removed. 17. Please see below: a. Concrete walls: Please see the attached supplemental calculation Lateral.17.1. The existing walls have been reviewed for boundary zone requirements per ACI 18.10.6.3 and 18.10.6.5. No boundary zones are required. To justify the requirement of hooking the ends of the horizontal reinforcement, the walls were reviewed with 2'-0" less on each end to show that the bars are developed beyond the vertical reinforcing which produces the same result as a hook. The 1.25Fy development length is for walls experiencing large inelastic deformation. The existing concrete walls have a shear DCR of about 1% and will remain elastic. Per engineering judgement, the 1.25Fu development length criteria is not necessary for this case. b. CMU Walls: please see the supplemental calculation corresponding to comment 19 below. The existing walls have been reviewed for all ASD detailing requirements per ACI 530-113 with the attached calculation spreadsheet. 18. Please refer to load map located on page 2.2.1. Collectors and their connections have been designed for the over strength factor. 19. Fy of existing rebar in masonry walls has been updated to 40 ksi. Please see supplemental calculation page Lateral.19.1 20. Please refer to load map located on page 2.2.1. Collectors and their connections have been designed for the over strength factor and the diaphragm has been designed for the 1.25 p factor. General notes have been updated the show 1.25 redundancy factor. 21. ACI 530-13 Section 9.1.6.3.1.2 does not apply here because the deformed bar anchors are not bent -bar anchor bolts. The deformed bar anchors are lapped with additional bond beams in the wall to ensure that the cone breakout is reinforced. 22. Roof joists do not occur at this detail. The W18 is a collector for the shear wall on Grid 3.2 and is supported vertically by the W10's per plan 4/S2.01. Connection 17/S4.00 is strictly a lateral connection. 23. Diaphragm load is indicated on page 2.2.1 as 499 lbs/ft. Through bolts have been updated to epoxy bolts on Architect request. Load to Anchor is 499 lbs/ft *2ft*2.5(omega)= 2495 lbs. Anchor capacity has been reviewed with Hilti Profis. Please see attached supplemental calculation Lateral.23.1 24. Load path is shown in details 9 and 10 on S4.0 25. Please see responses below: a. (E) Roof Structure added to plans. b. The required nail size has been added to 1/S8.00. Spacing is per plan. Framing orientation has been provided on plan. Diaphragm nailing has been rechecked and verified. c. Please see supplemental calculation Lateral.25.1 26. Please see responses below: a. Collector has been aligned with the wall. Please see updated plans. b. Collector has been aligned with the wall and transfer of forces is direct. c. Please see detail 19/S6.00 27. Please see detail 19/56.00 28. The reinforcement per 16/S4.00 is along the full length of (E) GLB and has been indicated on plan. 29. Please see responses below: a. Location added to 19/S5.00 b. Detail callout has been moved. c. After additional verification with the architect, the (E) concrete walls are cast in place and not tilt -up walls. d. Connection has been added to 19/S5.00 e. Framing adjusted to show a joist at each column. 30. Please see responses below: a. Configuration is shown on 10/S4.00 b. Upgrade length is full length of wall. Updated on plans c. Please refer to 10/S4.00 for anchorage detail between wood shear wall and top of concrete wall. Calculation is shown in supplemental calculation page Latera1.30.1 31. The beams that are not aligned with the CL of walls are not considered as collectors. Collectors are indicated with an *. The collectors have been added to the short walls (flanges of "C") only to transfer the diaphragm force. The 10'-0' long walls (Web of "C") have been determined to be long enough to transfer the diaphragm force per detail 13/S4.00. Please call if you have any questions. Thank you, Patrick Parton, PE Design. Engineer Lund Opsahl, LLC. Attachments: Revised Structural Drawings Supplemental Calculations Building Permit Plan Review Letter, Dated August 11, 2017 June 27, 2017 FILE Jackson 1 Main Architecture 311 First Avenue South Seattle, WA 98104 Attention: Bryant Bronson Project: Lantern Landing RE: Canopy Design Review Comments Dear Mr. Bronson: -0)IEVDEWEn JUL 1 1 2018 II -j) REID MIDDLETON, INC. We have reviewed the canopy permit submittal review comments by Reid Middleton dated June 26, 2018 for the Canopies at the Lantern Landing project, copy attached, and have the following responses. Please note our response numbers correspond to the numbers in the letter. The columns at each end of the canopies (excluding the one shown in the foundation plan) are supported by the mat foundations of the CMU Shear walls and do not require individual spread footings. The footings for the two columns in the middle of the Middle Canopy are specified on ELEV-B as F4.0 per S2.00 of the building drawings. The max axial load per LC D+S is 3636 lbs (see page 7 of the calculation package). The results in a bearing pressure of 227.25 psf which is well under the 1500 psf limit. The max axial load at the column shown on the FNDN PLAN is 5.3 kips (LC D+S; see page 32 of the calculations) and results in a bearing pressure of 331.25 psf which is well under the 1500 psf limit. Please see the attached supplemental calculation for the epoxy dowel design to the (E) Strip footing. 2. Top of column at the middle canopy is no longer braced by the bottom flange of the OWJ. It is braced per S -SK -13e to the top flange. The reactions have been provided to the OWJ manufacturer and any reinforcing has been provided by the manufacturer. Please see the attached supplemental calculation for the L6x6 Spreader angle between OWJ's. The L6x4 behind the spreader angle is to distribute the lateral load into the diaphragm. Load is 3340 lbs (D+S per ELEV E) over a 4'-0" length, resulting in 835 lbs/ft. Dia hra.m capacity is 1418 lbs/ft per VERCO Catalog. • REVIEWED FOR CODE ti * Am? ''-t!' to and •• . JUL 12 2018 City of Tukwila BUILDING DIVISION it r -rt ''a ,.... ,"'s i A VI 111 ,..- .6 ave been updated with additional clar fi tton ntesa oteactions kb i ' WJ ave b n provide. to t o a ufapctur�erranyy-reinforcing-has--; M l S L ' i JUL 1 1 2018 ± 3I. REID E IDDLETO!' , INC. C C • j 0 a June 27, 2017 Jackson I Main Architecture 311 First Avenue South Seattle, WA 98104 Attention: Bryant Bronson Project: Lantern Landing RE: Canopy Design Review Comments Dear Mr. Bronson: We have reviewed the canopy permit submittal review comments by Reid Middleton dated June 26, 2018 for the Canopies at the Lantern Landing project, copy attached, and have the following responses. Please note our response numbers correspond to the numbers in the letter. 1. The columns at each end of the canopies (excluding the one shown in the foundation plan) are supported by the mat foundations of the CMU Shear walls and do not require individual spread footings. The footings for the two columns in the middle of the Middle Canopy are specified on ELEV-B as F4.0 per S2.00 of the building drawings. The max axial load per LC D+S is 3636 lbs (see page 7 of the calculation package). The results in a bearing pressure of 227.25 psf which is well under the 1500 psf limit. The max axial load at the column shown on the FNDN PLAN is 5.3 kips (LC D+S; see page 32 of the calculations) and results in a bearing pressure of 331.25 psf which is well under the 1500 psf limit. Please see the attached supplemental calculation for the epoxy dowel design to the (E) Strip footing. 2. Top of column at the middle canopy is no longer braced by the bottom flange of the OWJ. It is braced per S -SK -13e to the top flange. The reactions have been provided to the OWJ manufacturer and any reinforcing has been provided by the manufacturer. Please see the attached supplemental calculation for the L6x6 Spreader angle between OWJ's. The L6x4 behind the spreader angle is to distribute the lateral Toad into the diaphragm. Load is 3340 lbs (D+S per ELEV E) over a 4'-0" length, resulting in 835 lbs/ft. Diaphragm capacity is 1418 lbs/ft per VERCO Catalog. 3. ELEV-D and ELEV-E have been updated with additional clarification notes. Reactions to Joist Substitute and OWJ have been provided to the manufacturer any reinforcing has SUPPLEMENTAL CALCULATIONS 16-154-01 Lantern Landing - Canopies 1233 Andover Park East Tukwila, WA 98188 for Jackson Main Architecture June 27, 2017 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com T4 .s 7i -.r 0 T4 LAI ul 0 G r www.hilti.us 11411.1191 Profis Anchor 2.7.7 Company: Lund Opsahl Specifier: POP Address: Phone I Fax: E -Mail: Page: 1 Project: Andover Park Sub -Project I Pos. No.: Canopy Design Date: 6/27/2018 Specifier's comments: South Canopy Footing to (E) Strip Footing 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #6 Effective embedment depth: hef,opti = 3.500 in. (hef,llmit = 15.000 in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR -3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Comment 1.1 www.hilti.us Profis Anchor 2.7.7 Company: Lund Opsahl Specifier: POP Address: Phone I Fax: E -Mail: Page: 2 Project: Andover Park Sub -Project I Pos. No.: Canopy Design Date: 6/27/2018 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity Y3 11iv [%] Status Tension - - / - Shear Concrete edge failure in direction y+ 2,000 2,554 -179 OK Loading PN Pv C Utilization pro [%] Status Combined tension and shear loads - 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out bymeans of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert„ particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves -only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Comment 1.2 D 0 G J C D 0 D 0 0 Calculation per AISC F10 Properties Yielding Angle L6 x6 x1/2 Major W Mn 337.8 kip -in Fy 36 ksi Minor Z Mn 146.9 kip -in E 29000 ksi Geometric X Mn 198.3 kip -in Equal Leg Geometric Y Mn 198.3 kip -in Compression at Toe Cb 1.00 Lb 72 in I3W 0.00 Table C -F10.1 Major W S, 4.59 in3 Geometric X Sy 4.59 in3 Geometric Y SZ 3.4 in3 Major W -Bending: Sw 7.82 in3 Mn kip -in Lateral -Torsional Buckling Nominal Flexural Strength: 335.6 kip -in 190.9 kip -in 190.9 kip -in IZ 8.06 in4 rZ 1.18 in b 6 in t 0.5 in a 0.785 rad Bending Demand Mux Muy Muw M. 85.392 kip -in 85.392 kip -in 0.000 kip -in 120.763 kip -in 335.6 Leg Local Buckling Major W -Bending: Mnl Minor Z -Bending: Mn b/t 12 S, 7.82 in3 Fcr ksi b/t 12 Sc 3.4 in3 Fcr ksi Bending Capacity Geometric Bending: (1)Mn kip -in Major W Bending: 4M„ 302.02 kip -in Minor Z Bending: 4Mn 132.19 kip -in Summary Bending about Major and Minor axis: DCR 91.4% Comment 2.1 • Project l--G(}'v. r / Sheet Subject LG,n0 Its S� /� pp, to / `�I�"� ` l &np Page Nu. Client Project No Designer 17617 www.Iundopsahl.com 1 Te1:206.402.5156 Date GG/2.-7/1C1 (7) 1/44, 3' SDS 64 i, pac.r4y 7 = 2,990 16 > 2 -oo F.+ ▪ Li s- Itr% ex9c„\, !),GZ.7 P- M/, e C MS—t'C.,'Co CA9A,.,4 • 45-8T,,, / (55 32F. B4ty Comment 4.1 UND FILE SAHL STRUCTURAL SKETCHES 16-154-01 LANTERN LANDING Sketch Packet 1233 Andover Park E Tukwila, WA 98188 for `:7 kid\,prE E g� E... JUL 1.1 2018 1— '222.111_1 D ETO N, —RE!' Pu IDDLETON, {NC. JACKSON 1 MAIN Architecture REVIEWED FOR CODE COMPLIANCE APPROVED • JUL 122018 City of Tukwila BUILDING DIVISION June 27, 2018RER EVIIEW L% REID MIDDLETON, INC, 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com NORTH CANOPY MIDDLE CANOPY SOUTH CANOPY 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com lV Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS KEY PLAN 5.8. 5 HSS6x6x1/2 G.8 S -SK -20 TYP, CHANNEL TO BEAM CONN. I,MSS6x6x_1,/ HSS10x6x5,8 (BELOW) v"14x26 IHSS5x5x1/4 f HSS5x5x1/41 1 HSS5x5x1V4 HSS5x5x1(4 / / i.AT- ....)n s- \ a » cn = v ui m ? - S -SK -14 SOUTH CANOPY TYP_1 ELEV-D SUBST ELEV-A HSS6x6x1/2 HSS10x6x5/8 (BELOW. T&B) a 7,/ X/ X (nu' _ / HSS5x5x1/4 /�inIn HSS5x5x1/4 ,t- X X _ NORTH CANOPY 1 C1 `7 0 / w r— (f) >-> - to CO ch 3a OQ W U oo nr 4 i W a Z �Z 0 =U rHSS6x6x1/2 ----) N) x HSS5x5x1i4,4 13 �HSS5jc5x1`i4S -00 HSSSx5x114 0) 2 HSS5x5x114 DHSS5x5x4/41 �HSS5x5xti4 / yss fs HSS5x5x1/4 HSS8x6x1/4 (BELO (CONNECT TO CO X 0) MTL DECK PER NOTES TYP ALL CANOPIES MIDDLE CANOPY NOTES: 1. CANOPY ROOF DECK SHALL BE 1 1/2"x20 GA DECK-VERCO TYPE PLB (ER -2078P), ASC PROFILES TYPE B (ESR -1414), OR APPROVED EQUAL. 2. PROVIDE (7) 3/4"0 (1/2"0 EFFECTIVE) PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE FASTENED TO THESTEEL FRAMING. 3. PROVIDE 3/4"0 (1/2"0 EFFECTIVE) PUDDLE WELDS AT 1'-0" TO ALL FRAMING PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH VCS AT 1'-0" (PLB DECK) OR DELTA GRIP SIDE SEAM ATTACHMENT AT 1'-0" (B DECK). 5. CHANNELS ARE PER ARCHITECT AND OMITTED FROM STRUCTURAL PLANS. 6. FIELD WELDING LOCATIONS TO BE DETERMINED AND CONFRIMED BY CONTRACTOR, TYP ALL DETAILS. 7. REFER TO ROOF PLAN (S2.01) FOR FRAMING NOT SHOWN. 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project Andover Park Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS FRAMING PLANS SPREAD FTG PER S -SK -18 HSS6x6x1/2 COL HSS COL ANCHOR TO EXISTING CONC WALL AT OC MAX, TYP SOUTH CANOPY 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS FNDN PLAN /1E.T4L E7F-LK ii)k QLAN Wf (3EAM pPE t 9U+N S -SK -13a Max Reactions Dead: 1005# Snow: 1255# ind: -2760# Max Reactions Dead: 705# Snow: 880# Wind: -1930# JOIST SUBSTITUTE TO SUPPORT HORIZONTAL LOAD t TT g oP P rL- pul/J Sci5-rP-R PLAN S -SK -13c Hss PES ►•Z' 7` ?LAN PEP- Apoi S -SK -13b ricrAL Ow, PL4Av L FAct OF PRc" WALL. SOUTHCANOPY ELEVATION H5p,.�PN$ ER C•HANME'- .P'E(t. A F -(M 1201 rust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS ELEV-A Max Reactions Dead: 1500# t Snow: 1840#t Wind: -3500#1 SG 580ft"1- (t S -SK -13e ?OF 6EAN Pt¢PU FF FL- yRlE_�3a P11.. ANGLE To tN grypl:EP ftnttl TaV-rat,y NOTES: M cot- nN o A czc-H WAW 1-16'x© PbQ VLA N HSS COL PER PLAN, BEYOND kkti 'a S -SK -13c 1. PROVIDE F4.0 FTG PER FOOTING SCHEDULE ON S2.00 AT BOTTOM OF HSS COLUMN WITH TYP CONN. 2. AT SIM, SEE NOTES ON S -SK -15 FOR CANOPY BEAM CONNECTION TO MASONRY EMBED 1 H 55 PE -a - S -SK -13b I (SEE NOTE 2 @ SIM) Q4(JJti ?Q ptaca MIDDLE CANOPY ELEVATION 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206.402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS ELEV-B NORTH CANOPY ELEVATION 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS ELEV-C G t (00121: 'NAM J% 5 Is.Ff oR0 F "ryp PuDOLE wall) /tNEL ()BOK Q 7 g,t,0 1 7\—SPREADER RtiWw KxC„Kc�, EA 520, 544 N Tip 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 wwwlundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13f • Cti - - MIN 4 MIA/' �rr.. P:E¢ N AN ATE it lc w/ CG) 147;2'TI HZT -Hy 7G EFF EM BEI) - LIT HSS PER. C.4Au"PY ?LAM. Com." SIM To S- sk-iti 1201 First Avenue South. Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13g B B 8 B a a a P N55 Cc1.. r r -' 1-� 14;74'4. IMP TYP HSS BEAM TO HSS COLUMN CONNECTION 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Reference - Scale NTS S -SK -14 LM k WRtI- PE.R` PLMd 2: rip ft 124 VI_ w/ y:c 1-►LLTI HIT ily X, F_PSE.D 973: /12NANC-Hoa Er c 57257 is t7" Gc CoORDZNkTE Pep;' S -51c -13a.. NOTES: 1. CLEVIS AND TIE NOT SHOWN FOR CLARITY 2. FOR LOWER CANOPY CONNECTION (ELEV-B SIM, NOTE 2), PROVIDE KNIFE PL AND WELD TO EMBED PER S -SK -13B (IN LIEU OF TIE ROD CONNECTION PL EMBED PLATE AND SUPPORT AT MASONRY WALL 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206.402-5156 www.lundopsahl.com Project No 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -15 -o 0 Z 0 u6isaa i(douej N Z 91./LE/S0 a3e0 0 3 1 -led Janopuy ££Z L CANOPY SUPPORT AT HSS COLUMN AND LATERAL BRACING 9 HSS BEAM PER PLAN 3 .5 10E5 Ts1tF '„'`u°`0_t t. SSN' �yg�! 7/8" MIN, TYP `3K? -x %c'_3.. (LLH) TYP CHANNEL PER ARCH TYP ATTACHMENT OF CHANNEL FRAMING TO CANOPY STRUCTURE NOTES: 1. PROVIDE CONNECTION AT 4'-0" MAX ALONG LENGTH OF EACH CHANNEL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -17 010 Pu` CZIOL J 1 5a EG SOUTH CANOPY COLUMN FOOTING x 0 410' v1:)),s° i- AScvE P5R PLAN. (cti j PEI -4 5/53 -cc 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -18 M 1'rrte rciaoects %EqL- I,IELD (3) 1j tpES, 607 .s4ociN R 1JELD Tc (3M pF .5 %3b L (1.5IDL5 CORNER CONNECTION DETAIL 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -19 35/55•a 4t�ca 0\" QED 16 V }155 EAMq- co.*. 1-G CDL 17£¢ S -SK -j4 SOUTH CANOPY COLUMN TO BEAMS CONNECTION 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -20 OWJ per Plan u r ACr&aE.a TRIC i EA8 EVO 1101 SNUw cy-t) Ct, 'ID'do = 275'0 16 - Joist Substitute and connections per manufacturer JOIST SUBSTITUTE TO SUPPORT HORIZONTAL LOAD Column per plan SOUTH CANOPY ELEVATION AT END COLUMN 1201 Fust Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS ELEV-D LANFAr—TOED. RI✓+cTlvVs gOTH CZRFC-Tlthtis : `p PO I5-00 11r SA10%4 18'40 lb, W7-14O--3SU) 16r Brace and end connections per S -SK -1 3a OWJ and Seat per Manufacturer Connection per 6/35.00 MIDDLE CANOPY ELEVATION AT END Column per plan 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS ELEV-E 3/16 5$it/E5 EA ENO Of. $P- Pi- 3/8 FACE £a. 6 3/16 13,4" 3/16 0.3 C,L.Ev15 E+' go Wr I"4, P%}) AND MIN 1/Z" THREAD ENGAGEMENT (3M Pba PLAN P0a Pr RGF1- MAX WF BM3 DETAIL 51 DIn1csi P612— /C+1 TiE sz-c-D PEL n.AN 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No: 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13a 1.64 PE.g NOTES: 5@ Fp ASN(2<z PACO` gc<" i?tA� r 2b A Il. d xNt E PC, 6 HSS BM2 DETAIL 1. AT SIM, KNIFE PLATE CONNECTION IS VALID, BUT OTHER ADD'L BEAMS ARE NOT PRESENT. METAL DECK IS ORIENTED PER PLAN. '66M PCS (NOT PRESENT @ SIM, SEE NOTES) c�\ BM Phe • 91.1\N /16a"HttJ EA FACE 3/Ib �a�tiuN�GF KNIFE f'Z. SLOT HSS 5/8" AT CL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13b BM1 DETAIL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13c HSS BM3 DETAIL 1201 Fast Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13d L6X4X1/4 X 4'-0" S -SK -13 ir,f.s t51r ON 6P as 5 W F BE#M pct FLAN L6x6x1/2 SPREADER ANGLE KICKER TO MATCH S -SK -13A STIFF PL raiz. ,5_Sv(--13a Cat- T. 3M CGi»J 'PCR 6/55..cz, e -s- N.is cam COLUMN KICKER DETAIL 1201 First Avenue South, Suite 310. Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project 1233 Andover Park E Canopy Design Project No. 16-154-01 Date 05/31/18 Reference - Scale NTS S -SK -13e 3 STRUCTURAL CALCULATIONS 16-154-01 LANTERN LANDING Calc atao_n�Packel 1233 Andover Park E Tukwila, WA 98188 for REVIEWED FOR CODE COMPLIANCE APPROVED JUL 122018 City of Tukwila BUILDING DIVISION JACKSON 1 MAIN Architecture June 4, 2018 1201 First Avenue South, Suite 310 1 RECEIVED CITY OF TUKWILA JUN 1 3 2018 PERMIT CENTER L1LFt DIS -OM Seattle, Washington134 1 206-402-5156 1 ww.lundopsahl.com exr. MM NIL mold L-� MIDDLE CANOPY l NORTH CANOPY SOUTH CANOPY 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Project No. 16-154-01 Date 03/26/18 Reference - Scale NTS KEY PLAN Project /'t'n V.r..-- I (fir L Sheet Subject Client Designer Pa 9 www.lundopsahl.com I Tel: 206.402.5156 Page No. Project No. Date O 2/0 2/t H L t. Scu+4 Gwoot� Ba... Cf./ Lk) ifF 01- 4- 2.5-4 S —, prG WL P. 30 lvfl, H. 3=6' U = PW, 20' -0 ' but 'ix.) 1.3 M" 2' IB/4, \.,/L. \4 _ . 123.77 )3(z.0 r. ib DL- S(p.Lr 5L 123.71 WLM /51.18 T5O D1. 1. jUG2_ s- — 2337 V.L. %15.t r ). b S 2 . 71 O.ci0 — \nI - _) 572. I.,,,f, Cor ft''', d, C014'rj/ �' P. 13,-Li.13,-Li.�rt� u. 1 .. f® z � 1-, P = C07o Oat t 5375t. Le 1' 0.23,4-5/ 350 wL L � _ f3, -.(L 2 166), Project 0-- 1 c&rk Sheet Subject CQnO rjy D(s, Qfj Client i Page No. Project No. )6-15.41 '-° ) Designer Po? Date 02,/07/1$ www.lundopsahl.com 1 Tel: 206.4023156 / .'L.OX Cn1c)p )Cr1(S^ a 30' tet-, est S+<., or So„ kti C17,10' �F�L )-(-5/) `TA. Q� 3 Dr.-titci : E 3r, Cresopil�a� •cc 1 1 S4.c Z, 0j t. 1aa VV ILA1 LZOPOL �5O1- r 2-5r 4 51- - NUr;ZUt}.) 2-cicsA c Vtr+ks) 1-0,RA /�k 8 175 s.JL� -12-;,75 t,✓L ] 1>� { L_ Tn ir i L1 -T._L 1 ' A 3,_'1 fr DL + 43 (0 SL - 415-c1 wL )b L. 7.75 —? = (,O5jj, 4- 79-c st- - 1G4,3 LA- )I PLL. s Zz RN + GEL. SL. - ►`lay wL Ln h 71, _, c1»`i OL. 11 36 5t- - 2-4-1 8 wL IL, l s. 93 4 = 5'-rC oL 75 St - 1tik5- tit_ PL L: �Z'�' 53(, OL -r- h 70 SL - 2571 W` Py ,d = 3 3� aL `ir f 5L 7"5" 571 D` 72. -is‘ - 9)8 WL IL, - )4Th wL ►6, Tr b t `10 DL Sl- 12,3,75' WL Project AineLOV.V. 900 r', Sheet Subject Client cep D_c5, Page No. Project No. Designer FO? Date OZ. /C ,/ ) www.lundopsahl.com I Tel: 206.402.5156 PI; (AP Cs1A, Ocs- C.on+ \ler+, L.-4 1�IJrr�. Brat c. Lop Lo Loc,c), A5 " )mud' 3 4. 3c 14./4 L Project 1..._ap4 ern LcindC145 Subject COO °T 04-S it,r) Client Sheet Page No. Project No. Designer Poe www.lundopsahl.com 1 Tel: 206.402.5156 (400 115 Date O'7O/I (3 2_ (considered with add'I columns added along span) 23 it 7 -4 9,. pL TA' 12:- " 31 4Afors care 5paiz 5ce_ CnercAlc.- {399 DL CoLO)6L — 9 59 CoOs- \,/ - OrsSL - )919 IL \.JL. cicr-1L. I) 30 51._ )°1•C -4V.1 Cif) 3 Vio rr cs‘ re- tpe [3'-)"1 3C. SL - 95-1 {.Go c DL 75( -i3 \ AIL E Gct. SL 11.3'1 \-4L-- 9CP-1 PL 4 1U0L — Z15-'-JL- fL ,1.4 5 S- XXI 1/1 VC! rr4 C.Ck C 17<j C r) f' 5 0.1%17 11 0 0 Project Subject Client Lc04-...ve) Cr Sheet --a, COvIO et) r) -C_5 I. 1" Page No. Project No. Designer Date www.lundopsahl.com I Tel: 206.402.5156 11 11 Project Sheet Subject CA NJ 0 7,I&i) Client Page No. Project No. ‘. 15.41. G Designer L1 Date www.lundopsahl.com l Tel: 206.402.5156 <10' 5GLIT" 14 CA ATI of,) sek3 ooc.L.6 c,c6 G. e f 1,)+1;,55ri-H5f 2)1Z : iZ-11U Z`f f 13Z a, Eij CtAL-C Ft? MCOCAJT— TiE izeb ga".6 hiTre-iC I T-1 ,t=m 6A5Et) PR-Cn IC" (J52 -I.) T c_r\J 1455 1/4/ c.6C=i5: 51A (ec?) -55 74.1 ( r' • c 7,4; . 1, ve FL c (73 tir c 5 ) czg Loptl)s(?cP) -Rj : (v16- v rzT 00‘i ZAZ ( •Fc) E ' 56 d5L. -123,75 itjcyx r -153`r DL - eJL 1 c • I c a J Project f"�N�(Flti_ Sheet Subject Page No. Client Project No. Designer 1,51,�-- 1 Date Ft www.lundopsahl.com I Tel: 206.402.5156 6CLTFI CA C\ Y CGN 1._, PQM 9• (GNI"— C0011 ENI" , CGn7S1 t z- ,vtcM6n1T Frzcr� ECCFNTC ! Ty 4 -16" —7' 125E Q" (Cca5ER-V ) NICAA kr7DECCu Pt -E5 g /d 'BMX 5µ1 > L : N, ' r E /L = C + 11I113r_ ;H5' Fve fi P fl_D 1-0(11:) 5 AS Vg. T o Fspi Go tont FZcan 1.01 LL I '5F ' 1-13 7�F (oi) GP-rton1 S 1-155 5,. t oa..sa0 '.''n°�Ide CAL; 6 x 6x5, 3ie.__ 0 0 0 0 0 0 0 0 0 T Project !CVLe,1r4caii:-. Sheet Subject Cr:1,4,10 P'f Client Page No. Project No. Designer G F' www.lundopsahl.com 1 Tel: 206.402.5156 Date 6ouTtiCtv- 7, 5' PO t-/5 ?5F- 6izs TAtk_C PrLJ f I 1 3J ri L. Lc"t> - Ek15 bL + 66. ?.5 -51._ -113.75 y, 5i12't - 39 • IDE-ccuPLC MomEN Frzctvl gsz_ (9a4') „ ccso (0-38`) = rEpTe bL 837'1 - 5'SL. i-6/Gft TUTAL r °tit_ + Ig-hVi St__ - = SC7-3% Tc.)TP+1_, S32ricg 6sz- 3 = F6173, / rc.5o ((Cs bi- A igee.' 5L .3.3GV4L_I MRX 1.3.tti_4-1.6 SL_ =- )rlAx CcioPRE-511cAo: c.cti)L La_ Fc -o- m(l)' .1‹ it Ccyl F ( 0 Pit.vr" I QS rCNC.E3rT, ) Project Ki vE subject (7 Client Sheet Page No. Project No. Designer G www.lundopsahl.com 1 Tel: 206.402.5156 Date .,;•1 /XV/ g 500-N CAr)cP "I Co NI- • - sm 3 Sm 3 1-)I LL- TALE VE -P-7 Lc- I), ZS- f6C - 4 (16cll VER -r. (MV. Grz, -caNsertv Ai itdE ) (90 ?5F 7 150 17 ( 6 ?5F ?.5 = 18e pcF (SL) -55 F5F, 33cTL_F — lcs1 I k 1-.102-v- 5rz_Cicc- D Tc"? BcAm 1,1R rcH m Project Pt 1\i'VE,17— 17,_ Sheet Subject Nir -el jJ Page No. Client Project No. Designer Date P. s www.lundopsahl.com I Tel: 206.402.5156 21)-rH CAN Co as' w kilkiboM T(1 3CSF x = '2)1 ,d -- F- a C ALc i455 901)04._ ini CR r-rr vERTicAc- C2-04 FaQN1 ESA4 (iAJC.L.U1D6 pccr LatAbl Acv) b: 1 ?VI 3MG1 V— 4. '161 VERTICIL +2.v Fr ivet e4-4 a. 43 }, s 14- 3•Js, ' LAIETU:L 9-y4) b ‘. t- kJ-, o .150tL Project A 0.0cA/ ft-- A cZ, 14_ Subject CaNG Dff_3_16,0 Client Designer www.lundopsahl.com I Tel: 206.4025156 Sheet Page No. Project No. Date 476/ to CA Me 17 TOTAL- DE Ft -EC T (c t") cr2- 8M9., .-Cc i.Jgs TC SE To -r -t,EF • ri . e/ux • r -155)0,6,r 5/et vi-5; oTo.bw, c.a3' CbL- . 455 6x6x D4.5: 0.1119 .tte.GO: 0.j7 Tc7T-A 0.'41915' 4/ ToTAL_ 0e FL- c-ri 0 iq5 14 11-4-- G-JoRZe— FOR co -a-PrA4, 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 UND SAHL Project A ki C)OVE;,_rz. r4.r— Sheet Subject (7 f 11-1 Client Designer F Page No. Project No. www.lundopsahl.com I Tel:206.402.5156 Date g4C/le. YliC)t)L cnNior-'1 tocAri of = BR 60T/-4 Cr} CPtJcpy ct Trt-c 5 rzx Sc2-9• JC?'I ;jou H (7"1 5M3; LcIADIAJO, PER- RP 3i' (0o- NE -CC -51/ y -70 thicLVDE- L-cfq> ("NI I'Tri To PT cca> ) l -45,510x6 5/9 ( Uoa_u_s ) - ( DE. Ft. C?-...N7T4-4Lt-E -D) CCV. ,k43 F'R PT = rti Pcr-C = H6G = C.9 L- c 58.G 5 7 4/t r C P; 7- 62 7, 6 tc-, 1612.51CIN/PfL urzt Ti--; i-cA A)c, CLc O YP1 .1./1 IC 4, To il7-11C IL' P PbrZT ptcvt i.- Rfl(L P P 4 RI ): D) 175:t ‘)L• ?•1S -11-51.- 1;.4:t7 .6 6 % r-,zoorLf- DL 3L4 `10'. X e ra5 Di- + -5L.j = 67144.- 33. .5 V. 1 EA. SuPp%orz-r- (Mi) T, = 33 5 14" O7`.11 1012-5 CA -1 I kliFILAcTiCij ..it Ofz-E- TO c -.6e.. E 6, Lre- T :r.) Project 1\-1 1;;1) rz.. Subject r(270\jC, fniq Client Sheet poge No. Project No. Designer 67.1 Date www.lundopsahl.com I Tel: 206.402.5156 MIDCA- WC '•/ CcJ1- _ 3A4 % /-C,P17)., NCTI PC2- ectol,berz. crIt1/4) Us gx6 (i -Mil V C14 ) 0 0 0 0 0 0 0 0 Project 11‘0%j tots. r2._ Subject C .1...)5 I Sheet Page No. Client Designer G I www.lundopsahl.com I Tel: 206.402.5156 Project No. Date Pl‘bb CA Pic P‘I Cc-L.A./Pi bi LAT. izy.x) Fier m 13A4 a D 1.5 : 14. -TR 30 Ps F- x (1q,C‘x31.33')/4-1 = II 4 —. C--1QER_C E ID I )‘ 1,Jc tz_ 055 &- • AL Facivi mcc F (Foe 6.0c1v t, 1-,(5),G,Iy- Sf-/ Fre veg."- I): goi ic Kt LATER -L. TL/ ) FRLAA g/43-_ I I.5 –p 1.I MT= TOR5fcrJ Frzom ZP 3; o-• 1714547, 1' /-' C.g"? Cpf2f)kr 17-'1 vey pi..4=A)) ,Lielo„ !,c," w-rr ) kJ! 7164 ). I' k-cf r 0 Nn -t C(Amc. psi ) w wc17-1,(- Foci f'-11"DDLE- cAKCAst i-jaz R:f2- k4Cizfli CANGPY ANID-vE-tz- 176 RI,- Project Sheet Subject kic. E 516;Ai Page No. Client Project No. Designer Date www.lundopsahl.com I Tel: 206.402.5156 MTbL CR,NG-?`, CcLUPAJ: (at intermittent location) Fo re- C_c• L4) Ai • Mix CcL.R- X Al FTZCAP EblEeCAZ_C 1.511- NA A x s 1. I.9,t)L).‘s •cLf.7 I-1: -3.-ot tC4C,E. °set) Fo. M 4.,) I LA.- re. v- 4 -tree TR_ q_K)5 CC2. L -QB -e) "Bc•-nom ch45:12-D 5c•.57 6.1'CLe19-1:›E e_ NEE 1> 1-0 TI-2.WsiSFE 17- Ccf4t, UcISTS o EfT 751 IZ)E- ILICILETe-/CoL-Likli L-- x s/4. t,‘ H kir t_oPt t) AT N I -J 1 Co E -Cr I G A-ra PO -CM 5 -6c,STs k4/ Et; Project Pr, kICj F z r1 21L Sheet stAect rt; •••1 7E: r‘i Client Page No. Project No. Designer G, LI' www.lundopsahl.com 1 Tel: 206.402.5156 Date Afj8/ MODI-C (ANioi--)4 ir-\FiCHCQR.C-15-To CML) 1 -JAL -L. mGcz-rvt 6-6,1 () 0 F c.ANI0E-1, rayI-J I tc MU knot1.-1..— ItiSlEAD al= SEAMS. toPDfr*, FreziCk 89 -ace .if (Pb ?GP) c,Ni 5 pi 3 A550A.16 J-1 Ar C1 -13,Z. 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Sr.tri f.4 CVFf t.ccJT'o' t4 5C 4- > c5ki wspcc-noN, cpt CcNci3Obe CJANci7 ce• t>4 / SAME 5E clrIct4 S 1c:)a-F LS -C-1 QUE.- r70ralc>i\J :>i -s e, Pe - 124.58 E TiLy5(1, 3=g4c/ 4-c.'46 II E.CC -Tom 610 is) T:AA-G RA A4 (Co145V A ri GEoTscz.Torsi 74q 35--A-vk 11' a. ;), 1.2.9 k_,...(13a-)/ 9_00;,,q/I1Gc..c aAr.) 6-0.01i pe-F-Le-cnot,3 IS t1/416,CeoGigt...e Project NDOV547--- 1:"A Subject C 4 Ni C r Client Sheet Page No. Project No. Designer 6 Date Al/q_i I www.Iundopsahl.com 1 Tel: 206.402.5156 14-53 6E-4 M oC ci-upf 14 Co mg-cr tcro T`fPlc-ALCclJNECTMCN (31 C ticRSi CCL c) viEL-D; A -DIN ol 17c. 1-4"reg- "d -4.C- C").4• (.4T)41.64 - ID LA tici 3M?./3; IL 3 ,4i.s"- 6.: i,4) VER-T(cA-Lc12 - MID cAt400\/ ZMA 13 - 1c(2610N) at.) CCA)A. MD cANCPsi (34A3: DE-CcoPLF. cz.65.so"i:v1 sitb- 6Lco- (4-51umr 6" DCEP se.(4M) 9. '6 5 5.GV..Pir)ps 7G, <-4T-.54/41. 10P tr ?7a-rrA 3' of- /Ali tJcPV. Ns 176-c tar) Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 16 FE8 2018, 9:31 AM Steel Column Lic. # : KW -06004202 Description : South Canopy: Beam 1 Code References S:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS5x5x1/4 Analysis Method : Load Resistance Factor Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads BENDING LOADS... Lat. Uniform Load creating Mx -x, D = 0.0450, S = 0.05625, W = -0.1238 klft Lat. Uniform Load creating My -y, W = 0.030 klft DESIGN SUMMARY Overall Column Height 20.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 20.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 20.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 ` Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . Vu : Applied Vn' Phi : Allowable Load Combination Results 0.2742 : 1 +1.20D+1.60S 9.933 ft 0.0 k 62.820 k 7.20 k -ft 26.255 k -ft 0.0 k -ft 26.255 k -ft 0.03471 : 1 +1.20D+1.60S 0.0 ft 1.440 k 41.488 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.7940 in at for load combination :+D+S Along X -X 0.1412 in at for load combination :+0.60W 0.30 k 0.30 k 1.238 k 1.238 k 10.067ft above base 10.067ft above base Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Maximum Shear'Ratios Stress Ratio Status Location +1.40D +1.200 +1.200+0.50S +1.20D+0.50W +1.20D+1.60S +1.200+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.200+0.20S +0.90D+W +0.90D Maximum Reactions 0.120 PASS 9.93 ft 0.103 PASS 10.07 ft 0.156 PASS 9.93 ft 0.044 PASS 9.93 ft 0.274 PASS 9.93 ft 0.185 PASS 10.07 ft 0.190 PASS 9.93 ft 0.136 PASS 9.93 ft 0.124 PASS 10.07 ft 0.216 PASS 9.93 ft 0.077 PASS 9.93 ft 0.015 PASS 0.00 ft 0.013 PASS 20.00 ft 0.020 PASS 0.00 ft 0.004 PASS 0.00 ft 0.035 PASS 0.00 ft 0.020 PASS 0.00 ft 0.017 PASS 0.00 ft 0.010 PASS 0.00 ft 0.016 PASS 20.00 ft 0.020 PASS 20.00 ft 0.010 PASS 20.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Load Combination D Only +D+S +D+0.750S Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top 0.450 1.013 0.872 0.450 1.013 0.872 Project Tide: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 16 FEB 2018, 9:31AM Steel Column Lic. # : KW -06004202 Description : South Canopy: Beam 1 5:12016116.154-01 1233 Andover Park E\Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC.1983.2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X -X Abs Reaction k Y -Y Abs Reaction Mx - End Moments k -ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions -0.180 0.180 -0.293 -0.293 -0.135 0.135 -0.107 -0.107 -0.135 0.135 0.315 0.315 -0.180 0.180 -0.473 -0.473 0.270 0.270 0.563 0.563 -0.300 0.300 -1.238 -1.238 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.450 0.450 Minimum 0.450 0.450 Reaction, X -X Abs Base Maximum 0.450 0.450 Minimum -0.300 0.300 -1.238 -1.238 Reaction, Y -Y Axis Base Maximum 1.013 1.013 Minimum -0.300 0.300 -1.238 -1.238 Reaction, X -X Axis Top Maximum -0.300 0.300 -1.238 -1.238 Minimum 0.450 0.450 Reaction, Y -Y Axis Top Maximum 0.450 0.450 Minimum -0.300 0.300 -1.238 -1.238 Moment, X -X Abs Base Maximum 0.450 0.450 Minimum 0.450 0.450 Moment, Y -Y Abs Base Maximum 0.450 0.450 Minimum 0.450 0.450 Moment, X -X Axis Top Maximum 0.450 0.450 ° Minimum 0.450 0.450 Moment, Y -Y Axis Top Maximum 0.450 0.450 " Minimum 0.450 0.450 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S 0.0000 in 0.000 ft 0.794 in 10.067 ft S Only 0.0000 in 0.000 ft 0.441 in 10.067 ft +0.60W 0.1412 in 10.067 ft -0.582 in 10.067 ft Steel Section Properties : HSS5x5x1/4 Depth Design Thick Width Wall Thick Area Weight 5.000 in I xx = 16.00 inA4 J = 25.800 inA4 0.233 in S xx = 6.41 inA3 5.000 in R xx = 1.930 in 0.250 in Zx = 7.610 inA3 4.300 inA2 lyy = 16.000 inA4 C = 10.500 inA3 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg 0.000 in Steel Column Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Pnnled'. 18 FEB 2018 431AM 5:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. # : KW -06004202 Description : South Canopy: Beam 1 Sketches 0 0 Y X Licensee : LUND OPSAHL LLC Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 6 APR 2018, 3:28PM Steel Column Lic. # : KW -06004202 Description : South Canopy: Beam 2 Code References S:12016I16-154-01 1233 Andover Park E1Construction\CalculationsICanopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC., 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee: LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS10x6x5/8 Load Resistance Factor , A500, Grade B, Fy = 46 ksi, 46.0 ksi 29,000.0 ksi Applied Loads BENDING LOADS ... Wall Dead: Lat. Uniform Load creating Mx -x, D = 0.030 k/ft BR2: Lat. Point Load at 4.0 ft creating My -y, D = 0.670, S = 0.8370, W = 0.350 k BR2: Lat. Point Load at 24.0 ft creating My -y, D = 0.670, S = 0.8370, W = 0.350 k BM4 Rxn: Lat. Point Load at 4.0 ft creating Mx -x, D = 0.5340, S = 0.6680, W = -1.470 k BM4 Rxn: Lat. Point Load at 24.0 ft creating Mx -x, D = 0.5340, S = 0.6680, W = -1.470 k Pve (BM4 ecc.): Lat. Point Load at 4.0 ft creating Mx -x, D = 0.0890, S = 0.1110, W = -0.2450 k Pve (BM4 ecc.): Lat. Point Load at 24.0 ft creating Mx -x, D = 0.0890, S = 0.1110, W = -0.2450 k DESIGN SUMMARY Overall Column Height 28.0 ft Top & Bottom Fixity Top & Bottom Pinned Carbon Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 28.0 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 28.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Location of max.above base At maximum location values are ... Pu 0.9Pn Mu -x 0.9 ' Mn -x : Mu -y 0.9 * Mn -y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn Phi : Allowable Load Combination Results 0.1344 :1 +1.20D+1.60S 13.906 ft 0.0 k 179.695 k 11.504 k -ft 176.985 k -ft 8.573 k -ft 123.510 k -ft 0.02264 :1 +1.20D+1.60S+0.50W 0.0 ft 2.318 k 102.395 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 0.2323 in for load combination :+D+S Along X -X 0.3876 in at for load combination :+D+S 1.507 k 1.507 k 1.822 k 1.822 k at 14.094ft above base 14.094ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear'LRatios Stress Ratio Status' Location +1.40D +1.20D +1.20D+0.50S +1.20D+0.50W +1.20D+1.60S +1.20D+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.20D+0.20S +0.90D+W +0.90D 0.073 0.063 0.085 0.049 0.134 0.121 0.049 0.058 0.072 0.049 0.047 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 14.09 ft 14.09 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 4.13 ft 14.09 ft 13.91 ft 4.13 ft 13.91 ft 0.009 0.008 0.012 0.010 0.021 0.023 0.011 0.015 0.009 0.009 0.006 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 24.05 ft PASS 0.00 ft Steel Column Lic. # : KW -06004202 Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed. n APR 2018 3 28P 5:12016116-154-01 1233 Andover Park E1Construction\CalculationslCanopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Buid:10.17.12.10, Ver:10.17.12.10 Description : South Canopy: Beam 2 Maximum Reactions Load Combination D Only +D+S +D+0.7505 +D+0.60W +D+0.450W +D+0.7505+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions Axial Reaction @ Base X -X Axis Reaction @ Base @ Top -0.670 0.670 -1.507 1.507 -1.298 1.298 -0.880 0.880 -0.828 0.828 -1.455 1.455 -0.612 0.612 -0.402 0.402 -0.837 0.837 -0.350 0.350 Y -Y Axis Reaction @ Base @ Top 1.043 1.043 1.822 1.822 1.627 1.627 0.014 0.014 0,271 0.271 0.856 0.856 -0.403 -0.403 0.626 0.626 0.779 0.779 -1.715 -1.715 Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum -0.670 0.670 1.043 1.043 Minimum -0.670 0.670 1.043 1.043 Reaction, X -X Axis Base Maximum -0.350 0.350 -1.715 -1.715 Minimum -1.507 1.507 1.822 1.822 Reaction, Y -Y Axis Base Maximum -1.507 1.507 1.822 1.822 Minimum -0.350 0.350 -1.715 -1.715 Reaction, X -X Axis Top Maximum -1.507 1.507 1.822 1.822 Minimum -0.350 0.350 -1.715 -1.715 Reaction, Y -Y Axis Top Maximum -0.670 0.670 1.043 1.043 o Minimum -0.350 0.350 -1.715 -1.715 Moment, X -X Axis Base Maximum 0.670 1.043 1.043 " Minimum 0.670 1.043 1.043 Moment, Y -Y Axis Base Maximum -0.670 0.670 1.043 1.043 Minimum -0.670 0.670 1.043 1.043 Moment, X -X Axis Top Maximum -0.670 0.670 1.043 1.043 Minimum -0.670 0.670 1.043 1.043 Moment, Y -Y Axis Top Maximum -0.670 0.670 1.043 1.043 Minimum -0.670 0.670 1.043 1.043 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S 0.3876 in 14.094 ft 0.232 in 14.094 ft S Only 0.2153 in 14.094 ft 0.089 in 14.094 ft +0.60D+0.60W 0.1574 in 14.094 ft -0.032 in 14.094 ft +D+0.60W 0.2263 in 14.094 ft 0.026 in 14.094 ft Steel Section Properties : HSS10x6x5/8 Depth = 10.000 in I xx = 201.00 in^4 J = 209.000 inA4 Design Thick 0.581 in S xx = 40.20 in^3 Cw = 58.60 inA6 Width 6.000 in R xx = 3.500 in Wall Thick 0.624 in Zx = 51.300 in^3 Area 16.400 i02 I yy = 89.400 in/4 C = 58.600 inA3 Weight 59.320 plf S yy 29.800 inA3 R yy 2.340 in Zy 35.800 inA3 Ycg = 0.000 in Project Title: Lantem Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 6 APR 2018, 3:28PM Steel Column Description : S:\2016116-154-01 1233 Andover Park E1Construc ion\Calculations\Canopy DesignlCanopy Design (GLP Edit):ec6 ENERCALC, INC. 19.83-2017, Buid:10.17.12.10, Ver10.17.12.10 Licensee: LUND OPSAHL LLC South Canopy: Beam 2 Project Title: Lantem Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 20 FEB 2013. 11:19AM Steel Beam Lic. # : KW -06004202 Description : South Canopy: Beam 3 CODE REFERENCES S:\2016116-154-01 1233 Andover Park E1Construction\CalculationslCanopy Design\Canopy Design (GLP Ed'it).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Unbraced Lengths Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span # 1, Fully Braced D(0.67) S(0.837) W(-1.842) 0(0.15) S(0.188) W(-0.33) 0(0.67) S(0.8r37) W(-1.842) W14x26 Span = 28.0 ft Applied Loads Beam self weight calculated and added to loading 'Uniform Load : D = 0.150, S = 0.1880, W = -0.330 k/ft, Tributary Width = 1.0 ft, (Roof) Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.670, S = 0.8370, W = -1.842 k @ 4.0 ft, (BR1y) Point Load : D = 0.670, S = 0.8370, W = -1.842 k @ 24.0 ft, (BR1y) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +1.20D+0. 0.390: 1 W14x26 58.749 k -ft 150.750 k -ft 50L+1.60S+1.60H 14.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs -0.816 in Ratio = -0.816 in Ratio = 0.407 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 411 >=360 411 >=360 826 >=180 0 <180 Design OK 0.088 : 1 W14x26 9.311 k 106.335 k +1.20D+0.50L+1.60S+1.601-1 0.000 ft Span # 1 Load Combination Segment Length Max Stress Ratios Summary of Moment Values Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 28.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 28.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 28.00 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 28.00 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 28.00 ft +1.200+0.50L+1.60S+1.6011 Dsgn. L = 28.00 ft +1.20D+1.60S+0.50W+1.60H Dsgn. L = 28.00 ft +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 28.00 ft 1 0.185 1 0.159 1 0.231 1 0.159 1 0.027 1 0.390 1 0.258 1 0.105 0.041 27.90 0.035 23.91 0.052 34.80 0.035 23.91 0.005 4.06 0.088 58.75 0.057 38.89 0.025 27.90 167.50 150.75 1.00 1.00 23.91 167.50 150.75 1.00 1.00 34.80 167.50 150.75 1.00 1.00 23.91 167.50 150.75 1.00 1.00 4.06 167.50 150.75 1.00 1.00 58.75 167.50 150.75 1.00 1.00 38.89 167.50 150.75 1.00 1.00 -15.79 15.79 167.50 150.75 1.00 1.00 4.39 106.34 3.76 106.34 5.50 106.34 3.76 106.34 0.53 106.34 9.31 106.34 6.08 106.34 2.70 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 Steel Beam Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Panted. 20 FEB 20'8 11.190M S:12016116-154-01 1233 Andover Park E\Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : South Canopy: Beam 3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 28.00 ft +1.20D+0.50L+020S+E+1.60H Dsgn. L = 28.00 ft +0.90D+W+0.90H Dsgn. L = 28.00 ft +0.90D+E+0.90H 1 0.033 0.009 -4.91 4.91 1 0.188 0.042 28.27 28.27 1 0.144 0.034 -21.77 21.77 Dsgn. L = 28.00 ft 1 0.119 0.027 17.94 17.94 Overall Maximum Deflections Load Combination Span Max. -" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.8170 14.080 Support notation : Far left is #1 Values in KIPS 167.50 150.75 1.00 1.00 0.97 106.34 106.34 167.50 150.75 1.00 1.00 4.45 106.34 106.34 167.50 150.75 1.00 1.00 3.64 106.34 106.34 167.50 150.75 1.00 1.00 2.82 106.34 106.34 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 6.603 6.603 Overall MINimum 0.226 0.226 +D+H 3.134 3.134 +D+L+H 3.134 3.134 +D+Lr+H 3.134 3.134 +D+S+H 6.603 6.603 +D+0.750Lr+0.750L+H 3.134 3.134 +D+0.750L+0.750S+H 5.736 5.736 +D+0.60W+H -0.743 -0.743 +D+0.70E+H 3.134 3.134 +D+0.750Lr+0.750L+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.450W+H 2.828 2.828 +D+0.750L+0.7505+0.5250E+H 5.736 5.736 +0.60D+0.60W+0.60H -1.997 -1.997 +0.60D+0.70E+0.60H 1.880 1.880 D Only 3.134 3.134 Lr Only L Only S Only 3.469 3.469 W Only -6.462 -6.462 E Only H Only +D+H 3.134 3.134 +D+L+H 3.134 3.134 +D+Lr+H 3.134 3.134 +D+S+H 6.603 6.603 +D+0.750Lr+0.750L+H 3.134 3.134 +D+0.750L+0.750S+H 5.736 5.736 +D+0.60W+H -0.743 -0.743 +D+0.70E+H 3.134 3.134 +D+0.750Lr+0.750L+0.450W+H 0.226 0.226 +D+0.750L+0.750S+0.450W+H 2.828 2.828 Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 16 FEB 2018, 8:29AM Steel Column Lic. # : KW -06004202 Description : South Canopy: Brace 2 Code References S:12016116-154-01 1233 Andover Park E\Construchon\Calculations\Canopy DesignlCanopy Design (GLP Edit).ec6 ENERCALC, INC.1983-2017, Buid:10.17.12.10, Vert 0.17.12.10 Licensee LUND OPSAHL LLC I1 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS2x2x1/4 Analysis Method : Load Resistance Factor Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads AXIAL LOADS ... Axial Load at 4.50 ft, Yecc = 10.0 in, D = 0.670, S = 0.8370, W = 0.350 k DESIGN SUMMARY Overall Column Height 4.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 4.50 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 4.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 ' Pn Mu -x 0.9'Mn-x: Mu -y 0.9'Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn Phi : Allowable Load Combination Results 0.6045 : 1 +1.20D+1.60S+0.50W 4.470 ft 2.318 k 42.082 k -1.919 k -ft 3.326 k -ft 0.0 k -ft 3.326 k -ft 0.03421 :1 +1.20D+1.60S+0.50W 0.0 ft 0.4293 k 12.550 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y -0.1313 in at for load combination :+D+S Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.2791 k 0.2791 k •2.628ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.40D +1.20D +1.20D+0.50S +1.20D+0.50W +1.20D+1.60S +1.20D+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.20D+0.20S +0.90D+W +0.90D Maximum Reactions 0.245 0.210 0.319 0.255 0.559 0.605 0.301 0.410 0.253 0.249 0.157 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 4.47 ft 0.014 PASS 0.00 ft 4.47 ft 0.012 PASS 0.00 ft 4.47 ft 0.018 PASS 0.00 ft 4.47 ft 0.014 PASS 0.00 ft 4.47 ft 0.032 PASS 0.00 ft 4.47 ft 0.034 PASS 0.00 ft 4.47 ft 0.017 PASS 0.00 ft 4.47 ft 0.023 PASS 0.00 ft 4.47 ft 0.014 PASS 0.00 ft 4.47 ft 0.014 PASS 0.00 ft 4.47 ft 0.009 PASS 0.00 ft Note: Only non -zero reactions are listed. Load Combination Axial Reaction @ Base X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base , @ Top @ Base @ Top D Only +D+S +D+0.750S +D+0.60W 0.670 1.507 1.298 0.880 -0.124 0.124 -0.279 0.279 -0.240 0.240 -0.163 0.163 Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 16 FEB 2018, 8:29AM Steel Column Lic. # KW -06004202 Description : South Canopy: Brace 2 Maximum Reactions S:12016116-154-01 1233 Andover Park E\Construction\Calculations\Cnopy Design1Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Load Combination +D+0.450W +D+0.7505+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 0.828 1.455 0.612 0.402 0.837 0.350 -0.153 0.153 -0.269 0.269 -0.113 0.113 -0.074 0.074 -0.155 . 0.155 -0.065 0.065 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Item Extreme Value @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum 1.507 Minimum 0.350 Reaction, X -X Axis Base Maximum 0.670 " Minimum 0.670 Reaction, Y -Y Axis Base Maximum 0.350 " Minimum 1.507 Reaction, X -X Axis Top Maximum 0.670 " Minimum 0.670 Reaction, Y -Y Axis Top Maximum 0.670 " Minimum 0.350 Moment, X -X Axis Base Maximum 0.670 Minimum 0.670 Moment, Y -Y Axis Base Maximum 0.670 Minimum 0.670 Moment, X -X Axis Top Maximum 0.670 Minimum 0.670 Moment, Y -Y Axis Top Maximum 0.670 Minimum 0.670 Maximum Deflections for Load Combinations -0.279 0.279 -0.065 0.065 -0.124 0.124 -0.124 0.124 -0.065 0.065 -0.279 0.279 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.065 0.065 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.124 0.124 -0.124 0.124 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S S Only +0.60W 0.0000 in 0.0000 in 0.0000 in Steel Section Properties : HSS2x2x1/4 0.000 ft 0.000 ft 0.000 ft -0.131 in 2.628 ft -0.073 in 2.628 ft -0.018 in 2.628 ft Depth Design Thick Width Wall Thick Area Weight Ycg 2.000 in I xx = 0.75 in"4 0.233 in S xx = 0.75 in"3 2.000 in R xx = 0.704 in 0.250 in Zx = 0.964 inA3 1.510 in"2 Iyy = 0.747 inA4 5.410 plf S yy = 0.747 inA3 R yy = 0.704 in 0.000 in J = 1.310 in"4 1.410 inA3 Steel Column Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 16 FEB 2018. 629AM S:12016\16-154-01 1233 Andover Park E1ConstructionlCalculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : South Canopy: Brace 2 Sketches Load 1 • o tV 0 0 0 0 0 0 0 0 0 0 7 Steel Column Lic. # :'KW -06004202 Description : South Canopy: HSS Column Code References Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 6 APR 2018. 3:47PM 5:12016116-154-01 1233 Andover Park ElConstruction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver..10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus H SS6x6x1 /2 Load Resistance Factor , A500, Grade B, Fy = 46 ksi, Carbon 46.0 ksi 29,000.0 ksi Overall Column Height 16.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.0 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 16.0 ft, K = 1.0 Applied Loads Column self weight included : 563.84 lbs * Dead Load Factor AXIAL LOADS .. . Fyt: Axial Load at 16.0 ft, D = 3.134, S = 3.469, W = -6.462 k Fyb: Axial Load at 12.0 ft, D =1.043, S = 0.7790, W = -1.715 k BENDING LOADS... Fxb: Lat. Point Load at 12.0 ft creating My -y, D = 0.670, S = 0.8370, W = 0.350 k Fxw: Lat. Point Load at 12.0 ft creating My -y, W = 3.310 k DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . . Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear' Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results 0.2137 :1 +1.20D+0.50S+W 11.919 ft -0.3640 k 244.904 k 0.0 k -ft 68.310 k -ft 14.549 k -ft 68.310 k -ft 0.04131 : 1 +1.20D+0.50S+W 12.027 ft 3.662 k 88.651 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 0.0 in for load combination : Along X -X 0.2127 in 2.745 k 0.9150 k 0.0 k 0.0 k at 0.0ft above base at 9.020ft above base for load combination :+D+0.60W Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.40D +1.20D +1.20D+0.50S +1.20D+0.50W +1.20D+1.60S +1.20D+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.20D+0.20S +0.90D+W +0.90D 0.054 0.047 0.069 0.118 0.119 0.190 0.200 0.214 0.056 0.194 0.035 PASS 11.92 ft PASS 11.92 ft PASS 11.92 ft PASS 11.92 ft PASS 11.92 ft PASS 11.92 ft PASS PASS PASS PASS PASS 11.92 ft 11.92 ft 11.92ft 11.92 ft 11.92ft 0.008 0.007 0.010 0.022 0.018 0.034 0.038 0.041 0.008 0.036 0.005 PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft PASS 12.03 ft Project Title: Lantem Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 6 APR 2018, 3:47PM Steel Column Lic. # : KW -06004202 Description : South Canopy: HSS Column Maximum Reactions S:\2016116-154-01 1233 Andover Park E1Construction\CalculationslCanopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Load Combination D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions Axial Reaction @ Base 4.741 8.989 7.927 -0.165 1.061 4.247 -2.062 2.845 4.248 -8.177 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top -0.168 0.503 -0.377 1.130 -0.324 0.973 -0.717 2.150 -0.579 1.738 -0.736 2.209 -0.650 1.949 -0.101 0.302 -0.209 0.628 -0.915 2.745 Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Mdments k -ft My - End Moments Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Reaction, X -X Axis Base Reaction, Y -Y Axis Base Reaction, X -X Axis Top Reaction, Y -Y Axis Top • Moment, X -X Axis Base Moment, Y -Y Axis Base Moment, X -X Axis Top Moment, Y -Y Axis Top Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum 8.989 -8.177 2.845 -8.177 4.741 4.741 -8.177 2.845 4.741 -8.177 4.741 4.741 4.741 4.741 4.741 4.741 4.741 4.741 Maximum Deflections for Load Combinations -0.377 -0.915 -0.101 -0.915 -0.168 -0.168 -0.915 -0.101 -0.168 -0.915 -0.168 -0.168 -0.168 -0.168 -0.168 -0.168 1.130 2.745 0.302 2.745 0.503 0.503 2.745 0.302 0.503 2.745 0.503 0.503 0.503 0.503 0.503 0.503 0.503 0.503 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S +D+0.60W +0.60D+0.60W S Only +0.60W Steel Section Properties : 0.1119 0.2127 0.1928 0.0621 0.1630 HSS6x6x112 in in in in in 9.020 9.020 9.020 9.020 9.020 ft ft ft ft ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Depth = Design Thick Width Wall Thick Area Weight Ycg 6.000 in 0.465 in 6.000 in 0.500 in 9.740 in^2 35.240 plf 0.000 in Ixx S xx R xx Zx Iyy S yy R yy 48.30 inA4 J = 81.100 inA4 16.10 inA3 2.230 in 19.800 inA3 48.300 inA4 C = 28.100 inA3 16.100 inA3 2.230 in Steel Column Lic. # : KW -06004202 Description : South Canopy: HSS Column Sketches o 0 c Y 6.00in Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: t APR 2018 3 47PM S:12016116-154-01 1233 Andover Park E1 Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 X Licensee : LUND OPSAHL LLC Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: Beam 2 - Span 1 Code References S:12016116-154-01 1233 Andover Park E1ConstructionlCalculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS10x6x5/8 Load Resistance Factor , A500, Grade B, Fy = 46 ksi, 46.0 ksi 29,000.0 ksi Overall Column Height 12.666 ft Top & Bottom Fixity Top & Bottom Pinned Carbon Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =12.666 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling =12.666 ft, K = 1.0 Applied Loads BENDING LOADS... Lat. Point Load at 0.750 ft creating Mx -x, D = 0.3490, S = 0.4360, W = -0.9590 k Lat. Point Load at 7.917 ft creating Mx -x, 0 = 0.5220, S = 0.6520, W = -1.434 k Lat. Point Load at 0.750 ft creating My -y, 0 = 0.6050, S = 0.7560, W = -1.431 k Lat. Point Load at 7.917 ft creating My -y, D = 0.9040, S =1.130, W = -2.136 k Lat. Uniform Load creating Mx -x, D = 0.0450, S = 0.0560, W = 0.1240 klft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9*Pn ' Mu -x 0.9*Mn-x: Mu -y 0.9 * Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results 0.1189 : 1 +1.200+1.60S 7.906 ft 0.0 k 511.20 k 7.966 k -ft 176.985 k -ft 9.120 k -ft 123.510 k -ft 0.02838 : 1 +1.200+1.60S 0.0 ft 2.906 k 102.395 k Maximum Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.02553 in at for load combination : +D+S Along X -X 0.06003 in at for load combination :+D+S 1.420 k 2.147 k 1.420 k 1.818 k 6.546ft above base 6.716ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.20D +1.20D+0.50S +1.200+0.50W +1.200+1.60S +1.200+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.20D+0.20S +0.900+W +0.90D 0.052 0.045 0.068 0.012 0.119 0.085 0.031 0.027 0.054 0.034 0.033 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 7.91 ft 7.91 ft 7.91 ft 6.12 ft 7.91 ft 7.91 ft 7.65 ft 6.72 ft 7.91 ft 7.91 ft 7.91 ft 0.012 0.011 0.016 0.003 0.028 0.018 0.010 0.005 0.013 0.013 0.008 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 12.67 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.77 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: Beam 2 - Span 1 Maximum Reactions S:12016116-154-01 1233 Andover Park E\Construction1Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee: LUND OPSAHL LLC Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions -0.908 0.601 '0.809 0.632 -2.043 1.352 1.818 1.420 -1.759 1.164 1.566 1.223 0.380 -0.251 0.416 0.531 0.058 -0.038 0.514 0.556 -0.793 0.525 1.271 1.147 0.743 -0.491 0.093 0.278 -0.545 0.361 0.485 0.379 -1.135 0.751 1.009 0.788 2.147 -1.420 -0.655 -0.168 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum -0.908 0.601 0.809 0.632 Minimum -0.908 0.601 0.809 0.632 Reaction, X -X Axis Base Maximum 2.147 -1.420 -0.655 -0.168 Minimum -2.043 1.352 1.818 1.420 Reaction, Y -Y Axis Base Maximum -2.043 1.352 1.818 1.420 Minimum 2.147 -1.420 -0.655 -0.168 Reaction, X -X Axis Top Maximum -2.043 1.352 1.818 1.420 ° Minimum 2.147 -1.420 -0.655 -0.168 Reaction, Y -Y Axis Top Maximum 2.147 -1.420 -0.655 -0.168 " Minimum -1.135 0.751 1.009 0.788 Moment, X -X Axis Base Maximum 0.601 0.809 0.632 ° Minimum 0.601 0.809 0.632 Moment, Y -Y Axis Base Maximum -0.908 0.601 0.809 0.632 " Minimum -0.908 0.601 0.809 0.632 Moment, X -X Axis Top Maximum -0.908 0.601 0.809 0.632 Minimum -0.908 0.601 0.809 0.632 Moment, Y -Y Axis Top Maximum -0.908 0.601 0.809 0.632 " Minimum -0.908 0.601 0.809 0.632 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S +0.60D+0.60W +D+0.60W 0.0600 in -0.0218 in -0.0111 in Steel Section Properties : HSS10x6x518 6.716 ft 6.716 ft 6.716 ft 0.026 in 6.546 ft 0.003 in 5.695 ft 0.008 in 6.205 ft Depth = 10.000 in Ixx = 201.00 in^4 J = 209.000 in"4 Design Thick 0.581 in S xx = 40.20 in^3 Cw = 58.60 in"6 Width 6.000 in R xx = 3.500 in Wall Thick = 0.624 in Zx = 51.300 in"3 Area 16.400 inA2 I yy = 89.400 in"4 C = 58.600 in"3 Weight 59.320 plf S yy = 29.800 inA3 R yy = 2.340 in Zy = 35.800 in^3 Ycg 0.000 in Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM Steel Column Lic. # : KW -06004202,. Description : Sketches Middle Canopy: Beam 2 - Span 1 5:12016116.154-01 1233 Andover Park E1Construction\CalculationslCanopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC 0 0 0 Y 8 Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: Beam 3 - Span 1 Code References 5:12016116.154.01 1233 Andover Park E\Construction\Calculations\Canopy Design \Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS10x6x5/8 Load Resistance Factor , A500, Grade B, Fy = 46 ksi, 46.0 ksi 29,000.0 ksi Overall Column Height 12.666 ft Top & Bottom Fixity Top & Bottom Pinned Carbon Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =12.666 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling =12.666 ft, K =1.0 Applied Loads BENDING LOADS .. Lat. Point Load at 0.750 ft creating Mx -x, D = 0.3490, S = 0.4360, W = -0.9590 k Lat. Point Load at 7.917 ft creating Mx -x, D = 0.5220, S = 0.6520, W = -1.434 k Lat. Point Load at 0.750 ft creating My -y, D = 0.6050, S = 0.7560, W = -1.663 k Lat. Point Load at 7.917 ft creating My -y, D = 0.9040, S =1.130, W = -2.485 k Lat. Uniform Load creating Mx -x, D = 0.0450, S = 0.0560, W = -0.1240 k/ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9' Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn • Phi : Allowable Load Combination Results 0.1189 : 1 +1.20D+1.60S 7.906 ft 0.0 k 511.20 k 7.966 k -ft 176.985 k -ft 9.120 k -ft 123.510 k -ft 0.02838 :1 +1.20D+1.60S 0.0 ft 2.906 k 102.395 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 0.02553 in ;at for load combination :+D+S. Along X -X 0.06003 in at for load combination :+D+S' 1.652 k 2.496 k 1.738 k 2.225 k 6.546ft above base 6.716ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status: Location +1.40D +1.20D +1.20D+0.50S +1.20D+0.50W +1.20D+1.605 +1.20D+1.60S+0.50W +1.20D+W +1.20D+0.50S+W +1.20D+0.20S +0.90D+W +0.90D 0.052 0.045 0.068 0.006 0.119 0.068 0.058 0.034 0.054 0.069 0.033 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 7.91 ft 0.012 0.011 0.016 0.002 0.028 0.016 0.014 0.008 0.013 0.016 0.008 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft a a a B a a a u D U 9 Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Steel Column Lic. # : KW -06004202 Description : Middle Canopy: Beam 3 - Span 1 Maximum Reactions Load Combination D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM S:12016116-154.01 1233 Andover Park E\Construction\Calculations\Canopy DesignlCanopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver..10.17.12.10 Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top -0.908 0.601 0.809 0.632 -2.043 1.352 1.818 1.420 -1.759 1.164 1.566 1.223 0.590 -0.390 -0.526 -0.411 0.215 -0.142 -0.192 -0.150 -0.636 0.421 0.565 0.441 0.953 -0.631 -0.850 -0.664 -0.545 0.361 0.485 0.379 -1.135 0.751 1.009 0.788 2.496 -1.652 -2.225 -1.738 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @Base @Top Axial @ Base Maximum -0.908 0.601 0.809 0.632 Minimum -0.908 0.601 0.809 0.632 Reaction, X -X Axis Base Maximum 2.496 -1.652 -2.225 -1.738 Minimum -2.043 1.352 1.818 1.420 Reaction, Y -Y Axis Base Maximum -2.043 1.352 1.818 1.420 Minimum 2.496 -1.652 -2.225 -1.738 Reaction, X -X Axis Top Maximum -2.043 1.352 1.818 1.420 Minimum 2.496 -1.652 -2.225 -1.738 Reaction, Y -Y Axis Top Maximum 2.496 -1.652 -2.225 -1.738 Minimum -1.135 0.751 1.009 0.788 Moment, X -X Axis Base Maximum 0.601 0.809 0.632 ° Minimum 0.601 0.809 0.632 Moment, Y -Y Axis Base Maximum -0.908 0.601 0.809 0.632 Minimum -0.908 0.601 0.809 0.632 Moment, X -X Axis Top Maximum -0.908 0.601 0.809 0.632 " Minimum -0.908 0.601 0.809 0.632 Moment, Y -Y Axis Top Maximum -0.908 0.601 0.809 0.632 Minimum -0.908 0.601 0.809 0.632 Maximum Deflections for Load Combinations Load Combination +D+S +D+0.60W +0.60D+0.60W Max. X -X Deflection Distance Max. Y -Y Deflection Distance 0.0600 in -0.0173 in -0.0280 in Steel Section Properties : HSS10x6x518 Depth 10.000 in I xx Design Thick = 0.581 in S xx Width = 6.000 in R xx Wall Thick = 0.624 in Zx Area = 16.400 inA2 I yy Weight = 59.320 plf S yy Ryy Zy Ycg = 0.000 in 6.716 ft 6.716 ft 6.716 ft 0.026 in 6.546 11 -0.007 in 6.546 ft -0.012 in 6.546 ft 201.00 in"4 J = 209.000 in"4 40.20 in"3 Cw = 58.60 in"6 3.500 in 51.300 inA3 89.400 inA4 C = 58.600 in"3 29.800 in"3 2.340 in 35.800 in"3 Project Title: Lantem Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:42PM Steel Column Lic. # : KW -06004202 Description : Sketches Middle Canopy: Beam 3 - Span 1 5:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver..10.17.12.10 Licensee : LUND OPSAHL LLC 0 0 Y Project Title: Lantern Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 9 APR 2018, 3:48PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: HSS Column Code References S:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver..10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS6x6x112 Analysis Method : Load Resistance Factor Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 16.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 16.0 ft, K =1.0 Applied Loads Column self weight included : 563.84 lbs * Dead Load Factor AXIAL LOADS .. Fyr: Axial Load at 16.0 ft, D = 6.090, S = 6.90 k Fyb: Axial Load at 12.0 ft, D = 0.8090, S =1.009, W = -0.6550 k Fyb: Axial Load at 15.0 ft, D = 0.8090, S =1.009, W = -0.6550 k BENDING LOADS .. . Fxt: Lat. Point Load at 15.0 ft creating My -y, D = 0.9080, S = 1.135, W = -2.147 k Fxt: Lat. Point Load at 12.0 ft creating My -y, D = 0.9080, S = 1.135, W = -2.147 k Fxt: Moment acting about Y -Y axis, D = 0.9080, S = 1.135, W = -2.147 k -ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9*Pn Mu -x 0.9*Mn-x: Mu -y 0.9 * Mn -y.: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn " Phi : Allowable Load Combination Results 0.2395 :1 +1.20D+ 1.60S 11.919 ft 24.195 k 244.904 k 0.0 k -ft 68.310 k -ft 12.987 k -ft 68.310 k -ft 0.05326 : 1 +1.20D+1.60S 15.034 ft 4.722 k 88.651 k Maximum Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 0.0 in for load combination : Along X -X 0.2341 in for load combination :+D+S 3.489 k 0.8051 k 0.0 k 0.0 k at 0.0ft above base at 9.128ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200 +1.20D+0.50S +1.20D+0.50W +1.200+1.60S +1.200+1.60S+0.50W +1.20D+W +1.200+0.50S+W +1.20D+0.20S +0.90D+W +0.900 0.107 0.092 0.138 0.038 0.240 0.168 0.087 0.059 0.110 0.100 0.069 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.92 ft 11.92 ft 11.92 ft 0.00 ft 11.92 ft 11.92 ft 11.92 ft 11.92 ft 11.92 ft 12.03 ft 11.92 ft 0.023 PASS 15.03 ft 0.020 PASS 15.03 ft 0.030 0.000 0.053 0.034 0.019 0.009 0.024 0.024 0.015 PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft PASS 15.03 ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Title: Lantem Landing Engineer: POP Project Descr: Canopy Design Project ID: 16-154-01 Printed: 9 APR 2D18, 3:48PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: HSS Column 5:12016116-154-01 1233 Andover Park E\Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Load Combination D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions 8.272 -0.341 1.476 17.190 -0.766 3.320 14.960 -0.660 2.859 7.486 0.143 -0.618 7.682 0.022 -0.094 14.371 -0.297 1.289 4.177 0.279 -1.208 4.963 -0.204 0.885 8.918 -0.426 1.844 -1.310 0.805 -3.489 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 17.190 -0.766 3.320 Minimum -1.310 0.805 -3.489 Reaction, X -X Axis Base Maximum -1.310 0.805 -3.489 " Minimum 17.190 -0.766 3.320 Reaction, Y -Y Axis Base Maximum 8.272 -0.341 1.476 Minimum 8.272 -0.341 1.476 Reaction, X -X Axis Top Maximum 17.190 -0.766 3.320 Minimum -1.310 0.805 -3.489 Reaction, Y -Y Axis Top Maximum -1.310 0.805 -3.489 " Minimum 8.918 -0.426 1.844 Moment, X -X Axis Base Maximum 8.272 1.476 Minimum 8.272 1.476 Moment, Y -Y Axis Base Maximum 8.272 -0.341 1.476 Minimum 8.272 -0.341 1.476 Moment, X -X Axis Top Maximum 8.272 -0.341 1.476 Minimum 8.272 -0.341 1.476 Moment, Y -Y Axis Top Maximum 8.272 -0.341 1.476 Minimum 8.272 -0.341 1.476 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+S 0.2341 in 9.128 ft 0.000 in 0.000 ft +D+0.60W -0.0436 in 9.128 ft 0.000 in 0.000 ft +0.60D+0.60W -0.0852 in 9.128 ft 0.000 in 0.000 ft S Only 0.1301 in 9.128 ft 0.000 in 0.000 ft +0.60W -0.1476 in 9.128 6 0.000 in 0.000 ft Steel Section Properties : HSS6x6x1/2 Depth = 6.000 in I xx Design Thick = 0.465 in S xx Width = 6.000 in R xx Wall Thick = 0.500 in Zx Area = 9.740 inA2 I yy Weight = 35.240 plf S yy Ryy Ycg 0.000 in 48.30 inA4 J = 81.100 inA4 16.10 inA3 2.230 in 19.800 inA3 48.300 inA4 C = 28.100 inA3 16.100 inA3 2.230 in B a a B a e a a Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 9 APR 2018, 3:48PM Steel Column Lic. # : KW -06004202 Description : Middle Canopy: HSS Column Sketches S:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC c 0 0 co Y X • Project Title: Lantern Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018. 4:25PM Steel Beam Lic. # : KW -06004202 Description : Middle Canopy: Single Angle brace for Col kicker CODE REFERENCES S:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983.2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-02 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending L(4.7) Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi L5x5x1 /2 Span =6.0ft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : L = 4.70 k @ 3.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.691 : 1 Maximum Shear Stress Ratio = L5x5x1 /2 7.050 k -ft 10.206 k -ft L Only 3.000ft Span # 1 Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.112 in 642>=180 0.112 in 642 >=180 0.001 in 49719 >=180 0.000 in 0 <180 Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Design OK 0.048 : 1 L5x5x1/2 2.350 k 48.60 k L Only 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Summary of Shear Values Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx L Only Dsgn. L = 6.00 ft 1 0.691 0.048 7.05 Overall Maximum Deflections 7.05 11.34 10.21 1.32 1.00 2.35 54.00 48.60 Load Combination Span Max. ° " Dell Location in Span Load Combination Max. "+" Deft Location in Span L Only Vertical Reactions 1 0.1120 3.000 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum 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+0.750Lr+0.750L+0.750W+H +D+0.750Lr+0.750L+0.5250E+H 2.399 0.029 0.049 2.399 0.049 0.049 1.811 1.811 0.049 0.049 1.811 1.811 2.399 0.029 0.049 2.399 0.049 0.049 1.811 1.811 0.049 0.049 1.811 1.811 Project Title: Lantem Landing Engineer: POP Project Descr. Canopy Design Project ID: 16-154-01 Printed: 10 APR 2018, 4:25PM Steel Beam Lic. # : KW -06004202 Description : Middle Canopy: Single Angle brace for Col kicker Vertical Reactions S:12016116-154-01 1233 Andover Park E1Construction\Calculations\Canopy Design\Canopy Design (GLP Edit).ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10a7.12.10. Licensee : LUND OPSAHL LLC Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.750W+H 1.811 1.811 +D+0.750L+0.750S+0.5250E+H 1.811 1.811 +0.60D+W+H 0.029 0.029 +0.60D+0.70E+H 0.029 0.029 D Only 0.049 0.049 Lr Only L Only 2.350 2.350 S Only W Only E Only H Only D Only 0.049 0.049 +D+L+H 2.399 2.399 +D+Lr+H 0.049 0.049 +D+S+H 0.049 0.049 +D+0.750Lr+0.750L+H 1.811 1.811 +D+0.750L+0.7505+H 1.811 1.811 +D+W+H 0.049 0.049 +0+0.70E+H 0.049 0.049 +D+0.750Lr+0.750L+0.750W+H 1.811 1.811 intertek February 23, 2018 Houghton Harbor, LLC 3356 East Shore Drive Seattle, Washington 98104 ir Intertek-PSI 20508 56"' Avenue West, Suite 104 Lynnwood, WA 98036 Attention: Matt Peterson Phone: 206-601-0080 Email: mpeterson@houghtoninvestments.com Subject: Addendum Letter Proposed Lantern Landing Remodel and Addition 1233 Andover Park East Tukwila, WA PSI Project Number: 07121638 Dear Mr. Peterson, Professional Service Industries, Inc. (PSI) is pleased to submit this addendum letter to PSI's geotechnical site evaluation. Our previous work at the site is documented in the previous report listed below: Phone: 425-409-2504 Fax: 425-582-8193 Intertek.com/building AR 0 6 2018 xpdp l?,cos tt 10. ev,,,,NN-sa..),,k, otti,,, REVISION Na • Geotechnical report entitled, "Geotechnical Engineering Report, Andover Retail, 1133 Andover Park East, Tukwila, WA", dated October 21, 2016. Based on the proximity of a utility line,adjacent to the building PSI understands that the arrangement and size of one of the proposed mat foundation area needs to be readdressed. Our original report allowed for bearing capacities of up to 1,000 pounds per square foot (psf) for mat foundations, but this number was based on the mat foundations extending across much larger sections of the site. Provided mat foundation areas to not exceed 25 feet by 25 feet, PSI calculates that a bearing capacity of up to 1,500 psf may be utilized for mat foundations. Furthermore, this value applies to the total of dead load and/or frequently applied live load and can be increased by one-third for the total of all loads; dead, live and wind or seismic. Should you have any questions after reviewing this letter, please feel free to contact us at your convenience. Respectful! !' Sean Schlitt, EIT Staff Engineer 01q 3 .-2 3-fS (_).r ©l l f Lair [ expS i - Dre/,7-1nr^ Michael S. Place, PE Principal Consultant Phone: 425-409-2505 Email: michael.place(psiusa.com 'Di 7 - 0 I 3 SUPPLEMENTAL CALCULATIONS 16-154-01 � I tat REVISION N0,1 Lantern Landing 1233 Andover Park Eas Tukwila, WA 98188 for Jackson Main Architecture March 05, 2018 EVIEWED FOR 'ODE COMPLIANCE APPROVED MAR 1 6 2016 City of Tukwila br7o193 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 ! www.lundopsahl.com o ( UND © : ' SAHL ° o Foundation Calculations ° The shear wall mat foundation at grid A-0.8 has been © redesigned due to an existing gas line running parallel and 2'-8" east of grid 0.7. The redesign has also incorporated the geotechnical engineer's addendum letter stating that the allowable bearing pressure can be increased to 1500 psf for a mat' foundation Tess than 25 ft x 25ft. Other than the increased eccentricity, the shear wall loading to the © foundation has not changed from the previous permit submittal. AR 0 6 2018 MAR e 19'-0" 0.8 0.7 1' - 0" 46.868 in // \••/�\ (2) #4 @ 8"0 (2) #4 HORIZ @ 8" OC #4@8"O "Beam" Design 2'-6" THICK CONC MAT #4@8"OC (2) #4 HORIZ @8"OC (2)#6@8"OC /-#10T&B@9"OC EW General Footing Lic. # : KW -06004202 S:12016116-154-01 1233 Andover Park E1Construction1Calculations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Butd:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Description : =Shear Wall-Footing=SW 12;13;14_EW Shaking Redesign) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear = 4.50 ksi = 60.0 ksi 3,823.68 ksi = 150.0 pcf • 0.90 • 0.750 • 0.00090 = 1.0:1 = 1.0:1 Yes Yes No No Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : Prll to X -X Axis ez : PHI to Z -Z Axis Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than ▪ 1.50 ksf No = 250.0 pcf = 0.40 2.0 ft ksf ft ksf ft 19.0 ft 19.0 ft 30.0 in 52.0 in 128.0 in in 4.0 in Reinforcing _ _ Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 25 # 10 25 # 10 n/a n/a n/a Applied Loads x.—§ r� w x The centroid of the C -shape of the shear wall is used as the Toad application point. ° d 1 P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 82.360 18.50 23.125 76.010 369.560 13.690 2.820 k ksf k -ft k -ft k k 0 General Footing Lic. # : KW -06004202 Description : cShearWall-Footing_SW-12;13;14=EW-Shaking-Redesign ,DESIGN SUMMARY_ 5:12016116-154-01 1233 Andover Park E\Construction\Calalations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Vec10.17.12.10 Licensee : LUND OPSAHL LLC Min. Ratio Item Applied Design OK Capacity Governing Load Combination PASS 0.9673 Soil Bearing 0 PASS 19.014 Overtuming - X -X O PASS 3.406 Overturning Z -Z PASS 6.444 Sliding - X -X © PASS 31.285 Sliding - Z -Z PASS n/a Uplift 0 • PASS 0.01645 Z Flexure (+X) O PASS 0.4071 Z Flexure (-X) PASS 0.01086 X Flexure (+Z) O PASS 0.1092 X Flexure (-Z) PASS n/a 1 -way Shear (+X) O PASS 0.3221 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) 0 PASS 0.1984 1 -way Shear (-Z) Q PASS 0.09909 2 -way Punching Retailed Results ____ _1 © Soil Bearing 1.451 ksf 58.142 k -ft 282.650 k -ft 9.583 k 1.974 k 0.0 k 3.081 k-ft/ft 76.245 k-ft/ft 2.035 k-ft/ft 20.448 k-ftlft 0.0 psi 32.409 psi 0.0 psi 19.968 psi 18.071 psi 1.50 ksf +D+S 1,105.51 k -ft +0.60D+0.70E 962.58 k -ft +0.60D+0.70E 61.756 k +0.60D+0.70E 61.756 k +0.60D+0.70E 0.0 k No Uplift 187.30 k-ft/ft +1.372D+0.20S+E 187.30 k-ft/ft +1.3720+0.20S -E 187.30 k-ft/ft +1.3720+0.20S+E 187.30 k-ft/ft +1.3720+0.20S -E 100.623 psi n/a 100.623 psi +1.372D+0.20S-E 100.623 psi n/a 100.623 psi +1.372D+0.20S+E 182.379 psi +1.372D+0.20S-E Rotation Axis & Load Combination... Gross Allowable O , D Only , 26.0 deo CCW 1.50 O , +D+Lr 26.3 deo CCW 1.50 0 ,+D+S • 26.3 deq CCW 1.50 O , +D+0.750Lr , 26.0 deq CCW 1.50 Q +D+0.7505 , 26.3 deq CCW 1.50 +D+0.70E , 21.8 deq CCW 2.0 +D -0.70E , 42.8 deq CCW 2.0 +D+0.750S+0.5250E , 23.0 deq CCW 2.0 , +D+0.750S-0.5250E 0 , 33.3 deq CCW 2.0 , +0.60D Q , 26.0 deq CCW 1.50 . +0.600+0.70E 0 , 20.8 deq CCW 2.0 , +0.60D -0.70E 0 , 93.1 deq CCW 2.0 Overturning Stability` Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow (in) Bottom Left Top Left Top Right Bottom Right Ratio 0.000 25.582 12.453 0.3938 0.0 0.8124 1.211 0.807 0.000 28.875 14.056 0.4003 0.0 0.9078 1.402 0.935 0.000 29.620 14.419 0.4005 0.0 0.9327 1.451 0.967 0.000 28.101 13.680 0.3963 0.0 0.8865 1.353 0.902 0.000 28.685 13.964 0.3999 0.0 0.9019 1.390 0.927 0.000 41.160 15.658 0.1772 0.0 1.005 1.554 0.777 0.000 10.005 9.249 0.5913 0.3006 0.6150 0.9057 0.453 0.000 39.506 16.190 0.2330 0.0 1.049 1.650 0.825 0.000 17.863 11.738 0.5473 0:1490 0.7551 1.153 . 0.577 0.000 25.582 12.453 0.2363 0.0 0.4875 0.7266 0.484 0.000 51.545 17.794 0.0 0.0 0.6847 1.121 0.561 0.000 -0.3804 7.113 0.4325 0.2984 0.2912 0.4254 0.216 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status O X -X, D Only None 1,842.52 k -ft Infinity OK X -X, +D+Lr None 1,967.52 k -ft Infinity OK X -X, +D+S None 1,998.76 k -ft Infinity OK O X -X, +D+0.750Lr None 1,936.27 k -ft Infinity OK X -X, +D+0.750S None 1,959.70 k -ft Infinity OK O X -X, +D+0.70E 58.142 k -ft 1,842.52 k -ft 31.690 OK X -X, +D+0.750S+0.5250E 43.607 k -ft 1,959.70 k -ft 44.941 OK O X -X, +0.60D None 1,105.51 k -ft Infinity OK X -X, +0.60D+0.70E 58.142 k -ft 1,105.51 k -ft 19.014 OK Q Z -Z, D Only None 1,604.30 k -ft Infinity OK Z -Z, +D+Lr None 1,675.79 k -ft Infinity OK 0 Z -Z, +D+S None 1,693.66 k -ft Infinity OK 0 0 0 General'imFootin Lic. # : KW -06004202 5:12016116-154-01 1233 Andover Park E\Construction\Calculations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1b83-2017, Build:10.17.12.10, Vec10.17.12.10 Description : hear Wall-Footing=SW;12,13;14TEW-ShakingTRedesign; •ve urnmg.Stab; ity Rotation Axis & Load Combination... Z -Z, +D+0.750Lr Z -Z, +D+0.7505 Z -Z, +D+0.70E Z -Z, +D+0.750S+0.5250E Z -Z, +0.60D Z -Z, +0.600+0.70E Slydrrig to Overturning Moment None None 282.650 k -ft 211.987 k -ft None 282.650 k -ft Resisting Moment Stability Ratio Status 1,657.92 k -ft Infinity OK 1,671.32 k -ft Infinity OK 1,604.30 k -ft 5.676 OK 1,671.32 k -ft 7.884 OK 962.58 k -ft Infinity OK 962.58 k -ft 3.406 OK All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X -X, D Only 0.0 k 96.594 k No Sliding OK X -X, +D+Lr 0.0 k 103.994 k No Sliding OK X -X, +D+S 0.0 k 105.844 k No Sliding OK X -X, +D+0.750Lr 0.0 k 102.144 k No Sliding OK X -X, +D+0.750S 0.0 k 103.532 k No Sliding OK X -X, +D+0.70E 9.583 k 96.594 k 10.080 OK X -X, +D+0.7505+0.5250E 7.187 k 103.532 k 14.405 OK X -X, +0.60D 0.0 k 61.756 k No Sliding OK X -X, +0.60D+0.70E 9.583 k 61.756 k 6.444 OK Z -Z, D Only 0.0 k 96.594 k No Sliding OK Z -Z, +D+Lr 0.0 k 103.994 k No Sliding OK Z -Z, +D+S 0.0 k 105.844 k No Sliding OK Z -Z, +D+0.750Lr 0.0 k 102.144 k No Sliding OK Z -Z, +D+0.750S+0.5250E 1.481 k 103.532 k 69.930 OK Z -Z, +0.60D 0.0 k 61.756 k No Sliding OK Z -Z, +0.60D+0.70E 1.974 k 61.756 k 31.285 OK Z -Z, +D+0.750S 0.0 k 103.532 k No Sliding OK Z -Z, +D+0.70E 1.974 k 96.594 k 48.933 OK FOP ttng flexure Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Phi*Mn Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D X -X, +1.40D X -X, +1.200+0.50Lr X -X, +1.20D+0.50Lr X -X, +1.200+0.505 X -X, +1.20D+0.505 X -X, +1.20D+1.60Lr X -X, +1.200+1.60Lr X -X, +1.200+1.605 X -X, +1.20D+1.605 X -X, +1.372D+0.20S+E X -X, +1.372D+0.20S+E X -X, +1.372D+0.20S-E X -X, +1.3720+0.20S -E X -X, +0.90D X -X, +0.90D X -X, +0.7284D+E X -X, +0.72840+E X -X, +0.72840-E X -X, +0.72840-E Z -Z, +1.40D Z -Z, +1.40D Z -Z, +1.200+0.50Lr Z -Z, +1.200+0.50Lr Z -Z, +1.20D+0.505 Z -Z, +1.20D+0.505 Z -Z, +1.20D+1.60Lr Z -Z, +1.20D+1.60Lr Z -Z, +1.20D+1.60S Z -Z, +1.200+1.60S 1.614 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 15.276 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.470 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 13.265 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.492 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 13.308 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.662 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 13.698 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.733 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 13.804 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 2.035 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 8.853 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.265 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 20.448 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.038 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 9.820 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.331 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 1.162 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 0.5547 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 13.299 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK 64.558 -X Bottom 0.7461997608870 Min ACI 9.6 1.671 187.30 OK 2.391 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 56.815 -X Bottom 0.6555617346562 Min ACI 9.6 1.671 187.30 OK 2.179 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 57.183 -X Bottom 0.6598687280820 Min ACI 9.6 1.671 187.30 OK 2.212 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 60.252 -X Bottom 0.6957533425702 Min ACI 9.6 1.671 187.30 OK 2.467 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 61.365 -X Bottom 0.7087869028945 Min ACI 9.6 1.671 187.30 OK 2.575 +X Bottom 0.324 Min Temp % 1.671 187.30 OK General Footing Lic. # : KW -06004202 S:12016\16-154-01 1233 Andover Park E\Construction\CalwlationsISW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10. Licensee : LUND OPSAHL LLC Description : I Shear}Wall'Footing-SW-12,13;14-EW-Shaking=Redesign, Footing Flexure _ Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface in"2 inA2 inA2 k -ft Status Z -Z, +1.3720+0.20S+E Z -Z, +1.372D+0.20S+E Z -Z, +1.372D+0.20S-E Z Z, +1.3720+0.20S -E Z -Z. +0.90D Z -Z, +0.900 Z -Z, +0.7284D+E Z -Z, +0.7284D+E Z -Z, +0.7284D -E Z -Z. +0.72840-E One. Way Shear 49.813 -X Bottom 0.5738793785264 Min ACI 9.6 1.671 187.30 OK 3.081 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 76.245 -X Bottom 0.8836092129872 Min ACI 9.6 1.671 187.30 OK • 1.810 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 41.501 -X Bottom 0.4772453057733 Min ACI 9.6 1.671 187.30 OK 1.537 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 16.395 -X Bottom 0.324 Min Temp % 1.671 187.30 OK 2.053 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 45.780 -X Bottom 0.5269443930324 Min ACI 9.6 1.671 187.30 OK 0.6563 ,+X7 Bottom 0.324 Min Temp % 1.671 187.30 OK Load Combination... +1.40D +1.200+0.50Lr +1.200+0.50S +1.200+1.60Lr +1.200+1.60S +1.3720+0.20S+E +1.3720+0.20S -E +0.90D +0.72840+E +0.72840-E Vu @ -X Vu @ +X Vu @ -2 Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status 29.04 psi 0.00 psi 16.79 psi 0.00 psi 29.04 psi 100.62 psi 0.29 0.00 25.70 psi 0.00 psi 15.08 psi 0.00 psi 25.70 psi 100.62 psi 0.26 0.00 25.90 psi 0.00 psi 15.25 psi 0.00 psi 25.90 psi 100.62 psi 0.26 0.00 27.54 psi 0.00 psi 16.53 psi 0.00 psi 27.54 psi 100.62 psi 0.27 0.00 28.17 psi 0.00 psi 17.08 psi 0.00 psi 28.17 psi 100.62 psi 0.28 0.00 24.72 psi 0.00 psi 19.97 psi 0.00 psi 24.72 psi 100.62 psi 0.25 0.00 32.41 psi 0.00 psi 13.47 psi 0.00 psi 32.41 psi 100.62 psi 0.32 0.00 18.67 psi 0.00 psi 10.80 psi 0.00 psi 18.67 psi 100.62 psi 0.19 0.00 9.60 psi 0.00 psi 11.86 psi 0.00 osi 11.86 psi 100.62 psi 0.12 0.00 18.66 psi 0.00 psi 6.53 psi 0.00 psi 18.66 psi 100.62 psi 0.19 0.00 Two -Way "Punching" Shear All units k Load Combination... +1.40D +1.20D+0.50Lr +1.200+0.50S +1.200+1.60Lr +1.200+1.60S +1.3720+0.20S+E +1.3720+0.20S -E +0.90D +0.72840+E +0.72840-E Vu Phi*Vn Vu / Phi*Vn Status 16.59 psi 182.38 psi 0.09097 OK 14.58 psi 182.38 psi 0.07992 OK 14.67 psi 182.38 psi 0.08041 OK 15.36 psi 182.380Si 0.08421 OK 15.63 psi 182.38 psi 0.08572 OK 14.67 psi 182.38 psi 0.08041 OK 18.07 psi 182.38 psi 0.09909 OK 10.67 psi 182.38 psi 0.05848 OK 6.66 psi 182.38psi 0.03653 OK 10.25 psi 182.38psi 0.05618 OK 000000000000000 General Footing Lic. # : KW -06004202 S:12016116-154-01 1233 Andover Park ElConstruction\Calculations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Buid:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Description : c—ShearWall Footing=SW 1213;14=NS Shaking_Redesign—) f Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information 1 Material Properties f c : 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. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear • 4.50 ksi • 60.0 ksi • 3,823.68 ksi • 150.0 pcf = 0.90 • 0.750 Dimensions 0.00090 1.0:1 1.0 :1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below when max. length or width is greater than = 1.50 ksf No 250.0 pcf 0.40 = 2.0 ft ksf ft ksf = ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : Prll to X -X Axis = ez : Prll to Z -Z Axis Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 19.0 ft 19.0 ft 30.0 in 67.632 in 32.923 in . 52.0 in 128.0 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 25 # 10 25 _ # 10 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone n/a n/a n/a Applied Loads The centroid of the C -shape of the shear wall is used as the Toad application point. x..,.aen ,......2 P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 82.360 18.50 23.125 k ksf 253.40 110.868 4.107 9.40 k -ft k -ft k k General Footing Lic. # : KW -06004202 S:12016116.154-01 1233 Andover Park E\ConstnKtion\Calculations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.1712.10 Licensee : LUND OPSAHL LLC Description : a;tShear Wallfoating=SW-12;13;14-NS-Shaking-Redesign DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9673 Soil Bearing PASS 5.704 Overtuming - X -X PASS 11.352 Overturning - Z -Z PASS • 21.481 Sliding - X -X PASS 9.385 Sliding - Z -Z PASS n/a Uplift PASS 0.01536 Z Flexure (+X) PASS 0.3974 Z Flexure (-X) PASS 0.01060 X Flexure (+Z) PASS 0.09252 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS 0.3350 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) PASS 0.1826 1 -way Shear (-Z) PASS 0.09538 2 -way Punching DetailedResults 1 1.451 ksf 193.830 k -ft 84.795 k -ft 2.875 k 6.580 k 0.0 k 2.877 k-ft/ft 74.435 k-ft/ft 1.986 k-fUft 17.328 k-ftlft 0.0 psi 33.710 psi 0.0 psi 18.377 psi 17.395 psi 1.50 ksf +D+S 1,105.51 k -ft +0.60D+0.70E 962.58 k -ft +0.60D+0.70E 61.756 k +0.60D+0.70E 61.756 k +0.60D+0.70E 0.0 k No Uplift 187.30 k-ft/ft +1.372D+0.20S+E 187.30 k-ft/ft +1.372D+0.20S+E 187.30 k-ft/ft +1.372D+0.20S+E 187.30 k-ftlft +1.372D+0.20S+E 100.623 psi n/a 100.623 psi +1.372D+0.20S+E 100.623 psi n/a 100.623 psi +1.372D+0.20S-E 182.379 psi +1.372D+0.20S-E Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio , D Only 0.000 26.0 deg CCW 1.50 25.582 12.453 0.3938 0.0 0.8124 1.211 0.807 +D+Lr 0.000 • 26.3 deg CCW . 1.50 28.875 14.056 0.4003 0.0 0.9078 1.402 0.935 , +D+S 0.000 26.3 deg CCW 1.50 29.620 14.419 0.4005 0.0 0.9327 1.451 0.967 , +D+0.750Lr 0.000 , 26.0 deg CCW 1.50 28.101 13.680 0.3963 0.0 0.8865 1.353 0.902 , +D+0.750S 0.000 , 26.3 deg CCW 1.50 28.685 13.964 0.3999 0.0 0.9019 1.390 0.927 +D+0.70E 0.000 37.8 deg CCW 2.0 30.256 23.136 0.4858 0.0 0.7099 1.479 0.740 , +D -0.70E 0.000 • 4.8 deg CCW 2.0 20.909 1.771 0.3024 0.2468 0.9039 0.9595 0.480 , +D+0.750S+0.5250E 0.000 , 34.3 deg CCW 2.0 31.931 21.384 0.4648 0.0 0.8259 1.596 0.798 , +D+0.750S-0.5250E 0.000 , 14.4 deg CCW 2.0 25.438 6.543 0.3306 0.1086 0.9718 1.194 0.597 , +0.60D 0.000 , 26.0 deg CCW 1.50 25.582 12.453 0.2363 0.0 0.4875 0.7266 0.484 , +0.60D+0.70E 0.000 , 42.5 deg CCW 2.0 33.371 30.258 0.3201 0.0 0.3784 1.017 0.509 , +0.60D -0.70E 0.000 , 343.3 deg CCW 2.0 17.794 -5.351 0.1437 0.2446 0.5801 0.4792 0.290 I Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, D Only None 1,842.52 k -ft Infinity OK X -X, +D+Lr None 1,967.52 k -ft Infinity OK X -X, +D+S None 1,998.76 k -ft Infinity OK X -X, +D+0.750Lr None 1,936.27 k -ft Infinity OK X -X, +D+0.750S None 1,959.70 k -ft Infinity OK X -X, +D+0.70E 193.830 k -ft 1,842.52 k -ft 9.506 OK X -X, +D+0.750S+0.5250E 145.373 k -ft 1,959.70 k -ft 13.481 OK X -X, +0.60D None 1,105.51 k -ft Infinity OK X -X. +0.60D+0.70E 193.830 k -ft 1,105.51 k -ft 5.704 OK Z -Z, D Only None 1,604.30 k -ft Infinity OK Z -Z, +D+Lr None 1,675.79 k -ft Infinity OK Z -Z, +D+S None 1,693.66 k -ft Infinity OK 0 0 0 0 0 0 0 0 General Footing Lic. # : KW -06004202 S:12016\16-154-01 1233 Andover Park E\Construction\Calculations\SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Buid:10.17.12.10, Ver..10.17.12.10 Licensee : LUND OPSAHL LLC Description : =SheariNall-Footing=SW-12;13;14-NS.Shaking-Redesign_-) Overturning Stability O Rotation Axis & Load Combination... O Z -Z, +D+0.750Lr Z -Z, +D+0.7505 O Z -Z, +D+0.70E Z -Z, +D+0.750S+0.5250E O Z -Z, +0.60D Z -Z, +0.60D+0.70E O Sliding Stability O Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status O X -X, 0 Only 0.0 k 96.594 k No Sliding OK X -X, +D+Lr 0.0 k 103.994 k No Sliding OK 0 X -X, +D+S 0.0 k 105.844 k No Sliding OK X -X, +D+0.750Lr 0.0 k 102.144 k No Sliding OK O X -X, +D+0.750S 0.0 k 103.532 k No Sliding OK O X -X, +D+0.70E 2.875 k 96.594 k 33.599 OK X -X, +D+0.750S+0.5250E 2.156 k 103.532 k 48.016 OK O X -X, +0.60D 0.0 k 61.756 k No Sliding OK X -X, +0.60D+0.70E 2.875 k 61.756 k 21.481 OK Z -Z, D Only 0.0 k 96.594 k No Sliding OK O Z -Z, +O+Lr 0.0 k 103.994 k No Sliding OK Z -Z, +D+S 0.0 k 105.844 k No Sliding OK O Z -Z, +D+0.750Lr 0.0 k 102.144 k No Sliding OK Z -Z, +0+0.7505+0.5250E 4.935 k 103.532 k 20.979 OK O Z -Z, +0.60D 0.0 k 61.756 k No Sliding OK Z -Z, +0.60D+0.70E 6.580 k 61.756 k 9.385 OK O Z -Z, +0+0.750S 0.0 k 103.532 k No Sliding OK Z Z +D+0.70E 6.580 k 96.594 k 14.680 OK O Footing Flexure 1 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn Status O k -ft Surface inA2 in^2 in"2 k -ft Overturning Moment Resisting Moment Stability Ratio Status None 1,657.92 k -ft Infinity OK None 1,671.32 k -ft Infinity OK 84.795 k -ft 1,604.30 k -ft 18.920 OK 63.596 k -ft 1,671.32 k -ft 26.280 OK None 962.58 k -ft Infinity OK 84.795 k -ft 962.58 k -ft 11.352 OK All units k X -X, +1.40D 1.614 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.40D 15.276 Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +1.20D+0.50Lr 1.470 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.20D+0.50Lr 13.265 Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +1.200+0.50S 1.492 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.20D+0.50S 13.308 -2 Bottom 0.324 Min Temp % 1.671 187.30 OK ® X -X, +1.20D+1.60Lr 1.662 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +1.20D+1.60Lr 13.698 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.20D+1.60S 1.733 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +1.20D+1.60S 13.804 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.372D+0.205+E 1.986 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +1.372D+0.20S+E 17.328 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X. +1.372D+0.205 -E 1.288 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +1.372D+0.20S-E 12.682 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +0.90D 1.038 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X. +0.90D 9.820 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK X -X, +0.7284D+E 1.239 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK 0 X -X, +0.7284D+E 9.813 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK X X, +0.7284D -E 0.5101 +Z Bottom 0.324 Min Temp % 1.671 187.30 OK O X -X, +0.7284D -E 8.867 -Z Bottom 0.324 Min Temp % 1.671 187.30 OK Z Z, +1.40D 64.558 -X Bottom 0.7461997608870 Min ACI 9.6 1.671 187.30 OK O Z -Z, +1.40D 2.391 +X Bottom 0.324 Min Temp % 1.671 187.30 OK Z Z, +1.20D+0.50Lr 56.815 -X Bottom 0.6555617346562 Min ACI 9.6 1.671 187.30 OK Z -Z, +1.20D+0.50Lr 2.179 +X Bottom 0.324 Min Temp % 1.671 187.30 OK O Z -Z, +1.20D+0.50S 57.183 -X Bottom 0.6598687280820 Min ACI 9.6 1.671 187.30 OK Z -Z, +1.20D+0.50S 2.212 +X Bottom 0.324 Min Temp % 1.671 187.30 OK O Z -Z, +1.20D+1.60Lr 60.252 -X Bottom 0.6957533425702 Min ACI 9.6 1.671 187.30 OK O Z -Z, +1.20D+1.60Lr 2.467 +X Bottom 0.324 Min Temp % 1.671 187.30 OK Z -Z, +1.20D+1.60S 61.365 -X Bottom 0.7087869028945 Min ACI 9.6 1.671 187.30 OK ® Z -Z, +1.20D+1.60S 2.575 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 0 0 0 Lic. # : KW -06004202 Description : C -Shear WalhFooting_-SW 12,13;14_NS Shawng_Redeslgn Footing Flexure S:12016\16.154-01 1233 Andover Park E\Constructon\Calculations \SW Mat Fnd Redesign\SW Mat Redesign.ec6 ENERCALC, INC: 1983.2017, Buid:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Phi*Mn Surface inA2 inA2 inA2 k -ft Status Z -Z, +1.372D+0.20S+E Z -Z, +1.372D+0.205+E Z -Z, +1.372D+0.20S-E Z -Z, +1.372D+0.20S-E Z -Z, +0.90D Z -Z, +0.90D Z -Z, +0.7284D+E Z -Z, +0.7284D+E Z -Z, +0.7284D -E +0.7284D -E ;fine Wa1r Shear 74.435 -X Bottom 0.8622851186236 Min ACI 9.6 1.671 187.30 OK 2.877 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 53.486 -X Bottom 0.6167008938290 Min ACI 9.6 1.671 187.30 OK 1.970 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 41.501 -X Bottom 0.4772453057733 Min ACI 9.6 1.671 187.30 OK 1.537 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 43.164 -X Bottom 0.4965447400976 Min ACI 9.6 1.671 187.30 OK 1.767 +X Bottom 0.324 Min Temp % 1.671 187.30 OK 34.447 -X Bottom 0.3955057017480 Min ACI 9.6 1.671 187.30 OK 0.9959 +X Bottom 0.324 Min Temp % 1.671 187.30 OK Load Combination... +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.372D+0.20S+E +1.372D+0.20S-E +0.90D +0.7284D+E +0.7284D -E Two -Way Pdnching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 29.04 Psi 0.00 psi 25.70 psi 0.00 psi 25.90 psi 0.00 psi 27.54 psi 0.00 psi 28.17 psi 0.00 psi 33.71 psi 0.00 psi 24.04 psi 0.00 psi 18.67 psi 0.00 psi 19.73 psi 0.00 psi 14.98 Psi 0.00 psi 16.79 psi 0.00 psi 29.04 psi 100.62 psi 0.29 0.00 15.08 psi 0.00 psi 25.70 psi 100.62 psi 0.26 0.00 15.25 psi 0.00 psi 25.90 psi 100.62 psi 0.26 0.00 16.53 psi 0.00 psi 27.54 psi 100.62 psi 0.27 0.00 17.08 psi 0.00 psi 28.17 psi 100.62 psi 0.28 0.00 14.97 psi 0.00 psi 33.71 psi 100.62 psi 0.34 0.00 18.38 psi 0.00 psi 24.04 psi 100.62 psi 0.24 0.00 10.80 psi 0.00 psi 18.67 psi 100.62 psi 0.19 0.00 6.69 psi 0.00 psi 19.73 psi 100.62 psi 0.20 0.00 10.35 psi 0.00 psi 14.98 psi 100.62 psi 0.15 0.00 All units k Load Combination... +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.372D+0.20S+E +1.372D+0.20S-E +0.90D +0.7284D+E +0.7284D -E Vu Phi*Vn Vu / Phi*Vn Status 16.59 psi 182.38 psi 0.09097 OK 14.58 psi 182.38 psi 0.07992 OK 14.67 psi 182.38 psi 0.08041 OK 15.36 psi 182.38 psi 0.08421 OK 15.63 psi 182.38 psi 0.08572 OK 15.43 psi 182.38 psi 0.08459 OK 17.40 psi 182.38 psi 0.09538 OK 10.67 psi 182.38 psi 0.05848 OK 7.54 psi 182.38 psi 0.04137 OK 9.57 psi 182.38 psi 0.05247 OK Concrete Beam Lic. # : KW -06004202 S:12016116-154-01 1233 Andover Park E1Construction\Calculations1SW Mat Fnd Redesign1SW Mat Redesign.ec6 ENERCALC, INC.1983-2017, Budd:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC Description : SSW 12,13,14 Foundation Rebar CODE REFERENCES Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc 112 4.50 ksi 4) Phi Values fr= fc * 7.50 = 503.12 psi y Density = 145.0 pcf LtWt Factor = 1.0 Elastic Modulus = 3,823.68 ksi Fy - Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = 13 Flexure : 0.90 Shear : 0.750 0.8250 60.0 ksi 29,000.0 ksi 4 2 Cross Section Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 30.0 in Span #1 Reinforcing.... 1543 at 4.0 in from Top, from 0.0 to 10.666 ft in this span Applied' Loads Loads on all spans... D=2.0 149 at 4.0 in from Bottom, from 0.0 to 10.666 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 2.0 k/ft DESIGN SUMMARY . Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span 0.970 : 1 Typical Section -182.022 k -ft 187.683 k -ft 0.000 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.000 in Ratio = 0.000 in Ratio = 0.082 in Ratio = 0.000 in Ratio = 0 <360 0 <360 3116 >=18 999 <180 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Support 1 Support 2 Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H 21.332 12.799 21.332 21.332 21.332 21.332 21.332 21.332 21.332 21.332 0 0 0 0 0 Concrete Beam Lic. # : KW -06004202 S:12016116-154-01 1233 Andover Park E\Construction\Calculations\SW Mat Fnd RedesignlSW Mat Redesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : LUND OPSAHL LLC O Description : =SW -12713714 -Foundation -Rebar 0 0 0 0 0 0 0 0 0 0 0 0 O +D+0.70E+H 21.332 +D+0.750Lr+0.750L+0.450W+H 21.332 Support notation : Far left is #1 Load Combination +D+0.750Lr+0.750L+0.450W+H Support 1 Support 2 +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 21.332 21.332 21.332 12.799 12.799 21.332 +D+H 21.332 +D+L+H 21.332 +D+Lr+H 21.332 +D+S+H 21.332 +D+0.750Lr+0.750L+H 21.332 +D+0.750L+0.750S+H 21.332 +D+0.60W+H 21.332 O +D+0.750L+0.750S+0.450W+H 21.332 overall Maximum Deflections 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10� 0 0 0 0 0 Load Combination Span Max. "-° Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0821 10.666 0.0000 0.000 SUPPLEMENTAL CALCULATIONS 16-154-01 Lantern Landing 1233 Andover Park East Tukwila, WA 98188 for Jackson Main Architecture REVIEWED FOR LODE COMPLIANCE APPROVED DEC 018 2i311 City of Tukwila BUI• October 6, 2017 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com Reject Sheet Client Perm, attpols,( CCo-Q) Page Na Designer Pc www:lundopsahl.com 1 Tel: 206.402.5156 Date Lb/i/I 7 Permot r rigt,- 14 10 t" pchTe- P`..; CJI Z�4 25' pi -F Li II L 5-1 i2t= J 2.25a u14; Pcr Gk I04A R cO 4-i C ?rob 0.-k O.* cx,K,1rr ca Onukpn 1.wtie Vf—J to ` M t tJG4l 7 CO i `Aa„! CAn. S.,ppo. 1i 4 tM0.}�. ¢d c gcer4-,. _ r. L �'et T TLF►YI - oclt 0 c _ 7 5- no. 44 h aA, w l � I 4 eAcil c rcc. FTC, fen4ti 2.0 0' iii yS. 5p tit of load —9 Lrt II.. o, ; ,errrkrc CD k L) = 1 Itt>kl Spcccat 3.!.!I t t1.SI5 175",' /1/06:1 xl':44' r gS.G)erf -tiff 4 Mss -�0K Fpundatinn.10.1 0 0 O www.hilti.us '-11`T1 Profis Anchor 2.7.5 O Company: Specifier: O Address: Phone I Fax: O E -Mail: Lund Opsahl Page: 1 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 10/3/2017 O Specifier's comments: Strong Back to Wall Anchor 0 0 0 0 0 0 0 0 0 0 0 0 0 O Geometry [in.] & Loading [Ib, in.lb] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Input data Anchor type and diameter: HIT-HY 200 + HAS -E 3/4 Effective embedment depth: hef,act = 4.000 in. (hef,limlt = - in.) Material: 5.8 Evaluation Service Report: ESR -3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 20.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: uncracked concrete, 3000, fb' = 3000 psi; h = 6.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar 0 0 Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Foundation.1 0.2 • • • www.hilti.us Profis Anchor 2.7.5 • Company: Specifier: • Address: Phone I Fax: • E -Mail: Lund Opsahl Page: 2 POP Project: Andover Park Sub -Project I Pos. No: 16-154 Date: 10/3/2017 • 2 Proof I Utilization (Governing Cases) • Design values [Ib] • Loading Proof Load Capacity • Tension - • Shear Steel Strength 5779 8730 • Loading F•N 13v Combined tension and shear loads • • 3 Warnings • • Please consider all details and hints/warnings given in the detailed report! • • • 4 Remarks; Your Cooperation Duties Utilization 13N / Dv [%] Status -/- -/67 OK Utilization No [%] Status Fastening meets the design criteria! • • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly • complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. • Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to • compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific • application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the • regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or • programs, arising from a culpable breach of duty by you. • • • • • • • • • • • • • • 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 Foundation.10.3 •4,4,44)4,4,4,4, •,' SW 1* SW North Lantern - sci,10 r1r1.27.4.-1;.: SW 6 41 SW South Lantern SW 2 N (E) CMU Upper Roof sw1s E -W (E) Conc 44. 44. Shear Wall Key Plan Ji SW 2 5w8 SW 6 SW 4 SW 10 SW 14 SW 12 JACKSON !MAIN ARCHITECTURE WA 0.31,1 324 1201 Finn Avenue South, Sun° 3)0 Seattle. Washington 98134 206-402-5156 wveelundopsehLoom Lelerel.15.1 1r-1" 2,9'-8" North-South Lateral Load Distributed based on wall stiffness 111 JACKSON 1 MAIN ARCHITECTURE ^ 2.12na9lu� 1201 Finn Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Letere1.15.2 SW 14 :7- - - 5W 12 sw10 W4 SW 2 N (E) CMU SW 15 East-West Lateral Load SW 2 SW 6 Distributed based on Wall Stiffness 111! JACKSON I MAIN ARCHITECTURE 120I First Avenue South. Suite 310 Ssaltle. Washington 98134 306402-5156 wonsJundossahl.coin Wei -M.15.3 0 l 0 0 0 0 0 0 0 0 0 0 0 0 �0 0 0 0 0 0 0 0 {01 0 0 0 0 0 0' 0' 0 0 0 0 0 Pro ect NQV eP" r c -r_ - Subject Client Sheet ►(0-151-01 Page No Designer pop www,lundopsahLcom I Tel: 206,4015156 Date 1x/3/17 ?err, r COrnmen+ 17 respoirc /V-rS 'CO C0 � W4h 1L Ir'.16.G.3 x u 4- , ! OO ki ie„3, - -44 C., - So. ci o3o.`I lof, x 13 kfL101.7 i�j, F� ISai,..`c.] 4 `s7/z. izc -4 I Br.> 3 16:4 It, o, (,,.S 29,g pr P: I50e.3, ! 10U,i.z trO9,9G, )L, A=ctCd<Go'1z - fat gZO.'-too in s < (0 115722" - X13 271,01;, 3 %lar rG,f 4ii 1-100 0 coo 4 ple, la — L_w (t) Calc W.1r 18;10.(0. 6 < G. god to 9600M bow,d,v5 Zs,r� 74 6,'01 �.z 0.00 Z75 fox1l -f'.1(r 36.5' /d175 - 9 ff Mme= 24.z1/ , A 13 kJ r�L = SYJo `775" I I�,�� p : 975 AI3�5 1. z .12-7x7 IL, /1, x-1087200 11-, / S •G'r 390,; 1540411.,3 ( g, lo, to. 5. —7 ,ca (lc a! aLve ref. lockooQa.,, fv Ruclot rt,c.19 zvnt rctA 1C,$ f1, 1 ateral_17 1 Masonry Shear Wall ASD: Inputs: Geometry and Materials: Wall Pier Height`h = Wall Pier Length = Nominal Block Thickness = Vertical Grout Spacing = Vertical Bar Spacing = Vertical Bar = 20.0 111.0 8.0 32 32 #5] Permit Question 19 Supplemental Calculation N (E) CMU [MSJC 2013] ft ft in in in Masonry Strength (fm) = 1500 psi Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = r 4/31 74 plf 8.165 kips plf plf 0.0 0.0 Summary: Controlling F, = Applied Shear f,* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = Vertical Rebar Ratio = Horizontal Rebar Ratio = Total Rebar Ratio= Vert Amax= Design is OK; DCR= 3.4% 19.7 psi (Including wall self weight) 0.0 psi 0.1 psi 19.8 psi Minimum Stress = 11.7 psi (Calculated using 0.6D -E) Section is not subjected to tensile stress, check compressive stress only. 55.8 psi 1.9 psi 3% 19.8 psi 660 psi 3% 0.001977 0.001694 0.003671 0.0043675 (Calculated using max of D+E and D+0.75L+0.75E) Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V Shear Stress f-bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = Vd 4.900 in 1326 in 0.75 1.3 psi 163.3 k -in 1326 in 0.02 < 1.0 Allowable shear stress resisted by Masonry, Fvm r 4.0-1.75 M/ 1).2$ 4 . r•�dK� Maximum allowable shear stress, Fv Fv= F., - 0.51�"F'd" J 87.1 psi Fvs= 31.0 psi [Eq. 8-24] 43.4 psi [Eq. 8-26.8-27] Check Overturning End Bar End Bar QTY Rebar Center End Dist Wall end reinf Area Allowable tension Actual Tension Overturning OK Shear Reinforcement Av spacing s, [Eq. 8-28] 0.31 in2 6.2 kips 0.00 kips 0.62 in2 48 in Latera1.19.1 Permit Question 19 Supplemental Calculation Masonry Shear Wall - ASD: W (E) CMU [MSJC 2013] Inputs: Geometry and Materials: Wall Pier Height, h = 20.0 ft Wall Pier Length = 87.0 ft Nominal Block Thickness = 8.0 in Vertical Grout Spacing = 32 in Vertical Bar Spacing = 32 in Vertical Bar = _ #5j Masonry Strength (f') = 1500 psi Allowable Stress Increase = 4/3 Applied Allowable Loads: Shear,v 46 plf Shear Load, V = 3.964 kips Vertical DL = 0.01plf Vertical LL = 0.Ojplf Summary: Controlling F„ = 55.8 psi Applied Shearfv* 1.5 = 1.2 psi Demand to Capacity Ratio = 2% Max. Compressive Stress = 19.8 psi Allowable Compressive Stress = 660 psi Demand to Capacity Ratio = 3% Vertical Rebar Ratio = 0.001977 Horizontal Rebar Ratio = 0.001694 Total Rebar Ratio= 0.003671 Vert pmax= 0.0043675 Design is OK; DCR= 3.1% Wall Overturning: Axial DL Stress = 19.7 psi (Including wall self weight) Axial LL Stress = 0.0 psi Bending Stress = 0.1 psi Maximum Stress = 19.8 psi (Calculated using max of D+E and D+0.75L+0.75E) Minimum Stress = 11.7 psi (Calculated using 0.6D -E) Section is not subjected to tensile stress, check compressive stress only. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = Shear Stress = v. ifs-bd. Shear Resistance: Overturning Moment (M) = Effective Depth (d) = v4 4.900 in 1038 in 0.75 0.8 psi 79.3 k -in 1038 in 0.02 < 1.0 Allowable shear stress resisted by Masonry, Fvm 1 4.0 (--M 9.7$ lin `.i- (1i.2$ P [Eq. 8-24] Check Overturning End Bar #5 End Bar QTY - 1 Rebar Center End Dist . 4 in Wall end reinf Area 0.31 in2 Allowable tension 6.2 kips Actual Tension 0.00 kips Overturning OK Shear Reinforcement Av spacing s, 43.3 psi [Eq. 8-28] Maximum allowable shear stress, Fv Fv= 87.1 psi [Eq. 8-26,8-27] /1„,s Fvs= 31.0 psi 0.62 48 inz in Lateral.1 9.2 www.hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Lund Opsahl Page: 1 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 10/4/2017 Specifier's comments: Diaphragm Shear Conneciton to (E) Concrete wall 1 Input data Anchor type and diameter: HIT-HY 200 + HAS -E 3/4 Effective embedment depth: hef,act = 4.000 in. (hef,limit = - in.) Material: 5.8 Evaluation Service Report: ESR -3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x I x t = 16.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Lateral.23.1 0 0 0 O www.hilti.us IIIL.T1 n Profis Anchor 2.7.5 O Company: Specifier: Q Address: Phone I Fax: Q E -Mail: Lund Opsahl Page: 2 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 10/4/2017 Q 2 Proof I Utilization (Governing Cases) 0 Q Loading Proof Tension O Shear Steel Strength O Loading Combined tension and shear loads PN Design values [Ib] Utilization Load Capacity fiN I w [%] Status 2495 6111 -/41 OK �v r; Utilization 1+N,V [%] Status 0 O 3 Warnings 0 • Please consider all details and hints/warnings given in the detailed report! Q Fastening meets the design criteria! Q 4 Remarks; Your Cooperation Duties QAny and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly 0 complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Q Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to O compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific 0 application. 0 • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a,regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case O by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or 0 programs, arising from a culpable breach of duty by you. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 Lateral.23.2 :�a7til �a�i rf?Iy, :;h!}6ii i�°of F. -d ?Irl" s Note: Cs of 0.1 ]16' W is equal to the min diaphragm force per ASCE Upper Roof= 1.25*8.9 psf Seismic= 11.125 psf (E) Diaphragm has capacity of 215 lbs/ft per NDS Table 4.2C Blocked diaphragm strengths per NDS Table 428 North-South Lateral Load 111 JACKSON I MAIN ARCHITECTURE �Fpzr.f. c 4 931:14 aa ; 1201 Hart Avenue South, Suite 310 Seattle. Washington 98134 206-402-5158 ee orr1undopsahl.com G nr -rr Latere1.25.1 STEEL FRAMING PLAN NOTES mom North Lantern Upper Rcof Er -arra -1g Plar • South Lantern 'Jpper Ron!' Frarrwg ?lap MOM Note: Co of 01716.W is equal to the min diaphragm force per ASCE Updated Upper Roof= 1.25*8.9 psf Seismic= 11.125 psf (E) Diaphragm has capacity of 215 lbs/ft per NDS Table 4.2C 112-7" , 133-0" N (E) CMu 11125)20 W112-77133= 188 lbs/ft, (8) Diaphragm Okay " 11.125'23.75 8. 264185/19 (E) Diaphragm Not ok Collector, TYP By Linear interpolation, block diaphragm the first 5 feet on this side of wall/collector with 4" nail spacing max 24'-4" 11.125)23.75 ft= 264185/98 (E) Diaphragm Not ok E -W (E)Conc 1 I SW a 11.12520 98'112,7785.= 295 (E) Diaphragm not okay SW 19 Blocked diaphragm strengths per NDS Table 426 1111111•M , t 1 ..,-r - t;1 Roof Fratrirrg P'an I East-West Lateral Load =MN Roof Ftatring P'an Enlarged ;D!an 111 JACKSON I MAIN ARCHITECTURE 3:1, FIRST ATM. SOW SEArlIE.N.98104 1 26.532,1803 WWWJACKSONMAIN COM :1201 FIrvt Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 wurvelunclopsahlouto a. 7 0 t] 0 -ow S2.01 Lateral.25.2 www.hilti.us 1■■11`T1 Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Lund Opsahl Page: 1 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 10/5/2017 Specifier's comments: Wood Shear wall connection to top of concrete wall 1 Input data Anchor type and diameter: HIT-HY 200 + HAS -E B7 1/2 Effective embedment depth: hef,act = 6.000 in. (hef,limit = - in.) Material: ASTM A 193 Grade 87 Evaluation Service Report: ESR -3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x I, x t = 6.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 4000, fc' = 4000 psi; h = 100.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.Ib] Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Latera1.30.1 Q 0 Q Q www.hilti.us 1■■11`T1` Profis Anchor 2.7.5 0 Company: Specifier: Q Address: Phone I Fax: Q E -Mail: Lund Opsahl Page: 2 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 10/5/2017 Q 2 Proof I Utilization (Governing Cases) Q Design values [Ib] Utilization Q Loading Proof Load Capacity rN / PV [%] Status Tension - - -.1- O Shear Concrete edge failure in direction x+ 3000 3452 -187 OK Q Loading PN I3v Utilization 313NV [%] Status O Combined tension and shear loads 0 Q 3 Warnings Q• Please consider all details and hints/wamings given in the detailed report! Q Fastening meets the design criteria! Q 4 Remarks; Your Cooperation Duties Q Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly O complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. O Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to O compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific Q application. Q You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use Q the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or Q programs, arising from a culpable breach of duty by you. O 0 0 0 0 O O n0 O O O 0 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 Latera1.30.2 11...•s•.••••••••••••••••••s•••••••••••••s••• GEOTECHNICAL ENGINEERING REPORT Andover Retail 1233 Andover Park East Tukwila, WA PSI PROJECT NO.07121461 October 21, 2016 (Revised December 1, 2017) Prepared for: JJW Architects and Planners 5628 Airport Way South, Suite 112 Seattle, WA 98108 Prepared by: Professional Service Industries, Inc. 20508 - 56th Ave W, Suite A Lynnwood, WA 98036 FIL Intertek REVIEWED FOR CODE COMPLIANCE APPROVED DEc 0 8 2017 City of Tukwila BUILDING DIVISION a-- if-\';',\,/,7 vi DEC 0 5 201/ c„2&,2.6i .00.c 0024? REID MIDDLETON, INC. D000000000000000000000000000000000000000000C Intertek October 21, 2016 (Revised December 1, 2017) JJW Architects and Planners 5628 Airport Way South, Suite 112 Seattle, WA 98108 Attention: Patricia Shelby Senior Project Manager Email: pshelbv(jiwarch.com Subject: Geotechnical Investigation Andover Retail 1233 Andover Park East Tukwila, WA PSI Report No. 07121461 Dear Ms. Shelby, Professional Service Industries, Inc. (PSI) is pleased to submit a report of our geotechnical investigation for the proposed remodel of the property at 1233 Andover Park East in Tukwila, Washington. This report summarizes the work accomplished and provides our geotechnical recommendations and conclusions for support of the proposed improvements. Based on the results of our field investigation, laboratory testing and engineering analysis, the proposed site is suitable for the construction of the proposed improvements from a geotechnical standpoint, provided the recommendations of this report are followed. Recommendations regarding the geotechnical aspects of project design and construction are presented in the attached report. PSI appreciates the opportunity to contribute our services and looks forward to working with you during design and construction of this project. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Stephen R. Bryant Principal Consultant sunio.mololoapsiusa.com ONAL Expel -If -1g Michael S. Place P.E. Principal Consultant michael.place@psiusa.com Professional Service Industries. Inc. 20508--56`^ Ave W Suite A. Lynnwood. WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 00000000000000000000000000000000000000000000 Intertek W0 Table of Contents 1. PROJECT DESCRIPTION 1 2. SITE DESCRIPTION 1 2.1. GENERAL 1 2.2. TOPOGRAPHY 1 2.3. GEOLOGY 1 2.4. SUBSURFACE CONDITIONS 1 2.5. GROUNDWATER 2 2.6. SEISMIC DESIGN VALUES 2 3. CONCLUSIONS AND RECOMMENDATIONS 4 3.1. GENERAL 4 3.2. FOUNDATIONS 5 3.2.1. MAT FOUNDATION 5 3.2.2. GRADE BEAMS 6 3.3. STATIC SETTLEMENT 7 3.4. FLOOR SUPPORT 7 3.5. FOUNDATION DRAINAGE 8 3.6. STRUCTURAL FILL 8 3.7. UTILITY TRENCH EXCAVATIONS AND BACKFILL, 8 4. DESIGN REVIEW AND CONSTRUCTION MONITORING 9 5. REPORT LIMITATIONS 10 REFERENCES 11 FIGURES FIGURE 1 - SITE VICINITY MAP FIGURE 2 - SITE INVESTIGATION PLAN LIST OF APPENDICES APPENDIX A: FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS APPENDIX B: LABORATORY TESTING PROGRAM AND PROCEEDURES LABORATORY TEST RESULTS APPENDIX C: LIQUEFACTION ANALYSIS Professional Service Industries, Inc. 20508 -56th Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 00000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 1 of 11 1. PROJECT DESCRIPTION PSI understands the site improvements will consist of a seismic and structural upgrades to an existing building. PSI understands that the because of the type of remodeling work being conducted a geotechnical investigation of the site is required. PSI understand that the existing building was built in two phases with the original construction occurring in 1969 and an addition performed in 1985. The most current plans call for the demolition of the lower south section, which is to be razed to floor slab. A new structure with higher a ceiling will be constructed mainly on the existing footings. Also the east bay of the northern end of the structure is to be demolished and a lantern addition added. These structural improvements will require the building to be designed to the 2015 International Building Code standards. Based on the structural loads provided to PSI, column and wall loads will be, on the order of 15 kips and 3 kips per foot, respectively. We also anticipate design floor loads of about 100 psf. 2. SITE DESCRIPTION 2.1. General The site is located at 1233 Andover Park East in Tukwila, Washington. Based on readily available aerial images, the site has an existing single story building with a parking to the east and south. The Site is bound to the east by Andover Park East, S 180th and street and the Green River to the south and is surrounded by mostly commercial properties. 2.2. Topography Our review of available topographic information on Google Earth indicates that the proposed site is relatively level near an elevation of approximately El 27 feet above mean sea level. 2.3. Geology Based upon a review of Washington State Department of Natural Resources Interactive Maps (Reference 1) and the results of our field investigation the site is underlain by Quaternary Alluvium deposits (Qa). Alluvium in this area typically consists of fine grained sands and silts deposited by moving water. 2.4. Subsurface conditions Subsurface materials and conditions were investigated with two hand auger borings, designated HAB-1, and HAB-2; 2 Cone Penetrometer Tests (CPTu), designated CPT -1 and CPT -2, on October 10, 2016. The hand auger borings were drilled to a depth of approximately 10 feet while the CPTu's were extended to depths of approximately 60 feet below existing ground surface (bgs). The approximate locations of the hand auger borings and CPTu's are shown on Figure 2. In general, the soils around the proposed building areas were alluvial 00000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 2 of 11 deposits consisting of medium dense sands and medium stiff to stiff silts within the upper 30 feet with dense sands and very stiff silts underlying them. A description of our field investigation, our hand auger boring logs, along with the CPTu data, and General Notes used to describe materials encountered in the boring logs, are available in Appendix A. A description of the laboratory testing program along with sample test results are available in Appendix B. 2.5. Groundwater Groundwater was calculated at the site at a depth of approximately 13 feet bgs at the time of our field investigation. However, PSI believes that based on the onsite soil conditions, groundwater could be as high as 10 feet bgs at certain times of year. PSI anticipates that the groundwater table fluctuates seasonally and in response the water level in the Green River and to significant precipitation events. 2.6. Seismic Design Values The nearest mapped fault to the site is the Southernmost mapped fault of the Seattle Fault Zone approximately 5.8 miles north of the site. This fault is mapped as a 69 mile long late Quaternary age thrust fault, with a northward dip direction and a slip rate on the order of less than 0.2 to 1 millimeters per year (Reference 2). As part of the procedure to evaluate seismic forces, the 2015 IBC requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To help define the Site Class for this project PSI utilized shear wave velocities obtained from the Seismic Cone Penetrometer Tests for the upper 60 feet of the site. Based on the obtained shear wave velocities of the site the seismic site class classifies as a site class "E" soil, however since more than 10 feet of potentially liquefiable soil exists on the site the site may classifies as a Site Class "F" as defined in Table 20.3-1 of ASCE 07-10, if the fundamental period of the building exceeds 1/2 second. If the fundamental period of the building is less than 1/2 second, which is anticipated, Section 20.3.1 of ASCE 07-10 permits the Site Class to be determined in accordance with Section 20.3 and the corresponding values of Fa and. Fv determined from Tables 11.4-1 and 11.4-2. Based on this exception, we anticipate that the site is a Site Class "E". The associated USGS-NEHRP (2009) probabilistic ground acceleration values and site coefficients for the general site area were obtained from the USGS geo-hazards web page (Reference 3). The calculated seismic design Parameters for an earthquake with a risk targeted 2 percent probability of exceedance in 50 years are presented in Table 1 below: 00000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, W.4 PSI Project No.07121461 Table 1: Ground Motion Values* Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 3 of 11 *Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.44223 and Longitude -122.25151 MCE = Maximum Considered Earthquake If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Qualitative Seismic Site Assessments Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site, see section 2.7. Adjusted Low The site is relatively flat with no observed steep slopes in close proximity to the site. Mapped MCE Low MCE Design Period Spectral Response Site Spectral Spectral Response (sec) Acceleration Coefficients Response Acceleration (g) Acceleration (g) (g) 0 PGA 0.587 FPGA 0.900 PGA, 0.529 - - 0.2 Ss 1.430 Fa 0.900 SMS 1.287 SDs 0.858 1.0 Si 0.533 F„ 2.400 SMI 1.279 SD1 0.853 *Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.44223 and Longitude -122.25151 MCE = Maximum Considered Earthquake If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Qualitative Seismic Site Assessments Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site, see section 2.7. Slope Stability Low The site is relatively flat with no observed steep slopes in close proximity to the site. Surface Rupture Low No known active faults underlie the site. 2.7. Liquefaction Potential In general, liquefaction is a condition where soils lose intergranular strength due to abrupt increases in porewater pressure. Porewater pressure increases typically occur during dynamic loading such as ground shaking during a seismic event. Liquefaction, should it occur on a site, can induce ground settlement and lateral spreading, which can result in damage to the structures. For liquefaction to occur, the following conditions must be present: • The soil sediments must be in saturated or near -saturated conditions. At least 80-85 percent saturation is generally considered necessary for the liquefaction to occur. • The soil must be predominately composed of non -plastic material such as sand or silt. • The soil must be in a relatively loose state. 00000000000000000000000000000000000000000.000 Andover Retail 1233 Andover Park East, Tukwila, W4 PSI Project No.0712146I Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017). Page 4 of 11 • The soil must be subjected to dynamic loading, such as an earthquake. Based on the subsurface conditions encountered at the site, the potential for liquefaction is considered to be high at the site during a seismic event due to very shallow groundwater and loose sands with low fines content. The site is mapped as having a high liquefaction potential, based on the Washington State Department of Natural Resources Interactive Maps of the area (Reference 1). More information of liquefaction potential and settlement for the site is discussed in section 3.6 of this report. Results of our studies indicate that the soils from approximately 10 to 50 feet below ground surface would liquefy under a strong earthquake of magnitude 6.98 at a maximum considered earthquake acceleration of 0.53g, based on data obtained from the USGS 2008 interactive Deaggregations tool (Reference 4). This is illustrated in the liquefaction analysis summary in the Appendix C. Based on our analysis of the soils encountered during our investigation, the soils encountered are susceptible to liquefaction, with a potential for liquefaction -induced settlement on the order of approximately 3 to 31/2 inches during a major seismic event with the liquefaction occurring between 10 and 50 feet bgs with the majority of the settlement occurring in the upper 20 feet of the site. Based on the data from the two CPTu locations PSI anticipates differential liquefaction settlements to be on the order of approximately 1'/2 to 2 inches over a 100 -foot span. Lateral spreading is another liquefaction caused hazard. Lateral spreading occurs liquefaction occurs near a slope that causes soils to migrate laterally. Based on the fact that the site and neighboring properties are relatively flat, the distance of the site to the nearest slope away from the site and the depth of the anticipate liquefaction lateral spreading is not anticipated to occur on this site. 3. CONCLUSIONS AND RECOMMENDATIONS 3.1. General Subsurface explorations for this investigation indicate the presence of potentially liquefiable soil across the site. The calculated groundwater elevation at the time of our investigation, based on our pore -water dissipation testing was is located at a depth of approximately 13 feet. The anticipated liquefaction that may occur resulting from the design earthquake is anticipated to result in up to 2 inches of differential settlement across a 100 -foot span. We understand that the existing building appears to be supported by conventional spread footings and the expected loads for the building after the updates will be on the order of 15 kips and 3 kips per linear foot for column and perimeter footing respectively. 000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, W4 PSI Project No.07121461 Profession! Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 5 of 11 If the liquefaction induced settlement is determined to be within acceptable limits any new foundation elements a can be founded on at least 12 inches of suitably compacted structural fill or existing soils compacted to a firm and unyielding state. A bearing pressure of 1,500 psf can be used for these additional footings. Additionally, a bearing pressure of 1,500 psf can also be used for existing footings. These values apply to the total of dead load and/or frequently applied live load and can be increased by one-third for the total of all loads; dead, live and wind or seismic. If the liquefaction induced settlement at the site is determined to be too great to account based on the existing building foundations some alternate foundation improvements that may be considered are as follows: grade beams or mat foundations. These methods are discussed in the following sections. 3.2. Foundations 3.2.1. Mat Foundation Mat foundations can be used to support the proposed building. Mat foundations do not prevent total settlement from occurring, but can be effective at limiting differential settlement since they can be designed to bridge over the estimated static and seismically -induced settlements. This method would require the demolition and removal of the slab on grade floor within the building. PSI recommends that a minimum 12 inches of soil immediately below the mat foundation be structural fill compacted to at least 95% of modified proctor (ASTM D1557), or native soil compacted to a firm and unyielding state and observed by a representative of the geotechnical engineer. If soft or loose soils are encountered at the subgrade, over -excavation for one additional foot may be required. The over -excavation and re -compacted areas should extend laterally a distance equivalent to the depth of the over -excavation beyond the maximum lateral extent of the footing elements. Allowable Bearing Pressure The mats should be founded a minimum 1'/2 feet below the lowest exterior site grade. The bearing capacity of large mats is not the governing criteria for design. The settlement of the mat usually governs the allowable load on the mats. We evaluated the proposed mat foundation for limiting the static settlement to less than 1/2 -inch based on an allowable bearing pressure of 1,000 psf. The allowable load can be increased if the structure can tolerate higher settlements. Seismically -induced settlements should be added to the static settlement in the mat foundation design. Maximum differential settlements are expected to be less than half of the total settlement. 00000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, W4 PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 6 of 11 Coefficient of Subqrade Reaction The coefficient of subgrade reaction (Ks) is the unit pressure required to produce a unit settlement in soils. The Ks is generally used for the structural design of the mat foundation. Factors such as size of foundation and shape affect the value of Ks. A general equation to include the effect of size for square footings on granular soils is given by: B + 1 �2 Ks=K1 (Reference : Bowles,1988) 2B where, B = width of footing in feet Ki = Coefficient of subgrade reaction for a one -foot square footing. For mat foundation over compacted fill, K1 may be taken as 150 pounds per cubic inches (pci), provided subgrade soil are prepared in the manner discussed in this report. Resistance to Lateral Loads Resistance to lateral loads can be provided by passive earth pressure against the side of mat foundations and by friction at the base. Passive earth pressure may be used for the sides of mats poured against properly compacted fill or competent site soils. An equivalent fluid pressure of 250 psf can be used for ultimate passive resistance, not to exceed 3,500 psf. These values do not include a safety factor. The Top one foot of passive resistance should be neglected unless the soil is confined by pavement or slab. An ultimate friction coefficient of 0.4 can be used between the contact of concrete mat and compacted sandy soils. Friction should be applied to net dead normal load only. A minimum factor of safety of 1.5 and 1.1 should be used for sliding resistance for static and seismic cases, respectively. If passive pressure and friction are combined when evaluating the lateral resistance of a mat foundation, a factor of safety of 1.5 should be used to reduce the contribution from passive pressure. 3.2.2. Grade Beams Grade beams may be used to interconnect footing element of the building and restrict the differential settlement of structure. Like the mat foundation Grade Beams should extend at least 11/2 feet below exterior site grade, but can be designed with an allowable bearing pressure of 1,500 psf and do not require a full demolition of the slab on grade floors. This value applies to the total of dead load and/or frequently applied live load and can be increased by one-third for the total of all loads; dead, live and wind or seismic. Beams should bear on structural fill or native materials that have been compacted to a firm and unyielding state. This subgrade should be observed by the geotechnical engineer prior to grade beam installation. Beams 00000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 7of11 should be installed separate from the slab on grade floors to limit the amount of cracking resulting from differential settlements which may occur between them. Recommendations for resistance to lateral loading of grade beams are the same as for the mat foundation, see section 3.2.1. 3.3. Static Settlement Based on the age of the building PSI believes that the existing building has experienced most of the static settlement that it is likely to occur with the Toads existing load. PSI was informed that the current plans are to maintain the previous loads on the footings in most areas. PSI was also informed that some areas are anticipated to require additional footings to be placed to carry the additional loading. In areas where new footings are to be placed PSI estimates that a square footing that is 10 square feet and carrying a load of 15 kips, on soils prepared as described in this report will experience less than 1 inch of total static settlement and less than 1/2 inch of differential settlement over a 40 foot span. Differential Settlements between old and new footings are calculated to be as much as 1/2 inch. Total and differential settlements of these magnitudes are usually considered tolerable for the anticipated construction. However, the tolerance of the structure to the predicted total and differential settlements should be confirmed by the structural engineer. Please note that static settlements are separate from liquefaction induced settlements and should be added together to determine total settlement potential for the site. 3.4. Floor Support If interior slabs are to be removed as part of the remodeling process PSI recommend the installation of a 6 -inch thick granular base course beneath the floor slab to provide uniform support and a capillary break between the slab and the subgrade soil. The base course should consist of crushed rock of up to 1 -inch size and having less than about 2% passing the No. 200 Sieve (washed analysis). Crushed rock % to 14 inch gradation is often used for this purpose. The base course material should be installed in a single lift and compacted to at least 95% of the maximum density as determined by ASTM D 1557. In our opinion, a modulus of subgrade reaction, k value, of 150 pounds per cubic inch (pci) may be used in the grade slab design based on values typically obtained from 1 foot by 1 -foot plate load tests. However, depending on how the slab load is applied, the value will have to be geometrically modified. It is also advisable to install a vapor -retarding membrane beneath slabs that will receive floor coverings or will be used to store moisture -sensitive materials in the soil subgrade. The membrane should be installed in accordance with manufacturer's recommendations and ACI. D0000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, W4 PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 8 of 11 3.5. Foundation Drainage If not already incorporated into the existing building, we recommend that footing be installed around the perimeter of the building at the footing level. Drains should be bedded on all sides by at least 6 inches of washed drain rock having less than 2% material finer than #200 sieve. We recommend that roof and footing drains be connected to a tight -line pipe leading to storm drain facilities. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings 3.6. Structural Fill All fill placed beneath building, sidewalk, and pavement areas should be installed as compacted structural fill. The onsite soils are suitable for use as structural fill, provided they can be suitably moisture conditioned to meet the required compaction results. We recommend that imported structural fill should consist of pit -run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum un -compacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D1557. The condition of the subgrade should be evaluated by a PSI representative before fill placement or construction begins. Fill compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. 3.7. Utility Trench Excavations and Backfill Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be sloped or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring as required, to protect personnel and adjacent improvements. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils PSI encountered near the site surface should be classified as Type C soil according to the most recent OSHA regulations. In our opinion, excavations should be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor D0000000O000000OOOOO000O00000000000000000.000 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 9 of 11 regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. Excavation and construction operations may expose the on-site soils to inclement weather conditions. The stability of exposed soils may deteriorate due to a change in moisture content or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement area excavations should be protected from the elements and from the action of repetitive or heavy construction loadings. Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with granular structural fill such as the onsite soil that can be properly compacted, or imported sand, sand and gravel, fragmental rock, or recycled concrete of up to 2 inches' maximum particle size with less than 5 percent passing the No. 200 sieve (washed analysis). Granular backfill should be placed in lifts and compacted to 95 percent of the maximum dry density as determined by ASTM D 1557. 4. DESIGN REVIEW AND CONSTRUCTION MONITORING We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that to observe compliance with the design concepts, specifications, and recommendations, construction operations dealing with earthwork and foundations should be observed by a qualified geotechnical engineer. We would be pleased to provide these services to you. 0 O Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 (Revised December 1, 2017) 0 Page 10 of 11 0 5. REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, JJW Architects and Planners, for the proposed improvements at 1233 Andover Park East in Tukwila, Washington. If there are any revisions to the plans for this project, or if deviations from the O subsurface conditions noted in this report are encountered during construction, PSI should be O notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. 0 The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. 0 After the plans and specifications are more complete, PSI should be retained and provided the 0 opportunity to review the final design plans and specifications to verify that our engineering o recommendations have been properly incorporated into the design. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Andover Retail 0 1233 Andover Park East, Tukwila, W4 PSI Project No.07121461 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R EFERENCES Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 (Revised December 1, 2017) Page 11 of 11 Reference 1: Washington Department of Natural Recourses Interactive Geologic Map: http://www.dnr.wa.gov/researchscience/topics/geosciencesdata/paqes/geology portal.aspx Reference 2: U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States, accessed November 10, 2010, from USGS web site: http://earthquake.usgs.gov/hazards/gfaults/ Reference 3: USGS Seismic Design Maps. http://earthquake.usas.qov/designmaps/us/application.php Reference 4: USGS 2008 Interactive Deaggregations: http://geohazards.usgs.aov/deaggint/2008/ s•••ss•••••ss••s•s•••s•••••ss•••ssssss••••s Andover Retail 1233 Andover Park East, Tnk wila, WA PSI Project No.07121961 FIGURES VICINITY MAP SITE EXPLORATION LOCATION MAP Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f7 Mel IIID ,� •re t � • I rp � It =1 ti — ry �a -, FYI —+ems di mai ei rr s °tarn- -41;- ;. • hit 117210 a 1 - - I 1 .� - 4) T d Z fig ' 11 if III- —11 ©201_2600411-9 boll' V 1111111111110o., Site underlay provided by Google Earth w Q in Information To Build On Engineering • Consulting • Testing 20508 56th Ave W Suite A Lynwood, WA 98036 (425)409-2504 PROJECT NAME: Andover Retail 1233 Andover Park East Tukwila, Washington DESCRIPTION: Vicinity Map DRAWN BY: MSP APPROVED BY: MSP DATE: October, 2016 FIGURE: 1 PSI PROJECT NUMBER: 07121461 00000000000000000000000000000000000000000000 Irmo i s&� Q vikp S ST• LEGEND: QtHand Auger Boring Location S CPT Location NOTES Site underlay provided by JJW Architects and Planners. w N s ..� Q Information rr.wifi To Build On Engineering • Consulting • Testing PROJECT NAME: Andover Retail 1233 Andover Park East Tukwila, Washington DRAWN BY: MSP DATE: October, 2016 FIGURE: 2 20508 56th Ave W Suite A Lynwood, WA 98036 (425) 409-2504 DESCRIPTION: Site Exploration Map APPROVED BY: MSP PSI PROJECT NUMBER: 07121461 SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 APPENDIX A FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 D0000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 General Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 FIELD EXPLORATION PROGRAM We explored the site by drilling two hand auger soil borings (HAB-1 and HAB-2) to depths ranged from approximately 9 inches to 91 feet bgs and 2 CPTu's to depths of approximately 60 feet bgs using a truck mounted CPTu rig, on October 10, 2016. The locations of the borings are shown on Figure 2. A representative of PSI's geotechnical staff was present during the explorations to record soil and groundwater conditions encountered in the exploration and to obtain soil samples for laboratory testing. Sampling Procedures Throughout the drilling operation, soil samples were obtained from the hand auger borings using a 5 - inch hand auger. The soils were observed continuously throughout the drilling process and samples were collected when changes in material were observed. No samples can be collected form CPT's. Logs form CPT's are shown in this Appendix A. Field Classification Soil samples were initially classified visually in the field. Consistency, color, relative moisture, degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples were noted. The terminology used in the soil and rock classifications and other modifiers are defined in the General Notes in this Appendix A. Exploration Logs Summary boring log follows in this appendix. The left-hand portion of the boring log gives our interpretation of the soil encountered in the soil boring, sample locations and depths, and groundwater information. The right-hand portion of the log shows the results of the sample water contents, and other laboratory information. The soil profile shown on the boring Togs represent the conditions only at actual exploration location. Variations may occur and should be expected. The stratifications represent the approximate boundary between subsurface materials; the actual transition may be gradual. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have Tess than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: HSA: M.R.: R.C.: H.A.: P.A.: Solid Flight Auger - typically 4" diameter flights, SS: except where noted. Hollow Stem Auger - typically 31h" or 4% I.D. ST: openings, except where noted. BS: Mud Rotary - Uses a rotary head with Bentonite PM: or Polymer Slurry CPT -U: Diamond Bit Core Sampler Hand Auger Power Auger - Handheld motorized auger Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. Shelby Tube - 3" O.D., except where noted. Bulk Sample Pressuremeter Cone Penetrometer Testing with Pore -Pressure Readings SOIL, PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. Split -Spoon. A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Qp: Unconfined compressive strength, TSF QP: Pocket penetrometer value, unconfined compressive strength, TSF w%: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, PI: Plasticity Index = (LL -PL),% DD: Dry unit weight, pcf 1,2,3 Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES N60. Relative Density Very Loose Loose Medium Dense Dense Very Dense , Extremely Dense N - Blows/foot 0-4 4-10 10-30 30 - 50 50 - 80 80+ GRAIN -SIZE TERMINOLOGY Component Boulders: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: Size Range Over 300 mm (>12 in.) 75 mm to 300 mm (3 in. to 12 in.) 19 mm to 75 mm('/<in. to3in.) 4.75 mm to 19 mm (No.4 to 3A in.) 2 mm to 4.75 mm (No.10 to No.4) 0.42 mm to 2 mm (No.40 to No.10) 0.075 mm to 0.42 mm (No. 200 to No.40) 0.005 mm to 0.075 mm <0.005 mm Description Criteria Angular: Particles have sharp edges and relatively plane sides with unpolished surfaces Subangular: Particles are similar to angular description, but have rounded edges Subrounded: Particles have nearly plane sides, but have well-rounded corners and edges Rounded: Particles have smoothly curved sides and no edges PARTICLE SHAPE Description Criteria Flat: Particles with width/thickness ratio > 3 Elongated: Particles with length/width ratio > 3 Flat & Elongated: Particles meet criteria for both flat and elongated RELATIVE PROPORTIONS OF FINES Descriptive Term % Dry Weight Trace: < 5% With: 5% to 12% Modifier: >12% Page 1 of 2 00000000000000000000000000000000000000000000 trIWI GENERAL NOTES (Continued) CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Q„ - TSF N - Blows/foot Consistency Description Criteria 0 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 2.00 2.00 - 4.00 4.00 - 8.00 8.00+ 0-2 Very Soft 2-4 Soft 4 - 8 Medium Stiff 8 - 15 Stiff 15 - 30 Very Stiff 30-50 Hard 50+ Very Hard Dry: Absence of moisture, dusty, dry to the touch Moist: Damp but no visible water Wet: Visible free water, usually soil is below water table RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term % Dry Weight Trace: < 15% With: 15% to 30% Modifier: >30% STRUCTURE DESCRIPTION Description Criteria Description Stratified: Alternating layers of varying material or color with Blocky: layers at (east %-inch (6 mm) thick Laminated: Alternating layers of varying material or color with Lensed: layers less than %-inch (6 mm) thick Layer: Fissured: Breaks along definite planes of fracture with little Seam: resistance to fracturing Slickensided: Fracture planes appear polished or glossy, Parting: sometimes striated SCALE OF RELATIVE ROCK HARDNESS Q„ - TSF Consistency 2.5 - 10 Extremely Soft 10-50 Very Soft 50 - 250 Soft 250 - 525 Medium Hard 525 - 1,050 Moderately Hard 1,050 - 2,600 Hard >2,600 Very Hard Voids Pit Vug Cavity Cave ROCK VOIDS Void Diameter <6 mm (<0.25 in) 6 mm to 50 mm (0.25 in to 2 in) 50 mm to 600 mm (2 in to 24 in) >600 mm (>24 in) ROCK QUALITY DESCRIPTION Rock Mass Description RQD Value Excellent 90 -100 Good 75 - 90 Fair 50 - 75 Poor 25 -50 Very Poor Less than 25 Criteria Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils Inclusion greater than 3 inches thick (75 mm) Inclusion 1/8 -inch to 3 inches (3 to 75 mm) thick extending through the sample Inclusion less than 1/8 -inch (3 mm) thick ROCK BEDDING THICKNESSES Description Very Thick Bedded Thick Bedded Medium Bedded Thin Bedded Very Thin Bedded Thickly Laminated Thinly Laminated Criteria Greater than 3 -foot (>1.0 m) 1 -foot to 3 -foot (0.3 m to 1.0 m) 4 -inch to 1 -foot (0.1 m to 0.3 m) 11/2 -inch to 4 -inch (30 mm to 100 mm) %-inch to 1% -inch (10 mm to 30 mm) 1/8 -inch to'/2-inch (3 mm to 10 mm) 1/8 -inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained Coarse Grained Medium Grained Fine Grained Very Fine Grained >4.76 mm 2.0 mm - 4.76 mm 0.42 mm - 2.0 mm 0.075 mm - 0.42 mm <0.075 mm DEGREE OF WEATHERING Slightly Weathered: Rock generally fresh, joints stained and discoloration extends into rock up to 25 mm (1 in), open joints may contain clay, core rings under hammer impact. Weathered: Rock mass is decomposed 50% or less, significant portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 00000000000000000000000000000000000000000000 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) •,16. �s /• II'• 11GW •. • •• S a WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES ;L,oU ° Q° C° ), pOo 000000 30 pC f G POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) °0. °. 0 b•' o IS o °0'° 0'6 ' U bC 0 ' GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES ♦ ►! AI- irAr �. I, i , •f.L4`,4I� ��e ♦• GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND:.::::::::•:•: AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) ' '•' SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES :.;::.::::.:. :: • . SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITHSILTY FINES (APPRECIABLESC AMOUNT OF FINES/ `SM SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS LIQUID LIMIT AND LESS THAN 50 CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY j j / C'�- INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILT( CLAYS, LEAN CLAYS — — OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS LIQUID LIMIT CLAYS AND GREATER THAN 50 MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS / CH INORGANIC CLAYS OF HIGH PLASTICITY s_k_A_ , M 0I„1 ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS "e "e "e PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS 00000000000000000000000000000000000000000000 Professional Service Industries, Inc. - vfk��20508 56th Avenue W, Suite A Lynnwood, WA 98036 LOG OF HAB-1 Telephone: (425) 409-2504 Fax: (425) 582-8193 Sheet 1 of 1 PSI Job No.: 07121461 Project: Andover Retail Location: 1233 Andover Park East Tukwila, WA Excavation Method: Hand Auger Sampling Method: DCP Type: Boring Location: WATER LEVELS a 7 Elevation (feet) 1 1 1 1 — 1 co CO CD v, a CO n> — o Depth, (feet) 1 Graphic Log Sample Type ci Z a1 E in Recovery (inches) MATERIAL DESCRIPTION USCS Classification Dynamic Cone (DCP) Blows per -inch Moisture, % DYNAMIC CONE PENETRATION TEST DATA Blows per -inch © 0 15 30 Additional Remarks 1 1 I x Moisture 0 PL 0 25 •• LL 50 1 1 I STRENGTH, tsf • Qu i1E Qp 0 20 4.0 _ ` Topsoil: Dark brown, moist, sitly sand with _\organics. /- SM ML ML ML Silty SAND: Brown, moist, non -plastic, with fine to medium sand. SILT with Sand: Brown, moist, non -plastic stratification observed in soil. SILT: Gray with orange mottling, moist, non -plastic, with stratification observed in soil. Sandy SILT: Gray, moist, non -plastic, with lenses of fine sand and lenses of silt intermittently. Bottom of Boring at 9 feet. No Groundwater observed. Completion Depth: 9.5 ft Date Boring Started: Date Boring Completed: Logged By: MSP Excavation Contractor: PSI, Inc. Sample H v Types: Shelby Tube Dynamic Cone (DCP) Grab Sample Latitude: 47 44208° Longitude: -122.25167° Excavation Equipment: Remarks: The stratification lines represent approximate boundaries. The transition may be gradual. 00000000000000000000000000000000000000000000 Professional Service Industries, Inc. ri�� 20508 56th Avenue W, Suite A M Lynnwood, WA 98036 LOG OF HAB-2 Telephone: (425) 409-2504 Fax: (425) 582-8193 Sheet 1 of 1 PSI Job No.: 07121461 Excavation Method: Hand Auger WATER LEVELS Project: Andover Retail Sampling Method: Q Location: 1233 Andover Park East DCP Type: i Tukwila, WA Boring Location: Elevation (feet) o Depth, (feet) Graphic Log Sample Type Recovery (inches) USCS Classification Dynamic Cone (DCP) Blows per -inch Moisture, % DYNAMIC CONE PENETRATION TEST DATA Blows per -inch © ci 0 15 30 z 1 1 I_ co a MATERIAL DESCRIPTION x Moisture o PL Additional E0 25 * LL 50 Remarks CO 1 1 STRENGTH, tsf • Qu * Qp 0 20. 4.0. i LL .' Topsoil: Dark brown, moist, sitly sand with organics. 14.7" _,Concrete Bottom of boring at 9 inches Concrete found in base. Hand auger attempted in 3 locations nearby with same result. Completion Depth: 0.8 ft Sample Types: Latitude: 47 442364° Date Boring Started: Longi ude: -122.2514° Date Boring Completed: Shelby Tube Excavation Equipment: Logged By: MSP 1 Dynamic Cone (DCP) Remarks: Excavation Contractor: PSI, Inc. Grab Sample The stratification lines represent approximate boundaries. The transition may be gradual. 00QQ000000000QQ000 0 00ID000QQQQQQQCJQQQQQmQ0 Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 Phone: 425-409-2504 Project: Andover Retail Location: 1233 Andover Park, Tukwila, WA CPT: AndRt-01 Total depth: 60.20 ft, Date: 10/13/2016 Surface Elevation: 0.00 ft Cone resistance qt 6- 8 10-- 12- 14 16- 18- 20- 22- 24- 26 28- 30- N 32 34- 4- 36-- 40- 36--40- 42- 44 42-44 46- 48- 52-- 54 6-48-5254 56 58- 60- 200 400 Tip resistance (tsf) Friction ratio 2- 4- 6- 8- 10- 12- 14- 16- 18 20- 22- 24- 4,S • ▪ 28 30-- N 32 O 34- 36- 38- 40- 42- 44 46 48-- 50- 52- 54- 56- 58 60 0 4 6 8 10 Rf (%) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 aai 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Pore pressure u �I j &silty .clay..&_siny._clay--- Clay ----- 1---H - f--�• ----- ---- - -- Clay -&.silty -clay --1-Silty sand_& sandy i-ff - —Sand&4siltysand silt- L--- • - . i Sand &silty sand........._ Sand &'•silty sand - f -- - _. — Clay silty Clay 1 i ----- Clay --Glay-&-silty clay i Clay--- t Clay & silty clay ' A - I ; _._____._Silty_.sand.&.sandy_silt. -----Sand-&-silty-sand.L -.1.-- --- _._.... I j • - sandy'sitt' silty 'sand i lY...._----- _- L + Sand & silly sand I i --�---—F------ .-..--- 1.--- ✓-- --- -- -- I 0 10 20 30 40 Pressure (psi) 2- 4- 6- 8- 10- 12- 16- 18- 20- 22- 24- 26- 28- -s 30- a) 32- • 34- 36- 38- 40- -42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Index EMI 2 3 lc SBT SBT legend El 1. Sensitive fine grained ❑ 4. Clayey silt to silty clay ❑ 7. Gravely sand to sand 0 2. Organic material ❑ 5. Silty sand to sandy silt ❑ 8. Very stiff sand to clayey sand E 3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained 2 4 6 8 10 12 14 16 18 20 22 24 26 28 ▪ 30 0) 32 • 34 36 38 40 42 44 46 48 50 52 54 56 58 60 0 Soil Behaviour Type 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 10/19/2016, 3:32:55 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail, CPT data.cpt 1 Sand &isilty "sand CIay clay &silty .clay..&_siny._clay--- Clay ----- - f--�• ----- ---- - -- Clay -&.silty -clay --1-Silty sand_& sandy i-ff - —Sand&4siltysand silt- L--- • - . i Sand &silty sand........._ Sand &'•silty sand -- - _. — Clay silty Clay 1 i ----- Clay --Glay-&-silty clay i Clay--- t Clay & silty clay ' A - I _ _ _._____._Silty_.sand.&.sandy_silt. -----Sand-&-silty-sand.L -.1.-- --- _._.... Clay - Silty'sand'& Sand & --Silty sand"&'`'sandy-silt —Sand-&4silty_sand ___CIaY..&silty_c j • - sandy'sitt' silty 'sand i lY...._----- _- Sand & silly sand I 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 10/19/2016, 3:32:55 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail, CPT data.cpt 1 00000000000000000000000000000000000000000000 Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 Phone: 425-409-2504 Project: Andover Retail Location: 1233 Andover Park, Tukwila, WA CPT: AndRt-02 Total depth: 60.20 ft, Date: 10/13/2016 Surface Elevation: 0.00 ft 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 ani 32 34 Cone resistance qt 36- 38- 40 42- 44 46- 48- 50- 52- 54 56 58 60 200 400 Tip resistance (tsf) Friction ratio 22- 24- 26- • 28- -E 30-- N 32 34- 36- 38- 40 42- 44- 46- 48- 50- 52- 54 58- ....... 58- 60 0 ....... -.-- ........ i..... _. 4 6 8 10 Rf (%) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 e 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Pore pressure u 0 10 20 30 40 Pressure (psi) 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- E 30- N 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Index 2 3 lc SBT SBT legend E 1. Sensitive fine grained O 2. Organic material J 3. Clay to silty clay 4 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22 24- 26- .'~., 28- - 30- o. 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60- Soil Behaviour Type Sand &Isilty ---i—Clay-&!silty-Clay ....._Clay.. & ;sill y..clay- I Clay l sand : I iiI - ----j--Clay-&.!silty-Clay----- r-Sdty sandy and • silt'. salnd & Sand &•silty .i Sand &isiltySand_....._... Sand &isilty `sand Cray & silty clay — I Clay I i —Clay & silty clay I i !....... I 1 I 1 .... --!- ---- r,,x•twl-- -- Clay . I Clay &'silty I Clay --_t_-._Silty_.sa'nd_&-'s ---1-----Sand:-&- silt y- T I clay andy_.s sand 'sand I sandy IPy- I — sand• I Silty-sand-&-sandy-silt- I Sand &'silly I II i ""'Siltysand-& Sand-&isilty-sand i ._..l Cfay_s'siny- I i I I illy -- 1 Sand &:sI—f — — — I I —i— -i—: -1— i 0 10 20 30 40 Pressure (psi) 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- E 30- N 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Index 2 3 lc SBT SBT legend E 1. Sensitive fine grained O 2. Organic material J 3. Clay to silty clay 4 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22 24- 26- .'~., 28- - 30- o. 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60- Soil Behaviour Type 0 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) O 4. Clayey silt to silty clay ❑ 7. Gravely sand to sand O 5. Silty sand to sandy silt Q 8. Very stiff sand to clayey sand 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 10/19/2016, 3:33:49 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail, CPT data.cpt 1 Sand &Isilty ---i—Clay-&!silty-Clay ....._Clay.. & ;sill y..clay- I Clay l sand iiI - ----j--Clay-&.!silty-Clay----- r-Sdty sandy and • silt'. salnd & Sand &•silty .i Sand &isiltySand_....._... Sand &isilty `sand Cray & silty clay — I Clay I i —Clay & silty clay I i !....... I 1 — .... --!- ---- r,,x•twl-- -- Clay . I Clay &'silty I Clay --_t_-._Silty_.sa'nd_&-'s ---1-----Sand:-&- silt y- T I clay andy_.s sand 'sand I sandy IPy- I — sand• ill. 1------.- silt- Silty-sand-&-sandy-silt- I Sand &'silly I II i ""'Siltysand-& Sand-&isilty-sand i ._..l Cfay_s'siny- I i I -___ -- illy -- 1 Sand &:sI—f 0 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) O 4. Clayey silt to silty clay ❑ 7. Gravely sand to sand O 5. Silty sand to sandy silt Q 8. Very stiff sand to clayey sand 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 10/19/2016, 3:33:49 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail, CPT data.cpt 1 Issassss.ssssssssssssssssssssssssssssssssss Andover Retail 1233 Andover Park East, Tukwila. WA PSI Project No.07121461 APPENDIX B LABORATORY TEST RESULTS Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 D0000000000000000000000000000000000000000000 Andover Retail 1233 Andover Park East. Tukwila, WA PSI Project No.07121461 General Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 Laboratory Testing Program and Procedures Soil samples obtained during the field explorations were examined in our laboratory. The physical characteristics of the samples were noted and the field classifications were modified where necessary in accordance with terminology presented the General Notes included in this appendix. Representative samples were selected during the course of the examination for further testing. The testing procedures and results of the tests are summarized below. The phrase "In general accordance with guidelines presented in..." means that certain local and common descriptive practices and methodologies have been followed. Visual -Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Moisture Content Natural moisture content determinations were made on all samples. The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the boring logs in this appendix. Grain Size Analysis Select samples from the borings were analyzed for grain size in general conformance with ASTM C 136 and ASTM C117. In general, samples were oven dried, weighed then washed over a #200 sieve to remove silt and clay sized particles and then dried again. The samples were separated through a series of sieves of progressively smaller openings for determination of particle size distribution. The material passing and/or retained on each sieve was recorded as a percent of the total sample weight. The results of the sieve analysis are depicted in this appendix. D0000000000000000000000000000000000000000000 Intertek PERCENT PASSING BY WEIGHT 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 Project Name Project Number Date of Sampling 10/10/2016 PARTICLE SIZE ANALYSIS - C117/C136 Andover Retail Tukwila, WA 3" 2" 1 5" 1" 3/4" 43/8 44 Project Location Tukwila, WA Tested By D. Hootman Date of Testing 10/11/2016 Reviewed By MSP 410 420 440 460 4100 4200 100 00 10 00 1.00 PARTICLE SIZE IN MILLIMETERS 0.10 0.01 Coarse Fine Coarse Coarse Fine Silt/Clay Gravel Sand Fine Grained Boring # Depth (ft) % Gravel % Sand % Fines PL LL PI Moisture (%) HAB-1 3 feet 5.7% 12.7% 81.6% - NP NP NP 33.2% HAB-1 9 feet 0.5% 45.5% 54.0% NP NP NP 24.9% Boring # Depth (ft) _ USCS Symbol _ USCS Name Plot Lines HAB-1 3 feet ML SILT with Sand - HAB-1 9 feet ML Sandy SILT -a- _-_ t (ntertek-PSI Office: 20508 - 56th Avenue West, Lynnwood, WA, 98036, Office Phone 425-409-2504, Fax 425-582-8193 ssssssssssssssssssssssssssssesssssssssssssss Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 APPENDIX C LIQUEFACTION ANALYSIS Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 issssssssssssssssssssssssssssssssssssssssses TABLE OF CONTENTS AndRt-01 results Summary data report AndRt-02 results Summary data report CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:35 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.clq 30000000000000000000000000000000000000000000 Geotechnical Software Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 i '<( fl Phone: 425-409-2504 Project title : Andover Retail CPT file : AndRt-01 Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude Mw: 6.98 Peak ground acceleration: 0.53 Cone resistance LIQUEFACTION G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 1233 Andover Park, Tukwila, WA 13.00 ft Use fill: No 10.00 ft FiII height: N/A 3 FiII weight: N/A 2.60 Trans. detect. applied: No Based on SBT I(, applied: Yes Friction Ratio SBTn Plot CRR plot Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based FS Plot 8 10 12 14 16 18 20 22 24 26 28 30 g32 34 Cyclic Stress Ratio* (CSR*) 36 38 40 42 44 46 48 50 52 54 56- 58- 60- 46 48 5 52 54 56 58 Mw=7'/2, sigma'=1 atm base curve 1 2 3 4 Ic (Robertson 1990) 0.8 0.7 0.6- 0.5- 0.4- 0.3 0.2- 0.1— No Liquefaction 011111,/...1.1.1•••[•••111111 0 20 40 60 80 100 120 140 160 180 200 Qtn,cs Normalized CPT penetration resistance 1 12 14 16 18 2 22 24 26 28 3 3 34 3 38 4 42 44 46 48 5 52 54 56 58 ._ .... _....:.......... 58 61 6 0.2 0.4 0 6 0 0.5 1.5 CRR & CSR Factor of safety 1,000_ Summary of liquefaction potential 100= 10_ 1 1 T 1 1 1 1 1 1 11 1 1 1 1 1 1 11 0 1 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittlenessfsensitivtty, strain to peak undralned strength and ground geometry CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM 1 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Uquefaction.clq 2- 4- 6- 8 10- 12- 14- 16 18- 20- 22- 24- 26- 28- £ 30- 8- 20- 22- 24- 26- 28-n30- g 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 0 CPT basic interpretation plots Friction Ratio D0000000000000000000000000000000000000000000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-01 2 4 6 8 10 12 14 16 18 20 22 24 26 4 28 -c 30 g 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Cone resistance 100 200 300 400 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M„,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 2 4 6 8 Rf (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 10 4 6 8 1 12 14 16 18 20 22 24 26 .t 28 : 30 n g 32 34 36 38 40 42 44 46 48 50 52 54 10.00 ft 3 2.60 Based on SBT No N/A Pore pressure -I nsitu------- -- - 56 58 60 0 10 20 30 40 u (psi) Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: 50 60 N/A No Yes Sands only No N/A 2- 4- 6- a- 12- 14- 16- 18- 20- 22- 24- 26- ▪ 28- -c - 4- 6- 8- 12- 14- 16- 18- 20- 22- 24- 26- 28 -n 30- g 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Piot Soil Behaviour Type d 4- 6- 8- 10-! lz-1 14-I 16-1. 18-, 20- 22- 24- 26- 28- -c 30- d g 32-11 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 56- 58- 60 4- 36- 38- 40- 42- 4446- 48 -50- 52- 56- 58- 60 SItysad&sardyslt .. aay Clay pay&slt9day aay&sllyday SItysad&sadyslt 83rd&silttyysand .-... SItysaid&sadysit Sltysad&sadyslt d&siltysad pay&siltyday Clay C*&siltyday Clay SItysad&sadyslt aay&siltyday 9Itysad&sadyslt 83rd&sltysard Sltysad&sardyslt aay&siliyclay aay&silijiday 83rd&sillysan i 9Itysad&sardyslt S&sltysarls • . u. r• 1• r• 1 0 2 4 6 8 10 12 14 16 18 SBT (Robertson et al. 1986) SBT legend ❑ 1. Sensitive fine grained ❑ 4. Clayey silt to silty ❑ 7. Gravely sand to sand ❑ 2. Organic material ❑ 5. Silty sand to sandy silt 0 8. Very stiff sand to ® 3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:3i PM 2 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.dq --; - -4 I -r � I I L. 100 200 300 400 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M„,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 2 4 6 8 Rf (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 10 4 6 8 1 12 14 16 18 20 22 24 26 .t 28 : 30 n g 32 34 36 38 40 42 44 46 48 50 52 54 10.00 ft 3 2.60 Based on SBT No N/A Pore pressure -I nsitu------- -- - 56 58 60 0 10 20 30 40 u (psi) Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: 50 60 N/A No Yes Sands only No N/A 2- 4- 6- a- 12- 14- 16- 18- 20- 22- 24- 26- ▪ 28- -c - 4- 6- 8- 12- 14- 16- 18- 20- 22- 24- 26- 28 -n 30- g 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Piot Soil Behaviour Type d 4- 6- 8- 10-! lz-1 14-I 16-1. 18-, 20- 22- 24- 26- 28- -c 30- d g 32-11 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 56- 58- 60 4- 36- 38- 40- 42- 4446- 48 -50- 52- 56- 58- 60 SItysad&sardyslt .. aay Clay pay&slt9day aay&sllyday SItysad&sadyslt 83rd&silttyysand .-... SItysaid&sadysit Sltysad&sadyslt d&siltysad pay&siltyday Clay C*&siltyday Clay SItysad&sadyslt aay&siltyday 9Itysad&sadyslt 83rd&sltysard Sltysad&sardyslt aay&siliyclay aay&silijiday 83rd&sillysan i 9Itysad&sardyslt S&sltysarls • . u. r• 1• r• 1 0 2 4 6 8 10 12 14 16 18 SBT (Robertson et al. 1986) SBT legend ❑ 1. Sensitive fine grained ❑ 4. Clayey silt to silty ❑ 7. Gravely sand to sand ❑ 2. Organic material ❑ 5. Silty sand to sandy silt 0 8. Very stiff sand to ® 3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:3i PM 2 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.dq CPT basic interpretation plots (normalized) Norm. friction ratio 2- 4- 6- 8- 10- 12- 14- 16- 18 20- 22- 24- 26- e 28- L 30- y 32 34- 36- 38 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60- 0 00000000000000000000000000000000000000 00000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-01 Norm. cone resistance 4- 6- 8- 10 12- 14^ 16 18- 20- 22- 24 26 8a28- -R 30- 32- 34- 36- 38 40 42 44- 46 48 52- 54- 56 60------ 0 50 100 Qtn 150 200 Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude Mw: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft L 2 4 6 8 10 Fr (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: FII height: Nom. pore pressure ratio 6- + 8 - 10 12- 14- 16 2-14-16 18 20- 2224 26 28- n30- ;- g 32 34- 36- 38 10.00 ft 3 2.60 Based on SBT No N/A 40 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- SBTn Piot w 28- 30- - 8 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 40 8- 30- 50- 52- 56 0-52- 56 58- 60- -0.2 i_I T T • r • 0 0.2 0 4 0.6 0.8 Bq Fill weight: Transition detect. applied: I(a applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 58- 60 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type 4- 6- 8 10- 12- 14- 16- 18- 20- 22- 24- 26- 28 - L 30- 32-- 34- 36- 38- 40- 42- 44- 46- 48 0- 3234- 36- 38-40- 42- 44- 46- 48 50- 52- 54 56-1 58- 60 0 Ssal SItysad&sadyslt any Clay.. aay&siltyaay Otysad&df 91slt 9Itysad&sadyslt SItysad$sadyslt Sand&sllysad . Sltysad&saziyslt Sltytteti flt 91t 9rd&sltysad pay&sltyday Clay . pay&siltyday Clay.... SItysad&s3rdyslt Clay&silfyday a,&siltyday Clay&siltyday-. .. pay S31:1 & si I tyssrd 9ltysaid&sadyslt aaj&siliyday Sltysad&sadyslt Sltysad&sadyslt 9ltysad&sdysilt- • S3fd&sltysard • Sltyse d&sadjrsilt • Sbrd&sltysad T, r, r. T• I• r 4 6 8 10 12 14 16 18 SBTn (Robertson 1990) SBTn legend 0 1. Sensitive fine grained ❑ 4. Clayey silt to silty ❑ 7. Gravely sand to sand ❑ 2. Organic material ❑ 5. Silty sand to sandy silt 0 8. Very stiff sand to 3. Clay to silty clay ❑ 6. dean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.dq 3 m00000000000000000©0000©00000000000000000000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-01 2 4 6 8 10 12 14 16 18 20 22 24 26 w 28 30 n 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Total cone resistance 100 200 300 qt (tsf) 400 Input parameters and analysis data Analysis method: NCEER Fines correction method: NCEER ( Points to test: Based o Earthquake magnitude MW: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 1998) 1998) n lc value 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- t 30- 3 8 32- 34- 36- 38- 40- 44- 46- 48- 50- 52- 54^ 56- 58- 60 Liquefaction analysis overall plots (intermediate results) SBTn Index Ic (Robertson 1990) Depth to water table (erthq.): Average results interval: lc cut-off value: Unit weight calculation: Use fill: Fill height: 10.00 ft 3 2.60 Based on SBT No N/A 2 4 6 8 10 12 14 16 18 20 22 24 26 4-2 28 .�, 30 a 8 32 34 36 38 40 42 44 46 48 5 52 54 56 58 60 0 Norm. cone resistance 50 100 Qtn Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Umit depth: 2- 4. - 6- 8- 10- + 12- 14- 16 18 20- -^ 22- 24- Grain char. factor 40- 42- 44- — 46- 48- 50- 52- 54- 56- 1 6-48-50- 54- .: jr 58- '- - 60-, 150 200 0 1 2 3 4 5 6 7 8 9 10 Kc N/A No Yes Sands only No N/A Corrected norm. cone resistance 2 4 6 8 10 12 14 16 18 20 22 24 26 v 28 s 30 n 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 0 1 1 -- — L -L.____L______. I ' I i— I 1 J' I L -L' I I � L I 50 100 Qtn Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Umit depth: 2- 4. - 6- 8- 10- + 12- 14- 16 18 20- -^ 22- 24- Grain char. factor 40- 42- 44- — 46- 48- 50- 52- 54- 56- 1 6-48-50- 54- .: jr 58- '- - 60-, 150 200 0 1 2 3 4 5 6 7 8 9 10 Kc N/A No Yes Sands only No N/A Corrected norm. cone resistance 2 4 6 8 10 12 14 16 18 20 22 24 26 v 28 s 30 n 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 0 50 100 Qtn,cs r 150 200 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM 4 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.clq 1 1 -- — L -L.____L______. � I I I 1 J' I � -L' 50 100 Qtn,cs r 150 200 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM 4 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.clq DOOOOOOOOOOOCOOOOOOOOOOOOOOOOOOOODOO This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-01 CRR plot 4- 6- 8- 10 12- 14- 16 18 20- 22- 24- 24- 26- V' 26-w 28- 3 a0 8 32- 34- I burin• -arthgt -/-- i-- ___ 36- .. } 38 40 42- 44 46 48- 50-----7i 52 54- ----- 56- 58 60- 0 0.2 0 4 CRR &CSR Liquefaction analysis overall plots FS Piot LPI Vertical settlements 6- 10-- 12- 16- - 10 12- 16-- - - 18- 20-1 22-) 24- 26- 2 28- f, 30- 3 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60- g r N � i . 4_ • 0 6 0 0.5 1.5 Factor of safety Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft Depth to water table (erthq.): 10.00 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Use fill: No FII height: N/A 2 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- V 28- : 30- a 8 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 601 0 • 5 10 15 Liquefaction potential Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Umit depth applied: Umit depth: N/A No Yes Sands only No N/A 20 4- 6 8- 10- 12- 14- 16- 18- 20- 22- 24- 26 - 10- 12- 14- 16- 18;20- 22- 24- 26 V 28- - 30- n 32 34- 36- 38- 40- 42- 44- 46 48- 50- 52 54- 56 58 60-.1 0 0.5 1 1 5 2 2.5 Settlement (in) 2 4 6- 8- 10 12 14 16 18 20 22- 24 26- e 28- -c 30 21 n 32 34 36 38 40 42 44 46 48 50 52 54 56 58- 60-, Lateral displacements F.S. color scheme ❑ Almost certain it will liquefy ❑ Very likely to liquefy ❑ Uquefaction and no liq. are equally likely Unlike to liquefy ❑ Almost certain it will not liquefy 0 Displacement (in) LPI color scheme 0 Very high risk High risk Low risk CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM 5 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Uquefaction.dq 000000000000000 00000000000000000000000000.00 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-01 2 4 6 8 10 12 14 16 18 20 22 24 26 28 s 30 g 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 0 Norm. cone resistance t 100 200 300 400 500 600 700 Qtn Input parameters and analysis data Analysis method: NCEER ( Rnes correction method: NCEER Points to test: Based o Earthquake magnitude M: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 1998) 1998) n is value 2 4 6 8 10 12 14 16 18 20- 22 24 26 • 28 • 3 g 32 34 36 38 4 42 44 46 48 5 52 54 56 58 60 , , 0 Check for strength Toss plots (Robertson (2010)) Grain char. factor 0- 0- S 1 2 3 4 5 Kc Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6 7 8 9 10.00 ft 3 2.60 Based on SBT No N/A 10 Corrected norm. cone resistance 2 4 6 8 10 12 14 16 18 20 22 24 26 28 -c 30 x 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60- 0 50 100 Qtn,cs Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: 2 4 6 8 10 12 14 16 18 20 22 24 26 4 28 L 30 n 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 SBTn Index 150 200 2 3 Ic (Robertson 1990) N/A No Yes Sands only No N/A 4 2 4 6 8 10 12 14 16 18 20 22 24 26 28 a 30 8 32 34 36 38 40 42 44 46- 48- 50 52 54 56 58 60 0 Liquefied Su/Sig'v a 01 — Peak Su ratio - Uq. Su ratio P 0.2 0.3 Su/Sig'v 04 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:33 PM 6 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data \Andover Retail Liquefaction.dq 000000©00000000 000000©0000000000000000000000 Professional Service Industries, Inc. GioN in n iy'i X� 20508 56th Avenue W, Suite A 41c:r�:1n,: \ Lynnwood, WA 98036 • 1 C CI Phone: 425-409-2504 Geotechnical Software LIQUEFACTION Project title : Andover Retail CPT file : AndRt-02 Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M.: 6.98 Peak ground acceleration: 0.53 Cone resistance 1 12 14 16 18 2 22 24 26 may. 28 r 3 cL 32 Lj 34 36 38 4 42 44 46 48 50 52 54 56 58 6 Location : 1233 Andover Park, Tukwila, WA G.W.T. (in-situ): 13.00 ft Use fill: No G.W.T. (earthq.): 10.00 ft Fill height: N/A Average results interval: 3 Fill weight: N/A Ic cut-off value: 2.60 Trans. detect. applied: No Unit weight calculation: Based on SBT Ko applied: Yes SBTn Plot CRR plot Friction Ratio Cyclic Stress Ratio* (CSR*) 200 400 qt (tsf) 4- 6-. 8- 10-. 12- 14-. 16- 18- 20- 22- 24- 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 . 10 1 Mw=7112, sigma'=1 atm base curve 2 3 Ic (Robertson 1990) 0.8 0.7. 0.6- 0.5- 0.4- 0.3- 0.2- Liquefaction INo Liquefaction 0 ...,.......i...i...i... ...1...i...i 0 20 40 60 80 100 120 140 160 180 200 Qtn,cs Normalized CPT penetration resistance 4 1 12 14 16 18 2 22 24 26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56 58 Clay like behavior applied: Sands only Umit depth applied: No Umit depth: N/A MSF method: NCEER, (Youd 1,000, 0.2 0.4 CRR &CSR 4 6 8 1 12 14 16 18 2 22 24 26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56 58 6 06 FS Plot 0 0.5 1.5 Factor of safety Summary of liquefaction potential 100= 10.. 1 2 r 1 1. .1'.1 1 1 1 1 1 1 11 01 1 10 Norrr>clized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone Az: Cydic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittlenesslsensitivlty, strain to peak undrained strength and ground geometry 2 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM 7 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Uquefaction.dq D0000000000000000000000000000000000000000000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-02 Cone resistance 4 6 8 10 12- 14- 16 18 20 22 24 26 :V 28 30 a 8 32 34- 36- 38- 40 42 44-- 46 48 50- 52 54 56- 58- 60- r 100 200 300 400 qt (tsf) 500 Input parameters and analysis data Analysis method: NCEER (1998) Fnes correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M,,,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft Friction Ratio CPT basic interpretation plots Pore pressure 4 6- 8- 10 12- 14- 16 18 20- 22- 24--__._.--. 26- 28- 2 30- 3 8 32-- 34- 36- 38- 40- 42- 44- 46- 48-- 50-- 52- 54- 56- — 58- 60 0 • 4 6 Rf (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: FII height: 10 4 6 8 10 12 14- 16 18 20 22 24 26 28 30 g 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 10.00 ft 3 2.60 Based on SBT No N/A Insitu 1—� 1- 10 20 30 40 u (psi) Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Umit depth applied: Umit depth: 50 N/A No Yes Sands only No N/A 2- 4 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 2 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 8- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBT Plot 4 Soil Behaviour Type 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- w 28- y 30- 5 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- xau Sltysad&sarlysilt Clay Oaf&siltyday sliysad8.saiclysilt S31i&sil((yysadi Sltysad&sazyslt Sad&sillysarl . mid&siltysad Oa/&sil qday - Clay ..... Oa&siltyday Clay aayAssiltyclay SItysad&satttysilt Clay...... SItysatd&satdysilt Sad&sltysm SItysad&satdysilf 936d&siltysad; SIfysaid&sarlyslt Sad&silttyysatt SItysatd&sarryslt Sand&siltysad 2 4 6 8 10 12 14 16 18 SBT (Robertson et al. 1986) SBT legend ❑ 1. Sensitive fine grained ❑ 4. Clayey silt to silty ❑ 7. Gravely sand to sand O 2. Organic material ❑ 5. Silty sand to sandy silt ❑ 8. Very stiff sand to ® 3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM 8 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Uquefaction.clq ©0000000000000o00000000000000000000000000000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-02 Norm. cone resistance 4- 6- 8 10- 12- 14- 16- 18 20- 22 24 26- w 28- s 30 8 32 34- 36- 38 40- 42- 44- 46 48 50 52- 54- = ? L__ 56- i ? i 58- — i 60- •' 0 50 100 150 Qtn CPT basic interpretation plots (normalized) Norm. friction ratio 20- 22- 24- 26- 28- y 30 32 34- 36- 38 40- 42- 44- 46 48 50- 52- Input parameters and analysis data Analysis method: NCEER ( Rnes correction method: NCEER ( Points to test: Based o Earthquake magnitude MN,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 1998) 1998) n Ic value Nom. pore pressure ratio 4 6 8 10- 12- 14- 16 18 20 22- 24- 26- • 28- f, 30- — n 32 3436- 38 40 42-- 44-- 46 48 50- 52- 54- 56 58----- 60 10 -0.2 0 0.2 0 4 0.6 0.8 1 Fr (%) Bq Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 10.00 ft 3 2.60 Based on SBT No N/A Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- L 30- 8 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 SBTn Plot 1 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type 4- 6- 8-` 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- :n 30- d 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54-r- 56- 58- 60 Clay&siltyday........' 9ltysad&sadyslt any G ay B si ltyday.......... 8ltysatl&saidy'sli 3rd&siittyysand:. SItysad&sadyslt soysaid8;a dit__ SItysaid&sErrlisilt Clay. Clay&siltyday Gay....... aay&sltyday aay&siltyday . aQy pay&sltyday 3rd&sltysadi • Sltysaid&"sari tyslt 5>and4siltysard 9Itysad&sandysit Std&sltysardi pay&sl' day 9Itysad&sadyslt 3rd&s1ty4d 9ltysad8�sartlyslf ' 4 6 • 8 10 12 14 16 18 SBTn (Robertson 1990) SBTn legend ❑ 1. Sensitive fine grained ❑ 4. Oayey silt to silty 0 7. Gravely sand to sand ❑ 2. Organic material ❑ 5. Silty sand to sandy silt ❑ 8. Very stiff sand to ® 3. Clay to silty clay ❑ 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Protects \Andover Retail\CPT data\Andover Retail Liquefaction.clq 9 0 0 0 0 0 0 0 0 0 0 0 Q 0000©OA00000000111) 0000000 O. This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-02 Total cone resistance 2S 4 -- 6 8 10 12 14 16 18 20 22 24 26 4 28 : 30 32 34 36 38 40 42 44 46 L t -t- 50- ...... 52- -- 54- 56 -54-56 58- --- 60- 100 200 300 400 500 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Anes correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude M„,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft Liquefaction analysis overall plots (intermediate results) SBTn Index 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 28- 30- 8 - 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- 2830- g 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 58- 60 2 3 Ic (Robertson 1990) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: All height: 10.00 ft 3 2.60 Based on SBT No N/A 2 4- 6- 8- 10- 12- 14- 16 18 20- 22- 24 26 F 28- f, 30 n g 32- 34- 36- 38- 40- 42 44- 46- 48- 50- 52- 54 56- 58- 60 Norm. cone resistance 0 r 1 , 50 100 150 Qtn Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 200 Grain char. factor 4- 6- 8- 10 12- 14- 16 18- 1 20- 22- .... 24 26- 28- -5 6- 28--5 30--- a �32- 34- 36- 38 40- 42 44- 46 I 48- 50- 52- 54- 56 850-52-54-56 58- 60 4. -t 1. 0 1 2 3 4 5 6 7 8 9 10 Kc Corrected norm. cone resistance 4- 6- 8- 10 12- 14- 16 18 20- 22- 24 26- 28- -c 30- 5 8 32 34-..-.....- ........... 3 6 - ............. _ .. .... . 38 40- 42 44- 46 48- 50- 52- 54- 56 58- 60- I 0 50 100 150 200 Qtn,cs CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.clq 10 00000000000000.000000000000000000000000000000 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-02 CRR plot 4- 6- 8- 10 12- 14- 16- 18 20- burin arthgl 1 l .4 24- 4- 26- 26- 28- -.5 28— 30------ n 32--- 34— .� 36- 38 40 42- 44- I 46^ 48 50- 0- 54- 54- --t 1- 1-- 56-- 56-- 60—, 60—, 0 0.2 0 4 CRR &CSR 4 6 8 10 12 14 16 18 20 22 24 26 2 28 L30 n 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 06 0 Liquefaction analysis overall plots FS Piot LPI Vertical settlements n Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude My,: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 R 11 li • I . . r 0.5 1.5 Factor of safety Depth to water table (erthq.): 10.00 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Use fill: No FII height: N/A 2— 4— 6— 8— 1 12— 2— 14— 16— 18- 20- u..- 22- 24- 26- 28- , 30- 32- 34- 36- 38- 40- 44. 46- 48- 50- 52- 54- 56- 58- 601. , I • 0 5 10 15 20 Liquefaction potential Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 4- 6 8- 10- 12- 14- 16- 18- 20- 22- 24- 26 - 10- 12- 1416- 18-20- 22- 24- 26 28- 2 30— n g 32- 34- 36- 38- 40- 44- 46- 48— SO- 52 2-34- 36- 38-40-44-46- 48- 50- 52 54- 56- 58- 60- 0 4-56- 58- 60-0 L Ir t 1 2 Settlement (in) 2 4- 6- 8- 10 12 14- 16- Lateral displacements 18 20 22 24 26- 2= 28— L5 30— 8 32- 34 36- 38 F.S. color scheme ❑ Almost certain it will liquefy ❑ Very likely to liquefy ❑ Uquefaction and no liq. are equally likely ❑, Unlike to liquefy ❑, Almost certain it will not liquefy 40 42- 44 46 48 50 52- 54 56 58 60 0 Displacement (in) LPI color scheme 0 0 0 Very high risk High risk Low risk CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.clq 11 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ©44444044®444444444 This software is licensed to: Professional Service Industries, Inc. CPT name: AndRt-02 2 4 6 8 10 12 14 16 18 20 22 24 26 28 a 30 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Norm. cone resistance 0 200 400 600 Qtn 2 4 6 8 10 12 14 16 18 2r 22 24 26 2 28 n 30 83 3 3 3 4 4 4 4 4 5 5 5 5 5 6 800 0 1 2 3 4 5 6 7 8 9 10 Check for strength loss plots (Robertson (2010)) Grain char. factor Input parameters and analysis data Analysis method: NCEER ( Fines correction method: NCEER ( Points to test: Based o Earthquake magnitude Mw: 6.98 Peak ground acceleration: 0.53 Depth to water table (insitu): 13.00 ft 1998) 1998) n Ic value Kc Depth to water table (erthq.): 10.00 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Use fill: Fit height: Based on SBT No N/A Corrected norm. cone resistance 2 4 6 8 1 12 14 16 18 20 22 24 26 v 28 s 30 8 32 34 36 38 4 42 44 46 48 50 52 54 56 58 60 0 0 50 100 150 Qtn,cs Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 200 2 4 6 8 10 12 14 16 18 2r 22 24 26 2 28 0. 30 8 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 SBTn Index 2 3 Ic (Robertson 1990) 4 2 4 6 8 10 12 14 16 18 20 22 24 26 e 28 L 30 n 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 0 Liquefied Su/Sig'v j 01 — Peak Su ratio - Liq. Su ratio r • 1 • 0.2 0.3 Su/Sig v 04 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 10/19/2016, 4:02:34 PM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Andover Retail\CPT data\Andover Retail Liquefaction.ciq 12 14444444444404444444444444444444444444404000 Procedure for the evaluation of soil liquefaction resistance, NCEER (1998) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart': (lc ; tip resistance, f, : sleeve friction in-situ vertical total and effective stress units : all. in kPa. initial stress exponent" : n = 1.0 and calculate Q, F, and 1 ifk_<1.64,n0.5 111,64 < L < 3.30, n = (1.c-1.64)0, 3 + 0.5 if It 3,30, n = 1.0 iterate until thechange in n, t]n < 0.01' if cam,' > 300 kPa, ict n = 1.0 for all soils 'updated from Robertson and Wride (198) Cn = 100 6iro (q—c0) 100 F (qc—cs,,) =-(3.47— log Q)z+(1.22+log F)2J t ifI 51.64 =1.0 if 1.64 < I < 2,60, = -0.4030 4 - 5.58112 -21.631c2 + 33.7.51 -17.88 if Ir 2.60, evaluate using other criteria; likely nonliquefiable if ,F > 1% 1311T,if1.64<I,<2.36and F<0.5%,sctIC, 1.0 (gc14 )c3 K Q CRR7_5= (. 1000 , : 0.08, if 50 5 (gel, r)cs < 160 C`RR.5= 0.833 (q`''` " +0,05 if ( < 50 7 1000 gc1hF)es 2.60, evaluate using other criteria; likely nonliqui.fiable if F > 1%,..) 3 ' "[stinting liquefaction -induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachnen CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 13 0000000000000000000000000000000000000000000C Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart': CPT qr. f , uvo, 6svo, pe =1 atm. all sante units as pa Initial stress exponent: n = 1.0; Calculate Qi,;, n = 0.381(J )+0.05r-1 /-0.15 uo) Iterate until change in n; An < 0.01 A Q.n .F :: •100 I, = [(3.47 — log, , )2 + (1.22 + log F yr Ill, 51.64,Ka=1.0 When 1.64<Ir<2.60 Ke= 5.5843— —21.63 Te2+33.75Ie— 17.88) If 1.64<1 <2.36,AND Fr<0.5%,set .Kc=1.0 Qtn,cs= Kc • In • 41 6x10-7(7)16.76 0.,� CRR7 —93 10(10 +0.08 50 <160 1 P.K. Robertson, 2009. "Performance based earthquake design using the CPT", Keynote Lecture, International Conference on Performance-based Design in Earthquake Geotechnical Engineering — from case history to practice, IS -Tokyo, June 2009 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 14 0000000000000000000000000000000000000000000C Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008) tic: tip resistance, fs: sleeve friction ch„;: in situ vertical total and effective stress m = 1.338 - 0.249 x(gc1N)0.264 iterate until change in m, Dm < 0.01 • Pa < 1.7 gc1N = CN x qc Pa Ic < 2.60 Ic > 2.60 gc1Ncs = gc1N + Agc1N where : l 1.631 9.7 (j 15.7 at Dg[5.4 + 9, 6 `) FC+0.01 t Fc+a.ol aN= x e J („.4„. 540 67 CRRa;q..1 =e r9eiA4v 3k 9r1A. 4 3 80 ( 114 ) CRR M�?.S, o;,,4 = 0.80 x S° x Ka a,, CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 15 00000000000000000000000000000000000000000000 Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006) CPT qc, f5, Ic Initial estimate using raw tip measurements, friction ratio. Calculate go. Repeat until an acceptable convergence tolerance is achieved. c= Rf 1f2 f3 Cq = qt,1=Cq.gt CRR = exp q�.045+qt,1 (0.110iRf)+7.001 Rf)+c (1+0.850 Rf)-0.848 In(v1W)-0.002 In(6V)-20.923+1.632.Q� 1�L) 7.177 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 16 D 0000000000000000000000000000000000000000000 Procedure for the evaluation of liquefaction -induced lateral spreading displacements Site investigation with SPT or SPT data with content or CPT data Design earthquake Moment magnitude of earthquake (Mw) and peak surface acceleration (amax) � 1 Liquefaction potential analysis to calculate FS, (N06ocs or (gc1N)cs (using the NCEER SPT - CPT -based method (Youd et al. 2001)) Ground geometry Geome ric parameters for each of different zones in level (or gently sloping) ground with (or without) a free face Zones with three major geometric parameters or less - free face height (H), the distance to a free face (L), or/and slope (S) Calculation of the lateral displacement index (using Figure I and Equation [3]) 1 L/H or/and S If % Estimated lateral displacement, LD (NI)6ocs < 14 or (gclN)cs < 70 evaluate potential of flow liquefaction For gently sloping ground without a free face, LD = (S + 0.20) • LDI (for 0.2% < S < 3.5%) For level ground with a free face, LD = 6 (L/Hyas • LDI (for 5 < L/H < 40) 1 Zones with more than three major geometric parameters 1 Evaluation of lateral displacements based on other approaches and engineering judgment 1 Flow chart illustrating rr jor steps in estimating liquefaction -induced lateral spreading displacements using the proposed approach 60, ..,.,.,. ate° 50 Maximum Cyclic • 0.0 05 1.0 1 Factor of safety, FS ' Figure 1 2.0 z LDI= max 0 -Ymaxdz ' Equation [3] 1 "Estimating liquefaction -induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachnan CUq v.1.7.6.49 - CPT Liquefaction Assessment Software 17 0000000000000000000000000000000000000000000C Procedure for the estimation of seismic induced settlements in dry sands . Average shear stress, rav = CSR * • 6v0 = 0.65 • cc"' 6v0 • tia g Estimate small shear strain modulus. Go Go =0.0188 •110(o55I, lbs)l,(gt - ay) Estimate shear strain amplitude, y (based on Pride' (1998)) 11+ a • et.x •R•100 CA) 1+a R = (Note ti andG 0 same units) 0 a = 0.0389 .(5-1+ 0.124 P b = 6400 .152-) Pa Estimate volurnetic strain in 15 cycles 1)64sEIIou15y= r 20 Qts (N1)604cs = -120 8.5.1-1—` 4.6 <<olurnetric strain in design earthquake N 045 �IIol - evogi5j 175` N, _ (NI -4)2.17 Seismic settlement, s GWT s=2• tfEvol•dz Robertson, P.K. and Lisheng, S., 2010, "Estimation of seismic compression in dry soils using the CPT" FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San Diego, CA CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 18 3000000000000000000000000000000000000000000C Liquefaction Potential Index (LPI) calculation procedure Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS. To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation: ao LPI = 1 (10-0,5z)xFi xd$ where: FL = 1 - F.S. when F.S. less than 1 FL = 0 when F.S. greater than 1 z depth of measurment in meters Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI: • LPI = 0 : Liquefaction risk is very low • 0 < LPI <= 5 : Liquefaction risk is low • 5 < LPI <= 15 : Liquefaction risk is high • LPI > 15 : Liquefaction risk is very high 0.0 Ft 1.0 2J0 Graphical presentation of the LPI calculation procedure CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 19 3000000000000000000000000000000000000000000L References • Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge, 352 p, ISBN 0-7514-0393-8. • Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641-652 • Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at http://www.geologismiki.gr/ • Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151-8. • Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal, 1998, Vol. 35, August. • Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817-833 • Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal, 39: pp 1168-1180 • Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871 • Pradel, D., 1998, Procedure to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 124, No. 4, 364-368 • Iwasaki, T., 1986, Soil liquefaction studies in Japan: state-of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1, 2-70 • Papathanassiou G., 2008, LPI -based approach for calibrating the severity of liquefaction -induced failures and for assessing the probability of liquefaction surface evidence, Eng. Geol. 96:94-104 • P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46, No. 11, pp 1337-1355 • P.K. Robertson, 2009. "Performance based earthquake design using the CPT", Keynote Lecture, International Conference on Performance-based Design in Earthquake Geotechnical Engineering - from case history to practice, IS -Tokyo, June 2009 • Robertson, P.K. and Lisheng, S., 2010, "Estimation of seismic compression in dry soils using the CPT" FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor 1. M. Idriss, SAN diego, CA • R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. 0. Cetin, CPT -Based Probabilistic and Deterministic Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132, No. 8, August 1, 2006 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 20 UNHft 0 0Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b O O O O O O O O O O O 0 0� 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 STRUCTURAL CALCULATIONS 16-154-01 1233 Andover Park E 1233 Andover, Park East Tukwila, WA 98188 for Jackson Main Architecture July 7, 2017 0 07/07/2017 0 O 0 0 0 REVIE`dEL FOR ODE COMPLIANCE APPROVED lid Y.; City of Tukwila UILOING DR/1S10Y DEC 08 2017 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 ( www.lundopsahl.com DEC 05 2011 os.� Ci ETON, iNC. 00000000000000000000000000000'0©000000000000 1233 Andover Park E Permit Submittal Table of Contents SECTION Page Design Criteria 1.0 Lateral Calculations 2.0 CMU Shear Walls 2.1 Diaphragm and Collectors 2.2 Existing Lateral Calculations 2.3 Gravity Calculations 3.0 Beam and Joist Calculations 3.1 Columns 3.2 Foundation Calculations 4.0 Shear Wall Foundations 4.1 Grade Beams 4.2 Gravity Footing 4.3 Existing Footings 4.4 Appendix 5.0 Tier 1 Evaluation 5.1 Geotechnical Report 5.2 COPYRIGHT: The calculations, sketches and notations contained herein are not a part of the Contract Documents and any seal upon these documents only represents that they were prepared under the supervision of Lund Opsahl LLC. These calculations, sketches and notations are only an instrument for the sole use of Lund Opsahl LLC and are not to be used by any other party. If copies are provided to Building Regulation Agencies they are for the purpose of showing general criteria used for design. Copyright © 2016 Lund Opsahl LLC, All Rights Reserved 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com 1233 Andover Park E DESIGN CRITERIA LOCATION 1233 Andover Park E Tukwila, WA 98188 N 47.44224° W 122.25166° BUILDING CODES • 2015 International Building Code (2012 IBC) • ASCE 7-10 • AISC 360-10 • ACI 318-14 • NDS 2015 • ACI 530-13 LOADS Occupancy Gravity Roof: Seismic Risk Category: Importance Factor: Mapped Spectral Response: Site Class: Seismic Design Category: Design Spectral Response: Special Masonry Shear Wall: Wind Exposure: Wind Speed: I I Live= 25 psf I I le = 1.0 Ss= 1.43g S1= 0.533g E Fa = 0.9 Fv = 2.4 D SDs= 0.858g SDI= 0.853g R= 5 Cs= 0.1716 B 110mph 1201 First Avenue South, Suite 310 j Seattle, Washington 98134 j 206-402-5156 ) www.lundopsahl.com 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 City of Tukwila Building Division/Permit Center 6300 Southcenter Blvd. #100 Tukwila, WA 98188 (206) 431-3670 Design Criteria Table 2015 IBC &IRC TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN ao CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP w ICE BARRIER UNDERLA.YMENT REQUIRED au FLOOD HAZARDS 4) AIR FREEZING INDEX f9 MEAN ANNUAL TEMP Qt) Speed (mph) Topographic effects °a Weathering`"' Frost line depth' Termite fO 25 110 NO DI Moderate 12" NA 20 ot Reared (See map) N/A 51.4 deg. For SI: 1 pound per square foot= -0.0479 kPa, I mile per hour = 0.447 m/s. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering,column shall be filled in with the weathering index, "negligible," "moderate" or "severe" for concrete as determined from Figure R301.2(3). The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652. b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage. d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [Figure R301.2(4)A]. Wind exposure category shall be determined on a site-specific basis in accordance with Section R301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971t2 -percent values for winter from Appendix D of the International Plumbing Code. Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. f. The jurisdiction shall fill in this part of the table with the seismic design category determined from Section R301.2.2.1. g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and (c) the panel numbers and dates of the currently effective FIRMS and FBFMs or other flood hazard map adopted by the authority having jurisdiction, as amended. h. In accordance with Sections R905.1.2, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1 and R905.8.3.1, where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall fill in this part of the table with "NO." i. The jurisdiction shall fill in this part of the table with the 100 -year return period air freezing index (BF -days) from Figure R403.3(2) or from the 100 -year (99 percent) value on the National Climatic Data Center data table "Air Freezing Index -USA Method (Base 32°F)." j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index -USA Method (Base 32°F)." k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate "NO" in this part of the table. I. In accordance with Figure R301.2(4)A, where there is local historical data documenting unusual wind conditions, the jurisdiction shall fill in this part of the table with "YES" and identify any specific requirements. Otherwise, the jurisdiction shall indicate "NO" in this part of the table. m. In accordance with Section R301.2.1.2.1, the jurisdiction shall indicate the wind-bome debris wind zone(s). Otherwise, the jurisdiction shall indicate "NO" in this part of the table. DRAWING # DCD H012 DATE 6/30/2016 USN Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -1E (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44224°N, 122.25166°W Site Soil Classification Site Class E - "Soft Clay Soil" 0INTL RENTON MUNI 1RPOR% /Renton Issaquah 'SEAT TL TACO INTL A RT USGS-Provided Output 55,2050 S1,20/50 0.99 0.90 0.60 0.81 0.54 0.72 0.48 0.63 0.42 T 0.54 Oi 0.36 0.45 , 0.30 tel 0.36 0.24 0.27 0.18 0.19 0.12 0.09 0.05 0.00 0.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) 0.489 g 0.178 g SXS,BSE-1E SX1,BSE-1E Horizontal Spectrum 0.848 g 0.582 g Maple Valley Gel 'Kent ,(Covington Mob AUBURN Vertical Spectrum 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. O O O O • For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and O select the "2009 NEHRP" building code reference document. 10/24/2016 USGS Design Maps Summary Report Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44224°N, 122.25166°W Site Soil Classification Risk Category Site Class E - "Soft Clay Soil" I/II/III 'V ` short, Burin r SEATTLA" TA COMA WTI. APRT Des Moines, a O IMI REN TON MUNI f4PORT "enton r 'Kent AUBURN USGS-Provided Output S5 = 1.430 g S1 = 0.533 g SMS = 1.287 g SM1 = 1.279 g •' 1 Issaquah Maple Valley Ced Covington Sc„, = 0.858 g S01 = 0.853 g 0 O 1.43 NICER Response Spectrum Design Response Spectrum 0.99 O 1.30 0.90 1.17 0.21 O 1.04 0.72 O 0.91 0.63 0.79 a' 0.54 O • 0.65 • 0.45 O 0.52 0.36 0.39 0.27 O 0.26 0.18 O 0.13 0.09 O 0.00 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.00 O Period, T (sec) O For PGAM, Tc, CRS, and CR1 values, please view the detailed report. 0 O Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 0 0 0 O http://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.442239&longitude=-122.251664&siteclass=4&riskcategory=Q.. 1/1 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 100 Project And-64er ParL E Sheet Subject L+-er4) s 16- sic -U Client Page No. Designer PC) P Date Co//17. www.lundopsahl.com Tel: 206A025156 Ca!w cc }a C.s C -s =�- s /C ..� ', = O, Z 5$ 5 ,_ t0 - ► 7 L 5 tt4 __o. li), G-p�,�c 1- 5 -'o,y t`1—.Facts.: G - ,,rt . vet -44 , 0 x= V= Cs N V 5 = r ,, I � Fr- z s p, -r wpt . V . w O.17 ►C, top. - V . ,, £ tv :,, . Q, Gast- Maar s S4igZ. -F+Z. 5G IC, •V' 4" Z i- z' -t II E' -l- t IC, O 3 �+t 56,.Y770rp hZ.tzf Pr -P 55.2-0 P r1 riii,/,,,1+ 5 7Ff7__erf. _ _ gip, upr 20(R] C.le1/ goof'j Lan 4.,3 ctt-+ Lan 4 -e, -,,I = S3 3. G Lower Roof. Dia m m o 00o Nin D °,..° rn s N N N l0 0 N v� m a Ql Ql ^ oo Ol l0 N nai 0 0 0 N m o m o 0 00 0 0 0 0 m 'n M `° o N o o VD m m o Ni itn °N° tl)u') t!'1 tf1 to I!'t tri ci a+ w In In oo °▪ 0 0 o 0 N N co O 0 O 0 0 0 -,T,co 2 to CO 00 M -I .eN-1 Ni m O O ▪ c -f L H 0 9- 0 0 cc 00 00 001. n cn n 00 n N - Mm ^ M M t M M .- 1 e-1 r-1 .--1 r-1 c-1 Store Front Wall Store Front 1 Store Front Wall Store Front 2 0 0 N N c-4 w 4- A to W Q Q 4- 4- N O N. to O °o N N m n a a ko o to .-1 i 00 00 -0 -0 Q 3 CU VI ..... 13 E 0 Z w CC 2 0 Q m 0 i0 0 1— Stud Wall and 6" Conc Conc Wall 1 O 2 2 2 -0 _ NN N N e-1 N c-1 1-1 u 0 0 w Lf) c 00 S S'' O �? VI CUY H N 1--1 of Cr; 00 0o 0o N NS Dist Load EW Dist Load N N N N Low Roof Mech. Mechanical Units H L 00 (0 Q 0H. t LO t0 0M n CO V `~ M N to Ol e-1 N N '-I j N 00 mt0 N M �'�y 01 N H c O O O O O h0 0 8. u1 O t^LIDM C O 0 O O 0 N O LO m J ' t.fl to 00 l0 00 tD to `~ N Ni • al HI H t ▪ - O O 0 0 0 0 0 0 00 0 0 0 0 0 0 CO '—y O &. 0 v1 N O Ln to ▪ m w 4-. m CO�r•-• CO�m m 00 N - HI Hi HI H C t0 v ▪ a 3 a -7,5� E 1- o v 3 3 o_ a N N 7 1. v ti m cn 0_ 0 a p = v O Eo 0 V O1 0 O E V 00 0 : w H 53 N 2 c 00 c 'c 3 Caw. u V cN C OO to at Q d t0 0 M T NLn N N Ln N L L • 00 00 N 01 3 3 o 00 00 (0 0_ to O o m c o 0 0 0c N rl t\ ,1 CO �-1 Store Front Wall Store Front 3 2 2 N N L L "0 -0 10 fO 3 3 O o Z 0 0 3 Z w 0 L m m � � 1..1 m m Ql N N m N N 01 Ol 00 1-1 1-1 H L N m m m 0 N N O m 00 O m m rn 0 o m c m m m `� .o a O Mc, J to Ln in 'xicr' 4 ci ci 1— W L Lit Ln N N Ln Lel LI) LP 00N N L0 O 'a,to m m m m CV N m C,1 m m = N N m cc-1 c-1 ci 1-1 m i d H U1 L 00 VI . a , N N N N 00 N N N 03 L m mm m c -I m m m 00 = 00 '-1 c-1 1-1 .--I .--1 c -I c-1 N Lc .a E1- - 2 2 2 2 N 2 2 2 v v v v ro v u v _� — _ _ _ _ _ _ N N N N N N N N .. t c-1 c-1 1.-1c-1 c -I c-1 .-1 North Lantern Dia 00 Ia 0 0 3 w WI VI a m 0 N CT) N 4 N N L In L 00 OD 'v 3 3 E o m z m L 0. ra O O is c O 0 0 cc Glass Wall 2 Ln 0 Q lD Cr LI) c L a 70 Z eV Ln cm -1 3093.4 lbs/ft NS Dist Load EW Dist Load Trib Weight (kips) N m .-I e-1 1.11 1f1 N t\ L!1 0 00 Ln 00 L!1 W N In N L!1 00 CO L0 l0 O ▪ N lf1 N e -I l0 M m 01 6 vi O1 N N 01 a LN CO m m mm m NO 0 00 LO CO m m m m m O Lo O C . m m m m m m to . 0 O J ui L i LO fry C/i Vi LO Lfl m N a - O O Lf1 to Lf1 00 O O N N LID LCD 0 0 0 '—y O O Mu"' V O Lr1 Ln c -I rsj r .m L w b0 C O. N N N t\ N N N I, t M m m M M 010101,0C° 00 .-I ei eti .-I c -I ei 1-1 eti 'ar 2222222273 .N N N N N N N (V <-1c-1 —1 .-1 e-1 .-1 South Lantern Dia 00 co = N N m 7 tf( L(1 t0 .-' - $' CL d VI w 4-0 L D m O I, O-1 N O O N 00 O O V1 ei N a a m m - U1 N N Ln N N N L t 00 00 Q 0) 0) E O 00 C A L r0 10 O O ca • O - F O O C _c L V � Z w NS Dist Load EW Dist Load Project I- 233 Rhpv Par -11- _ Sheet Subject: \A/1(L Lo, {1,1 _ Client Designer Po Q ,page No. www.lundopsahl.com 1 Tel: 206.402.5156 Project No, ICP -151- 0 r Date Ot /OM/ ZU 7 ct _ (i.UV ZSCp K2 -}<2,b kA. 110 MPH Kzt O..7` K-Ir0 t Kc 1M W F 2SWI) l,& ward , �. Cpc 8s I _ Lt `� ) _ �5 C1 Mi^ }G Ps r n5f • Cori) er4 C l aJd l,t = 2, { Cc -4) - (6,41)1 G cp \r01 On \-hd /.*Q I. d,ig \„16,,1).s: F`t1 (6,Gp) - $ l,U_ - I,1 fEcktet C ' `� 4�) ((GC.9) y/4 La 2 - 3Or-D ZZ , 4 Rao>�s , 24ie_ , -1.0 +0, Zont„2, 0,3 Zest,-. 3 - 2 403 OJPrtai;/t. -1.7 Cir nv -2, 4S P'f - �� e,, 9 fI•4' s4 9 Pck - 35-F r4 -Fy s p, O O UND a � ' SAHL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lateral Calculations I (E) CMU 1SW 12 II. 4) 34 3.3 3.2 3.1 3 1 T' /, 4r / 0' , 0'-11- ; 2.1)2D 11,121 Wall 2 —1 rl_ 1E- 10. Y 1SW 12 r, I1 10. SW: IFFE 20.531 FRAME IN DOORWAY FINISH TO MATLM c.3 O GIoSS Wall 2 11- - I {Storefl,.,=_1 NEW 464 STEEL COLUMNS PER STRUCTURAL Infill. Wall 1 1---,. 'G.8 (G.9 FLOOR PLAN b G 0 1 C.2 G i _® G.8 H FLOOR PLAN LEGEND: EXISTING WALL NEW WALL I SHEET NOTES: KEYNOTES: JACKSON) q F LU��T//��°--II " U F E 311SOUTH SEAATTLE,TLLE.W4 2 4800 AI W W W.JFCMSO4.NMAIN.COM THE ANDOVER COMPANY, INC. 1- o co Z w o �� g a� Z g LLJ g -H O 5 PROJECT NO.: 17053 PROJECT MGR.: JJW DRAWN RM 626 DIECKEO RY: Checker FLOOR PLAN 2.1.1 A2.01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Applied Moment (kip -ft) 340.724 00 01 m V1 01 r N t.0 01 O 1 104.783 O CrCOr `4"l0 GI r 334.412 350.356 147.714 M M N N O N A— <— M l�0 01 M Ol CO CO M N 71.753 71.753 I O 0o1 tN0 m 362.940 M Ul p L/1 01 m N. Applied Shear (kip) m0 N �N00m-4 6 01 N- -4 01 s- -4 N N 01 CO 18.957 8.013 8.039 01 l0 6.522 6.924 1 �°v,00v1° Ul l0 l0 Ni l.0 N 22.674 22.674 �� 00 01 M Design Status Design is acceptable. DCR= 75.7% Design is acceptable. DCR= 61.8% Design is acceptable. DCR= 58.9% Design is acceptable. DCR= 56% Design is acceptable. DCR= 60.8% Design is acceptable. DCR= 74.7% Design is acceptable. DCR= 75.1% Design is acceptable. DCR= 29% Design is acceptable. DCR= 65.4% Design is acceptable. DCR= 72.2% Design is acceptable. DCR= 86.7% Design is acceptable. DCR= 72.7% Design is acceptable. DCR= 56.6% Design is acceptable. DCR= 74.5% Design is acceptable. DCR= 62% Design is acceptable. DCR= 83.8% Design is acceptable. DCR= 99.9% Design is acceptable. DCR= 3.5% Design is acceptable. DCR= 3.2% I SW 1 SW 2 m l/1 e' N I SW 5 l0 >>>> N N l/1 I SW 8 01 (!1 > 1 L L MS I SW12 N SW 14a SW 14b SW 15a SW 15b I N (E) CMU I D 2 Li >w Seismic Loading tif ,44f I LA 1A L tA LJ v 00 l0 l0 l0 CO N N O LI) Ol M M vi 00 t1'i c— O r I� 61 Lr) O rn ul M M O co 00 O 7 N N O "t N N M M N N to to to cn Z w Z w Z C0 `- 0 0 0 C) cdO CL J N i N i J E3 3 ,9- 0_ t J D J CT - co c0 � O t Q ca 0 North Lantern EW South Lantern NS Lantern EW N N 0©CD©®©@®0©CD©®©D®©®0®0©©©0©©©0©©©©©©©0©©0000 Wall ASD DCR OTM DCR Diaphragm Load 1 Height (ft) Diaphragm Trib (ft) Load Shear (kip) Moment (kip -ft) SW 1 0.75 0.757 26.583 9.375 South Lantern NS 3.597 95.612 SW 2 0.618 0.563 26.583 15.458 South Lantern EW 5.918 157.322 SW 3 0.589 0.519 26.583 15.292 South Lantern NS 5.867 155.953 SW 4 0.56 0.511 25.500 15.333 South Lantern EW 5.870 149.690 SW 5 0.608 0.574 25.135 15.417 South Lantern NS 5.915 148.665 SW 6 0.734 0.747 24.750 9.375 South Lantern EW 3.589 88.831 SW 7 0.751 0.635 18.750 43.500 Upper Roof NS 19.808 371.401 SW 8 0.29 0.108 18.750 13.410 Upper Roof EW 7.837 146.952 SW 9 0.412 0.654 24.750 9.375 North Lantern NS 4.977 123.169 SW 10 0.551 0.722 25.135 23.583 North Lantern EW 9.948 250.045 SW 11 0.862 0.867 25.500 17.552 North Lantern NS 9.317 237.587 SW 12 0.727 0.714 27.000 23.448 North Lantern EW 9.891 267.056 SW 13 0.566 0.501 27.000 17.677 North Lantern NS 9.383 253.354 SW 14a 0.319 0.745 27.000 9.000 North Lantern EW 3.796 102.504 SW 14b 0.243 0.62 27.000 9.000 North Lantern EW 3.796 102.504 SW 15a 0.838 0.724 15.083 37.427 Lower Roof EW 18.584 280.310 SW 15b 0;999 e 0.814 15.083 37.427 Lower Roof EW 18.584 280.310 N (E) CMU 0.035 18.500 19.958 Upper Roof EW 11.664 215.791 W (E) CMU 0.032 17.000 12.438 Upper Roof NS 5.664 96.280 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 6 0 0 Diaphragm Load 2 Moment (kip -ft) I I� mo r r Ol M 1 121.818 I N .-- Ol NN r 388.901 129.107 64.068 N N O N ,- lD N 00 M N 238.176 I Shear (kip) 24.446 r r kD N N": O cr, • 1 7.274 L 3.609 6.508 13.807 I-- O co x-N Load Lower Roof NS Lower Roof EW Lower Roof NS Lower Roof EW Lower Roof NS Lower Roof EW Upper Roof NS Upper Roof EW Upper Roof EW Diaphragm Trib (ft) CO 61 rn m rrlN 8.688 in N CO CT) N Ol N 23.625 23.625 Height (ft) k.0 %D Ln i� LII r- St LI. L(l N LO Ln -N L(l N r- N N N M N �Y' N Ln N lD N N N I SW8 Ol N O N > N NN2 > N N SW 14a SW 14b SW 15a SW 15b I N (E) CMU 1 W (E) CMU Deflections Load Fraction to Pier o 0 0 a- 0 0 Lr1 o 0 0 a- 0 0 0 a-- 0 0 0 V1 0 0 0 e- 0 0 0 a- 0 0 a- %0'001 o O O LA 100.0%. ° O O t- o O O LA 42.1% o . IA e\ LOn LA L Cf' 0 O O 0 O O ,i C T Q W CO 0 + w a— r— 0 + w r m 00 00 0 + w a- L- = 00 0 + w a- a- .- 8.37E+07 00 O + w a- a- V 4.07E+09 01 O + w N O l0 5.74E+08 N 0 + w h- m CO 00 0 + w a- a- a- 00 0 + w 00 e- N. 0 + w N rn CO N- 0 + w 01 N CO 0 + w e- 1- 00 0 + w Ln a- N- 0 + UJ N- M 00 Ni a- + UJ M O N .- a - + w N Ql �� _ `--' — 304606 62000 L_ 82522 N N LnLJ N CO 62000 L 304606 3012912 4497408 425258 62000 82522 136214 62000 31744 (N N N 00 lO M O I 62000 15016588381 723036294 E (ksi) O O O Lfl M a- 1350.00 O 0 O LA m a- 1350.00 1350.00 O O O Ln Al e- O O O LA M e- 1350.00 1350.00 1350.00 1350.00 O O 0 IA M a- O O 0 Ln M e- O O 0 Lr) M e- 1350.00 1350.00 1350.00 O O O LA Al a- O O O IA M e - Wall Thickness (in) Al l0 a- e- M l0 a- e- M l0 a- r- m LO a— M l0 r M l0 - a 7.63 M l0 a- e— M l0 e- e— M l0 r— M l0 a— M LO a— M LO r M l0 a— Al VD e- a— Al l0 a- e— 7.63 r Wall Length (in) 68.00 40.00 44.00 44.00 40.00 68.00 168.00 192.00 76.00 O O O 44.00 1 O 0000 N Ln O O C'f O (Ni M O -4 1- 48.00 40.00 O O Ni M M e -- 1 1044.00 Wall Height (in) 319.00 319.00 319.00 306.00 301.63 297.00 O O m N 240.00 240.00 301.62 306.00 324.00 324.00 324.00 324.00 240.00 240.00 1 1 240.00 240.00 (13 a- N N N M N "1"Lfl N N l0 V) N V) a0 N CP N N a- N N N SW 14a SI �. N ISW 15a 1 SW 15b N (E) CMU IW (E) CMU N Ni _vo -0 naH m 4 3.190 O COl M o l M 3.060 I lD r M 2.970 1 O M a N 2.400 I o O N l0 O M 3.060 3.240 3.240 3.240 3.240 2.400 2.400 2.400 2.400 ' Li" M 11 V 1.309 2.087 Ol OlI- ,- to 1.927 M N Nm 0.080 0.027 vl O N o Q1 2.796 m N 2.224 1.480 0.783 1.390 2.001 0.000 0.000 c `=. 4- w m o to al L.11vl 0 O n 0 m O In 0 o vl ul 06 0.349 m N o 0.008 O 0 0.544 al al N 0 o a- l04.0 0 to CO 0 0.423 v N N 0 N al m 0 0.572 0.000 O o o 0 3 L/1 cV VI SW3 d' I SW 5 lD ���Lf N CO Ol O (j N V SW 14a SW 14b SW 15a SW 15b I N (E) CMU 1 W (E) CMU Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project Subject 1233 Andover Park E Sheet CMU Shear Wal Is Client Designer POP www.lundopsahl.com i Tel: 206.402.5156 Project No. 16454-01 Dere 7/7/17 W (E) CMU [MSJC 2013] ft ft in in psi 46 plf 3.964 kips plf plf Summary: Controlling F„ = 54.2 psi Applied Shear f„ * 1.5 = 1.2 psi Demand to Capacity Ratio = 2% Max. Compressive Stress = 20.6 ps Allowable Compressive Stress = 660 psi Demand to Capacity Ratio = 3% Vertical Rebar Ratio = 0.0012705 Horizontal Rebar Ratio = 0.0010929 Total Rebar Ratio= 0.0023634 Design is acceptable. DCR= 3.2% 19.7 psi (Including wall self weight) 0.0 psi 0.9 psi 20.6 psi 10.9 psi (Calculated using 0.6D -E) Section is not subjected to tensile stress, check compressive stress only. (Calculated using max of D+E and D+0.75L+0.75E) Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V Shear Stress = fv =d = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = F,.; = M Vd Allowable shear stress resisted by Masonry, Fvm 4.9 in 1038 in 0.75 0.8 psi 808.7 k -in 1038 in 0.20 < 1.0 4,0 — 1.75Iv f + 0.25 -- J A,, Maximum allowable shear stress, Fv Fv= 87.1 psi Fvs= l 32.0 psi [Eq. 8-24] 40.3 psi [Eq. 8-26,8-27] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, [Eq. 8-28] in2 in 9.92 kips 0.00 kips in2 in 2.1.25 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 26.58333 3.333333 12 8 1500 4/3 SW 2 Each Pier ft ft in in psi 1,421 plf 4.736 kips plf plf 422.5 528.2 28.4 psi 3.8 psi 379.0 psi 407.4 psi -361.9 psi Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = Applied Shear fv * 1.5 =- Demand Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 18.0 psii 23% 407.4 psi 660 psi 62% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Pmax= 0.0043675 Design is acceptable. DCR= 61.8% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear. Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 34 in Grouted Shearwall Factor(gg) = 1 _bd V_ Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd - Allowable shear stress resisted by Masonry, Fvm 12.0 psi 1172.4 k -in 34 in 7.28 > 1.0 r � = 1 (4.0 -1.751 Yr1, )/71+ 0.25 l l Maximum allowable shear stress, Fv Fv= 77.5 psi . ,,F,de Fvs= 255.2 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 29.8 psi [Eq. 8-28] [Eq. 8-26.8-27] in2 in 56.32 kips 31.69 kips 0.4 8 in2 in 2.1.8 Project Subject 1233 Andover Park E Sheet CMU Shear Walls Client Designer POP www.lundopsahi.com 1 Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 3 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = ft ft in in psi 1,120 pif 4.107 kips plf pif 38.5 psi 10.1 psi 350.0 psi 388.5 psi -326.9 psi Project No. 16-154-01 7/7/17 Date [MSJC 2013] Summary: Controlling Fv = Applied Shear f„* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 14.0 psi 18% 388.5 psi 660 psi 59% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Amax= 0.0043675 Design is acceptable. DCR= 58.9% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V Shear Stress = —bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 11.6 in 38 in 1 9.3 psi 1310.0 k -in 38 in 8.39 > 1.0 Allowable shear stress resisted by Masonry, Fvm --A —(4-.0-1.75 lid, J 1 +0.25— j .25Pj AR Maximum allowable shear stress, Fv Fv= 77.5 psi AFad, .5 Fvs= 255.2 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 33.9 psi [Eq. 8-28] [Eq. 8-26,8-27] In 2 in 56.32 kips 29.18 kips In 2 in 2.1.9 Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.lundopsahl.com I Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 4 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress =- Bending Bending Stress = Maximum Stress = Minimum Stress = ft ft in in psi 1,121 plf 4.109 kips plf plf 33.1 psi 4.5 psi 335.9 psi 369.0 psi -316.1 psi Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = Applied Shear t,* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 14.0 psi 18% 369.0 psi 660 psi 56% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Amax= 0.0043675 Design is acceptable. DCR= 56% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 38 in Grouted Shearwall Factor(gg) = 1 V Shear Stress = fv bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = Vd 9.3 psi 1257.4 k -in 38 in 8.05 > 1.0 Allowable shear stress resisted by Masonry, Fvm 1 4 4.0-1,75 , ,d tf f _+O.S Maximum allowable shear stress, Fv Fv= 77.5 psi [Eq. 8-26,8-27] [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 31.2 psi [Eq. 8-28] F4=05 Ddu ` ,4s Fvs= 244.8 psi in2 in 56.32 kips 28.74 kips in2 in 2.1.10 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing =- Masonry Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project Subject 1233 Andover Park E Sheet CMU Shear Wal Is Client Designer POP Project No 16-154-01 Date 7/7/17 www.lundopsahl.com 1 Tel: 206.402.5156 SW 5 Each Pier ft ft in in psi 1,385 plf 4.616 kips plf plf 24.0 psi 0.0 psi 377.1 psi 401.2 psi -362.7 psi [MSJC 2013] Summary: Controlling = Applied Shear f,,,* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 17.6 psii 23% 401.2 psi 660 psii 61% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.006.4516 Vert ()max= 0.0043675 Design is acceptable. DCR= 60.8% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V _ f� bd Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M _ Vd _ 11.6 in 34 in 11.7 psi 1166.6 k -in 34 in 7.43 > 1.0 Allowable shear stress resisted by Masonry, Fvm 4 (i Ad `• l' 4,0 —1.7• 5d + 0.25- f' i AR Maximum allowable shear stress, Fv Fv= 77.5 psi AvFA Fvs= 241.3 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 27.8 psi [Eq. 8-28] [Eq. 8-26,8-27] In 2 in 56.32 kips 32.28 kips inz in 2.1.11 Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 6 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = ft ft in in psi 3,150 plf 17.849 kips plf plf 35.5 psi 9.3 psi 448.9 psi 484.4 psi -427.6 psi Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = Applied Shear fv * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 37.2 psi 48% 484.4 psi 660 psi 73% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0021505 Total Rebar Ratio= 0.0043011 Vert pmax= 0.0043675 Design is acceptable. DCR= 74.7% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 62 in Grouted Shearwall Factor(gg) = 1 Shear Stress = fe Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd Allowable shear stress resisted by Masonry, Fvm 1 (4.0-1.75 orf } j;;;,+0.25 j Maximum allowable shear stress, Fv Fv= 77.5 psi d:u ••• 3.63 24.8 psi 4012.9 k -in 62 in > 1.0 f, = 0.5 Fvs= 118.8 psi [Eq. 8-24] 33.0 psi [Eq. 8-26,8-27] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, [Eq. 8-28] int in 76.8 kips 57.36 kips in2 in 2.1.12 Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.Iundopsahl.com I Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 7 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = ft ft in in psi 1,354 plf 18.957 kips plf plf Project No. 16-154-01/ Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = Applied Shear fy * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 40.3 psi. 30.3 psi 75% 181.5 psi 660 psi 27% Vertical Rebar Ratio = 0.0016393 Horizontal Rebar Ratio = 0.000847 Total Rebar Ratio= 0.0024863 Vert Amax= 0.0043675 Design is acceptable. DCR= 75.1% Wall Overturning: Axial DL Stress = 27.4 psi (Including wall self weight) Axial LL Stress = 12.4 psi Bending Stress = 154.1 psi Maximum Stress = 181.5 psi (Calculated using max of D+E and D+0.75L+0.75E) Minimum Stress = -137.7 psi (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = Shear Stress = fv = V d Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 5.8 in 162 in 0.75 20.2 psi 4204.3 k -in 162 in 1.37 > 1.0 Allowable shear stress resisted by Masonry, Fvm 4 4.0-1.75( ) ,i',+0.25 A, Maximum allowable shear stress, Fv Fv= 58.1 psi 1F.s=0.5 dN t •9W„s , Fvs= 22.0 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 31.7 psi [Eq. 8-28] [Eq. 8-26.8-27] int in 28.16 kips 17.88 kips in2 in 2.1.13 Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designer POP www.lundopsehi.com 1 Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 8 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = 20, 16` 16 1500 4/3 ft ft in in psi 501 plf 8.013 kips plf plf 0.0 0.0 19.0 psi 0.0 psi 49.7 psi 68.7 psi -38.4 psi Project N. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling FY, = Applied Shear f„ * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 38.5 psi 11.1 psi 29% 68.7 psi 660 psi 10% Vertical Rebar Ratio = 0.0016393 Horizontal Rebar Ratio = 0.000847 Total Rebar Ratio= 0.0024863 Vert Amax= 0.0043675 Design is acceptable. DCR= 29% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) Effective Depth (d) = Grouted Shearwall Factor(gg) = V ft' -bd Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = i Vd 5.8 in 186 in 0.75 7.4 psi 1772.6 k -in 186 in 1.19 > 1.0 Allowable shear stress resisted by Masonry, Fvm 4 (4.0-1.75, �m ) 0.25 R Maximum allowable shear stress, Fv Fv= 58.1 psi A.du'' 3 Fvs= 24.8 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 26.5 psi [Eq. 8-28] [Eq. 8-26.8-27] in2 in 28.16 kips 3.02 kips 0.31 48 in2 in 2.1.14 Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designs POP www.lundopsahl.com 1 Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 9 Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'n,) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress =- Bending Bending Stress = Maximum Stress = Minimum Stress = ft ft in in psi 1,269 plf 8.039 kips plf plf 20.2 psi 0.0 psi 251.7 psi 271.9 psi -239.6 psi Project No. 16,154-01 7/7/17 Date [MSJC 2013] Summary Controlling F = Applied Shear f„ * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 58.1 psi 20.3 psi 35% 271.9 psi 660 psi 41% Vertical Rebar Ratio = 0.0010753 Horizontal Rebar Ratio = 0.0014337 Total Rebar Ratio= 0.002509 Vert Amax= 0.0043675 Design is acceptable. DCR= 65.4% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V fv-bd Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 8.5 in 70 in 0.75 13.5 psi 2059.6 k -in 70 in 3.66 > 1.0 Allowable shear stress resisted by Masonry, Fvm ti f l 4.0-1.75 .1";„ 0.25 Maximum allowable shear stress, Fv Fv= 58.1 psi { A,Fsdv alt "Ls Fvs= 64.0 psi [Eq. 8-24] 26.8 psi [Eq. 8-26.8-27] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, [Eq. 8-28] in2 in 39.68 kips 25.91 kips in2 in 2.1.15 ©(D (D (D©©©(D (D (Dm©©m co, ©cocom®co®©©©®CDm(D CD®m®mmm(0© Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP Project No, 16-154-01 Date 7/7/17 www.lundopsahl.com 1 Tel: 206.402.5156 SW 10 Each Pier ft ft in in psi 1,045 plf 3.482 kips plf plf 24.0 psi 0.0 psi 339.5 psi 363.5 psi -325.1 psi [MSJC 2013] Summary: Controlling F„ = Applied Shear f0 * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 13.2 psi 17% 363.5 psi 660 psi 55% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Amax= 0.0043675 Design is acceptable. DCR= 72.2% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 34 in Grouted Shearwall Factor(gg) = 1 Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = Fv, M Vd 8.8 psi 1050.2 k -in 34 in 8.87 > 1.0 Allowable shear stress resisted by Masonry, Fvm 4,0 —1.75 0.25 P ,a„ Maximum allowable shear stress, Fv Fv= 77.5 psi el s •aas Fvs= 241.3 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 27.8 psi [Eq. 8-28] [Eq. 8-26,8-27] in2 in 39.68 kips 28.64 kips In 2 in 2.1.16 Protect 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 Masonry Shear Wall - ASD: SW 11 Inputs: Geometry and Materials: Wall Pier Height, h = I 25.5 Wall Pier Length = 3.666667 Nominal Block Thickness = 12 Vertical Bar Spacing = 8 Masonry Strength (f,„) = 1500 Allowable Stress Increase = 4/3 Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = ft ft in in psi 1,779 plf 6.522 kips plf plf 1560.5 777.3 Wall Overturning: Axial DL Stress = 35.6 psi Axial LL Stress = 5.6 psi Bending Stress = 533.2 psi Maximum Stress = 568.8 psi Minimum Stress = -511.9 psi Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling Fv = Applied Shear f„ * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 22.2 psi 29% 568.8 psi 660 psi 86% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Pmax= 0.0043675 Design is acceptable. DCR= 86.7% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 38 in Grouted Shearwall Factor(gg) = 1 V _ Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 14.8 psi 1995.7 k -in 38 in 8.05 > 1.0 Allowable shear stress resisted by Masonry, Fvm _4 Ci.s=0. (4,0 -1.75( 41 41 0,25- J .'25PJ ' n Maximum allowable shear stress, Fv Fv= Fvs= 77.5 psi 244.8 psi [Eq. 8-24] 32.1 psi [Eq. 8-26.8-27] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, [Eq. 8-28] 1.76 in2 Bin 56.32 kips 48.78 kips inz in 2.1.17 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress Axial LL Stress Bending Stress Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designer POP Project No. 16-1541-01 Date 7/7/17 www.lundopsahl.com 1 Tel: 206.402.5156 SW 12 ft ft in in psi 1,598 plf 6.924 kips pif plf 50.5 psi 17.3 psi 429.1 psi 479.6 psi -398.8 psi [MSJC 2013] Summary: Controlling F„ = Applied Shear fv * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psii 19.5 psi 25% 479.6 psi 660 psi 73% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0021505 Total Rebar Ratio= 0.0043011 Vert Prnax= 0.0043675 Design is acceptable. DCR= 72.7% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear. Applied Shear: Equivalent Wall Thickness (b) = 11.6.in Effective Depth (d) = 46 in Grouted Shearwall Factor(gg) = 1 V —bd Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 13.0 psi 2243.3 k -in 46 in 7.04 > 1.0 Allowable shear stress resisted by Masonry, Fvm a(4,o1.75(_J7+O,25__Vd„Ni'P Maximum allowable shear stress, Fv Fv= 77.5 psi [Eq. 8-26,8-27] [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 38.7 psi [Eq. 8-28] 129.6 psi in2 in 56.32 kips 40.19 kips in2 in 2.1.18 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 SW 13 Each Pier ft ft in in psi 985 plf 3.284 kips plf plf 29.0 psi 4.1 psi 344.0 psi 373.0 psi -326.6 psi Project No. 16-154-01 Dote 7/7/17 [MSJC 2013] Summary: Controlling F0 = Applied Shear f„ * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 12.5 psi 16% 373.0 psi 660 psi 57% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Amax= 0.0043675 Design is acceptable. DCR= 56.6% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 34 in Grouted Shearwall Factor(gg) = 1 Shear Stress = V fv=--= bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 9.53 8.3 psi 1064.1 k -in 34 in > 1.0 Allowable shear stress resisted by Masonry, Fvm 4,0-1.75`L .j',� +4. 5 Maximum allowable shear stress, Fv Fv= 77.5 psi [Eq. 8-26,8-27] 4 [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 30.1 psi [Eq. 8-28] 0.5 Fvs= Fvs= 259.2 psi in2 in 56.32 kips 28.20 kips int in 2.1.19 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project Subject 1233 Andover Park E Sheet CMU Shear Wal Is Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5 56 SW 14a Each Pier ft ft in in psi 420 plf 1.119 kips plf plf 26.9 psi 1.4 psi 183.1 psi 210.0 psi -167.0 psi Project No. 16"154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = Applied Shearf„* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 77.5 psi 5.6 psi 7% 210.0 psi 660 psi 32% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert prnax= 0.0043675 Design is acceptable. DCR= 74.5% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 26 in Grouted Shearwall Factor(gg) = 1 Y _ Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 3.7 psi 362.6 k -in 26 in 12.46 > 1.0 Allowable shear stress resisted 4 4.0 —1.75( by Masonry, Fvm 0.2S.9 R Maximum allowable shear stress, Fv Fv= J.S = 0.5 [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 28.9 psi [Eq. 8-28] 77.5 psi [Eq. 8-26,8-27] Fvs= 259.2 psi int in 12.8 kips 9.52 kips in2 in 2.1.20 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Project Subject 1233 Andover Park E Sheet CMU Shear Walls Client Designer POP www.lundopsahl.com i Tel: 206.402.5156 SW 14b Each Pier ft ft in in psi 420 plf 1.539 kips plf plf Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = 77.5 psi Applied Shearf„* 1.5 = 5.2 psi Demand to Capacity Ratio = 7% Max. Compressive Stress = 160.1 psi Allowable Compressive Stress = 660 psi Demand to Capacity Ratio = 24% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0043011 Total Rebar Ratio= 0.0064516 Vert Amax= 0.0043675 Design is acceptable.'DCR= 62% 26.9 psi (Including wall self weight) 1.4 psi 133.2 psi 160.1 psi Minimum Stress = -117.0 psi (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. (Calculated using max of D+E and D+0.75L+0.75E) Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 38 in Grouted Shearwall Factor(gg) = 1 Y Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 3.5 psi 498.5 k -in 38 in 8.53 > 1.0 Allowable shear stress resisted by Masonry, Fvm 0,25- IJ .1„ Maximum allowable shear stress, Fv Fv= 77.5 psi d'� 4. Fvs= 259.2 psi [Eq. 8-24] 28.9 psi [Eq. 8-26,8-27] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, [Eq. 8-28] in2 in 12.8 kips 7.93 kips In 2 in 2.1.21 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress =- Bending Bending Stress = Project Subject 1233 Andover Park E Sheet CMU Shear Walls Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 SW 1 5a Each Pier ft ft in in psi 3,092 plf 12.368 kips plf plf 19.1 psi 0.0 psi 533.3 psi Maximum Stress = 552.4 psi Minimum Stress = -521.9 psi (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Project No. 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ = 77.5 psi Applied Shear f,,,* 1.5 = 38.1 psi Demand to Capacity Ratio = 49% Max. Compressive Stress = 552.4 psi Allowable Compressive Stress = 660 psi, Demand to Capacity Ratio = 84% Vertical Rebar Ratio = 0.0021505 Horizontal Rebar Ratio = 0.0021505 Total Rebar Ratio= 0.0043011 Vert Pmax= 0.0043675 Design is acceptable. DCR= 83.8% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 42 in Grouted Shearwall Factor(gg) = 1 Shear Stress = V f,=—= bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 25.4 psi 2375.6 k -in 42 in 4.57 > 1.0 Allowable shear stress resisted by Masonry, Fvm 141 (4.... I.75( ) j+0.25A Maximum allowable shear stress, Fv Fv= 77.5 psi 4 Avp,d, Fvs= 96.0 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 26.6 psi [Eq. 8-28] [Eq. 8-26,8-27] in2 in 76.8 kips 55.56 kips in2 in 2.1.22 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 SW 15b Each Pier ft ft in in psi 3,092 plf 10.306 kips plf plf 19.1 psi 0.0 psi 640.0 psi 659.1 psi -628.5 psi Project No, 16-154-01 Date 7/7/17 [MSJC 2013] Summary: Controlling F„ _ Applied Shear fv * 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = Vertical Rebar Ratio = Horizontal Rebar Ratio = Total Rebar Ratio= Vert Pmax= Design is acceptable. DCR= 99.9% 77.5 psi 39.2 psi 51% 659.1 psi 660 psi 100% 0.0021505 0.0043011 0.0064516 0.0043675 (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is subjected to tensile stress, determine reinforcing required for OTM. Shear: Applied Shear: Equivalent Wall Thickness (b) = 11.6 in Effective Depth (d) = 34 in Grouted Shearwall Factor(gg) = 1 Shear Stress = V v — bd Shear Resistance: Overturning Moment (M) = Effective Depth (d) = F„y4 — ; Vd 26.1 psi 1979.7 k -in 34 in 5.65 > 1.0 Allowable shear stress resisted by Masonry, Fvm r 4.0-1.75 f`IJ, 0.25 Maximum allowable shear stress, Fv Fv= 77.5 psi 4bd,, = 34nwT .,0.5 Fvs= 192.0 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 26.6 psi [Eq. 8-28] [Eq. 8-26,8-27] int in 64 kips 52.04 kips in2 in 2.1.23 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (fm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Wal Is Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 Project No. 16-154-01 Date 7/7/17 N (E) CMU [MSJC 2013] ft ft in in psi 74 plf 8.165 kips plf plf 19.7 psi 0.0 psi 1.3 psi 21.0 psi 10.6 psi Summary: Controlling Fv = 54.6 psi Applied Shear f„ * 1.5 = 1.9 psi Demand to Capacity Ratio = 3% Max. Compressive Stress = 21.0 psi Allowable Compressive Stress = 660 psi Demand to Capacity Ratio = 3% Vertical Rebar Ratio = 0.0012705 Horizontal Rebar Ratio = 0.0010929 Total Rebar Ratio= 0.0023634 Design is acceptable. DCR= 3.5% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is not subjected to tensile stress, check compressive stress only. Shear. Applied Shear. Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V Shear Stress = faa d Shear Resistance: Overturning Moment (M) = Effective Depth (d) _ M Vd 4.9 in 1326 in 0.75 1.3 psi 1812.6 k -in 1326 in 0.17 < 1.0 Allowable shear stress resisted by Masonry, Fvm j' j/7� 4• (4.0 —1.75[ I11 es 0,25 l p j Maximum allowable shear stress, Fv Fv= 87.1 psi [Eq. 8-26,8-27] [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 40.8 psi [Eq. 8-28] Fvs= 32.0 psi in2 in 9.92 kips 0.00 kips in2 in 2.1.24 Masonry Shear Wall - ASD: Inputs: Geometry and Materials: Wall Pier Height, h = Wall Pier Length = Nominal Block Thickness = Vertical Bar Spacing = Masonry Strength (f'm) = Allowable Stress Increase = Applied Allowable Loads: Shear,v Shear Load, V = Vertical DL = Vertical LL = Wall Overturning: Axial DL Stress = Axial LL Stress = Bending Stress = Maximum Stress = Minimum Stress = Project 1233 Andover Park E Sheet Subject CMU Shear Walls Client Designer POP www.lundopsahl.com 1 Tel: 206.402.5156 Project No. 16-154-01 Date 7/7/17 W (E) CMU [MSJC 2013] ft ft in in psi 46 plf 3.964 kips plf plf 19.7 psi 0.0 psi 0.9 psi 20.6 psi 10.9 psi Summary: Controlling F„ = Applied Shear f„* 1.5 = Demand to Capacity Ratio = Max. Compressive Stress = Allowable Compressive Stress = Demand to Capacity Ratio = 54.2 psi 1.2 psi 2% 20.6 psi 660 psi 3% Vertical Rebar Ratio = 0.0012705 Horizontal Rebar Ratio = 0.0010929 Total Rebar Ratio= 0.0023634 Design is acceptable. DCR= 3.2% (Including wall self weight) (Calculated using max of D+E and D+0.75L+0.75E) (Calculated using 0.6D -E) Section is not subjected to tensile stress, check compressive stress only. Shear: Applied Shear: Equivalent Wall Thickness (b) = Effective Depth (d) = Grouted Shearwall Factor(gg) = V fv=6d Shear Stress = Shear Resistance: Overturning Moment (M) = Effective Depth (d) = M Vd 4.9 in 1038 in 0.75 0.8 psi 808.7 k -in 1038 in 0.20 < 1.0 Allowable shear stress resisted by Masonry, Fvm 11 4 (4.t1-1.75 J f, Maximum allowable shear stress, Fv Fv= 87.1 psi Fvs= 32.0 psi [Eq. 8-24] Check Overturning Wall end reinf Rebar Center End Dist Allowable tension Actual Tension design ok Shear Reinforcement Av spacing s, 40.3 psi [Eq. 8-28] [Eq. 8-26,8-27] in2 in 9.92 kips 0.00 kips in2 in 2.1.25 • • • T: • F: • Lund Opsahl • Project: Number: Date: By: Sheet 1233 Andover Park E 16-15-01 June 26, 2017 POP of CMD12.01.01 Filename: Shear Wall Out of Plane 8 in WaII Mi Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.S) - Ultimate Strength Design of Max Full Height Wall - Input: 7.625 in. 18.8 ft # 6 @ 24 inches on center at 3.8125 inches from the loaded face Support Condition: Pinned Top and Bottom Wall Section Output: Input Reinforcing: Wall Geometry: 18.75' high, 8" nominal thickness CMU wall Cells Grouted at 8" o.c. Wall Material Properties: fm = 1,500 psi fy = Em = 60,000 psi 1,350 ksi Es = 29,000 ksi n = 21.48 Applied Loads: P plf Dead Load 0 Floor Live Load 0 Roof Live Load 0 Snow Load 0 Horizontal Seismic Load 0 Vertical Seismic Load 0 Vertical Wind Load 0 Lateral Loading: # Load Load Condition Type E,W,H1 P,T,M2 1 E T M Wall Weight plf-in psf 0 84 0 0 0 0 0 0 0 Load Start Load Location Value Location ft plf,psf,plf-in ft 0.0 29 6.3 Seismic Performance Category: 'D # 6 @ 24 inches o.c., AS = 0.22 int/ft, p = 0.0048 maximum p = 0.0048 < 0.0070 = pmax - OK Wall Design Geometry, Gross Moment of Inertia and Section Modulus: Positive Moments: Negative Moments: Gross Section: b = 24.00 in d = 3.81 in b = 24.00 in d = 3.81 in b= 12.00 in I9 = b*t3/12 S9 = Ig/(t/2) 443 in4/ft = 116 in3/ft Allowable Stresses and Cracking Moment: h"/t = 29.51 < 30 - Fa max = 0.2fm Maximum Axial Stress for h"/t > 30 = 0.05fm = 75 psi Maximum Axial Stress for h'/t < 30 = 0.2f,;, = 300 psi fr (per MSJC Table 3.1.7.2.1) = 163.0 psi Mcr = S9* f x/1000 = 19.0 kip-in/ft 1. E = Earthquake Force, W = Wind Force, H = Soil Pressure Load End Value psf 29 2.1.26 0 0 0 O T: F: Lund Opsahl Project: 1233 Andover Park E Number: 16-15-01 Date: June 26, 2017 By: POP Sheet of CMD12.01.01 Filename: Shear Wall Out of Plane 8 in Wall M; Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.5) - Ultimate Strength Design of Max Full Height Wall - Factored Input Out -Of -Plane Loads and Moments: Load Load P„ Mu Type Factor klf klf-in Load 1 E 1.0 Ultimate Axial Loads Load Case 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5S 1.2D+1.6Lr+0.5L 1.2D+1.6Lr+0.5W and Stress Checks: Pu0 + Puw @ h lbs ft 2,205.0 0.00 1,890.0 0.00 1,890.0 0.00 1,890.0 0.00 1,890.0 0.00 wu start ksf 0.029 Pi0 + Pew/A9 Stress psi Ratio 24.10 20.66 20.66 20.66 20.66 0.080 0.069 0.069 0.069 0.069 Service Load Moments and Maximum Deflections: - Maximum Allowable Deflection, As max = 0.007h = 1.575 in Equivalent Unfactored Ps Ms 0 Ms Po @ h Load Case kips kip -in kip -in D+0.75[L+S+0.7E] 0.88 2.04 2.06 D+0.7E 0.88 2.72 2.74 D -0.7E 0.88 -2.72 -2.74 0.6D+0.7E 0.53 2.72 2.73 0.6D -0.7E 0.53 -2.72 -2.73 Ultimate and Nominal Shear: Load Case Governing Location 1.2D+1.0E+0.5L+0.7S Bottom 1.2D-1.0E+0.5L+0.7S Bottom 1.2D+1.0E Bottom 0.9D+1.0E Bottom 0.9D -1.0E Bottom vu kips 0.15 0.15 0.15 0.15 0.15 hstart ft 0.00 OK OK OK OK OK As ft in 8.25 0.0182 8.25 0.0243 8.25 -0.0243 8.25 0.0242 8.25 -0.0242 ovn kips 6.76 6.76 6.76 6.66 6.66 wu end ksf 0.029 hend ft 6.33 @h ft 8.25 < Amax - OK 8.25 < Amax - OK 8.25 _< Amax - OK 8.25 < Amax - OK 8.25 < Amax - OK = 0.80 Strength Ratio, 0.02 0.02 0.02 0.02 0.02 OK OK OK OK OK Lund Opsahl T: F: Project: Number: Date: By: Sheet 1233 Andover Park E 16-15-01 June 26, 2017 POP of CMD12.01.01 Filename: Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.5) - Ultimate Strength Design of Max Full Height Wall - Shear Wall Out of Plane 8 in Wall M. Ultimate Axial Load and Data for Ultimate Positive Moment Calculations: Load Case 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.0E+0.5L+0.7S 1.2D+1.0E 0.9D+1.0E Pu kips 2.21 1.89 1.36 1.36 1.02 @h ft 0.00 0.00 5.26 5.26 5.26 Ultimate Positive Moment and Deflection: Load Case Mn 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.0E+0.5L+0.7S 1.2D+1.0E 0.9D+1.0E kip -in 51.2 50.2 48.6 48.6 47.5 kip -in 46.0 45.2 43.7 43.7 42.8 Ase int 0.26 0.26 0.25 0.25 0.24 c in 1.36 1.33 1.28 1.28 1.24 Mu0 Mu PD kip -in kip -in 0.00 0.00 0.00 0.00 4.79 4.83 4.79 4.83 4.79 4.82 lcr in4 43.4 42.8 41.9 41.9 41.4 = 0.90 Strength Ratio 0.00 0.00 0.11 0.11 0.11 Ultimate Axial Load and Data for Ultimate Negative Moment Calculations: Load Case Pu @ h Ase c la 1.4D 1.2D+1.6L+0.5Lr 1.2D-1.0E+0.5L+0.7S 1.2D -1.0E 0.9D -1.0E kips 2.21 1.89 1.36 1.36 1.02 ft in2 in in4 0.00 0.00 5.26 5.26 5.26 Ultimate Negative Moment and Deflection: Load Case Mn OMn 1.4D 1.2D+1.6L+0.5Lr 1.2D-1.0E+0.5L+0.7S 1.2D -1.0E 0.9D -1.0E kip -in - 51.2 -50.2 - 48.6 - 48.6 - 47.5 kip -in -46.0 -45.2 - 43.7 - 43.7 - 42.8 0.26. 0.26 0.25 0.25 0.24 1.36 1.33 1.28 1.28 1.24 Muo Mu PD kip -in kip -in 0.00 0.00 0.00 0.00 -4.79 -4.83 -4.79 -4.83 -4.79 -4.82 43.4 42.8 41.9 41.9 41.4 Du in 0.000 0.000 0.030 0.030 0.030 = 0.90 Strength Du Ratio in 0.00 0:000 0.00 0.11 0.11 0.11 0:000 -0:030 -0;030 -0.030 OK OK OK OK OK OK OK OK OK OK 2.1.28 Lund Opsahl T: F: Project: Number: Date: By: Sheet 1233 Andover Park E 16-15-01 June 26, 2017 POP of CMD12.01.01 Filename: Shear Wall Out of Plane Max Cantil€ Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.5) Ultimate Strength Design of Max SW Cantilever Out of Plane - © Input: e Output: 0 Input Reinforcing: 1st Curtain: 2nd Curtain: 1. E = Earthquake Force, W = Wind Force, H = Soil Pressure Load 11.625 in. 1st Curtain: # 4 @ 48 inches on center 6.3 ft. "d at 9.625 inches from the loaded face 2 Curtain: # 4 @ 48 inches on center at 2 inches from the loaded face Support Condition: Free Top, Fixed Bottom Wall Section Wall Geometry: 6.33' high, 12" nominal thickness CMU wall Cells Grouted at 8" o.c. Wall Material Properties: fm = 1,500 psi fy = 60,000 psi Em = 1,350 ksi Es = 29,000 ksi n = 21.48 Applied Loads: Dead Load Floor Live Load Roof Live Load Snow Load Horizontal Seismic Load Vertical Seismic Load Vertical Wind Load Lateral Loading: # Load Load Condition Type E,W,H1 P,T,M2 1 E T P plf 0 0 0 0 0 0 0 M plf-in 0 0 0 0 0 Wall Weight psf 133 0 0 0 Load Start Load End Location Value Location Value ft plf,psf,plf-in ft psf 0.0 46 6.3 46 Seismic Performance Category: D # 4 @ 48 inches o.c., As = 0.05 in2/ft, p = 0.0004 # 4 @ 48 inches o.c., As = 0.05 in2/ft, p = 0.0004 maximum p = 0.0004 < 0.0071 = pmax - OK Wall Design Geometry, Gross Moment of Inertia and Section Modulus: Positive. Moments: Negative Moments: Gross Section: b = 48.00 in d = 9.63 in b = 48.00 in d = 9.63 in b= 12.00 in Ig = b*t3/12 Sg = Ig/(t/2) = 1,571 in'/ft = 270 in3/ft Allowable Stresses and Cracking Moment: hit = 6.54 < 30 - Fa max Maximum Axial Stress for h"/t > 30 = 0.05fm Maximum Axial Stress for WA < 30 = 0.2f m f r (per MSJC Table 3.1.7.2.1) Mcr = Sg* f r/1000 = 0.2fm = 75 = 300 = 163.0 = 44.1 psi psi psi kip-in/ft 2.1.29 O Lund Opsahl Project: 1233 Andover Park E 0 0 T: O F: 0 Number: Date: By: Sheet 16-15-01 June 26, 2017 POP of CMD12.01.01 Filename: Shear Wall Out of Plane Max Cantile Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.3) - Ultimate Strength Design of Max SW Cantilever Out of Plane -. Factored Input Out -Of -Plane Loads and Moments: Load Load Pu M„ Type Factor klf klf-in Load 1 E 1.0 Ultimate Axial Loads Load Case 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5S 1.2D+1.6Lr+0.5L 1.2D+1.6Lr+0.5W and Stress Checks: Puo + Puw lbs 1,179.2 1,010.7 1,010.7 1,010.7 1,010.7 @h ft 0.00 0.00 0.00 0.00 0.00 Wu start ksf 0.046 Puo + Puw/Ag Stress psi Ratio 8.45 7.25 7.25 7.25 7.25 0.028 0.024 0.024 0.024 0.024 Service Load Moments and Maximum Deflections: - Maximum Allowable Deflection, As max = 0.007h = 0.532 in Equivalent Unfactored Load Case D+0.75[L+S+0.7E] D+0.7E D -0.7E 0.6D+0.7E 0.6D -0.7E Ps Ms 0 Ms Pp @ h kips kip -in 0.84 -5.77 0.84 -7.69 0.84 7.69 0.51 -7.69 0.51 7.69 Ultimate and Nominal Shear: Load Case Governing Location 1.2D+1.0E+0.5L+0.7S Bottom 1.2D-1.0E+0.5L+0.7S Bottom 1.2D+1.0E Bottom 0.9D+1.0E Bottom 0.9D -1.0E Bottom Vu kips 0.29 0.29 0.29 0.29 0.29 hstart ft 0.00 OK OK OK OK OK As kip -in ft in -5.77 0.00 0.0039 - 7.69 0.00 0.0052 7.69 0.00 -0.0052 - 7.69 0.00 0.0052 7.69 0.00 -0.0052 oVn kips 9.93 9.93 9.93 9.88 9.88 Wu end hand ksf ft 0.046 6.33 @h ft 6.33 < Amax - OK 6.33 < Amax - OK 6.33 < Amax - OK 6.33 < Amax - OK 6.33 < Amax - OK 0.80 Strength Ratio 0.03 0.03 0.03 0.03 0.03 OK OK OK OK OK Lund Opsahl T: F: Project: Number: Date: By: Sheet 1233 Andover Park E 16-15-01 June 26, 2017 POP. of CMD12.01.01 Filename: Shear Wall Out of Plane Max Cantile Reinforced Concrete Masonry Out -Of -Plane Loaded Wall per 2013 CBC Section 2108 (2011 MSJC Section 3.3.5) - Ultimate Strength Design of Max SW Cantilever Out of Plane - Ultimate Axial Load and Data for Ultimate Positive Moment Calculations: Load Case P„ @ h ASe c Icr kips ft in2 in in' 1.4D 1.18 0.00 0.07 0.37 114.2 1.2D+1.6L+0.5Lr 1.01 0.00 0.07 0.36 111.4 1.2D-1.0E+0.5L+0.7S 1.01 0.00 0.07 0.36 111.4 1.2D -1.0E 1.01 0.00 0.07 0.36 111.4 0.9D -1.0E 0.76 0.00 0.06 0.33 107.2 Ultimate Positive Moment and Deflection: Load Case Mn 4:1M„ kip -in kip -in 1.4D 70.2 63.1 1.2D+1.6L+0.5Lr 69.1 62.2 1.2D-1.0E+0.5L+0.7S 69.1 62.2 1.2D -1.0E 69.1 62.2 0.9D -1.0E 67.6 60.8 Muo Mu PA kip -in kip -in 0.00 0.00 0.00 0.00 10.99 10.99 10.99 10.99 10.99 10.99 = 0.90 Strength Ratio 0.00 0.00 0.18 0.18 0.18 Ultimate Axial Load and Data for Ultimate Negative Moment Calculations: Load Case P„ @ h ASe c 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.0E+0.5L+0.7S 1.2D+1.0E 0.9D+1.0E kips 1.18 1.01 1.01 1.01 0.76 ft in2 0.00 0.00 0.00 0.00 0.00 Ultimate Negative Moment and Deflection: Load Case Mn (I)M„ 1.4D 1.2D+1.6L+0.5Lr 1.2D+1.0E+0.5L+0.7S 1.2D+1.0E 0.9D+1.0E 0.07 0.07 0.07 0.07 0.06 in 0.37 0.36 0.36 0.36 0.33 Mu 0 Mu PA kip -in kip -in kip -in kip -in - 70.2 -63.1 0.00 0.00 - 69.1 -62.2 0.00 0.00 - 69.1 -62.2 -10.99 -10.99 -69.1 -62.2 -10.99 -10.99 -67.6 -60.8 -10.99 -10.99 Icr in4 114.2 111.4 111.4 111.4 107.2 Au in 0.000 0.000 0.007 0.007 0.007 = 0.90 Strength Ratio 0.00 0.00 0.18 0.18 0.18 Du in 0.000 0.000 - 0.007 - 0.007 - 0.007 OK OK OK OK OK OK OK OK OK OK 154 -01 LanternLanding R18_ 1 Ll L • 2 K' '6 1 1. GENERAL REFERENCE ROOF ELEVATION SHALL BE 16'-m, UN°. ELEVATION AT TOP OF STEEL SHALL RE 1 1/2" BELOW TOP OF DECK, UNO. I-XLX'1 INDICATES ELEVATION ABOVE OR BELOW REFERENCED TOP OF STEEL. SLOPE ROOF DECK BETWEEN ELEVATIONS INDICATED. 13. A REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 13. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. 1 <. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY 21106,1 THOSE SHOWN ON PLANS, CONTRACTOR SHALL 1 CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION, 1.6 r • INDICATES COLLECTOR PART OF THE MSFRS 2. ROOF TYPICAL STEEL DECK SHALL CONSIST OF 16 Ga 11/2- DEEP METAL DECK. UND. REFER TO TYPICAL STEEL DECK DETAILS. REFER TO TYPICAL DETML FOR OPENINGS IN STEEL DECK, UNO. CONTRACTOR SHALL VERIFY ALL DECK EDGE DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. ALL STEEL BEAMS SHALL BE SPACED EQUALLY, UNO. 23. REFER TO TYPICAL STEEL FRAMING DETAILS. 0® (1 it 4'-1r s 15'-10" 6091,110 8 14.99 kips Collector and Connection 0E= 315 Lips Diaphragm Connection: pE= 4664,0/0 Diaphragm Connection to Right: pE= 3281bs/9 Diaphragm Connection to LO- PE. 111161Nt U \\ 18 C9 -h'. E. 6. S08kips Collector and Connection. 01= 16.27 kips n aphraspn Connection: pE= 203.375165'11 1� 0(..37'3Q16)0, Collector= 9.:65 kips Collector and Connection DE= 24.4125 kips Diaphragm Connection: PE= 408.2596sif• W-7) 2,5 KJOIST 'l SUBSTITUTE, TYP I -- IS KJOOT SUBSTITUTE, TYP 6 10-2: E. 9.94/1 kips O6phragin Connection: pE = 1165.81/silt • R. ONorth Lantern Upper Roof Framing Plan 3 Scale: 1/8" = 1-0' C6 -a: E. 3.589 Lips Collector and Connecter: DE= 9Lips Diaphragm Connection: PE= 173 !POI 91-5: E--- 3.597 kips Collector and Connection: 0E= 9 kips Diaphragm Connection'. pE= 1661bs/it 43-a. E= 5.867 kips Collector and Connection: DEA 14.67 kips Diaphragm Conr rection: pE= 251195/ 11 C2-0: E_ 59'18 kips Diaphragm Connection: pE= 694165/ft 250 JOIST SUBSTITUTE, TYP GA i ; G.9 ©0 461 33 1 T"ii W16*33 n/5400. �._ I FII 1i � II _ METAL DECK NOTE 2 3 8I t 1 II i' \ ° o an a aa N\ 8 I = Type ._.. .LTM -3. 0 36/4 Weld Pattern at Supports O Sidelaps Connected with PunchLok I1 Tool 0 O Allowable Diaphragm Shear Strength, q (pIf) and Flexibility Factors, F ((in./lb)x106 O DECK SIDELAP SPAN (ft -in.) O GAGE ATTACHMENT 4'-0" 5'-0" 6'-0j 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" VSC2 @ 24" q 567 - - 578 496 515 458 478 435 F -5.1+269R -1.4+215R 2.4+178R 4+153R 6.5+133R 7.3+118R 9.2+106R q 688 675 585 590 594 539 - - 548 - © VSC2 @ 18" F -6.3+270R -2.5+216R 1.1+179R 2.8+153R 4.1+134R 6.1+119R 6.9+107R O VSC2 @ 12" q 789 759 - 738 - - 723 711 - 701 ' -- 694- O 22 F__7,2+270R_-3.4+216R_0.7±180R 1..2+154R.,_2.6+135R 3.7+119R 4.7+107R- VSC2 @ 8" q 943 949 908 ' 918 889 899- -- 878 0 - F -8.4+271R -5+217R -2.3+180R -0.7+155R_ 0 8+135R 1.7+120R 2.6+108R q 1048 1034 1024 1017 1011 1007 1001 VSC2 @ 6" © _ F -9.2+271 R -5.6+217R -3.3+181 R -1.6+155R -0.3+135R 0.7+120R 1.5+108R O VSC2 @ 4" q 1169 1162 1157 1154 1151 114910611 F -10.1+271R -6.6+217R -4.4+181R -2.7+155R-1.5+136R -0.5+121R 0.3+108R O VSC2 @ 24' q 777 - 792 682 708 632 658 601 625 579 F -1+170R 1.3+136R 3.9+113R '4.8+96R 6.6+84R 7+75R 8.3+67R 8.4+61R 9.5+55R VSC2 @ 18" q 936 919" --. 801 - 808 813 741 -- 752 761 - -709 ® F -2.1+171R 0.3+136R 2.7+113R 3.8+97R 4.6+85R 6+75R 6.4+67R 6.7+61R 7.7+56R VSC2 @ 12" q 1066 1028 1001 981 966 - - --953 - ' 943 ' 935 1 91 20 F _2.9+171R_ -0.5+137R_ 1.2+114R _2.4+97R_3.3+85R _ 4+76R _ 4.6+68R _ 5.1+62R _5.5+57R - - q -1259 - 1265- - -- 1216 - -1227 - - - 1192 -1205 - 1178 [ `108$ VSC2 @ 8" 912 _ _ F _-3.9+171R-1.8+137R _ -0.1+114R_ 0.94-98R_ 1.9+86R _ 2.4+76R _3+68R _3.4+62R 3.8+57R O VSC2 @ 6" q 1385 1368 1357 1348 1341 1336 riiiribas - 912: l F -4.6+172R -2.3+137R-0.8+114R 0.2+98R 1+86R _ 1.7+76R 2.2+69R 2.6+62R 2.9+57R 0 VSC2 @ 4" q 1527 1519 1513 1509 1506 1504 n=8"--7173185 912. O F -5.3+172R -3.1+137R -1.7+115R -0.6+98R 0.2+86R 0.8+76R 1.2+69R 1.6+62R 2+57R VSC2 @ 24" q 1238 1253 1084 1118 1000 1038 949 985 914 F 1.4+83R 2.3+66R 3.8+55R 4+47R 5+41R 5.1+37R 5.8+33R 5.7+30R 6.3+27R O VSC2 @ 18" q 1471 -1441 1262 1269 1274 1163 1178 1190 - 1110 F 0.5+83R 1.6+67R 2.9+55R 3.3+47R 3.7+42R 4.4+37R 4.5+33R 4.6+30R 5.2+28R - __ VSC2 @ 12" 1661' 1600 1557 1525 1501 1481 1465 1452 13 q F -0.1+84R 1.1+67R 1.9+56R 2.4+48R . 2.9+42R 3.2+37R 3.5+33R 3.7+30R -3.9+28R0 18_ VSC2 8" q -1936- - 1942 - 1869 --1884 ---1833 _ -'1849' - 1809 - 'I. 1.65 1394 1 O @ F -0.8+84R 0.2+67R 1.1+56R_ _ 1.5+48R _2+42R _ 2.2+37R 2.6+33R 2.7+30R _ 2.9+28R VSC2 @ 6" q 2114 2088 2070 2057 2047 2038 7 659 194 F -1.2+84R -0.1+67R 0.6+56R 1.1+48R 1.5+42R 1.8+37R 21+34R' 2.3+31R 2.4+28R O VSC2 @ 4" q 2311 2299 2291 2285 2280 2276 5 1 4 F -1.6+84R -0.5+67R 0.2+56R 0.7+48R 1+42R 1.3+37R 1.6+34R 1.8+31R 1.9+28R O VSC224" q 1606 1635 1418 J 1469 1317 1370 1254 1304 1211 @ F 2.6+47R 3+38R "4;1+31R 4.1+27R 4.9+23R 4.84-21R 5.4+19R 5.2+17R 5.7+15R O q 1912 1880 1654 1687 1677 1534 1557 1575 1472 O - F 1.7+47R 2.4+38R 3.3+31R 3.5+27R 3.7+24R 4.2+21R 4.3+19R 4.3+17R 4.7+16R 0 0 0 0 0 16 VSC2 @ 18" VSC2 @ 12" q 2156 -- 2085 2035 -- 1998 1969 - 1946 1928 1912 -- "- 1899 F 1.2+48R 1.9+38R 2.4+32R 2.7+27R 3+24R 3.2+21R 3.4+19R 3.5+17R 3.6+16R VSC2 @ 8" F_ 0,7+48R 1.2+38R _ 1.7+32R _ 2+27R _ _ 2.3+24R 2.4+21 R _ 2.6+19R -2.7+17R 2.8+16R VSC2 @ 6" --q --2716- -- 2689 - 2669 - 2654 -2643 "' 2634 - - -2627' " 3iO 41 F 0.3+48R 0.9+38R, 1.4+32R 1.7+27R 1.9+24R 2+21R 2.2+19R 2.3+17R 2.4+16R q 2501 - 2512 2426 2446 - 2384 2406 2358 VSC2 @ 4" q 2948 2936 2927 2921 2916 2912 F2795' ' 2310-- 1941 F -0.1+48R 0.6+38R 1+32R 1.2+27R 1.5+24R 1.6+21R 1.8+19R 1.9+17R 2+16R See footnotes on page 28. O 0 • 30 1a VR4 VERCO DECKING, INC. www.vercodecleacon 0 Project AnAov Sheet Subject QcepI1 (s.( (ti C00r1Qe.+ 1, Client Designer POP www.Iundopsahl.com 1 Tel: 206.402.5156 Page No. Project No. VP `) TV -0/ Date 01 / 70 7 EfZEciiow ft_ ¶30L1 .7-oljr PGI' 1� QEck QE P I� N `l4 AoJ o- CAoac.,fK Tu= 61.115 kips 1NP Dim 5E,4- CONN t: i l iy,� 4J-Bc PCR- PSN ri e& R:9 f 378 to/ e,,62)1*L1 vJFwcp Developed Rebar Capacity= (8)*0.9*60ksi*0.2in2= 86.4 kips OK PL T ;J4k 4 a 3 91.7 kip -in act - + q•0 +1.%11t -,> _. M., y 0.673 in act sorb Use 3/4" PL 2.2.3 0000000000000000000000000000000000000000000 Project 1133 And,,,, 'Pact E Sheet Subject Client ?op Designer r v I www.lundopsahl.com I Tel: 206.402.5156 pego No. Project No.1Cr-15^` —o) Date Cl/01/17 P., .c r X1405 . Co 123/4 ti c: W/ (4)_-&t ,,rl GAC,;E 3,Gts• e �i -. PLAN _. Shi p2 M06,1 D .- Top dF Wa11. Cc nrii0r;t, ANT PV eta. +O WE_ Tit. .L , -) 0.0 8 70 M 3/,t" w410k C,�u t 1 zti t 4- C,"(2_ _ C,G.e' Cy, PD. 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Cut, is a.] 4 • Af+a, A,L Tis u, t: 2:ic lbs J _ 2.2 .9 000000 Project I/33 Avickovtr FarL E Sheet Subject W Q l .iu. QDo Client Designer Poe www.lundopsahl.com 1 Tel: 206.402.5156 Page No. Project No. (CP -15"4-61 Date01JtCl/17 mpii tic elcol tk @ I0"o. 4. l�q" PLY f, 1„(- 44c...4 2 _ zCO9 C4C Ceti !A f 19 = 179,4"1-- 4 to e� Z = _ Co, 1.G C4= 1.0 ) D,s-+ f3f•.., C,L(, 4,d7 = J85 Grt_ /4: -7 �A_� ov -LEY I F r ' 1.307 K ms J 1 �$0. 25 ,`R $E I"r11! oJ5b1,] { zL-- `'f19 1t d 3 321 : Fp ,✓ Aco'ta•-r61.4 i CMt& C0.p.x �i, = I1oS It' s,,,o., Ofcud1,rc.vr r ret/e?v 1/9at C `{8... 54 -.op A41044 •Ti1 32js' ii. ,,/ _ bfoc_Lt -Co,- are 179 rz-0°/,cr� Oar'''. _ 0.5E 5/frqUoN MDL.2 e..Titi .CPLAt-3o7s_f� t/ OA/ NG� � D (° g 4, 0,.pl ass ei Lo/ S �'M p o 1 S4'"af 0. 4' �(j?4v.- 4 , '1 OA / 2.2. 10 Project 12 33 Ave-nA0- E Sheet Subect. (E)L Client_ Designer i70.1 www.lundopsahl.com 1 Tel: 206A02.5156 e. 3yc ,G Zs ff E ' y/ 1-{7 L/ rLouer &Jiff 2 Page No. / _Date%L6/v X0,17/(i, k 3G.s- 7t5: (a& 7 140 L,; 0, L 0.00 z7e Pro'ect ( 233 = r -'C E Sheet Subject___C.o !c Wa,1:)S Pale No. Client- Project No, I C, -1_671! Pti Designer 1 O1 www.lundopsahl.com 1 Tel: 206.402.5156 Date\ Z /2.7/)1 C k fir_) \,,J4Il -6),- oma* P(a);„ ate — 5Pdn f 4n 5-����gb 4. w onrpbo�� ;Sn f c• ly 1G; -o' Loam btI An c,110 - LA) ' G.`t Sxs V`r,oW SP, . O 1.1C W SP1 f '33.. j 7a 1..p /ea (J c 0.4 So, 7Fe 12i4 9-9 Lr -f-+ SP OP HSs y.rc'4 A %L = Go 33.E pts .4y x07- = 16”.R 1+.� ,p -Q} IET -13 ,4ic] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Lund Opsahl POP Page: Project: Sub -Project I Pos. No.: Date: 1 Andover Park 16-154 6/26/2017 Specifiers comments: Strong Back to Wall Anchor 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, 0, E, or F) Geometry [in.] & Loading [Ib, in.Ib] HIT-HY 200 + HAS 3/4 hei,act = 4.000 In. (het,limit = - in.) 5.8 ESR -3187 11/1/201613/1/2018 Design method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 20.000 in. x 20.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, fb' = 3000 psi; h = 6.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 000000000000000000 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Lund Opsahl Page: 2 POP Project: Andover Park Sub -Project I Pos. No.: 16-154 Date: 6/26/2017 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity DN / I3v [%] Status Tension Bond Strength 3972 5658 71 / - OK Shear -/- Loading YN Utilization ftN,v I%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties O• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly O complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to O compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific O application. O You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use O the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or O programs, arising from a culpable breach of duty by you. 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 O Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gravity Calculations Wall Locations A.1 XOPIN 6I 5.8 14 (3.4 3.3132 3.1 3 n% 0'`1'-0' '-p III A30, A60, III III \2.2, 12.11 I 1 AB.O FLOOR PLAN IIS ' I I I 5 X4 M1) Mi> II IFFE 25.531 II EXIST. /�COLIfAN TO / REMNN I I I RAM NISHE TO MCWY ADJACENT EXISTING 1 111 RELOCATEDp FIRE RISER. 1 PLACEMENT � DIMENSIONS TO RE 000 91251,7 -FA -13 PLUMBING DESIGN. [:; Pet A0.02 5Fj L1 81 C6 1 i' 1 /1 �F1—I R- Dear, (kips): 1 Dead: 5 R Live. o.3:3a II � I 754.02 / � I 1 I NEW 4%0 STEEL COLUMNS -2 PER STRUCTURAL / I II Reaction (kips): - OeaA: 2.?G - R Lne: 2.85 15 AB.0 .01 N Aa.o2 58 SEE ENLARGED SITE PLAN FOR SIDEWALK LAYOUT __ _. =1 Reaction 0160 - Deed: 42215 Live: 520.2 1 AS.02 A13.02 M.0 1 Ad A.l1 082— I--- I Rea eapi, kip0: 1 1 j -Deap'2.,1 R L�Ye: 1'3. III I I I _J-- I_L 11, Ii 1TTT' l-1ReeU a Oea3:4 a7 1 I 3 A7.011 0 32 3.1 " 3 22 A3i 0 o3 1 G,2 FLOOR PLAN LEGEND: EXISTING WALL ALL I 1 SHEET NOTES: KEYNOTES: 1111 JACKSON aFCI'IT �1y; 7URE 311 FIR ' SOUTH SEATTL8104 20E. WA 42820 ACOS0 4.00 W WW.JACKSONM.AIN.COM THE ANDOVER COMPANY, INC. LANTERN LANDING PROJECT NO.: 17053 PROJECT MSR_ JJW DRAWN RV: BJS CHECKEDBV: Checker FLOOR PLAN 3.1.1 A2.01 Lower Roof Framing 0 (C €3)—/— Lower .3 (52 5.,za-) 1 4 1 3.4 3.3 3.2 3 ue•-a• 2.2 ICr i 0.8rt-1:7 c\y --SLOPE ALL CRICKETING AT NW R 1'-0•. TYPICAL ]' -TAT SCUPPER 0 ROOF VENTS • RESTROOM LOCATIONS TO BE CONFIRMED BY TENANT t] -TAT SCUPPER 17 - TAT SCUPPER ROOF ACCESS HATCH 17 -] AT SCUPPER 0 ROOF PLAN /1 I' o MB1 i MB , MB 01 1 \A3 o1 _NEW B METAL COPING AT ALL NEW AND EXIST G PARAPET WALLS, UNLESS NOTED OTHERWISE. 01070 1/4' 11•-0 EXIST. ROOF STRUCTURE UCTURE WITH NEW TPO MEMBRANE OVER R-30 RIGID INSUL. i fi• -fi. T� pit' °r. Ao?01 1 ya 0 4' a. 0.01/ -0 �_fi I99000 600ONG L NGTH OF ROOF EDGE 11e1 NEW CANOPYAND STRUCTURE AT ENTRYWAY BELOW OPE o- RCOFVENT. LR -B4110 R6RTROOM LOCATIONS TO BE CC NFIRMED BY TENANT DOWNSPOUT LOCATION NEW ROOF STRUCTURE 7P MEMBRA 4L°1r0 R 30 RIGID rcisuL. matt DOWNSPOUT f" OCATION 5/ DOWNSPOUT LOCATION 040 BUILDING FOOTPRINT BELOW -NEW CANOPY AND 'STRUCTURE OVER NEW ENTRYWAY EXTENSION BELOW f T - i III o , BUILDING FOOTPRINT BELOW RETURN 6' CURB ALONG L END OF LANTERN RpOF ON EITHER SIDE I B ILDING FOOTPRINT BELOW SLOP WC I ■1 A4.0y TPO ROOF OVER/ 0TGIDINSUL. ON I 'LANTERN' RN 6'CURBLANTERN L WENN OF LANTERN R■OF ON EITHER SIDE 6' WIDE CURB ALONG 712 =tir.THnFR F n ■ au4 �wFr� 1,1" L=61,2 ` I \ I I. I �- III LOW ELAREN6'FLANTNG I LOW EON OF 4 ROOF ON EITHER SI SI.E c: I I 1\ NEW TPO ROOF OVER R. °RIGID INSUL. DNS '. _III sill - _ Ir l 1 11`I II i\0 III I 1 fi WIDE CURB ALONG I' I I I I ( i Aa.01 h, `b `\' LENGTH pF ROOF GE 1 I ■ 1 I WG1 Irl III 1, _ II T --I_IIJ H \A. .0 SHEET NOTES: KEYNOTES: Al• JACKSON) nnc I/jr�=I, ur,e 311 FIRST M/8N SOUTH SEATTLE WA 98104 206 324.4800 WWW JACKSONMAIN.COM THE ANDOVER COMPANY, INC. LANTERN LANDING H W ce 00 12. p O, i O� 0 ae Q Y PROJECT NO.: 17053 PROJECT MGR: JJW CIRAWNBY: RJB CHECKED BY: JJW ROOF PLAN 3.1.2 A2.02 i Lantern Framing 1 5.8 T 5.2 5.1�3.43.21 ) II x-B'�r-o' r-6• ,r/ 1TT '1 2 II III —SLOPE ALL CRICKETING AT 1I3' PER 1'-01, TYPICAL A.1 T -T AT SCUPPER o/ NEW BRAKE METAL COPING ATOP ALL NEW O EXISTING PARAPET WALLS, UNLESS NOTED I OTHERWISE. SLOPE 1,01 0 0 01 0 0 0 ROOF VENTS - RESTROOM LOCATIONS TO BE CONFIRMED BY TENANT 17 -TAT SCUPPER , I7' -TAT SCUPPER ROOF ACCESS HATCH 11 -TAT SCUPPER.., 7---` ROOF PLAN EXIST. ROOF ITRUCTURE WITHNEW 1,' TPO MEMBRANE OVER RIGID IN R-30 RIGID INSUL. 11I II I I —H DOWNSPOUT LOCATION Reaction (kips): - Dead: 2.76 - R Lire: 235 DOWNSPOUT LOCATION MIMB BUILDING FOOT INT BELOW Reaction ((001(41 -Dead: 422.5 - Live, 51,2 5.8 11 Reaction (kips). - Dead, 5.55 - R1Live: 6.34 1 NEW CANOPY AND 1 STRUCTURE AT ENTRYWAY BELOW .02 +—NEW CANOPY AND STRUCTURE OVER NEW ENTRYWAY EXTENSION BELOW 0 / b• ` `6 WIDE B ALONG 1 v St: BMl URN. EN • • OF ON NEW TP OVERR INSU LENGTH RETURN OFRROOF EDGE CURB ALONG I ^ — 2. 3 1 II LQW EN• R•OFO I .' OF LANTERN EITHER BIDE I I B LOIN• F•OTPRI TBELOW WIDE. -: IONG 1l I 1 �I I`' I IS 3B TP , 4Y i.- I 1•19•2•11 4 122 I III .I A4.01 / / N. R TPO'OOF 0FUG OVER INSUL. ON ERN _—•� 1 - I 1 1 �II_— - __R LR 61 WEN•OF HOF ON IDE• •l LANTERN EITHER SIDE RB ALONs.. 1 -1- rl -N I H i 1 JI B•-Btrr II T I I I I IIII BUILDING 1 II FOOTPRINT BELOW IIIA4.02 II,- — R: L R St: BMl URN. EN • • OF ON NEW TP OVERR INSU URB AL •NG IANTE'N THER SI E •ROOF RIGID ONN II I11I ^ — 2. 3 WIDE. -: IONG 1l I 1 M.Ot /---/ II , S. ... I NGTH O ROOF EDGE II 15-BM1 -66L1 i.- I 1•19•2•11 --- 1 1 I I j Reaction (kip0)'. (Dead:4.37 - R Live, 5,15 46 1 Reaction Ikip6): -Dead: 2.110 - R 23= 1. id E-Ygi.: -L, Qj 8 SHEET NOTES: 0 (C.2 3 G.8 G.9 KEYNOTES: 3.1.3 JACKSON ARC�11T�' -URE 311 FIRST M/CN SOUTH SEATTLE, WA 96104 206 324.4800 W W W.JACKSONMAIN.COM THE ANDOVER COMPANY, INC. LANTERN LANDING STRUCTURAL COORDIN PROJECT NO.: 17053 PROJECT MGR.: JJW DRAWN BV: 828 CHECKED BY: JJW ROOF PLAN A2.02 Project Subject' Client 1.233 Anotcvb- f L Sheet Project No, I CP -15170? Designer PQ P www.iundopsahl.com I Tel: 206.402.5156 Date 01109/ 447 = ao02s4o KiKzki,V 110 MPH ,1t,styo $ , Ntax i,i s 2. 'KZ.'" 0::7;. K2t - ),v Ka. t 0,15 ivkw fLs pWh�w �_ 411 G- Corti? or, vat k:•Cadd 1,5. - (GCr)'(<41.1)1=�►�; GPJ 3.32-..)pr4, G C -p = Varkr o , \J d A ,- (G -Cr 0 s f&1)s : 'F;e1& 6_6=GP) - '1-°, "1'1 --'' 22 ,pt_t t7•7 -at t; (--J7'4‘-1-(4) r(GC1') 4 1,0 2 —0191-1) ZZ Pi 'i2.00c'S ; to. ie_ 1 ; —1.0 , -r0,1 . ,�—�2.-,; , q (:),k Zo•tc, Z ' -1. Zr �+ bei --� - ,7 e,L / 9 P i1' Zont.., 3 . -2•S 40.3 — —S5 �s4 9 / Pck OI trAlaos t fritlc. - 1.7 , —351,-+ 7 O 0 O 0 0 0 0 0 0 O The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load -carrying capacities, in pounds per American National Standard SJI K-2010 STANDARD ASD LOAD TABLE OPEN WEB STEEL JOISTS, K -SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute November 4, 1985 Revised to May 18, 2010 — Effective December 31, 2010 O linear foot, of ASD K -Series Steel Joists. O The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the DEAD Toad. In all cases the DEAD load, including the joist self -weight, must be deducted from o the TOTAL load to determine the LIVE Toad. The approximate joist weights do not include accessories. O The RED figures in the Load Table represent the uniform Toad, in pounds per linear foot, which will produce an O approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for supplementary deflection criteria (i.e. a uniform load which will produce a joist deflection of 1/240 of the span may be O obtained by multiplying the RED figure by 360/240). In no case shall the prorated load exceed the TOTAL load -carrying O capacity of the joist. O Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row O of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 60'-0". O The approximate gross moment of inertia (not adjusted for shear deformation), in inches'', of a standard joist listed in the O Load Table may be determined as follows: O I� = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span — 0.33) in feet. O The TOTAL safe uniformly distributed load -carrying capacities, in pounds per linear foot, of ASD K -Series Steel Joists O shall not exceed 550 plf for spans shorter than what is explicitly shown in the Load Table. The maximum prorated RED O load shall not exceed 550 plf (the TOTAL load -carrying capacity of the joist as given in the Standard ASD Load Table for Open Web Steel Joists, K -Series). O Loads for span increments not explicitly given in the Load Table maybe determined using linear interpolation between the O load values given in adjacent span columns. O For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel O Joist and Joist Girders. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50 3.1.4 9 EEL JO'SJ. �`SJI tis TIT VS 51 3.1.5 STANDARD LOAD TABLE FOR Based on a 50 ksi Maximum Yield Strength OPEN WEB STEEL JOISTS, K -SERIES - Loads Shown n In Pounds Per Linear Foot (plf) '} Joist Designation 10K1 12K1 12K3 12K5 14K1 14K3 14K4 14K6 16K2 16K3 16K4 16K5 16K6 16K7 16K9 Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx. Wt (Ibs.ft.) 5.0 5.0 5.7 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 8.6 10.0 is Span (ft.) 10 550 550 11 550 542 12 550 455 550 550 550 550 550 550 13 479 363 550 510 550 510 550 510 14 412 289 500 425 550 463 550 463 550 550 550 550 550 550 550 550 15 358 234 434 344 543 428 550 434 511 475 550 507 550 507 550 507 16 313 192 380 282 476 351 550 396 448 390 550 467 550 467 550 467 550 550 550 550 550 550 550 550 550 550 550 550 550 550 17 277 159 336 234 420 291 550 366 395 324 495 404 550 443 550 443 512 488 550 526 550 526 550 526 550 526 550 526 550 526 18 246 134 299 197 374 245 507 317 352 272 441 339 530 397 550 408 456 409 508 456 550 490 550 490 550 490 550 490 550 490 19 221 113 268 167 335 207 454 269 315 230 395 287 475 336 550 383 408 347 455 386 547 452 550 455 550 455 550 455 550 455 20 199 97 241 142 302 177 409 230 284 197 356 246 428 287 525 347 368 297 410 330 493 386 550 426 550 426 550 426 550 426 21 218 123 273 153 370 198 257 170 322 212 388 248 475 299 333 .255 371 285 447 333 503 373 548 405 550 406 550 406 22 199 106 249 132 337 172 234 147 293 184 353 215 432 259 303 222 337 247 406 289 458 323 498 351 550 385 550 385 23 181.' 227 116 308 150 214 128 268 160 322 188 395 226 277 194 308 216 371 252 418 282 455 307 507 339 550 363 24 't6t 208 101 282 132 196 , 113 245 141 295 165 362 199 254 170 283 189 340 221 384 248 418 269 465 298 550 346 25 180 1 100 226 124 272 145 334 175 234 150 260 167 313 195 353 219 384 238 428 263 514 311 26 11 166 88 209 110 251 129 308 156 216 133 _ 240 148 289 173 326 194 355 211 395 233 474 276 27154" 193 98 233 115 285 139 200 119 223 132 268 155 302 173 329 188 366 208 439 246 `+ 28 143 71 180 88 216 103 265 124 186 106 207 118 249 138 281 155 306 168 340 186 408 220 29 11173s IaW4 193 106 232 124 261 139 285 151 317 167 380 198 30 161` 180 86 96 _ 216 112 244 126 266 137 296 151 355 178 ra 31 ) Ii 1514j168 ` 203 78316 MW873161101 228 249 114 124 277 137 332 161 32 142 158 7i 79. s4 190' 92 4014121 233 143`. 112 259 124 311 147 9 EEL JO'SJ. �`SJI tis TIT VS 51 3.1.5 J1, J2, J3 J4 STANDARD LOAD TABLE FOR OPEN WEB STEEL J0 STS, K -SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shover In Pounds Per Linea Joist Load ng: Total Load: [20psf DL + 25psf LL]*6ft= 270 lbs/ft (includes Joist SW) Live Load: 25psf*6ft= 150 lbs/ft 3.1.6 52 Joist Designation 18K3 18K4 181(5 18K6 18K7 181(9 18K10 201(3 2d(4 20K5 201(6 20K7 201(9 201(10 221(4 221(5 221(6 221(7 22K9 221(10 22K11! Depth(In.) 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22 Approx. Wt. (lbs./ft.) 6.4 7.2 7.7 8.4 8.9 10.1 11.6 6.5 7.2 7.7 8.4 8.9 10.1 11.6 7.3 7.7 8.5 9.0 10.2 11.7 11.9 Span1 (ft.) 18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 494 550 523 550 523 550 523 550 523 550 523 550 523 550 550 550 550 550 550 550 550 550 550 550 550 550 550 20 463 423 550 490 550 490 550 490 550 490 550 490 550 490 517 517 550 550 550 550 550 550 550 550 550 550 550 550 21 420 364 506 426 550 460 550 460 550 460 550 460 550 460 468 453 550 520 550 520 550 520 550 520 550 520 550 520 550 550 550 550 550 550 550 550 550 550 550 550 550 550 22 382 316 460 370 518 414 550 438 550 438 550 438 550 438 426 393 514 461 550 490 550 490 550 490 550 490 550 490 550 548 550 548 550 548 550 548 550 548 550 548 550 548 23 349 276 420 323 473 362 516 393 550 418 550 418 550 418 389 344 469 402 529 451 550 468 550 468 550 468 550 468 518 491 550 518 550 518 550 518 550 518 550 518 550 518 24 320 242 385 284 434 318 473 345 526 382 550 396 550 396 357 302 430 353 485 396 528 430 550 448 550 448 550 448 475 431 536 483 550 495 550 495 550 495 550 495 550 495 25 294 214 355 250 400 281 435 305 485 337 550 377 550 377 329 266 396 312 446 350 486 380 541 421 550 426 550 426 438 381 493 427 537 464 550 474 550 474 550 474 550 474 26 272 190 328 222 369 249 402 271 448 299 538 354 550 361 304 236 366 277 412 310 449 337 500 373 550 405 550 405 404 338 455 379 496 411 550 454 550 454 550 454 550 454 27 252 169 303 198 342 222 372 241 415 267 498 315 550 347 281 211 339 247 382 277 416 301 463 333 550 389 550 389 374 301 422 337 459 367 512 406 550 432 550 432 550 432 28 234 151 282 177 318 199 346 216 385 239 463 282 548 331 261 189 315 221 355 248 386 269 430 298 517 353 550 375 348 270 392 302 427 328 475 364 550 413 550 413 550 413 29 218 136 263 159 296 179 322 194 359 215 431 254 511 298 243 170 293 199 330 223 360 242 401 268 482 317 550 359 324 242 365 272 398 295 443 327 532 387 550 399 550 399 30 203 123 245 144 276 161 301 175 335 194 402 229 477 269 227 153 274 179 308 201 336 218 374 242 450 286 533 336 302 219 341 245 371 266 413 295 497 349 550 385 550 385 31 190 111 229 130 258 146 281 158 313 175 376 207 446 243 212 138 256 162 289 182 314 198 350 219 421 259 499 304 283 198 319 222 347 241 387 267 465 316 550 369 550 369 32 178 101 215: 1181 242 132 264 144 294 159 353 188 418 221 199' 1261 240 147 271 165 295 179 328 199 395 235 468 276 265 180 299 201 326 219 363 242 436 287 517 337 549 355 33 168 , 92 202 108 228 121 ' 248 131 276 145 332 171 393 201 187 114 226 134 254 150 277 163 309 181 371 214 440 251 249 164 281 183 306 199 341 221 410 261 486 307 532 334 34 184 158 190 98 214 110 233 120 260 132 312 156 370 184 176 105 212 122 239 137 261 149 ; 290 165 349 195 414 229 235 149 265 167 288 182 321 202 386 239 458 280 516 314 35 149 77 179 90 202 101 220 110 245 121 294 143 349 168 166 96 200 112 226 126 246 274 137 151 329 179 390 210 221 137 249 153 272 167 303 185 364 219 432 257 494 292 36 141 - 70 __ 169 82 _ 191 92 208 101 232 111 278 132 330 154 157 88 189 103 213 115 232 259 125 139 311 164 369 209 193 126 236 141 257 153 286 169 344 201 408 236 467 269 37 148 81 179 95 202 106 220'! 245 1151 128 294 151 349 178 198 116 223 130 1 243 141 271 156 325 185 386 217 442 247 38 141 74 170 87 191 98 208 232 106 118 279 139 331 164 187 107 211 119 230 130 256 144 308 170 366 200 419 228 39 133 69 161 81 181 90 198 220 98 109 265 129 314 151 178 98 200 110 218 120 243 133 292 157 347 185 397 211 40 127 64 153 75 172 84 . 188 209 91 101 251 119_ 298 140 169 91 190 102 207 111 231 123 278 146 330 171 377 195 41 161 85 181 95 197 103 220 114 264 135 314 159 359 181 42 153 79 173 88 188 96 209 106 252 126 299 148 342 168 43 146 73 165 179 82 89 200 99 240 117 285 138 326 157 44 139 68 157 171 76 83 191 92 229 109 272 128 311 146 Joist Load ng: Total Load: [20psf DL + 25psf LL]*6ft= 270 lbs/ft (includes Joist SW) Live Load: 25psf*6ft= 150 lbs/ft 3.1.6 52 gSD STANDARD LOAD TABLE FOR OPEN WEB STEEL JO STS, K -SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (p f) Joist 24K4 24K5 24K6 24K7 24K8 24K9 24K10 24K12 26K5 26K6 26K7 26K9 26K10 26K12 Designation ,26K8 Depth (In.) 24 1 24 24 24 24 24 24 24 1 26 26 26 26 26 26 26 Approx. Wt. (lbs./ft.) 7.8 7.9 8.5 9.0 9.4 10.3 11.7 13.5 8.1 8.6 9.0 9.7 10.4 11.8 13.7 Span1 (ft.) 23 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 24 520 550 550 550 550 550 550 550 516 544 544 544 544 544 544 544 25 479 540 550 550 550 550 550 550 550 550 550 550 550 550 550 456 511 520 520 520 520 520 520 550 550 550 550 550 550 550 26 442 499 543 550 550 550 550 550 542 550 550 550 550 550 550 405 453 493 499 499 499 499 499 535 541 541 541 541 541 541 27 410 462 503 550 550 550 550 550 502 547 550 550 550 550 550 361 404 439 479 479 479 479 479 477 519 522 522 522 522 522 28 381 429 467 521 550 550 550 550 466 508 550 550 550 550 550 323 362 393 436 456 456 456 456 427 464 501 501 501 501 501 29 354 400 435 485 536 550 550 550 434 473 527 550 550 550 550 290 325 354 392 429 436 436 436 384 417 463 479 479 479 479 30 331 373 406 453 500 544 550 550 405 441 492 544 550 550 550 262 293 319 353 387 419 422 422 346 377 417 457 459 459 459 31 310 349 380 424 468 510 550 550 '379 413 460 509 550 550 550 237 266 289 320 350 379 410 410 314 341 378 413 444 444 444 32 290 327 357 397 439 478 549 549 356 387 432 477 519 549 549 215 241 262 290 318 344 393 393 285 309 343 375 407 431 431 33 273 308 335 373 413 449 532 532 334 364 406 448 488 532 532 196 220 239 265 289 313 368 368 259 282 312 342 370 404 404 34 257 290 315 351 388 423 502 516 315 343 382 422 459 516 516 179 201 218 242 264 286 337 344 237 257 285 312 338 378 378 35 242 273 297 331 366 399 473 501 297 323 360 :398 433 501 501 164 184 200 221 242 262 308 324 217 236 261 286 310 356 356 36 229 258 281 313 346 377 447 487 280 305 340 376 409 486 487 150 169 183 203 222 241 283 306 199 216 240 263 284 334 334 37 216 244 266 296 327 356 423 474 265 289 322 356 387 460 474 138 155 169 187 205 222 260 290 183 199 221 242 262 308 315 38 205 231 252 281 310 338 401 461 251 274 305 337 367 436 461 128 143 156 172 189 204 240 275 169 184 204 223 241 284 299 39 195 219 239 266 294 320 380 449 238 260 289 320 348 413 449 118 132 144 159 174 189 222 261 156 170 188 206 223 262 283 40 185 208 227 253 280 304 361 438 227 247 275 304 331 393 438 109 122 133 148 161 175 206 247 145 157 174 191 207 243 269 41 176 198 216 241 266 290 344 427 215 235 262 289 315 374 427 101 114 124 137 150 162 191 235 134 146 162 177 192 225 256 42 168 189 206 I 229 253 276 327 417 205 224 249 275 300 356 417 94 106 115 127 139 151 177 224 125 136 150 164 178 210 244 43 160 180 196 219 242 263 312 406 196 213 238 263 286 339 407 88 98 107 118 130 140 165 213 116 126 140 153 166 195 232 44 153 172 187 209 231 251 298 387 187 204 227 251 273 324 398 82 92 100 110 121 131 154 199 108 118 131 143 155 182 222 45 146 164 179 199 220 240 285 370 179 194 217 240 261 ! 310 389 76 86 93 103 113 122 144 185 101 110 122 133 145 I 170 212 46 139 157 171 191 211 230 I 272 354 171 186 207 229, 250 296 380 71 80 87 97 106 114 i 135 174 95 103 114 125 135 159 203 47 133 150 164 183 202 220 261 339 164 178 199 219 239 284 369 67 75 82 90 99 107 126 163 89 96 107 117 127 149 192 48 128 144 157 175 194 211 250 325 157 171 190 210 229 272 353 63 _70_ 77 85 93 101 118 153 83 1 90 100 110 119 140 180 49 150 164 183 202 220 261 339 78 85 94 103 112 131 169 50 144 157 175 194 211 250 325 73 80 89 97 105 124 159 51 139 151 168 186 203 241 313 69 75 83 91 99 116 150 52 133 145 162 179 195 231 301 65 71 79 86 93 110 142 3.1.7 53 0000000000©0000000000000000000000000 0000000 ASD STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K -SERIES Based on a 50 ksi Maximum Yield Strength - Loads Sh 54 3.1.8 Joist Designation 28K6 28K7 28K8 28K9 28K10 28K12 30K7 30K8 30K9 30K10 30K11 30K12 Depth (In.) 28 28 28 28 28 28 1 30 30 30 I 30 30 30 Approx. Wt. (Ibsift.) 8.9 9.2 9.8 10.5 11.8 14.5 9.6 10.0 10.6 11.9 13.3 15.0 Span (ft.) 1 27 550 550 550 550 550 550 550 550 550 550 550 550 28 548 541 550 543 550 543 550 543 550 543 550 543 29 511 486 550 522 550 522 550 522 550 522 550 I 522 I 550 550 550 550 550 550 550 550 550 550 550 550 30 477 439 531 486 550 500 550 500 550 500 550 500 550 543 550 543 550 543 550 543 550 543 550 543 31 446 397 497 440 550 480 550 480 550 480 550 480 534 508 550 520 550 520 550 520 550 520 550 520 32 418 361 466 400 515 438 549 463 549 463 549 463 501 461 549 500 549 500 549 500 549 500 549 500 33 393 329 438 364 484 399 527 432 532 435 532 435 471 420 520 460 532 468 532 468 532 468 532 468 34 370 300 412 333 456 364 496 395 516 410 516 410 443 384 490 420 516 441 516 441 516 441 516 441 35 349 275 389 305 430 333 468 361 501 389 501 389 418 351 462 384 501 415 501 415 501 415 501 415 36 330 252 367 280 406 306 442 332 487 366 487 366 395 436 323 353 475 383 487 392 487 392 487 392 37 312 232 348 257 384 282 418 305 474 344 474 344 373 413 297 325 449 352 474 374 474 374 474 374 38 296 214 329 237 364 260 396 282 461 325 461 325 354 391 274 300 426 325 461 353 461 353 461 353 39 280 198 313 219 346 240 376 260 447 306 449 308 336 371 253 277 404 300 449 333 449 333 449 333 40 i-- 266 183 297 203 328 222 357 241 424 284 438 291 319 353 234 256 384 278 438 315 438 315 438 315 41 253 170 283 312 189 206 340 224 404 263 427 277 303 335 217 238 365 258 427 300 427 300 427 300 42 241 158 269 297 175 192 324 208 384 245 417 264 289 320 202 221 348 240 413 282 417 284 417 284 43 230 147 257-1 284 163 179 309 194 367 228 407 I 252 276 305 188 206 332 223 394 263 407 270 407 270 44 220 137 245 271 152 167 295 181 350 212 398 240 263-1 291 176 192 317 208 376 245 398 258 398 258 45 210 128 234 259 142 156 282 169 334 198 389 229 251 278 164 179 303 195 359 229 389 246 389 246 46 201 120 224 248 133 146 270 158 320 186 380 219 241 266 153 168 290 182 344 214 380 236 380 236 47 192 112 214 237 125 136 258 148 306 174 372 210 230 255 144 157 277 171 329 201 372 226 372 226 48 184 105 206 227 117 128 247 139 294 163 365 201 221 244 135 148 266 160 315 188 362 215 365 216 49 177 99 197 218 110 120 237 130 282 153 357 193 212 234 127 139 255 150 303 177 347 202 357 207 50 170 93 189 209 103 113 228 123 270 144 350 185 203 225 119 130 245 141 291 166 333 190 350 199 51 163 88 182 201 97 106 219 115 260 136 338 175 195 216 112 123 235 133 279 I 157 320 179 343 192 52 157 ° 83 175 193 92 100 210 109 250 128 325 165 188 208 106 116 226 126 268 148 308 169 336 184 53 151 78 168 186 87 95 203 103 240 121 313 156 181 200 100 109 218 119 258 140 296 159 330 177 54 145 74 162 179 82 89 195 97 232 114 301 147 174 192 94 103 209 112 249 132 285 150 324 170 55 140 70 156 173 77 85 188 92 223 108 290 139 168 185 89 98 202 106 240 125 275 142 312 161 56 135 66 151 166 73 80 181 87 215 102 280 _132 162 179 84 92 195 100 231 118 265 135 301 153 57 156 173 80 88 188 95 223 112 256 128 290 145 58 I 151 167 76 83 181 90 215 106 247 121 280 137 59 I 146 161 72 79 175 86 208 101 239 115 271 130 60 141 156 69 75 169 81 i 201 96 231 109 262 124 54 3.1.8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : SL-BM1 CODE REFERENCES Project Title: Engineer: Project Descr. Andover Park E POP Gravity Framing Project ID: 16-154-01 Printed: 7 JUL 2017, 2:14PM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calrslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material. Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.4225) Lr(0.5281) W12x26 1 Span =19.50 ft i ►I Applied Loads _ _ Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Tributary Width = 21.125 ft Maximum Bending Stress Ratio = 0.471: 1 Section used for this span W12x26 Mu : Applied 65.745 k -ft Mn * Phi : Allowable 139.500 k -ft Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +1.20D+1.60Lr+0.50 L+1.60H 9.750ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.291 in Ratio = 0.000 in Ratio = 0.540 in Ratio = 0.000 in Ratio = 802 >=360 0 <360 434 >=240. 0 <240.0 Iii KEEN 0.160 : 1 W12x26 13.486 k 84.180 k +1.20D+1.60 Lr+0.50L+1.60H 0.000 ft Span # 1 Maximum. Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 19.50 ft 1 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 19.50 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 19.50 ft 1 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 19.50 ft 1 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 19.50 ft 1 +1.20D+0.50L+1.605+1.60H Dsgn. L = 19.50 ft 1 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 19.50 ft 1 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 19.50 ft 1 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 19.50 ft 1 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 19.50 ft 1 +0.90D+W+0.90H Dsgn. L = 19.50 ft 1 +0.90D+E+0.90H Dsgn. L = 19.50 ft 1 0.214 0.073 29.84 29.84 155.00 139.50 1.00 1.00 0.273 0.093 38.13 38.13 155.00 139.50 1.00 1.00 0.183 0.062 25.58 25.58 155.00 139.50 1.00 1.00 0.471 0.160 65.75 65.75 155.00 139.50 1.00 1.00 0.471 0.160 65.75 65.75 155.00 139.50 1.00 1.00 0.183 0.062 25.58 25.58 155.00 139.50 1.00 1.00 0.183 0.062 25.58 25.58 155.00 139.50 1.00 1.00 0.273 0.093 38.13 38.13 155.00 139.50 1.00 1.00 0.183 0.062 25.58 25.58 155.00 139.50 1.00 1.00 0.183 0.062 25.58 25.58 155.00 139.50 1.00 1.00 0.138 0.047 19.19 19.19 155.00 139.50 1.00 1.00 0.138 0.047 19.19 19.19 155.00 139.50 1.00 1.00 6.12 7.82 5.25 13.49 13.49 5.25 5.25 7.82 5.25 5.25 3.94 3.94 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.184 84.18 84.'11 9 8 84.18 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 [Steel Beam. Project Title: Andover Park E Engineer: POP Project Descr Gravity Framing , Project ID: 16-154-01 Printed: 7 JUL 2017, 2:14PM File = S:12016116-154-01 1233 Andover Park E\EngineerlCalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : SL-BM1 OverallMaximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.5395 9.806 Vertical Reactions 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 9.522 9.522 Overall MINimum 2.624 2.624 +D+H 4.373 4.373 +D+L+H 4.373 4.373 +D+Lr+H 9.522 9.522 +D+S+H 4.373 4.373 +D+0.750Lr+0.750L+H 8.235 8.235 +D+0.750L+0.750S+H 4.373 4.373 +D+0.60W+H 4.373 4.373 +D+0.70E+H 4.373 4.373 +D+0.750Lr+0.750L+0.450W+H 8.235 8.235 +D+0.750L+0.750S+0.450W+H 4.373 4.373 +D+0.750L+0.750S+0.5250E+H 4.373 4.373 +0.60D+0.60W+0.60H 2.624 2.624 +0.60D+0.70E+0.60H 2.624 2.624 D Only 4.373 4.373 Lr Only 5.149 5.149 L Only S Only W Only E Only H Only +D+H 4.373 4.373 +D+L+H 4.373 4.373 +D+Lr+H 9.522 9.522 +D+S+H 4.373 4.373 +D+0.750Lr+0.750L+H 8.235 8.235 +D+0.750L+0.750S+H 4.373 4.373 +D+0.60W+H 4.373 4.373 +D+0.70E+H 4.373 4.373 +D+0.750Lr+0.750L+0.450W+H 8.235 8.235 +D+0.750L+0.750S+0.450W+H 4.373 4.373 3.1.10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000® Title Block Line 6 Steel Beam Lic. # : KW -06004202 Description : SL-BM2 CODE REFERENCES Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:07PM -File = S:12016116-154-01 1233 Andover Park EFEngineeACalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material. Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending • Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width =19.125 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.463: 1 W16x36 111.236 k -ft 240.000 k -ft +1.20D+1.60Lr 13.250 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.410 in Ratio = 0.000 in Ratio = 0.769 in Ratio = 0.000 in Ratio = 775 >=360 0 <360 413 >=240. 0 <240.0 Design OK 0.119 : 1 W16x36 16.790 k 140.715 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum. Forces & Stresses for Load, Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx +1.40D Dsgn. L = 26.50 ft 1 0.214 +1.20D+0.50Lr Dsgn. L = 26.50 ft 1 0.271 +1.20D Dsgn. L = 26.50 ft 1 0.184 +1.20D+1.60Lr Dsgn. L = 26.50 ft 1 0.463 0.119 111.24 +0.90D Dsgn. L = 26.50 ft 1 0.138 0.035 . 33.06 Overall Maximum Deflec"tions 0.055 51.43 0.070 65.07 0.047 44.08 51.43 266.67 240.00 1.00 1.00 7.76 140.72 140.72 65.07 266.67 240.00 1.00 1.00 9.82 140.72 140.72 44.08 266.67 240.00 1.00 1.00 6.65 140.72 140.72 111.24 266.67 240.00 1.00 1.00 16.79 140.72 140.72 33.06 266.67 240.00 1.00 1.00 4.99 140.72 140.72 Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 Vel-ical` Reactions 0.7693 13.326 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 11.880 3.327 5.545 11.880 10.296 3.327 6.335 11.880 3.327 5.545 11.880 10.296 3.327 6.335 3.1.11 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : SL-BM2 Code References 1 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 9:I2AM File = 5:12016116.154-01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus W16x36 Load Resistance Factor A-992, High Strength, Low Alloy, Fy = 50.0 ksi 29,000.0 ksi AppliedLoads AXIAL LOADS ... Axial Load at 26.50 ft, E = 9.0 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, D = 0.3825, LR = 0.4781 k/ft DESIGN SUMMARY Overall Column Height 26.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 26.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . Pu 0.9'Pn Mu -x 0.9"Mn-x: Mu -y 0.9"Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.4477 : 1 +1.20D+1.60Lr 13.161 ft 0.0 k 400.635 k 107.439 k -ft 240.0 k -ft 0.0 k -ft 40.50 k -ft 0.1153 : 1 +1.20D+1.60Lr 0.0 ft Load Combination Res - 16.218 k 140.715 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.4128 in at for load combination :Lr Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 11.403 k 11.403 k 13.339ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.40D +1.200+0.50Lr +1.200 +1.20D+1.60Lr +1.372D+E +1.372D -E +0.900 +0.72840+E +0.72840-E 0.196 0.255 0.168 0.448 0.203 0.203 0.126 0.113 0.113 Maximum Reactions 1 PASS PASS PASS PASS PASS PASS PASS PASS PASS 13.16 ft 13.16 ft 13.16 ft 13.16 ft 13.16 ft 13.16ft 13.16 ft 13.16ft 13.16 ft 0.050 0.066 0.043 0.115 0.049 0.049 0.032 0.026 0.026 Load Combination Axial Reaction X -X Axis Reaction @ Base @ Base @ Top k Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +D+0.70E 6.300 5.068 11.403 9.819 5.068 5.068 11.403 9.819 5.068 3.1.12 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Andover Park E ' Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 O Title Block Line 6 Printed: 27 JUN 2017, 9:12AM 0 Steel Column ' File = S:12016116-15401 1233 Andover Park E\Engineer\Calcs'.andover park gravity framing ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver..6.17 3.29 - Lic. # : KW -06004202 O Description : SL-BM2 0 © Load Combination +D -0.70E ® +0+0.5250E +D -0.5250E Q +0.60D +0.60D+0.70E 0 +0.60D -0.70E Lr Only Q E Only E Only* -1.0 Extreme Reactions Maximum Reactions • Axial Reaction X -X Axis Reaction @ Base @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top -6.300 4.725 -4.725 6.300 -6.300 9.000 -9.000 -.f 5.068 5.068 5.068 5.068 5.068 5.068 3.041 3.041 3.041 3.041 3.041 3.041 6.335 6.335 Q Axial Reaction Item Extreme Value @ Base O Axial @ Base Maximum 9.000 Minimum -9.000 0 Reaction, X -X Axis Maximum 5.068 5.068 ,, Minimum 5.068 5.068 O Reaction, Y -Y Axis Maximum 11.403 11.403 Minimum 9.000 O Reaction, X -X Axis Maximum 5.068 5.068 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top O Minimum 5.068 5.068 Reaction, Y -Y Axis Maximum 5.068 5.068 O " Minimum 9.000 Moment, X -X Axis Ba Maximum 5.068 5.068 0 Minimum 5.068 5.068 Moment, Y -Y Axis Ba Maximum 5.068 5.068 O Minimum 5.068 5.068 Moment, X -X Axis To Maximum 5.068 5.068 O Minimum 5.068 5.068 Moment, Y -Y Axis To Maximum 5.068 5.068 O Minimum 5.068 5.068 Maximum Deflections for Load.Combinations ____1 _: Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance O D Only 0.0000 in 0.000 ft 0.330 in 13.339 ft O Lr Only 0.0000 in 0.000 ft 0.413 in 13.339 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 E Only * -1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft • Steel Section Properties ; W16x36 Depth = 15.900 in I xx = 448.00 inA4 J = 0.545 in^4 O Web Thick • 0.295 in S xx 56.50 inA3 Cw = 1,460.00 inA6 Flange Width • 6.990 in R xx - 6.510 in O Flange Thick = 0.430 in Zx = 64.000 inA3 Area = 10.600 inA2 I yy = 24.500 in"4 O Weight = 36.000 plf S yy = 7.000 in"3 Wno = 27.000 in^2 O Kdesign in Ryy 1.520 in, Sw = 20.300 in^4 K1 0.750 in Zy 10.800 in^3 Qf = 11.100 in^3 O rts = 1.830 in TT = 0.000 in Qw = 31.600 inA3 O Ycg = 0.000 in 0 0 0 0 0 0 0 3.1.13 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 9:12AM Steel Column Lic. # : KW -06004202 Description : SL-BM2 File -S:12016 116-154:01 1233 Andover Park ElEngineer\Calcs\andover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vec6.17.3.29 Licensee : LUND OPSAHL LLC c 0 rn vi Y 6.99in sa M -x Loads • 0 a.)=d —.. Loads are total entered value. Arrows do not reflect absolute direction. 3.1.14 Title Block Line 6 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:O8PM File = S:12016\16:154-011233 Andover Park EEngineer1Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver6.17.2.28 Lic. # : KW -06004202 Description : SL-BM3 CODE REFERENCES Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.1901 Lr(0.23751 y Span = 19.50 ft W12x26 r4plied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Tributary Width = 9.50 ft Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.218: 1 W12x26 30.382 k -ft 139.500 k -ft +1.20D+1.60Lr 9.750 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.131 in Ratio = 0.000 in Ratio = 0.251 in Ratio = 0.000 in Ratio = 1,783 >=360 0 <360 934 >=240. 0 <240.0 Design OK 0.074 : 1 W12x26 6.232 k 84.180 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum: Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 19.50 ft 1 0.103 0.035 14.37 +1.20D+0.50Lr Dsgn. L = 19.50 ft 1 0.129 0.044 +1.20D Dsgn. L = 19.50 ft 1 0.088 0.030 +1.20D+1.60Lr Dsgn. L = 19.50 ft 1 0.218 0.074 +0.90D Dsgn. L = 19.50 ft 1 0.066 0.023 9.24 Overall', Maximum Deflections 17.96 12.32 30.38 14.37 17.96 12.32 30.38 9.24 155.00 155.00 155.00 155.00 155.00 139.50 139.50 139.50 139.50 139.50 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.95 3.69 2.53 6.23 1.90 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.2505 9.806 Vertical Reactions 1 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 4.422 1.264 2.106 4.422 3.843 1.264 2.316 4.422 1.264 2.106 4.422 3.843 1.264 2.316 3.1.15 Di0.1701 Lrf0.21251 1 LJ v v Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW -06004202 Description : SL-BM4 I CODE REFERENCES Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:20AM File = S:12016116-154-01 1233 Andover Park ElEngineer?Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span = 26.50 0 W16x36 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 8.50 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.215: 1 W16x36 51.545 k -ft 240.000 k -ft +1.20D+1.60Lr 13.250ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.182 in Ratio = 0.000 in Ratio = 0.359 in Ratio = 0.000 in Ratio = 1,744 >=360 0 <360 886 >=240. 0 <240.0 Design OK 0.055: 1 W16x36 7.780 k 140.715 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Summary of Shear Values Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 26.50 ft 1 0.105 +1.20D+0.50Lr Dsgn. L = 26.50 ft 1 0.129 +1.20D Dsgn. L = 26.50 ft 1 0.090 +1.20D+1.60Lr Dsgn. L = 26.50 ft 1 0.215 +0.90D Dsgn. L = 26.50 ft 1 0.068 0.017 16.27 Overall Maximum Deflections 0.027 25.32 0.033 31.03 0.023 21.70 0.055 51.55 25.32 266.67 240.00 1.00 1.00 31.03 266.67 240.00 1.00 1.00 21.70 266.67 240.00 1.00 1.00 51.55 266.67 240.00 1.00 1.00 16.27 266.67 240.00 1.00 1.00 3.82 4.68 3.28 7.78 2.46 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.3591 13.326 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 5.545 1.638 2.730 5.545 4.841 1.638 2.816 5.545 1.638 2.730 5.545 4.841 1.638 2.816 3.1.16 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : SL-BM4 Code References j Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:16AM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 , ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Generallnformation __• 1 Steel Section Name : W16x36 Analysis Method : Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads J AXIAL LOADS ... Axial Load at 27.0 ft, E = 9.0 k BENDING LOADS... Lat. Uniform Load creating Mx -x, D = 0.170, LR = 0.2125 k/ft DESIGN SUMMARY Overall Column Height 27.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 27.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are Pu 0.9'Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2065 :1 +1.20D+1.60Lr 13.409 ft 0.0 k 397.981 k 49.570 k -ft 240.0 k -ft 0.0 k -ft 40.50 k -ft 0.05219 : 1 +1.20D+1.60Lr 0.0 ft Load Combination Results 7.344 k 140.715 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.1977 in at for load combination : Lr Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 5.164 k 5.164 k 13.591 ft above base 0.Oft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.200 +1.20D+1.60Lr +1.372D+E +1.372D -E +0.90D +0.72840+E +0.72840-E [ Maximum Reactions 0.090 PASS 13.59 ft 0.118 PASS 13.59 ft 0.077 PASS 13.41 ft 0.207 PASS 13.41 ft 0.100 PASS 13.59 ft 0.100 PASS 13.59 ft 0.058 PASS 13.59 ft 0.058 PASS 13.41 ft 0.058 PASS 13.41 ft Load Combination Axial Reaction @ Base j X -X Axis Reaction k Y -Y Axis @ Base @ Top @ Base 0.023 0.030 0.020 0.052 0.022 0.022 0.015 0.012 0.012 Reaction @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +D+0.70E 6.300 2.295 5.164 4.447 2.295 2.295 5.164 4.447 2.295 3.1.17 O Title Block Line 1 ® You can change this area using the "Settings" menu item © and then using the "Printing & Title Block" selection. Title Block Line 6 0 • Steel Column O O _MaximumReactions © Load Combination +D -0.70E © +D+0.5250E +D -0.5250E O +0.60D +0.600+0.70E 6.300 Q +0.60D -0.70E -6.300 Lr Only O E Only 9.000 E Only * -1.0 -9.000 Q Extreme Reactions _ Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Punted: 27 JUN 2017, 8:16AM File = S:12016116-154-011233 Andover Park E\Enginee?Calcslandover park gravity framing.ec6 ENERCALC, INC.1983.2017, Build:6.17.3.29, Ver.6.17.3.29 . Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : SL-BM4 Axial Reaction X -X Axis Reaction @ Base @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top -6.300 4.725 -4.725 2.295 2.295 2.295 2.295 2.295 2.295 1.377 1.377 1.377 1.377 1.377 1.377 2.869 2.869 O Axial Reaction X -X Axis Reaction Item Extreme Value @ Base @ Base @ Top O Axial @ Base Maximum 9.000 Minimum -9.000 • Reaction, X -X Axis Maximum Minimum O Reaction, Y -Y Axis Maximum Minimum O Reaction, X -X Axis Maximum © Minimum Reaction, Y -Y Axis Maximum O Minimum Moment, X -X Axis Ba Maximum O Minimum Moment, Y -Y Axis Ba Maximum O Minimum O Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum O Minimum 0 Load Combination O D Only 0.0000 in 0.000 ft O Lr Only 0.0000 in 0.000 ft V E Only 0.0000 in 0.000 ft O E Only * -1.0 0.0000 in 0.000 ft SteefSection:Propertie.: W16x36 O Depth = 15.900 in I xx = 448.00 inA4 J = 0.545 inA4 9.000 9.000 k Y -Y Axis Reaction @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Maximum Deflections for Load Combinations,: • 2.295 2.295 2.295 2.295 5.164 5.164 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 2.295 Max. X -X Deflection Distance Max. Y -Y Deflection Distance 0.158 in 0.198 in 0.000 in 0.000 in 13.591 ft 13.591 ft 0.000 ft 0.000 ft Web Thick • 0.295 in S xx = 56.50 inA3 Cw = 1,460.00 inA6 Flange Width = 6.990 in R xx = 6.510 in O Flange Thick = 0.430 in Zx = 64.000 inA3 Area = 10.600 inA2 I yy = 24.500 inA4 O Weight = 36.000 plf S yy = 7.000 inA3 Wno = 27.000 inA2 O Kdesign in R yy = 1.520 in Sw 20.300 inA4 K1 0.750 in Zy 10.800 in^3 Qf = 11.100 in^3 O rts = 1.830 in rT = 0.000 in Qw = 31.600 inA3 Ycg = 0.000 in 0 0 0 0 0 0 0 0 3.1.18 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column') Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:16AM File = S:\2016\16-154-01 1233 Andover Park EtEngineerlCalcs\andover park gravity framing ec6 " ' ,. . ENERCALC, INC: 1983-2017, Build:6.17.3.29, Ve17.6.17 3 29 ., SL-BM4 Licensee: LUND OPSAHL LLC Y "Ok M -x Loads C-- Height = 27.0 ft Loads are total entered value. Arrows do not reflect absolute direction. 3.1.19 0 Q O Q O O 0 0 4 0 O O 0 0 0 0 O O O O O O O O 00000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Steep Beam Lic. # : KW -06004202 Description : SL-BM5 CODE REFERENCES Project ID: 16-154-01 Printed: 27 JUN 2017, 8:23AM File = S:12016116-154-01 1233 Andover Park EEEngineer'Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3:29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 [Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi • v Df0.120)Ld0.1501 1' LI Span = 29.250 n W12x26 AppliedLoads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn ' Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.318: 1 W12x26 44.404 k -ft 139.500 k -ft +1.20D+1.60Lr 14.625ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.419 in Ratio = 0.000 in Ratio = 0.828 in Ratio = 0.000 in Ratio = 836 >=360 0 <360 424 >=240. 0 <240.0 Design OK 0.072 : 1 W12x26 6.072 k 84.180 k +1.200+1.60Lr 0.000 ft Span # 1 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 29.25 ft 1 0.157 0.036 21.86 +1.20D+0.50Lr Dsgn. L = 29.25 ft 1 0.192 0.043 26.76 +1.20D Dsgn. L = 29.25 ft 1 0.134 0.030 18.74 +1.20D+1.60Lr Dsgn. L = 29.25 ft 1 0.318 0.072 44.40 +0.90D Dsgn. L = 29.25 ft 1 0.101 0.023 14.05 °Verall Maximum Deflections - 21.86 155.00 139.50 1.00 1.00 26.76 155.00 139.50 1.00 1.00 18.74 155.00 139.50 1.00 1.00 44.40 155.00 139.50 1.00 1.00 14.05 155.00 139.50 1.00 1.00 2.99 3.66 2.56 6.07 1.92 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.8278 14.709 Vertical' Reactions Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 4.329 1.281 2.135 4.329 3.781 1.281 2.194 4.329 1.281 2.135 4.329 3.781 1.281 2.194 3.1.20 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:27AM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29,.Ver.6.17.3.29 Lic. # : KW -06004202 Description : SL-BM5 Code. References Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : W12x26 Analysis Method : Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Fy: Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi FApplied Loads - AXIAL LOADS ... Axial Load at 29.250 ft, E =14.670 k BENDING LOADS... Lat. Uniform Load creating Mx -x, D = 0.120, LR = 0.150 k/ft DESIGN SUMMARY Overall Column Height 29.250 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X-X.Axis Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 29.250 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2944 :1 +1.20D+1.60Lr 14.527 ft 0.0 k 245.759 k 41.065 k -ft 139.50 k -ft 0.0 k -ft 30.638 k -ft 0.06671 : 1 +1.20D+1.60Lr 0.0 ft Load'Combination Results 5.616 k 84.180 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections... Along Y -Y 0.4221 in at for load combination : Lr Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 3.949 k 3.949 k 14.723ft above base 0.0 ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.20D +1.20D+1.60Lr +1.372D+E +1.372D -E +0.900 +0.72840+E +0.7284D -E 0.129 0.168 0.110 0.294 0.156 0.156 0.083 0.097 0.097 Maximum: Reactions Load Combination Axial Reaction @ Base PASS PASS PASS PASS PASS PASS PASS PASS PASS 14.53 ft 14.72 ft 14.53 ft 14.53 ft 14.53 ft 14.53 ft 14.53 ft 14.53 ft 14.53 ft 1 X -X Axis Reaction @ Base @ Top 0.029 PASS 0.038 PASS 0.025 PASS 0.067 PASS 0.029 PASS 0.029 PASS 0.019 PASS 0.015 PASS 0.015 PASS k Y -Y Axis Reaction @ Base @ Top 29.25 ft 29.25 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 29.25 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +D+0.70E 10.269 1.755 3.949 3.400 1.755 1.755 3.949 3.400 1.755 3.1.21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:27AM File=.S:12016116.15401 1233 Andover Park E\Engineer\Calcslandover park -gravity framing.ec6 ENERCALC, INC.1983-2017, Build:6.17.3.29, Ver.6.17.3:29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : SL-BM5 Maximum Reactions Load Combination +D -0.70E +D+0.5250E +D -0.5250E +0.60D Axial Reaction @ Base -10.269 7.702 -7.702 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top 1.755 1.755 1.755 1.755 1.755 1.755 1.053 1.053 1.053 1.053 1.053 1.053 2.194 2.194 +0.60D+0.70E 10.269 +0.60D -0.70E -10.269 Lr Only E Only 14.670 E Only * -1.0 -14.670 Extreme Reactions . Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Item Extreme Value Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End'Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum 14.670 -14.670 14.670 14.670 . Maximum. Deflections for Load Combinations • 1.755 1.755 1.755 1.755 3.949 3.949 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 1.755 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in Lr Only 0.0000 in E Only 0.0000 in E Only * -1.0 0.0000 in Steel Section Properties : W12x26 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.338 in 14.723 ft 0.422 in 14.723 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Depth = 12.200 in I xx = 204.00 in"4 J = 0.300 in^4 Web Thick = 0.230 in S xx = 33.40 inA3 Cw = 607.00 in"6 Flange Width = 6.490 in R xx = 5.170 in Flange Thick = 0.380 in Zx = 37.200 inA3 Area = 7.650 in^2 I yy = 17.300 in^4 Weight = 26.000 plf S yy = 5.340 in"3 Wno = 19.200 in^2 Kdesign = 0.680 in R yy = 1.510 in Sw = 11.800 in"4 K1 = 0.750 in Zy = 8.170 inA3 Qf = 7.030 in"3 rts = 1.750 in rT = 0.000 in Qw = 18.300 inA3 Ycg = 0.000 in 3.1.22 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lit. # : KW -06004202 Description : SL-BM5 • Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 8:27AM File-= S 12016116=154-01 1233 Andover Park E'EngineeKCalcslandover park gravity framing.e66 ENERCALC, INC. 1983-2017, Build:6:17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC c 0 N N Y 6.49in 1..erar M -x Loads i Height = 29.250 ft ♦_N 01TJf Loads are total entered value. Arrows do not reflect absolute direction. 3.1.23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : NL-BM1 [_CODE_REFERENCES 1 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 19 JUN 2017, 4:48PM File = 5:12016116-154-01 1233 Andover Park EiEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver6.17.3.29 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 .Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.462511A0.5781) I Span = 36.0 ft W24x62 L1 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 23.125 ft DESIGN SUMMARY J Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.439: 1 W24x62 251.813 k -ft 573.750 k -ft +1.20D+1.60Lr+0.50L+1.60H 18.000ft Span # 1 Maxi 0.488 in Ratio = 0.000 in Ratio = 0.931 in Ratio = 0.000 in Ratio = Design OK mum Shear Stress Ratio = 0.092 : 1 Section used for this span W24x62 Vu : Applied 27.979 k Vn * Phi : Allowable 305.730 k Load Combination +1.200+1.60Lr+0.50L+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 884 >=360 0 <360 464 >=240. 0 <240.0 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.400+1.60H Dsgn. L = 36.00 ft 1 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 36.00 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 36.00 ft 1 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 36.00 ft 1 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 36.00 ft 1 +1.200+0.50L+1.60S+1.60H Dsgn. L = 36.00 ft 1 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 36.00 ft 1 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 36.00 ft 1 +1.20D+0.50L+0.50S+W+1.601-1 Dsgn. L = 36.00 ft 1 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 36.00 ft 1 +0.900+W+0.90H Dsgn. L = 36.00 ft 1 +0.90D+E+0.90H Dsgn. L = 36.00 ft 1 0.207 0.259 0.178 0.439 0.439 0.178 0.178 0.259 0.178 0.178 0.133 0.133 0.043 0.054 0.037 0.092 0.092 0.037 0.037 0.054 0.037 0.037 0.028 0.028 118.96 148.79 101.96 251.81 251.81 101.96 101.96 148.79 101.96 101.96 76.47 76.47 118.96 148.79 101.96 251.81 251.81 101.96 101.96 148.79 101.96 101.96 76.47 76.47 637.50 637.50 637.50 637.50 637.50 637.50 637.50 637.50 637.50 637.50 637.50 637.50 573.75 573.75 573.75 573.75 573.75 573.75 573.75 573.75 573.75 573.75 573.75 573.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.22 16.53 11.33 27.98 27.98 11.33 11.33 16.53 11.33 11.33 8.50 8.50 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 305.73 3051734 0 0 0 0 Steel Beam 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 19 JUN 2017, 4:48PM File = S:12016116-154-01 1233 Andover` Park E\Engineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : NL-BM1 Overall Maximum Deflections © Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span O +D+Lr 1 0.9313 Vertical Reactions . O Load Combination Support 1 Support 2 18.103 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum 19.847 19.847 O Overall MlNimum 5.665 5.665 O +D+H 9.441 9.441 +D+L+H 9.441 9.441 O +D+Lr+H 19.847 19.847 +D+S+H 9.441 9.441 O +D+0.750Lr+0.750L+H 17.246 17.246 +D+0.750L+0.750S+H 9.441 9.441 O +D+0.60W+H 9.441 9.441 +D+0.70E+H 9.441 9.441 O +D+0.750Lr+0.750L+0.450W+H 17.246 17.246 O +D+0.750L+0.7505+0.450W+H 9.441 9.441 +D+0.750L+0.7505+0.5250E+H 9.441 9.441 O +0.60D+0.60W+0.60H 5.665 5.665 +0.60D+0.70E+0.60H 5.665 5.665 O D Only 9.441 9.441 Lr Only 10.406 10.406 O L Only S Only O W Only /� E Only O H Only +D+H 9.441 9.441 O +D+L+H 9.441 9.441 O +D+Lr+H 19.847 19.847 +D+S+H 9.441 9.441 O +D+0.750Lr+0.750L+H 17.246 17.246 +D+0.750L+0.750S+H 9.441 9.441 O +D+0.60W+H 9.441 9.441 +D+0.70E+H 9.441 9.441 O +D+0.750Lr+0.750L+0.450W+H 17.246 17.246 +D+0.750L+0.7505+0.450W+H 9.441 9.441 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.1.25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 20 JUN 2017, 8:48AM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6:17.3.29, Ver.6.17.3:29 Lic. # : KW -06004202 Description : NL-BM2 F CODE REFERENCES Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi O(0.190)140.237$) 1 1' Span = 24.0 ft W12x26 v Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. Tributary Width = 9.50 ft Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.330: 1 W12x26 46.022 k -ft 139.500 k -ft +1.20D+1.60Lr+0.50L+1.60 H 12.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.301 in Ratio = 0.000 in Ratio = 0.575 in Ratio = 0.000 in Ratio = 956 >=360 0 <360 501 >=240. 0 <240.0 Design OK 0.091 : 1 W12x26 7.670 k 84.180 k +1.20D+1.60Lr+0.50 L+1.60H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.6011 Dsgn. L = 24.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 24.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 24.00 ft +1.20D+1.60Lr+0.50L+1.6011 Dsgn. L = 24.00 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 24.00 ft +1.200+0.50L+1.60S+1.60H Dsgn. L = 24.00 ft +1.20D+1.60S+0.50W+1.6011 Dsgn. L = 24.00 ft +1.20D+0.50Lr+0.50L+W+1.6011 Dsgn. L = 24.00 ft +1.200+0.50L+0.50S+W+1.6011 Dsgn. L = 24.00 ft +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 24.00 ft +0.90D+W+0.90H Dsgn. L = 24.00 ft +0.90D+E+0.90H Dsgn. L = 24.00 ft 0.156 0.195 0.134 0.330 0.330 0.134 0.134 0.195 0.134 0.134 0.100 0.100 0.043 0.054 0.037 0.091 0.091 0.037 0.037 0.054 0.037 0.037 0.028 0.028 21.77 27.21 18.66 46.02 46.02 18.66 18.66 27.21 18.66 18.66 14.00 14.00 21.77 27.21 18.66 46.02 46.02 18.66 18.66 27.21 18.66 18.66 14.00 14.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 139.50 139.50 139.50 139.50 139.50 139.50 139.50 139.50 139.50 139.50 139.50 139.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.63 4.54 3.11 7.67 7.67 3.11 3.1.1 4.54 3.11 3.11 2.33 2.33 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 841186 O Title Block Line 1 © You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. O Title Block Line 6 0 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 20 JUN 2017, 8:48AM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park gravity frarnirig.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver6.17.3.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC O Description : NL-BM2 0 Overall Maximum Deflections O Load Combination Span Max. "-" Defl Location in Span Load Combination O Vertical.Reactions .. O Load Combination Support 1 Support 2 Max. "+" Deft Location in Span +D+Lr 1 0.5749 12.069 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum 5.442 5.442 Overall MlNimum 1.555 1.555 O +D+H 2.592 2.592 +D+L+H 2.592 2.592 O +D+Lr+H 5.442 5.442 +D+S+H 2.592 2.592 O +D+0.750Lr+0.750L+H 4.730 4.730 +D+0.750L+0.750S+H 2.592 2.592 O +D+0.60W+H 2.592 2.592 +D+0.70E+H 2.592 2.592 O +D+0.750Lr+0.750L+0.450W+H 4.730 4.730 +D+0.750L+0.750S+0.450W+H 2.592 2.592 +D+0.750L+0.750S+0.5250E+H 2.592 2.592 O +0.60D+0.60W+0.60H 1.555 1.555 +0.600+0.70E+0.60H 1.555 1.555 O D Only 2.592 2.592 Lr Only 2.850 2.850 O L Only S Only O W Only E Only O H Only +D+H 2.592 2.592 O +D+L+H 2.592 2.592 O +D+Lr+H 5.442 5.442 +D+S+H 2.592 2.592 O +D+0.750Lr+0.750L+H 4.730 4.730 +D+0.750L+0.750S+H 2.592 2.592 O +D+0.60W+H 2.592 2.592 +D+0.70E+H 2592 2.592 0 +D+0.750Lr+0.750L+0.450W+H 4.730 4.730 +D+0.750L+0.750S+0.450W+H 2.592 2.592 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.1.27 Title Block Line 6 Steel Beam Lic. # : KW -06004202 Description : LR-BM1 ECODE REFERENCES Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:08PM File = S:\2016116-154-011233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Vec6.17.2.28 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.1890) • D(0.2775110.3469) Span = 26.750 ft W18x35 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 13.875 ft Partial Length Uniform Load : D = 0.1890 k/ft, Extent = 0.0 --» 26.750 ft DESIGN SUMMARY j Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.415: 1 W18x35 103.470 k -ft 249.375 k -ft +1.20D+1.60Lr 13.375ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.392 in Ratio = 0.000 in Ratio = 0.664 in Ratio = 0.000 in Ratio = 817 >=360 0 <360 484 >=240. 0 <240.0 Design OK 0.097 : 1 W18x35 15.472 k 159.30 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 26.75 ft 1 0.252 +1.20D+0.50Lr Dsgn. L = 26.75 ft 1 0.278 +1.20D Dsgn. L = 26.75 ft 1 0.216 +1.20D+1.60Lr Dsgn. L = 26.75 ft 1 0.415 +0.90D Dsgn. L = 26.75 ft 1 0.162 0.038 40.37 Overall Maximum Deflections 0.059 62.80 0.065 69.34 0.051 53.83 0.097 103.47 62.80 277.08 249.38 1.00 1.00 69.34 277.08 249.38 1.00 1.00 53.83 277.08 249.38 1.00 1.00 103.47 277.08 249.38 1.00 1.00 40.37 277.08 249.38 1.00 1.00 9.39 10.37 8.05 15.47 6.04 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.6639 13.451 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +0.60D 11.347 4.025 6.708 11.347 10.187 4.025 11.347 4.025 6.708 11.347 10.187 4.025 3.1.28 O 0 0 O Title Block Line 6 o Steel Beam 0 0 0 Lic. # : KW -06004202 Description : LR-BM1 Vertical Reactions„ Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:08PM File = S:12016116-154-01 1233 Andover Park EEngineerrCaksiandover park gravityy lraming.ec6 ENERCALC, INC. 1983-2017, Build:6:17.2 28, Ver.6.17.2.28 Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS Load Combination Support 1 Support 2 Lr Only 4.639 4.639 3.1.29 Title Block Line 6 Steel Beam Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:09PM File = S:12016116-154-01 1233 Andover Park E\Engineer1Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver6.17.2.28 LR-BM2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 3.0 ft Partial Length Uniform Load : D = 0.1890 k/ft, Extent = 0.0 --» 26.750 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn' Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.165: 1 W18x35 41.216 k -ft 249.375 k -ft +1.200+1.60Lr 13.375ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.222 in Ratio = 0.000 in Ratio = 0.281 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span # M V 1,444 >=360 0 <360 1143 >=240. 0 <240.0 Design OK 0.039 : 1 W18x35 6.163 k 159.30 k +1.200+1.60Lr 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 26.75 ft +1.200+0.50Lr Dsgn. L = 26.75 ft +1.20D Dsgn. L = 26.75 ft +1.20D+1.60Lr Dsgn. L = 26.75 ft +0.900 Dsgn. L = 26.75 ft 1 0.143 0.033 35.56 35.56 277.08 249.38 1.00 1.00 0.136 0.032 33.84 33.84 277.08 249.38 1.00 1.00 0.122 0.029 30.48 30.48 277.08 249.38 1.00 1.00 0.165 0.039 41.22 41.22 277.08 249.38 1.00 1.00 0.092 0.021 22.86 22.86 277.08 249.38 1.00 1.00 Overall. Maximum Deflections 5.32 5.06 4.56 6.16 3.42 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 Load Combination Span Max. -° Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.2809 Vertical Reactions 13.451 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support2 Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +0.60D 4.802 1.003 3.799 4.802 4.551 2.279 4.802 1.003 3.799 4.802 4.551 2.279 3.1.30 0 0 0 Q Title Block Line 6 O -Steel Beam 0 0 Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2 09P File = S:\2016116-154-81 1233 Andover Park E1Engineer\Calcslandoverpad( gravity framing ec6 ENERCALC, INC. 1983-2017, Build:6.172.28, Ver.6.112.28 LR-BM2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Q Load Combination Support 1 Support 0 Lr Only 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.003 1.003 3.1.31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:24PM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 • ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Lic. # : KW -06004202 Description : LR-BM6 CODEREFERENCES Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi 12(0,1890) NIr D(0.060) Lr(0.0750) Span = 26.750 ft W18x35 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 3.0 ft Partial Length Uniform Load : D = 0.1890 k/ft, Extent = 0.0 -» 26.750 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY j Maximum Bending Stress Ratio = 0.165: 1 Section used for this span W18x35 Mu : Applied 41.216 k -ft Mn * Phi : Allowable 249.375 k -ft Load Combination +1.20D+1.60Lr Location of maximum on span 13.375ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.222 in Ratio = 0.000 in Ratio = 0.281 in Ratio = 0.000 in Ratio = 1,444 >=360 0 <360 1143 >=240. 0 <240.0 Design OK 0.039 : 1 W18x35 6.163 k 159.30 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum_F_orces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D 0Dsgn. L = 26.75 ft +1.20D+0.50Lr O Dsgn. L = 26.75 ft +1.20D O Dsgn. L = 26.75 ft +1.20D+1.60Lr O Dsgn. L = 26.75 ft +0.90D 1 0.143 1 0.136 1 0.122 1 0.165 0.033 35.56 0.032 33.84 0.029 30.48 0.039 41.22 0 Dsgn. L = 26.75 ft 1 0.092 0.021 22.86 Overaii Max0 imum Deflections Load Combination Span Max. -" Defl Location in Span 0 35.56 277.08 249.38 1.00 1.00 33.84 277.08 249.38 1.00 1.00 30.48 277.08 249.38 1.00 1.00 41.22 277.08 249.38 1.00 1.00 22.86 277.08 249.38 1.00 1.00 5.32 5.06 4.56 6.16 3.42 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 Load Combination Max. "+" Dell Location in Span +D+Lr 1 0.2809 13.451 ® VertcaF Reactions Load Combination 0 0 0 0 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D 4.802 1.003 3.799 4.802 4.551 2.279 4.802 1.003 3.799 4.802 4.551 2.279 3.1.32 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E En9ineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:24PM Steel Beam File = S:I2016116-154-01 1233 Andover Park ElEngineenCalcskandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver6.17.3.29 Lic. #: KW -06004202 Licensee : LUND OPSAHL LLC Description : LR-BM6 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Lr Only 1.003 1.003 3.1.33 0000000 Title Block Line 6 Steel Beam Lic. # : KW -06004202 Description : LR-BM3 CODE REFERENCES Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:09PM Fle = S:12016\16-154-011233 Andover Park ElEngineer\Callcslandover park gravity framing.ec6 ENERCALC, INC.1963 2017; Build:6.17.2.28, Vec6.17.2.28 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi i 0(0.540)140.6750) w Span = 18.750 ft W12x26 Ll Service Toads entered. Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 27.0 ft DESIGN SUMMARY I Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.544: 1 Maximum Shear Stress Ratio = W12x26 Section used for this span 75.938 k -ft Vu : Applied 139.500 k -ft Vn * Phi : Allowable +1.20D+1.60Lr Load Combination 9.375ft Location of maximum on span Span # 1 Span # where maximum occurs . 0.319 in Ratio = 0.000 in Ratio = 0.574 in Ratio = 0.000 in Ratio = 705 >=360 0 <360 392 >=240. 0 <240.0 Design OK 0.192 : 1 W12x26 16.20 k 84.180 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx +1.40D Dsgn. L = 18.75 ft 1 0.238 0.084 33.22 33.22 155.00 139.50 1.00 1.00 7.09 84.18 84.18 +1.20D+0.50Lr Dsgn.L = 18.75 ft 1 0.310 0.110 43.31 43.31 155.00 139.50 1.00 1.00 9.24 84.18 84.18 +1.20D Dsgn. L = 18.75 ft 1 0.204 0.072 28.48 28.48 155.00 139.50 1.00 1.00 6.08 84.18 84.18 +1.20D+1.60Lr Dsgn. L = 18.75 ft 1 0.544 0.192 75.94 75.94 155.00 139.50 1.00 1.00 16.20 84.18 84.18 +0.90D Dsgn. L = 18.75 ft 1 0.153 0.054 21.36 21.36 155.00 139.50 1.00 11.00 4.56 84.18 84.18 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr 1 0.5737 9.429 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 11.391 11.391 Overall MINimum 3.038 3.038 D Only 5.063 5.063 +D+Lr 11.391 11.391 +D+0.750Lr 9.809 9.809 +0.60D 3.038 3.038 Lr Only 6.328 6.328 3.1.34 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 20 JUN 2017, 8:46AM Steel Beam Lic. # : KW -06004202 File = 5:12016116=154-01 1233 Andover Park ElEngineer\Catcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17:3.29 Licensee : LUND OPSAHL LLC Description : LR-BM4 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span = 31.583 ft W24x55 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 29.0 ft Load(s) for Span Number 1 Point Load: D=0.210, E = 0.740 k@20.0ft Point Load: D = 0.210, E = 0.740 k @ 24.917 ft Point Load: D = 0.210, E= 0.740 k @ 29.917 ft rDESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.482: 1 W24x55 242.162 k -ft 502.500 k -ft +1.20D+1.60Lr 15.882ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.416 in Ratio = 0.000 in Ratio = 0.791 in Ratio = 0.000 in Ratio = 910 >=360 0 <360 479 >=240. 0 <240.0 Design OK 0.123:1 W24x55 30.948 k 251.694 k +1.20D+1.60Lr 31.583 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 31.58 ft +1.20D+0.50Lr Dsgn. L = 31.58 ft +1.20D Dsgn. L = 31.58 ft +1.20D+1.60Lr Dsgn. L = 31.58 ft +1.20D+E Dsgn. L = 31.58 ft +1.20D -E Dsgn. L = 31.58 ft +0.90D Dsgn. L = 31.58 ft +0.90D+E Dsgn. L = 31.58 ft +0.90D -E Dsgn. L = 31.58 ft 1 0.226 0.059 113.79 1 0.284 0.073 142.73 1 0.194 0.050 97.54 1 0.482 0.123 242.16 1 0.209 0.057 105.15 1 0.180 0.047 90.21 1 0.146 0.038 73.15 1 0.161 0.045 80.81 1 0.131 0.034 65.88 113.79 142.73 97.54 242.16 105.15 90.21 73.15 80.81 65.88 558.33 558.33 558.33 558.33 558.33 558.33 558.33 558.33 558.33 502.50 502.50 502.50 502.50 502.50 502.50 502.50 502.50 502.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14.74 18.35 12.63 30.95 14.38 11.73 9.47 11.23 8.68 279.66 279.66 279.66 279.66 279.66 279.66 279.66 279.66 279.66 3.1.35 251.69 251.69 251.69 251.69 251.69 251.69 251.69 251.69 251.69 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 20 JUN 2017, 8:46AM File= S:12016116-154-01 1233 Andover Park E\Engrneer\Calcslandover park gravity framing.ec6 • ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.329 Licensee : LUND OPSAHL LLC Lic. # : KW -06004202 Description : LR-BM4 Overall Maximum Deflections Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr Vertical Reactions 1 0.7914 15.882 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 21.609 21.974 Overall MINimum 0.467 1.753 D Only 10.160 10.525 +D+Lr 21.609 21.974 +D+0.750Lr 18.747 19.112 +D+0.70E 10.487 11.753 +D+0.5250E 10.405 11.446 +0.60D 6.096 6.315 +0.600+0.70E 6.423 7.542 Lr Only 11.449 11.449 E Only 0.467 1.753 3.1.36 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Steel Beam Lic. # : KW -06004202 Description : LR-BM5 CODE REFERENCES Project ID: 16-154-01 Printed: 22 JUN 2017, 9:29AM File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park gravity framing.ec6. ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.21) 8(0.74) D(0.21)18(0.74) D(0.21) E(0.74) 0(0.580) Lr(0.72501 y Span= 24.Oft W 18x35 Applied. Loads_ Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 29.0 ft Load(s) for Span Number 1 Point Load : D = 0.210, E = 0.740 k @ 3.50 ft Point Load: D = 0.210, E = 0.740 k@13.50ft Point Load: D = 0.210, E = 0.740 k @ 8.583 ft DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.559: 1 W18x35 139.501 k -ft 249.375 k -ft +1.20D+1.60Lr 12.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs r 0.367 in Ratio = 0.000 in Ratio = 0.696 in Ratio = 0.000 in Ratio = 783 >=360 0 <360 414 >=240. 0 <240.0 Design OK 0.146:1 W18x35 23.263 k 159.30 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces aT Stresses for Load Combinations ; Load Combination Max Stress Ratios j Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 24.00 ft +1.20D+0.50Lr Dsgn. L = 24.00 ft +1.20D Dsgn. L = 24.00 ft +1.200+1.60Lr Dsgn. L = 24.00 ft +1.20D+E Dsgn. L = 24.00 ft +1.200-E Dsgn. L = 24.00 ft +0.90D Dsgn. L = 24.00 ft +0.900+E Dsgn. L = 24.00 ft +0.900-E Dsgn. L = 24.00 ft 0.262 0.329 0.224 0.559 0.258 0.191 0.168 0.202 0.135 0.068 65.31 0.086 82.08 0.059 55.98 0.146 139.50 0.068 64.34 0.052 47.63 0.044 41.99 0.053 50.35 0.038 33.63 65.31 277.08 249.38 1.00 1.00 82.08 277.08 249.38 1.00 1.00 55.98 277.08 249.38 1.00 1.00 139.50 277.08 249.38 1.00 1.00 64.34 277.08 249.38 1.00 1.00 47.63 277.08 249.38 1.00 1.00 41.99 277.08 249.38 1.00 1.00 50.35 277.08 249.38 1.00 1.00 33.63 277.08 249.38 1.00 1.00 10.90 13.69 9.34 23.26 10.77 8.34 7.01 8.44 6.05 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 3.1.37 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 Q Title Block Line 1 O You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 • Title Block Line 6 Printed: 22 JUN 2017, 9:29AM O Steel, Beam File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vec6.17.3:29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC 0 Q Load Combination Span Max. "= Defl Location in Span Load Combination Description : LR-BM5 Overall.Maximum Deflections Max. "+" Defl Location in Span O +D+Lr 1 0.6957 Vertical Reactions O Load Combination Support 1 Support 2 12.000 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 O Overall MAXimum Overall MINimum O D Only +D+Lr O +D+0.750Lr +D+0.70E O +D+0.5250E +0.60D O +0.60D+0.70E Lr Only O E Only 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.486 1.431 7.786 16.486 14.311 8.788 8.538 4.672 5.674 8.700 1.431 16.304 0.789 7.604 16.304 14.129 8.156 8.018 4.562 5.114 8.700 0.789 3.1.38 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel. Beam Lic. # : KW -0600420 Description : LR-BM6 CODE REFERENCES Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2:35PM File = S:12016116-154-01 1233 Andover Park ElEngineer1Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.41) E(1.4) 0)0.2833) Lr(0.3542) D(0.41) E(1.4) • • LI Span = 11.0 6 W10x15 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width =14.167 ft Load(s) for Span Number 1 Point Load: D=0.410, E= 1.40k@3.Oft Point Load: D = 0.410, E= 1.40 k @ 8.0 ft DESIGN SUMMARY I Service Toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.258: 1 W10x15 15.462 k -ft 60.000 k -ft +1.20D+1.60Lr 5.500ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.064 in Ratio = 0.000 in Ratio = 0.123 in Ratio = 0.000 in Ratio = 2,063 >=360 0 <360 1076 >=240. 0 <240.0 Design OK 0.081 : 1 W10x15 5.578 k 68.931 k +1.20D+1.60Lr 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 11.00 ft +1.20D+0.50Lr Dsgn. L = 11.00 ft +1.20D Dsgn. L = 11.00 ft +1.20D+1.60Lr Dsgn. L = 11.00 ft +1.20D+E Dsgn. L = 11.00 ft +1.20D -E Dsgn. L = 11.00 ft +0.90D Dsgn. L = 11.00 ft +0.90D+E Dsgn. L = 11.00 ft +0.90D -E Dsgn. L = 11.00 ft 1 0.134 0.042 8.04 1 0.159 0.050 9.57 1 0.115 0.036 6.89 1 0.258 0.081 15.46 1 0.185 0.056 11.09 1 0.045 0.015 2.69 1 0.086 0.027 5.17 1 0.156 0.047 9.37 1 0.016 0.010 0.97 8.04 66.67 60.00 1.00 1.00 2.87 68.93 68.93 9.57 66.67 60.00 1.00 1.00 3.44 68.93 68.93 6.89 66.67 60.00 1.00 1.00 2.46 68.93 68.93 .15.46 66.67 60.00 1.00 1.00 5.58 68.93 68.93 11.09 66.67 60.00 1.00 1.00 3.86 68.93 68.93 2.69 66.67 60.00 1.00 1.00 1.06 68.93 68.93 5.17 66.67 60.00 1.00 1.00 1.85 68.93 68.93 9.37 66.67 60.00 1.00 1.00 3.25 68.93 68.93 0.97 66.67 60.00 1.00 1.00 0.67 68.93 68.93 3.1.39 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed 16 JUN 2017. 2 35PM .: e --�r,� ".,,. ism, -.s ;�E.A�-4 "_�*�:� .��".'•;'�bv_.�'re*.','..".G '4^ski Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : LR-BM6 1 rare Load Combination +D+Lr VerttCAI Rei Span 1 Max. "" Deft Location in Span Load Combination 0.1226 5.531 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only Support 1 Support 2 3.999 3.999 1.231 1.231 2.051 2.051 3.999 3.999 3.512 3.512 3.031 3.031 2.786 2.786 1.231 1.231 2.211 2.211 1.948 1.948 1.400 1.400 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 3.1.40 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 16 JUN 2017, 2ri0PM Lic. # : KW -06004202 Description : LR-BM7 CODER ENC t" Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 OttertieS Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(7.74) Lr(8.7) E(1.27) D(0.060)010.0750) Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi • • Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 3.0 ft Point Load : D = 7.740, Lr = 8.70, E =1.270 A Center of each Span Span = 11.0k W14x26 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.446: 1 W14x26 67.198 k -ft 150.750 k -ft +1.20D+1.60Lr 5.500ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.062 in Ratio = 0.000 in Ratio = 0.119 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +1.40D Dsgn. L = 11.00 ft 1 0.210 +1.20D+0.50Lr Dsgn. L = 11.00 ft 1 0.263 +1.20D Dsgn. L = 11.00 ft 1 0.180 +1.20D+1.60Lr Dsgn. L = 11.00 ft 1 0.446 +1.20D+E Dsgn. L = 11.00 ft 1 0.203 +1.20D -E Dsgn. L = 11.00 ft 1 0.157 +0.90D Dsgn. L = 11.00 ft 1 0.135 +0.90D+E Dsgn. L = 11.00 ft 1 0.158 +0.90D -E Dsgn. L = 11.00 ft 1 0.112 Overall Maximum Deflections Load Combination Span Max. - Defl +D+Lr 1 0.1188 2,114 >=360 0 <360 11 11 >=240. 7 <240.0 Summary of Moment Values max Mu + max Mu Mu Max Mnx Phi*Mnx Cb Rm 0.057 31.62 31.62 167.50 150.75 1.00 1.00 0.071 39.63 39.63 167.50 150.75 1.00 1.00 0.049 27.10 27.10 167.50 150.75 1.00 1.00 0.121 67.20 67.20 167.50 150.75 1.00 1.00 0.055 30.60 30.60 167.50 150.75 1.00 1.00 0.043 23.61 23.61 167.50 150.75 1.00 1.00 0.037 20.33 20.33 167.50 150.75 1.00 1.00 0.043 23.82 23.82 167.50 150.75 1.00 1.00 0.031 16.83 16.83 167.50 150.75 1.00 1.00 Location in Span 5.531 Load Combination Design OK 0.121 : 1 W14x26 12.832 k 106.335 k +1.20D+1.60Lr 0.000 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 6.08 7.59 5.21 12.83 5.85 4.58 3.91 4.54 3.27 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 Max. "+" Deft Location in Span 0.0000 3.1.41.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Pnnied 1,3 JUN 2017 2.4i7PN1 Lic. # : KW -06004202 Description : Vertical R.aa Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only LR-BM7 Support 1 9.106 0.635 4.343 9.106 7.915 4.788 4.676 2.606 3.050 4.763 0.635 Support 2 9.106 0.635 4.343 9.106 7.915 4.788 4.676 2.606 3.050 4.763 0.635 Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS 3.1.42 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 19 JUN 2017, 3:24PM Steel Beam. Lic. # : KW -06004202 File = S:12016116-151-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29 Licensee : LUND OPSAHL LLC Description : LR-BM8 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties 1 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi 0(0,38501 Lr(0.4813) v W12x26 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 19.250 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.206: 1 W12x26 28.777 k -ft 139.500 k -ft +1.20D+1.60Lr 6.750ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.061 in Ratio = 0.000 in Ratio = 0.113 in Ratio = 0.000 in Ratio = 2,652 >=360 0 <360 1431 >=240. 0 <240.0 Design OK 0.101 : 1 W12x26 8.527 k 84.180 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Summary of Moment Values Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 13.50 ft +1.20D+0.50Lr Dsgn. L = 13.50 ft +1.20D Dsgn. L = 13.50 ft +1.20D+1.60Lr Dsgn. L = 13.50 ft +1.20D+E Dsgn. L = 13.50 ft +1.20D -E Dsgn. L = 13.50 ft +0.90D Dsgn. L = 13.50 ft +0.90D+E Dsgn. L = 13.50 ft +0.90D -E Dsgn. L = 13.50 ft 1 0.094 0.046 13.11 1 0.120 0.059 16.72 1 0.081 0.040 11.24 1 0.206 0.101 28.78 1 0.081 0.040 11.24 1 0.081 0.040 11.24 1 0.060 0.030 8.43 1 0.060 0.030 8.43 1 0.060 0.030 8.43 Overall Maximum Deflections 13.11 155.00 139.50 1.00 1.00 16.72 155.00 139.50 1.00 1.00 11.24 155.00 139.50 1.00 1.00 28.78 155.00 139.50 1.00 1.00 11.24 155.00 139.50 1.00 1.00 11.24 155.00 139.50 1.00 1.00 8.43 155.00 139.50 1.00 1.00 8.43 155.00 139.50 1.00 1.00 8.43 155.00 139.50 1.00 1.00 3.88 4.95 3.33 8.53 3.33 3.33 2.50 2.50 2.50 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.1132 6.789 0.0000 0.000 3.1.43 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 St Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. ' 9 JUN 2017, 3 24PM Lic. # : KW -06004202 Description : Vette* 88 Load Combination Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +O.60D +0.60D+0.70E Lr Only E Only LR-BM8 Support 1 Support 2 6.023 6.023 1.665 1.665 2.774 2.774 6.023 6.023 5.211 5.211 2.774 2.774 2.774 2.774 1.665 1.665 1.665 1.665 3.248 3.248 Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS 3.1.44 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. 18 JUN 2917 327PM Lic. # : KW -06004202 Description : LR-BM9 CODE REFEEiAFCS Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.3425) Lr(0.4281) Fy : Steel Yield : E: Modulus : Licensee : LUND OPSAHL LLC 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection • Span = 32.250 ft W18x35 • Service loads entered. Load Factors will be applied for calculations. Tributary Width =17.125 ft 0.593: 1 W18x35 147.949 k -ft 249.375 k -ft +1.20D+1.60Lr 16.125ft Span # 1 Max 0.708 in Ratio = 0.000 in Ratio = 1.332 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +1.40D Dsgn. L = 32.25 ft +1.20D+0.50Lr Dsgn. L = 32.25 ft +1.20D Dsgn. L = 32.25 ft +1.20D+1.60Lr Dsgn. L = 32.25 ft +1.20D+E Dsgn. L = 32.25 ft +1.200-E Dsgn. L = 32.25 ft +0.90D Dsgn. L = 32.25 ft +0.90D+E Dsgn. L = 32.25 ft +0.90D -E Dsgn. L = 32.25 ft 1 0.177 Overall Maximum Deflections 1 0.276 1 0.348 1 0.236 1 0.593 1 0.236 1 0.236 1 0.177 1 0.177 0.053 0.068 0.046 0.115 0.046 0.046 0.034 0.034 0.034 max Mu + 68.71 86.72 58.89 147.95 58.89 58.89 44.17 44.17 44.17 imum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 546 >=360 0 <360 291 >=240. 0 <240.0 Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Load Combination Span Max. " Defl Location in Span +D+Lr 1 1.3318 16.217 Design OK 0.115 : 1 W18x35 18.350 k 159.30 k +1.200+1.60Lr 0.000 ft Span # 1 Summary of Shear Values Cb Rm VuMax Vnx Phi*Vnx 68.71 277.08 249.38 1.00 1.00 8.52 159.30 159.30 86.72 277.08 249.38 1.00 1.00 10.76 159.30 159.30 58.89 277.08 249.38 1.00 1.00 7.30 159.30 159.30 147.95 277.08 249.38 1.00 1.00 18.35 159.30 159.30 58.89 277.08 249.38 1.00 1.00 7.30 159.30 159.30 58.89 277.08 249.38 1.00 1.00 7.30 159.30 159.30 44.17 277.08 249.38 1.00 1.00 5.48 159.30 159.30 44.17 277.08 249.38 1.00 1.00 5.48 159.30 159.30 44.17 277.08 249.38 1.00 1.00 5.48 159.30 159.30 Load Combination Max. "+" Defl 0.0000 Location in Span 0.000 3.1.45 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. 19 JUN 2017 327PM Lic. # : KW -06004202 Description : LR -8M9 Verb i Rea Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only Support 1 Support 2 12.991 12.991 3.652 3.652 6.087 6.087 12.991 12.991 11.265 11.265 6.087 6.087 6.087 6.087 3.652 3.652 3.652 3.652 6.904 6.904 Support notation : Far left is #1 Values in KIPS 3.1.46 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed' 5 JUL 2017. 102'AM adt Lic. # : KW -06004202 Description : LR-BM10 CODE REFERENC1 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 OWttes Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending E(16 50) D(0.10) Lr(0. 1250) Fy : Steel Yield : E: Modulus : Licensee : LUND OPSAHL LLC 50.0 ksi 29,000.0 ksi W10x30 Span = 14.0 ft .411 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 5.0 ft Point Load : E = 16.50 k, Starting at : 7.0 ft and placed every 0.0 ft thereafter Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.449: 1 W10x30 61.572 k -ft 137.250 k -ft +1.20D+E 7.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.332 in Ratio = -0.332 in Ratio = 0.045 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations . Load Combination Max Stress Ratios Segment Length Span # M V +1.400 Dsgn. L = 14.00 ft 1 0.032 0.013 +1.200+0.50Lr Dsgn. L = 14.00 ft 1 0.039 0.016 +1.200 Dsgn. L = 14.00 ft 1 0.028 0.012 +1.20D+1.60Lr Dsgn. L = 14.00 ft 1 0.064 0.026 +1.20D+E Dsgn. L = 14.00 ft 1 0.449 0.099 +1.20D -E Dsgn. L = 14.00 ft 1 0.393 0.087 +0.90D Dsgn. L = 14.00 ft 1 0.021 0.009 +0.900+E Dsgn. L = 14.00 ft 1 0.442 0.096 +0.90D -E Dsgn. L = 14.00 ft 1 0.400 0.087 Overall Maximus - Load Combination Span 1 505 >=360 505 >=360 3741 >=240. 0 <240.0 Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb 4.46 4.46 152.50 137.25 1.00 1.00 5.35 5.35 152.50 137.25 1.00 1.00 3.82 3.82 152.50 137.25 1.00 1.00 8.72 8.72 152.50 137.25 1.00 1.00 61.57 61.57 152.50 137.25 1.00 1.00 -53.93 53.93 152.50 137.25 1.00 1.00 2.87 2.87 152.50 137.25 1.00 1.00 60.62 60.62 152.50 137.25 1.00 1.00 -54.88 54.88 152.50 137.25 1.00 1.00 Max. "" Defl Location in Span 0.0000 0.000 Load Combination E Only * -1.0 Desi•n OK 0.099 : 1 W10x30 9.342 k 94.50 k +1.20D+E 0.000 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 1.27 94.50 1.53 94.50 1.09 94.50 2.49 94.50 9.34 94.50 8.25 94.50 0.82 94.50 9.07 94.50 8.25 94.50 Max. "+" Defl -0.3320 94.50 94.50 94.50 94.50 94.50 94.50 94.50 94.50 94.50 Location in Span 3.1.41.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. 5 JUL 20'.7 10 27A Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : VertiCal R' LR-BM10 Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +D+0.70E +D -0.70E +D+0.5250E +D -0.5250E +0.60D +0.600+0.70E +0.600-0.70E Lr Only E Only E Only * -1.0 Support1 Support2 -8.250 -8.250 0.546 0.546 0.910 0.910 1.785 1.785 1.566 1.566 6.685 6.685 -4.865 -4.865 5.241 5.241 -3.421 -3.421 0.546 0.546 6.321 6.321 -5.229 -5.229 0.875 0.875 8.250 8.250 -8.250 -8.250 Support notation : Far left is #1 Values in KIPS 3.1.48 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Description : LR-BM10 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Genera frit Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Appitedl W12x26 Load Resistance Factor A-992, High Strength, Low Alloy, Fy = 50.0 ksi 29,000.0 ksi AXIAL LOADS ... Axial Load at 28.330 ft, E = 46.460 k BENDING LOADS .. . Lat. Uniform Load creating Mx -x, D = 0.120, LR = 0.150 k/ft DESIGN SUMMARY' Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Pu 0.9* Pn Mu -x 0.9*Mn-x: Mu -y 0.9 * Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results Project ID: 16-154-01 Primed 23 JUN 2017 9 u1AM Licensee : LUND OPSAHL LLC Overall Column Height 28.330 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 28.330 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.2761 : 1 +1.20D+1.60Lr 14.070 ft 0.0 k 250.941 k 38.523 k -ft 139.50 k -ft 0.0 k -ft 30.638 k -ft 0.06462 : 1 +1.20D+1.60Lr 0.0 ft Load Combination +1.40D +1.20D+0.50Lr +1.20D +1.20D+1.60Lr +1.372D+E +1.372D -E +0.90D +0.7284D+E +0.7284D -E Maximum Rea,cti o Load Combination D Only +D+Lr +D+0.750Lr +D+0.70E 5.439 k 84.180 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.121 PASS 14.07 ft 0.157 PASS 14.07 ft 0.104 PASS 14.26 ft 0.276 PASS 14.07 ft 0.211 PASS 14.26 ft 0.211 PASS 14.26 ft 0.078 PASS 14.07 ft 0.185 PASS 0.00 ft 0.155 PASS 14.07 ft Axial Reaction @ Base 32.522 X -X Axis Reaction @ Base @ Top Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections Along Y -Y 0.3714 in at for load combination : Lr Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 3.825 k 3.825 k 14.260ft above base Maximum Shear Ratios Stress Ratio Status Location 0.028 0.037 0.024 0.065 0.028 0.028 0.018 0.015 0.015 Y -Y Axis Reaction @ Base @ Top 1.700 3.825 3.293 1.700 1.700 3.825 3.293 1.700 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0ft above base 0.00 ft 0.00 ft 28.33 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 28.33 ft 28.33 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 3.1.49 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. 28 JUN '2017. 9 U1AM Lic. # : KW -06004202 Description : LR-BM10 Load Combination +D -0.70E +D+0.5250E +D -0.5250E +0.60D +0.60D+0.70E +0.60D -0.70E Lr Only E Only E Only * -1.0 Extreme Cil Item Axial @ Base Reaction, X -X Axis Reaction, Y -Y Axis Reaction, X -X Axis Reaction, Y -Y Axis Moment, X -X Axis Ba Moment, Y -Y Axis Ba Moment, X -X Axis To Moment, Y -Y Axis To Axial Reaction X -X Axis Reaction @ Base @ Base @ Top -32.522 24.392 -24.392 32.522 -32.522 46.460 -46.460 Maximum Deflect Load Combination D Only Lr Only E Only E Only *-1.0 Steel Section Frc Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg Extreme Value Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum ions for Load Axial Reaction @ Base 46.460 -46.460 46.460 46.460 X -X Axis Reaction @ Base @ Top Combinations Max. X -X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft W12x26 12.200 in 0.230 in 6.490 in 0.380 in 7.650 inA2 26.000 pif 0.680 in 0.750 in 1.750 in 0.000 in I xx S xx R xx Zx Iyy S yy Ryy Zy rT k Y -Y Axis Reaction @ Base @ Top 1.700 1.700 1.700 1.700 1.700 1.700 1.020 1.020 1.020 1.020 1.020 1.020 2.125 2.125 Y -Y Axis Reaction @ Base @ Top 1.700 1.700 1.700 1.700 3.825 3.825 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 Y -Y Deflection 0.297 in 0.371 in 0.000 in 0.000 in Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Max. Distance 14.260 ft 14.260 ft 0.000 ft 0.000 ft 204.00 inA4 33.40 in^3 5.170 in 37.200 inA3 17.300 in^4 5.340 inA3 1.510 in 8.170 inA3 0.000 in J = 0.300 in^4 Cw = 607.00 in^6 Wno Sw Qf Qw 19.200 inA2 11.800 in"4 7.030 in"3 18.300 '03 3.1.50 Title Biock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Biock Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Lic. # : KW -06004202 Description : LR-BM10 Y 6A9in X Aff 4110k Height = 28.330 ft Project ID: 16-154-01 Printed: 28 JUN 2017, 9:01 At Licensee : LUND OPSAHL LLC M -x Loads Loads are total entered value. Arrows do not reflect absolute direction. 3.1.51 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed. 27 JUN 2017. M:01AN1 Lic. # : KW -06004202 Description : UR-BM1 CODE REF"E1GE Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : censee : LUND OPSAHL LLC 50.0 ksi 29,000.0 ksi W12x26 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.115: 1 W12x26 16.070 k -ft 139.500 k -ft +1.20D+1.60Lr 12.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.109 in Ratio = 0.000 in Ratio = 0.204 in Ratio = 0.000 in Ratio = Maximum Force_ s S. Stresses for Load Co binatlons Load Combination Max Stress Ratios Segment Length Span # M V max Mu + 1 0.062 0.017 8.67 +1.40D Dsgn. L = 24.00 ft +1.20D+0.50Lr Dsgn. L = 24.00 ft +1.20D Dsgn. L = 24.00 ft +1.20D+1.60Lr Dsgn. L = 24.00 ft +1.20D+E Dsgn. L = 24.00 ft +1.20D -E Dsgn. L = 24.00 ft +0.90D Dsgn. L = 24.00 ft +0.90D+E Dsgn. L = 24.00 ft +0.90D -E 1 0.073 0.020 10.13 1 0.053 0.015 7.43 1 0.115 0.032 16.07 1 0.053 0.015 7.43 1 0.053 0.015 7.43 1 0.040 0.011 5.57 1 0.040 0.011 5.57 Dsgn. L = 24.00 ft 1 0.040 0.011 5.57 Overall Maximum Deft ons Load Combination Span Max. "2 Defl +D+Lr 1 0.2041 2,641 >=360 0 <360 1411 >=240. 0 <240.0 Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm 8.67 155.00 139.50 1.00 1.00 10.13 155.00 139.50 1.00 1.00 7.43 155.00 139.50 1.00 1.00 16.07 155.00 139.50 1.00 1.00 7.43 155.00 139.50 1.00 1.00 7.43 155.00 139.50 1.00 1.00 5.57 155.00 139.50 1.00 1.00 5.57 155.00 139.50 1.00 1.00 5.57 155.00 139.50 1.00 1.00 Location in Span 12.069 Load Combination Desi . n OK 0.032 : 1 W12x26 2.678 k 84.180 k +1.20D+1.60Lr 0.000 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 1.44 1.69 1.24 2.68 1.24 1.24 0.93 0.93 0.93 Max. "+" Defl 0.0000 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 Location in Span 0.000 3.1.52 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Prmled: 2? JUN 2Q17, 10'01, M Lic. # : KW -06004202 Description : UR-BM1 Vertical Rea Load Combination Overall MAXimum Overall MlNimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only Support 1 Support 2 1.932 1.932 0.619 0.619 1.032 1.032 1.932 1.932 1.707 1.707 1.032 1.032 1.032 1.032 0.619 0.619 0.619 0.619 0.900 0.900 Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS 3.1.53 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Panted: d JUL 2017. 5:40PAA Lic. # : KW -06004202 Description : UR-BM2 CODE REFER! Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Motorist Pry.. Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending 0(0.10) Lr(0.1250) Fy : Steel Yield : E: Modulus : E(15.301 Licensee : LUND OPSAHL LLC 50.0 ksi 29,000.0 ksi Applied toads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 5.0 ft Point Load : E = 15.30 k, Starting at : 10.50 ft and placed every 0.0 ft thereafter W10x30 Span = 13.750 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.299: 1 W10x30 40.982 k -ft 137.250 k -ft +1.372D+E 10.489ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.195 in Ratio = 0.000 in Ratio = 0.042 in Ratio = 0.000 in Ratio = 847 >=360 0 <360 3948 >=240. 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm +1.40D Dsgn. L = 13.75 ft 1 0.031 0.013 4.30 +1.20D+0.50Lr Dsgn. L = 13.75 ft 1 0.038 0.016 5.16 +1.20D Dsgn. L = 13.75 ft 1 0.027 0.011 3.69 +1.20D+1.60Lr Dsgn. L = 13.75 ft 1 0.061 0.026 8.41 +1.372D+E Dsgn. L = 13.75 ft 1 0.299 0.137 40.98 +1.372D -E Dsgn. L = 13.75 ft 1 0.254 0.117 +0.90D Dsgn. L = 13.75 ft 1 0.020 0.009 2.77 +0.7284D+E Dsgn. L = 13.75 ft 1 0.288 0.131 39.55 +0.7284D -E Dsgn. L = 13.75 ft 1 0.265 0.120 Overall Maximum Deflections Load Combination Span Max. "" Defl E Only 1 0.1947 Design OK 0.137 : 1 W10x30 12.910 k 94.50 k +1.372D+E 13.750 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 4.30 152.50 137.25 1.00 1.00 1.25 94.50 94.50 5.16 152.50 137.25 1.00 1.00 1.50 94.50 94.50 3.69 152.50 137.25 1.00 1.00 1.07 94.50 94.50 8.41 152.50 137.25 1.00 1.00 2.45 94.50 94.50 40.98 152.50 137.25 1.00 1.00 12.91 94.50 94.50 -34.88 34.88 152.50 137.25 1.00 1.00 11.03 94.50 94.50 2.77 152.50 137.25 1.00 1.00 0.80 94.50 94.50 39.55 152.50 137.25 1.00 1.00 12.33 94.50 94.50 -36.31 36.31 152.50 137.25 1.00 1.00 11.34 94.50 94.50 Location in Span Load Combination 7.739 Max. "+" Defl 0.0000 Location in Span 3.1.543.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 Title Brock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Fle'=5:12016116-15401 Project ID: 16-154-01 Printed: 6 JUL 2017, 5:40PMt 33 Andover Park E1Eri r\Calcs iidover park gravity framing e:01 ENERCALC, INC.1983-2017, Build:10t17.6.29; Ver:10.17.6.29'` Lic. # : KW -06004202 Description : UR-BM2 Vertical. Reactions Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only 3.616 0.536 0.894 1.753 1.538 3.425 2.792 0.536 3.068 0.859 3.616 11.684 0.536 0.894 1.753 1.538 9.072 7.028 0.536 8.715 0.859 11.684 3.1.55 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : UR BM4 Code References Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 6 JUL 2017, 1:49PM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandovei park gravity 6aming.ec6 ENERCALC, INC.1983.2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : W18x35 Analysis Method : Load Resistance Factor Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Fy : Steel Yield 50.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =10.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 10.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS .. . Axial Load at 10.0 ft, E = 49.50 k pp/GA/SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are Pu 0.9 " Pn Mu -x 0.9' Mn -x : Mu -y 0.9'Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn • Phi : Allowable Load_ Combination Results 0.2167 : 1 E Only 0.0 ft 49.50 k 228.471 k 0.0 k -ft 180.154 k -ft 0.0 k -ft 30.225 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.0 in for load combination : Along X -X 0.0 in for load combination : 0.0 k 0.0 k 0.0 k 0.0 k at 0.0ft above base at 0.Oft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location E Only E Only * -1.0 E Maximum Reactions 0.000 0.217 0.107 PASS 0.00 ft PASS 0.00 ft PASS 10.00 ft 0.000 PASS 0.000 PASS 0.000 PASS Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top E Only* 0.70 E Only* 0.5250 E Only 34.650 25.988 49.500 Extreme Reactions Item Axial Reaction Extreme Value @ Base X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Reaction, X -X Axis Base Reaction, Y -Y Axis Base Maximum Minimum Maximum Minimum Maximum 49.500 3.1.56 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 olumn Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 6 JUL 2017, 1:49PM File =S 12016116:164.011233 Andover Park E\EngmeertCalcslandover park,gravityframing ec6; >. , ENERGALC 'IC 1983-2017, Build 1017.6.29, Ver10.17.6.29' Licensee : LUND OPSAHL LLC UR BM4 Extreme Reactions Item Axial Reaction Extreme Value @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Minimum Reaction, X -X Axis Top Maximum Minimum Reaction, Y -Y Axis Top Maximum Minimum Moment, X -X Axis Base Maximum Minimum Moment, Y -Y Axis Base Maximum Minimum Moment, X -X Axis Top Maximum Minimum Moment, Y -Y Axis Top Maximum Minimum 1 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance E Only SteelSection Properties : Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg 0.0000 in 0.0000 in W18x35 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft = 17.700 in I xx = 510.00 inA4 J = 0.506 inA4 = 0.300 in S xx = 57.60 inA3 Cw = 1,140.00 in^6 = 6.000 in R xx = 7.040 in = 0.425 in Zx = 66.500 inA3 = 10.300 inA2 lyy = 15.300 inA4 = 35.000 plf S yy = 5.120 inA3 Wno = 25.900102 = 0.827 in R yy = 1.220 in Sw = 16.500 inA4 = 0.750 in Zy = 8.060 inA3 Qf = 10.500 inA3 = 1.510 in rT = 0.000 in Qw = 32.700 inA3 = 0.000 in c 0 Y Load 6.00in iX Height = 10.0 ft 3.1.57 Title Block Line 6 Steel Beam Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed:16 JUN 2017, 2:09PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver6.17.2.28 Lic. # : KW -06004202 Description : MB1 CODE REFERENCES Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material' Properties - Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Df0.07301 E(02520) •v • O(0.120)1. 0.1501 • Span = 28.333 ft W 12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 6.0 ft Partial Length Uniform Load : D = 0.0730, E = 0.2520 klft, Extent = 5.50 --» 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span . Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.303: 1 W12x26 42.239 k -ft 139.500 k -ft +1.20D+1.60Lr 13.600ft Span # 1 Maximum Shear Stress Ratio Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.369 in Ratio = 0.000 in Ratio = 0.737 in Ratio = 0.000 in Ratio = 920 >=360 0 <360 461 >=240. • 0 <240.0 Design OK 0.070 : 1 W12x26 5.928 k 84.180 k +1.20D+1.60Lr 0.000 ft Span # 1 Maximum Forces 8� Stresses for LoadCombinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 28.33 ft 1 0.153 +1.20D+0.50Lr Dsgn. L = 28.33 ft 1 0.184 +1.20D Dsgn. L = 28.33 ft 1 0.131 +1.20D+1.60Lr Dsgn. L = 28.33 ft 1 0.303 +1.20D+E Dsgn. L = 28.33 ft 1 0.213 +1.20D -E Dsgn. L = 28.33 ft 1 0.061 +0.90D Dsgn. L = 28.33 ft 1 0.098 +0.90D+E Dsgn. L = 28.33 ft 1 0.180 +0.90D -E Dsgn. L = 28.33 ft 1 0.032 0.012 4.49 OVeraII Maximum Deflections 0.035 21.28 0.043 25.72 0.030 18.24 0.070 42.24 0.047 29.66 0.019 8.44 0.023 13.68 0.039 25.13 21.28 155.00 139.50 1.00 1.00 25.72 155.00 139.50 1.00 1.00 18.24 155.00 139.50 1.00 1.00 42.24 155.00 139.50 1.00 1.00 29.66 155.00 139.50 1.00 1.00 8.44 155.00 139.50 1.00 1.00 13.68 155.00 139.50 1.00 1.00 25.13 155.00 139.50 1.00 1.00 4.49 155.00 139.50 1.00 1.00 2.95 3.59 2.53 5.93 3.93 1.56 1.90 3.30 0.99 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.7372 14.086 0.0000 3.1.581.000 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Title Block Line 6 Project ID: 16-154-01 Printed: 16 JUN 2017, 2:09PM Steel Beam Lic. # : KW -06004202 Description : MB1 Vertical ;Reactions:. File = S:12016\16-154-01 1233 Andover Park E\EngineerCalcslandover park gravityframing.e`o6 ENERCALC, INC. 1983-2017, Build:6.17.2.28 Ver..6,17.2.28 Support notation : Far left is #1 Licensee : LUND OPSAHL LLC Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Lr Only E Only O 4.232 1.264 2.107 4.232 3.701 3.090 2.845 1.264 2.248 2.125 1.405 4.038 0.737 1.914 4.038 3.507 2.429 2.300 1.148 1.664 2.125 0.737 3.1.59 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 5 JUL 2017, 3:37PM ' File = S:12016116-154-01 1233 Andover Park E\EngineerlCalcslandover park gravity framing.ec6 ENERCALC, IVC.1983-2017,'Buifd:10.17.6.29; Vec10.17.6.29 Lic. # : KW -06004202 Description : WG1 God References J Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information 1 Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS8x8x5/16 Load Resistance Factor 46.0 ksi 29,000.0 ksi I Applied Loads AXIAL LOADS... Axial Load at 20.0 ft, W = 3.860 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.3863 klft Lat. Uniform Load creating My -y, D = 0.2340 klft Overall Column Height 20.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 20.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 20.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY __ _ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9* Pn Mu -x 0.9"Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load>Combination Results 0.3930 : 1 +1.20D+W 9.933 ft 3.860 k 244.198 k 19.312 k -ft 86.595 k -ft 14.039 k -ft 86.595 k -ft 0.04499 : 1 +1.20D+W 0.0 ft 3.863 k 85.862 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.3397 in at for load combination :+0.60W Along X -X 0.3430 in at for load combination :D Only 2.340 k 2.340 k 3.863 k 3.863 k 10.067ft above base 10.067ft above base Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.20D +1.20D+0.50W +1.200+W +0.900+W +0.900 0.189 PASS 10.07 ft 0.162 PASS 9.93 ft 0.278 PASS 9.93 ft 0.393 PASS 9.93 ft 0.353 PASS 10.07 ft 0.122 PASS 10.07 ft Maximum Reactions Axial Reaction Load Combination @ Base 0.038 0.033 0.033 0.045 0.045 0.025 X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 0 Only +D+0.60W +D+0.450W +0.60D+0.60W +0.60D W Only 2.316 1.737 2.316 3.860 -2.340 2.340 -2.340 2.340 -2.340 2.340 -1.404 1.404 -1.404 1.404 2.318 2.318 1.738 1.738 2.318 2.318 3.863 3.863 3.1.60 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr. Gravity Framing Project ID: 16-154-01 Printed: 5 JUL 2017, 3:37PM Steel Column Lic. # : KW -06004202 Fite = S:12016116-154-01 1233 Andover Park E1Engineer\Calcslandover parkgravity framing.ec6- ' ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : WG1 Extreme Reactions Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Extreme Value @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Reaction, X -X Axis Base Reaction, Y -Y Axis Base Reaction, X -X Axis Top Reaction, Y -Y Axis Top Moment, Moment, Moment, Moment, X -X Axis Base Y -Y Axis Base X -X Axis Top Y -Y Axis Top Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum 3.860 3.860 3.860 3.860 -2.340 2.340 -2.340 2.340 -2.340 2.340 -2.340 2.340 - -2.340 -1.404 -2.340 -2.340 -2.340 -2.340 2.340 1.404 2.340 2.340 2.340 2.340 2.340 2.340 -2.340 2.340 Minimum -2.340 2.340 Maximum Deflections forLoad Combinations 3.863 3.863 3.863 3.863 3.863 3.863 3.863 3.863 . Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only +0.60W Steel'Section Properties : 0.3430 in 0.0000 in HSS8x8x511 6 10.067 ft 0.000 ft 0.000 in 0.000 ft 0.340 in 10.067 ft Depth = 8. Design Thick Width Wall Thick Area Weight Ycg 0. = 8. = 0. 8. = 31. 000 in 291 in 000 in 313 in 760 inA2 840 plf 0.000 in Ixx S xx R xx Zx Iyy Syy Ryy 85.60 in"4 21.40 inA3 3.130 in 25.100 inA3 85.600 inA4 21.400 inA3 3.130 in J C 136.000 in"4 34.500 inA3 0 0 o r ;Load 1 v IIIT 8.00in X 3."EG 3.1.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel. Column Lic. # : KW -06004202 Description : WG2 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 5 JUL 2017, 1:16PM • File = S:12016116-154-011233' Andover Park ElEngineerlCalcslandover park gravityframing.ec6 • ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Code References J Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS8x8x1/2 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied Loads AXIAL LOADS... Axial Load at 24.0 ft, W = 7.215 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.3750 k/ft Lat. Uniform Load creating My -y, D = 0.2610 klft l DESIGN SUMMARY Overall Column Height 24.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 24.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 24.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9*Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Load Combination Results 0.3948 :1 +1.20D+W 11.919 ft 7.215 k 305.588 k 26.999 k -ft 129.375 k -ft 22.549 k -ft 129.375 k -ft 0.03539 :1 +1.20D+W 0.0 ft 4.50 k 127.153 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.4683 in for load combination :+0.60W 3.132 k 3.132 k 4.50 k 4.50 k at 12.081ft above base Along X -X 0.5433 in at for load combination :D Only 12.081ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.40D +1.20D +1.200+0.50W +1.20D+W +0.90D+W +0.900 0.203 0.174 0.285 0.395 0.351 0.131 __Maximum Reactions J PASS PASS PASS PASS PASS PASS 11.92 ft 11.92 ft 11.92 ft 11.92 ft 11.92 ft 11.92ft 0.034 0.030 0.030 0.035 0.035 0.022 Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis @ Base @ Top @ Base Reaction @ Top PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+0.60W +D+0.450W +0.600+0.60W +0.60D W Only 4.329 3.247 4.329 7.215 -3.132 -3.132 -3.132 -1.879 -1.879 3.132 3.132 3.132 1.879 1.879 2.700 2.025 2.700 4.500 2.700 2.025 2.700 4.500 3.1.62 Q Title Block Line 1 © You can change this area using the "Settings" menu item Q and then using the "Printing & Title Block" selection. 0 Title Block Line 6 Printed: 5 JUL 2017, 1:16PM ® Steel Column Andover Park E\EngineerlCalcslandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 0 O Extreme Reactions Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : WG2 0 Item Extreme Value O Axial @ Base Maximum Q Reaction, X -X Axis Base Minimum Axial Reaction @ Base 7.215 7.215 7.215 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top 4.500 4.500 -3.132 3.132 O Minimum -3.132 3.132 Reaction, Y -Y Axis Base Maximum O Minimum -3.132 3.132 Reaction, X -X Axis Top Maximum -3.132 3.132 O Minimum 7.215 4.500 4.500 Reaction, Y -Y Axis Top Maximum -3.132 3.132 0 Minimum -1.879 1.879 O Moment, X -X Axis Base Maximum 3.132 Minimum 3.132 Moment, Y -Y Axis Base Maximum -3.132 3.132 " Minimum -3.132 3.132 Moment, X -X Axis Top Maximum 3.132 Minimum -3.132 3.132 O Moment, Y -Y Axis Top Maximum 3.132 Minimum -3.132 3.132 O Maximum Deflections for Load Combinations O Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.5433 in 12.081 ft 0.000 in 0.000 ft O +0.60W 0.0000 in 0.000 ft 0.468 in 12.081 ft 4.500 4.500 4.500 4.500 Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top O Steel Section Properties : HSS8x8x1l2 Depth = 8.000 in I xx Design Thick = 0.465 in S xx Width = 8.000 in R xx Wall Thick = 0.500 in Zx Area = 13.500 in"2 Iyy Weight = 48.850 plf S yy Ryy 000000000000000000000 Ycg = 0.000 in • 125.00 in^4 31.20 in"3 3.040 in • 37.500 inA3 = 125.000 in"4 • 31.200 in"3 = 3.040 in J C 204.000 in"4 52.400 inA3 3.1.63 0000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 [Steel Column Lic. # : KW -06004202 Description : WG3 - CodeReferences f Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 19 JUN 2017, 4:37PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vec6.17.3:29 Licensee: LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS16x16x318 Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied Loads AXIAL LOADS... Axial Load at 37.0 ft, W = 4.50 k BENDING LOADS... Lat. Uniform Load creating Mx -x, W = 0.390 k/ft Lat. Uniform Load creating My -y, D = 0.2940 k/ft Overall Column Height 37.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 37.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 37.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY j Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 " Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . . Vu : Applied Vn * Phi : Allowable Load Combination Results J 0.3744 : 1 +1.20D+W 18.376 ft 4.50 k 579.59 k 66.736 k -ft 343.005 k -ft 60.370 k -ft 343.005 k -ft 0.03525 : 1 +1.40D 0.0 ft 7.615 k 216.050 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.3940 in at for load combination :+0.60W Along X -X 0.4950 in at for load combination :D Only 5.439 k 5.439 k 7.215 k 7.215 k 18.624ft above base 18.624ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.200 +1.200+0.50W +1.20D+W +0.90D+W +0.900 0.205 0.176 0.275 0.374 0.330 0.132 Maximum Reactions PASS PASS PASS PASS PASS PASS 18.38 ft 18.38 ft 18.38 ft 18.38 ft 18.38 ft 18.38 ft 0.035 0.030 0.030 0.033 0.033 0.023 Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+0.60W +D+0.450W +0.600+0.60W +0.60D W Only 2.700 2.025 2.700 4.500 -5.439 -5.439 -5.439 -3.263 -3.263 5.439 5.439 5.439 3.263 3.263 4.329 4.329 3.247 3.247 4.329 4.329 7.215 7.215 3.1.64 • Title Block Line 1 © You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. • Title Block Line 6 Printed: 19 JUN 2017, 4:37PM Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 0 Steel Column Andover Park ElEngineerlCalcslandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29 0 O Extreme Reactions Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : WG3 J O Axial Reaction Item Extreme Value @ Base O Axial @ Base Maximum 4.500 O Minimum Reaction, X X Axis Maximum 4.500 O Minimum Reaction, Y -Y Axis Maximum 4.500 O Minimum Reaction, X -X Axis Maximum O Minimum 4.500 Reaction, Y -Y Axis Maximum -5.439 O Minimum -3.263 Moment, XX Axis Ba Maximum O Minimum Moment, Y -Y Axis Ba Maximum -5.439 O Minimum -5.439 O Moment, X -X Axis To Maximum -5.439 Minimum -5.439 O Moment, Y -Y Axis To Maximum -5.439 Minimum -5.439 X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top -5.439 5.439 -5.439 5.439 -5.439 5.439 -5.439 5.439 5.439 3.263 5.439 5.439 5.439 5.439 5.439 5.439 5.439 5.439 O Maximum Deflections for Load Combinations 7.215 7.215 7.215 7.215 7.215 7.215 7.215 7.215 O Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.4950 in 18.624 ft 0.000 in 0.000 ft O +0.60W 0.0000 in 0.000 ft 0.394 in 18.624 ft O Steel Section Properties : HSS16x16x3/8 Depth = 16.000 in I xx = 873.00 inA4 J 000000000000000000000 Design Thick = 0.349 in S xx = 109.00 inA3 Width 16.000 in R xx = 6.370 in Wall Thick 0.375 in Zx = 126.000 inA3 Area 21.500 inA2 I yy = 873.000 inA4 Weight 78.520 plf S yy = 109.000 inA3 R yy = 6.370 in Ycg 0.000 in C = 1350.000 inA4 = 171.000 inA3 c 0 0 cc v Load 1 16.00in M -y Loads .sm M -x Loads Height = 37.0 ft o'we ♦ assn Loads are total entered value. Arrows do not reflect absolute direction. 3.1.65 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 6 JUL 2017, 3:29PM File = S:12016116-154-01 1233 Andover Park E1Engineer1Cslcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Description : WC1 Code References _ _ 1 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS12x4x1/2 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied Loads . Column self weight included : 1,306.74 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 26.750 ft, D = 5.0, LR = 6.20 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.660 k/ft [ DESIGN SUMMARY Overall Column Height 26.750 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : • X -X (width) axis : Lu for X -X Axis buckling : 12.5 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 26.750 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Pu 0.9 " Pn Mu -x 0.9 ' Mn -x : Mu -y 0.9'Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn " Phi : Allowable 0.3866 :1 +1.20D+0.50Lr+W 13.285 ft 10.668 k 264.138 k 59.031 k -ft 161.115 k -ft 0.0 k -ft 72.105 k -ft 0.04324: 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 8.828 k 204.157 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.7572 in for load combination :+0.60W 0.0 k 0.0 k 8.828 k 8.828 k at 13.465ft above base Along X -X 0.0 in at 0.Oft above base for load combination : Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.200 +1.200+1.60Lr +1.200+1.60Lr+0.50W +1.200+0.50W +1.200+0.50Lr+W +1.20D+W +0.90D+W +0.900 0.033 0.040 0.029 0.066 0.216 0.198 0.387 0.381 0.377 0.021 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 12.75 ft 12.75 ft 12.75 ft 12.75 ft 13.29 ft 13.29 ft 13.29 ft 13.29 ft 13.29 ft 12.75 ft 0.000 0.000 0.000 0.000 0.022 0.022 0.043 0.043 0.043 0.000 Load Combination D Only +D+Lr Axial Reaction @ Base 6.307 12.507 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 3.1.66 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Steel Column Project ID: 16-154-01 Printed: 6 JUL 2017, 3 29P File ;S:12016116-154-01 1233 Andover Park E\EngineerlCalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:10.17.629, Vee10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : WC1 Maximum Reactions 71 Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only 10.957 6.307 10.957 6.307 3.784 3.784 6.200 Extreme Reactions 5.297 5.297 3.972 3.972 3.972 3.972 5.297 5.297 8.828 8.828 Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Extreme Value @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum 12.507 Minimum Reaction, X -X Axis Base Maximum 6.307 Minimum 6.307 Reaction, Y -Y Axis Base Maximum Minimum 6.307 Reaction, X -X Axis Top Maximum 6.307 Minimum 6.307 Reaction, Y -Y Axis Top Maximum 6.307 Minimum 6.307 Moment, X -X Axis Base Maximum 6.307 Minimum 6.307 Moment, Y -Y Axis Base Maximum 6.307 Minimum 6.307 Moment, X -X Axis Top Maximum 6.307 o Minimum 6.307 Moment, Y -Y Axis Top Maximum 6.307 Minimum 6.307 f Maximum Deflections for Load Combinations 8.828 8.828 8.828 8.828 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only +0.60W 0.0000 in 0.0000 in 0.0000 in Steel Section Properties 1 HSS12x4x112 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.757 in 13.465 ft Depth = 12.000 in 1 xx = 210.00 inA4 J = 105.000 inA4 Design Thick = 0.465 in S xx = 34.90 inA3 Cw = 37.50 inA6 Width = 4.000 in R xx = 3.950 in Wall Thick = 0.500 in Zx = 46.700 inA3 Area = 13.500 inA2 lyy = 35.300 inA4 C = 37.500 inA3 Weight = 48.850 pif S yy = 17.700 inA3 R yy = 1.620 in Zy = 20.9001n^3 Ycg = 0.000 in 3.1.67 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 rx Steer ,Column Description : WC1 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 6 JUL 2017, 329PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcs\.andover park gravity framing.ec6— ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 4.00in 3.1.68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW -06004202 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 23 JUN 2017, 3:57PM File = S:12016116-154-01 1233 Andover Park ElEngineer%Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver6.17.3.29 Description : (E) GLB 1 CODE REFERENCES Licensee : LUND OPSAHL LLC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Beam is Fully Braced against lateral -torsional Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft buckling 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0ksi Eminbend - yy 850.0 ksi Density 31.20 pcf D(0.08540) D(0.1170) D(0.670)tr(0.8375) 7 8.750 X 34.50 Span = 42.0 ft Applied Loads Beam self weight calculated and added to Toads Loads on all spans... Uniform Load on ALL spans : D = 0.020, Lr = 0.0250 ksf, Tributary Width = 33.50 ft Partial Length Uniform Load : D = 0.1170 k/ft, Extent = 0.0 --» 42.0 ft Partial Length Uniform Load : D = 0.08540 k/ft, Extent = 0.0 --» 42.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. See Following Reinforcing Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 1.134: 1 8.750 X 34.50 = 2,706.25 psi 2,387.39 psi +D+Lr 21.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.225 in Ratio = 0.000 in Ratio = 2.320 in Ratio = 0.000 in Ratio = 411 >=360 0 <360 217 <240.0 0 <240.0 Design N.G. = 0.559: 1 8.750 X 34.50 185.25 psi 331.25 psi +D+Lr = 0.000 ft = Span#1 Maximum Forces 8r Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t Moment Values CL M fb Shear Values F'b V fv F'v D Only Length = 42.0 ft +D+Lr Length = 42.0 ft +D+0.750Lr Length = 42.0 ft +0.60D Length = 42.0 ft 1 0.832 0.410 0.90 0.796 0.796 1 1.134 0.559 1.25 0.796 0.796 1 1.000 0.493 1.25 0.796 0.796 1 0.281 0.138 1.60 0.796 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 206.79 391.46 345.29 124.07 1,429.58 2,706.25 2,387.08 857.75 0.00 1718.92 0.00 2387.39 0.00 2387.39 0.00 3055.86 0.00 0.00 19.69 97.86 0.00 0.00 37.28 185.25 0.00 0.00 32.88 163.40 0.00 0.00 11.82 58.71 3.1.69 0.00 238.50 0.00 331.25 0.00 331.25 0.00 424.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW -06004202 Description : (E) GLB 1 Overall :Maximum. Deflections Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 23 JUN 2017, 3:57PM —File = 8:12016116-154-01 1233 ndover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17 3.29, Ver..6.17.3.29 Licensee : LUND OPSAHL LLC Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 2.3197 Vertical Reactions 21.153 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 37.281 11.816 19.694 37.281 32.885 11.816 17.588 37.281 11.816 19.694 37.281 32.885 11.816 17.588 3.1.70 Protect ,AYif Qf. po.„-L E. Sheet GLB t Client er Page No. Date O., j,/Z V www;lundopsahl.com Tel: 206.402.5156 C0 CTL -13 7s,, 3y.s 1-n - _ 2 - '�� „e,1 , Th.►_. Def 11j1,. w= 53,5'x(Zplr4-ZSp.f) .- • 11711004 -CO 7 rG Cl. LT; Lc 5- ivt, p- ECoG Lt 317S- ws& eD z ato., tg001s; 2-R 000 rho, Dec, = 2. I ..6 Z (t in t [JG + W CJ y %, lvt.-Tor ;. Ta -r _' � 3sy E 4i0 SCJ iIy' TTo,- c yam$ +" = 39;40 (n_1) .(, - VI 9`t 0 4i-) a: r:_ L, L -re c -t 67116 --2_. 3� . b _ /75 3 q1.°l 43 T , Pj x 1000x 12 G 0 t , .s ; < 2.3 87. ` M f, Protect._.-.. An&Q`a , { �e...., C� 1 4' $ub�t.. L ��g;<'p'firctn. Client Sheet Page No. PSP _date. (J;Cir;. Z www.Iundopsahl.com I Tel: 206.402.5156 6-62p _ R.04 -•z I,5Cc7_ cp.tC s-UK1�, qGO c��/� y21,-19,7 C Ss 27 1_5S P, coo tivAa " ri (;Cd z. °I9 N'4 p yr 3.1.72 - v° L f9'a ek.0 1gq Client Page No. 9 Designer:_ cO1 www.lundopsahl.com Tel: 206.402.5156 Date, (! L3 l 17 S e Few • 3/ V= `I,24 19. 92.r 1<ok17.s ; 5l.77z Z L = 3104 ill 424;2.: 1513- e 44 All do t16 l -0o c'G. 571 1.etedi1/4 3.1.73 Type LITM36 or e e ®36 0e • Allowable Uniform Loads (psf) e DECK SPAN (ft -in.) • SPAN GAGE CRITERIA 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-0 6'-6" T-0" T-6" 8'-0" 8'-6" 9'-0" e e e 9'-6" 10'-0" 11'-0" 12'-0" 22 Stress 300 300 220 141 11360 ••• 287 121 62 L/240 •.• •44 182 93 U180 •4• ••• ••• 124 116 98 83 72 63 55 49 43 39 35 29 24 47 36 28 23 18 15 13 11 9 8 6 4 70 54 42 34 28 23 19 16 14 12 9 7 93 72 56 45 37 30 25 21 18 15 12 9 Stress 300 300 288 184 152 128 109 94 82 72 64 57 51 46 38 32 411 U.! 20 11360 •4. •44 150 77 58 44 35 28 23 19 16 13 11 10 7 6 L/240 ••• ••. 225 115 86 67 52 42 34 28 23 20 17 14 11 8 • (1 L/180 4•• H4• •+• 153 115_. 89 _ 70 56 45 37 31 26 22 19 14 11 v _- • Z Stress 300 300 300 251 208 174 -149 128 112 '98-- 87 ' 78 --'70 63" - -52 44 18L/360 •.• •.• 207 106 79 61 48 39 31 26 22 18 15 13 10 8 • L/240 •4• ••• •4• 159 119 92 72 58 47 39 32-- 27 23 20 15 11 U180 ••• ••• ••• 212 159 122 96 77 63 52 43 36 31 26 20 15 e • e • e e Stress 300 300 300 300 264 22227 189 163 142 125 110 99 88 80" 66 55 U360 ••• ••• 261 133 100 77 ' 61 49 40 33 27 23 19 17 13 10 L/240 0•• •.. ••4 200 150 116` 91 73 59 49 41 34 29 25 19 14 L/180 •.• ••• ••4 267 200 1544 121 97 79 65 54 46 39 33 25 19 22 Stress -300 300 235 150 124 104 89 77 67 59 52 -46 42 - 38 31 26 U360 ••• ••• ••• ••• 122 94 74 59 48 40 33 28 24 20 15 12 L/240 44. ••• ••• ••4 ••• •4• 44• 444 ••• ••• 49 42 35 30 23 18 L/180 ••• ••• ••• •4• ••• - ••• ••• ••. 4.4 ••• ••• ••• ••• ••• 30 23 Stress 300 300 296 190 157 132 112 97 84 `-74 66 59 53 47 39 33 • LU11360 ••• ••• ••• •4• 146 113 89 71 58 48 40 33 28 24 18 14 J 2 U240 ••. ••• ••• ••• ••• 4•• ••• •4♦ ••• 71 59 50 43 37 27 21 • m L/180 ••• ••• ••• ••• ••• •4• ••• 4•• 4•• 4.4 ' ••• 4•• •4• ••4 37 28 O Q Stress 300 300 300 265 219 184 157 135 118 103 92 82 73 66 55 46 e 11360 ••• •4• ••• 258 194 149 117 94 76 63 53 44 38 32 24 19 • Q 1O L/240 ••• 4•• ••• ••• ••• ••• •4. ••• 115 94 79 66 56 48 36 28 U180 4•• ••• ••• .4• ••• •4• ••• •4. 4•• •44 ••• •4• ••• 64 48 37 • Stress 300 300 300 300 271 228 194 167 146 128 113 101 91 82 68 57 e e • e A000000000000 16 L/360 ••4 ••4 ••• •4• 241 186 146 117 95 78 65 55 47 40 30 23 L/240 ••• ••• ••• 44• 4•• •44 •4♦ ♦•• 143 118 98 83 70 60 45 35 L/180 ••• ••• ••. ••• ••• ••• ••• •.• •4• ••4 •.• •.• •.4 80 60 46 22 Stress 300---300 294 188 155 131 111 96 84 73 65 58 52 -47 39 33 L/360 •4• ♦4• 247 127 95 73 58 46 38 31 26 22 18 16 12 9 11240 ••♦ •44 •4• ••• 143 110 86 69 56 46 39 33 28 24 18 14 L/180 4•. ••• ••• ••• ••• ••• ••• 92 75 62 52 43 37 32 24 18 Stress 300 300 300 237 196 165 140 121 105 93 82 73 66 59 49 41 L/360 •.• ••• 298 152 115 88 69 56 45 37 31 26 22 19 14 11 W 0 L/240 ••. ••4 4•• 229 172 132 104 83 68 56 47 39 33 29 21 17 a L/180 ••• 4.• ••• •.• ••4 ••4 139 111 90 74 62 52 44 38 29 22 Stress 300 300 300 300 274 230 196 169 147 129 115 102 92 83 68 57 11360 ••. 4•. ••• 202 152 117 92 74 60 49 41 35 29 25 19 15 L/240 ••• ••• 4•• •4. 228 175 138 110 90 74 62 52 44 38 28 22 U180 ••• ••• ••• 4•• ••4 ••4 184 147 120 99 82 69 59 50 38 29 Stress 300 300_ 300 300 300 2 H 18 16 U360 •44 ••• .•. 251 189 L/240 ••4 4.4 ••• •.4 283 11180 ••• ••, ••• ••♦ 285 243 ` 209 182 160 142 127 114 103 85 71 145 114 92 74 61 51 43 37 31 24 18 218 172 137 112 92 77 65 55 47 35 27 •*• ••• 229 183 149 123 102 86 73 63 47 36 See footnotes on page 27. www.vercodeck.com VERCO DECKING, INC., 29 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C1_Upper Code References _ J Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 21 JUN 2017, 4:53PM File = S:12016116-154-01 1233 Andover Park E1Engineer\Catcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS6x6x1/4 Analysis Method : Load Resistance Factor Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included : 263.104 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 13.833 ft, D = 6.480, LR = 7.470 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.2825 k/ft Lat. Uniform Load creating My -y, W = 0.08475 k/ft r DESIGN SUMMARY 1 Overall Column Height 13.833 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 13.833 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 13.833 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9*Pn Mu -x 0.9"Mn-x: Mu -y 0.9"Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2656 : 1 +1.20D+0.50Lr+W 6.963 ft 11.827 k 154.639 k 6.757 k -ft 38.640 k -ft 2.027 k -ft 38.640 k -ft 0.03821 : 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 1.954 k 51.135 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.2836 in at for load combination :W Only Along X -X 0.08509 in at for load combination :W Only 0.5862 k 0.5862 k 1.954 k 1.954 k 6.963ft above base 6.963ft above base Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.20D +1.20D+1.60Lr +1.20D+1.60Lr+0.50W +1.200+0.50W +1.200+0.5OLr+W +1.200+W +0.90D+W +0.900 0.061 0.076 0.052 0.130 0.178 0.140 0.266 0.253 0.247 0.039 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 6.96 ft 6.96 ft 6.96 ft 6.96 ft 6.96 ft 0.00 ft 0.000 0.000 0.000 0.000 0.019 0.019 0.038 0.038 0.038 0.000 Load Combination Axial Reaction @ Base X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only 6.743 3.2.1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C1_Upper Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 21 JUN 2017, 4:53PM • File = S:12016116-154-011233 Andover Park EEngineer1Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017,' Build:6.17.3.29, Ver:6.17.3.29 Load Combination +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Extreme Reactions Axial Reaction @ Base 14.213 12.346 6.743 12.346 6.743 4.046 4.046 7.470 X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top -0.352 0.352 -0.264 0.264 -0.264 0.264 -0.352 0.352 -0.586 0.586 1.172 1.172 0.879 0.879 0.879 0.879 1.172 1.172 1.954 1.954 Item Extreme Value Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Reaction, X -X Axis Reaction, Y -Y Axis Reaction, X -X Axis Reaction, Y -Y Axis Moment, X -X Axis Ba Moment, Y -Y Axis Ba Moment, X -X Axis To Moment, Y -Y Axis To Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum 14.213 6.743 6.743 6.743 6.743 6.743 6.743 6.743 6.743 6.743 6.743 6.743 6.743 rMaximum Deflections for LoadCombinations, -0.586 0.586 -0.586 0.586 -0.586 0.586 -0.586 0.586 -0.586 0.586 J 1.954 1.954 1.954 1.954 1.954 1.954 1.954 1.954 1.954 1.954 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only W Only 0.0000 0.0000 0.0851 • Steef ection_Properties : • HSS6x6x1/4 in in in 0.000 ft 0.000 ft 6.963 ft 0.000 0.000 0.284 in in in 0.000 ft 0.000 ft 6.963 ft Depth Design Thick Width Wall Thick Area Weight Ycg 6.000 in 0.233 in 6.000 in 0.250 in 5.240 inA2 19.020 plf 0.000 in Ixx S xx R xx Zx Iyy Syy Ryy 28.60 in"4 9.54 in"3 2.340 in 11.200 in"3 28.600 in"4 9.540 in"3 2.340 in J C 45.600 in"4 15.400 in"3 3.2.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 21 JUN 2017, 4:53PM . Fle = S:12016116-154-011233 Andover Park E1Engineer%Calcs\andover park gravity framing.ec6 ENERCALC, INC: 1983-2017, Build:6.17:3.29, Ver.6.17.3.29 C1_Upper Licensee : LUND OPSAHL LLC M -y Loads Height = 13.833 ft M -x Loads Loads are total entered value. Arrows do not reflect absolute direction. 3.2.3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 21 JUN 2017, 4:59PM File =.S:12016116-15401 1233 Andover Park E\Engineer?Calcslandover park gravity framing.ec6 ENERCALC,'INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 C1_Lower Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 I General Information Steel Section Name : HSS6x6x1/4 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied Loads Column self weight included : 239.329 lbs* Dead Load Factor AXIAL LOADS... Axial Load at 12.583 ft, D =11.160, LR = 7.470 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.2825 klft Lat. Uniform Load creating My -y, W = 0.08475 k/ft DESIGN SUMMARY Overall Column Height 12.583 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 12.583 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 12.583 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9 * Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn ' Phi : Allowable 0.2412 : 1 +1.20D+0.50Lr+W 6.249 ft 17.414 k 163.941 k 5.591 k -ft 38.640 k -ft 1.677 k -ft 38.640 k -ft 0.03476 : 1 +1.20D+0.50Lr+W 0.0 ft I Load Combination Results 1.777 k 51.135 k Maximum SERVICE Load Reactions . Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections Along Y -Y 0.1942 in at for load combination :W Only Along X -X 0.05826 in at for load combination :W Only 0.5332 k 0.5332 k 1.777 k 1.777 k 6.334ft above base 6.334ft above base Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.200 +1.200+1.60Lr +1.20D+1.60Lr+0.50W +1.20D+0.50W +1.200+0.50Lr+W +1.20D+W +0.900+W +0.900 0.097 0.106 0.083 0.156 0.172 0.136 0.241 0.230 0.219 0.063 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS _ Maximum. Reactions Axial Reaction X -X Axis Reaction Load Combination D Only @ Base @ Base 11.399 0.00 ft 0.00 ft 0.00 ft 0.00 ft 6.25 ft 6.25 ft 6.25 ft 6.25 ft 6.25 ft 0.00 ft 0.000 0.000 0.000 0.000 0.017 0.017 0.035 0.035 0.035 0.000 k Y -Y Axis Reaction @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 3.2.4 O Title Block Line 1 © You can change this area using the "Settings" menu item Q and then using the "Printing & Title Block" selection. Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Q Title Block Line 6 Printed: 21 JUN 2017, 4:59PM Steel Column 0 File = S:12016116-154-01 1233 Andover Park E\EngineenCalcslandover park gravity framing.ec6 0 O Maximum Reactions OLoad Combination @ Base @ Base @ Top O +D+Lr 18.869 O +D+0.750Lr 17.002 +D+0.60W 11.399 -0.320 0.320 O +D+0.750Lr+0.450W 17.002 -0.240 0.240 +D+0.450W 11.399 -0.240 0.240 O +0.60D+0.60W 6.840 -0.320 0.320 +0.60D 6.840 O Lr Only 7.470 W Only -0.533 0.533 O Ex .treme Reactions ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : C1_Lower Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 1.066 0.800 0.800 1.066 1.066 0.800 0.800 1.066 1.777 1.777 O Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @Base @Base @Top @Base @Top @ Base @ Top @ Base @ Top O Axial @ Base Maximum 18.869 Minimum -0.533 0.533 1.777 1.777 O Reaction, X -X Axis Maximum 11.399 Minimum -0.533 0.533 1.777 1.777 O Reaction, Y -Y Axis Maximum -0.533 0.533 1.777 1.777 " Minimum 11.399 O Reaction, X -X Axis Maximum -0.533 0.533 1.777 1.777 O Minimum 11.399 Reaction, Y -Y Axis Maximum 11.399 O " Minimum -0.533 0.533 1.777 1.777 Moment, X -X Axis Ba Maximum 11.399 O Minimum 11.399 Moment, Y -Y Axis Ba Maximum 11.399 O Minimum 11.399 O Moment, X -X Axis To Maximum 11.399 Minimum 11.399 Moment, Y -Y Axis To Maximum 11.399 O Minimum 11.399 Maximum. Deflections for Load Combinations . 000000000000000000 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0583 in 6.334 ft 0.194 in 6.334 ft Steel Section Properties : j HSS6x6x114 Depth = 6.000 in I xx = 28.60 inA4 Design Thick = 0.233 in S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 inA2 Iyy = 28.600 inA4 Weight = 19.020 plf S yy = 9.540 inA3 R yy = 2.340 in Ycg 0.000 in J C 45.600 inA4 15.400 inA3 3.2.5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C1_Lower Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 21 JUN 2017, 4:59PM File = S:12016\16-154-01 1233 Andover Park E\Engineer\Calcslandoverpark gravity framing.ec6 ENERCALC, INC.1983.2017, Build:6.17.3.29, Ver6.17.3:29 Licensee : LUND OPSAHL LLC M -y Loads +e alta M -x Loads 000 0200 Loads are total entered value. Arrows do not reflect absolute direction. 3.2.6 0 0 0 O O O O Q O 0 O O Q O 0 O 0 0 0 O 4 0 0 0 8 00000©0000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C2 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 8:47AM FIe = S:12016116-154411233 Andover Park E\Engineer\Calcslandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Code References Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 f General Information Steel Section Name : HSS6x6x1/4 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied.Loads _ Column self weight included : 309.075 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 16.250 ft, D = 23.880, LR = 21.160 k DESIGN SUMMARY Overall Column Height 16.250 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.250 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 16.250 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9Pn Mu -x 0.9'Mn-x: Mu -y 0.9 * Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.4625 : 1 +1.20D+1.60Lr 0.0 ft Load Combination Results -1 62.883 k 135.974 k 0.0 k -ft 38.640 k -ft 0.0 k -ft 38.640 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum SERVICE Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.20D+0.50Lr +1.200 +1.200+1.60Lr +0.900 rMaximum Reactions 0.249 0.291 0.213 0.462 0.160 PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 Axial Reaction X -X Axis Reaction Load Combination @ Base @ Base @ Top k Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +0.60D 24.189 45.349 40.059 14.513 Lr Only 21.160 Extreme Reactions Item Extreme Value Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 45.349 3.2.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 8:47AM File =5:12016116-154`01 1233 Andover Park E\EngineerlCalcslandover parkgravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : C2 Extreme Reactions Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 14.513 Reaction, X -X Axis Maximum 24.189 " Minimum 24.189 Reaction, Y -Y Axis Maximum 24.189 Minimum 24.189 Reaction, X -X Axis Maximum 24.189 Minimum 24.189 Reaction, Y -Y Axis Maximum 24.189 Minimum 24.189 Moment, X -X Axis Ba Maximum 24.189 Minimum 24.189 Moment, Y -Y Axis Ba Maximum 24.189 Minimum 24.189 Moment, X -X Axis To Maximum 24.189 Minimum 24.189 Moment, Y -Y Axis To Maximum 24.189 Minimum 24.189 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in Lr Only 0.0000 in Steel Section Properties HSS6x6x1/4 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Depth = 6.000 in I xx = 28.60 inA4 J = 45.600 inA4 Design Thick = 0.233 in S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 inA2 I yy = 28.600 inA4 C = 15.400 inA3 Weight = 19.020 plf S yy = 9.540 inA3 R yy = 2.340 in Ycg = 0.000 in 0 )11(1 nad 1 v 6.00in X Height = 16.250 ft Loads are total entered value. Arrows do not reflect absolute direction. 3.2.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 [Steel Column Lic. # : KW -06004202 Description : C3 Code References _ 1 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 8:56AM File = S:12016116-154-01 1233 Andover Parti ElEngineer\Calcslandover park gravity fraimng.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General_Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x6x1 /4 Load Resistance Factor 46.0 ksi 29,000.0 ksi pplied Loads .1 Column self weight included : 309.075 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 16.250 ft, D =15.220, LR =17.780, E = 0.470 k DESIGN SUMMARY 1 Overall Column Height 16.250 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.250 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 16.250 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9'Pn Mu -x 0.9*Mn-x: Mu -y 0.9"Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn ' Phi : Allowable 0.3463 : 1 +1.20D+1.60Lr 0.0 ft 47.083 k 135.974 k 0.0 k -ft 38.640 k -ft 0.0 k -ft 38.640 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.Oft above base 0.0ft above base Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.20D+0.50Lr +1.20D +1.20D+1.60Lr +1.372D+E +1.372D -E +0.900 +0.7284D+E +0.7284D -E 0.160 0.202 0.137 0.346 0.160 0.153 0.103 0.087 0.080 Maximum Reactions O - Axial Reaction X -X Axis Reaction Load Combination @ Base @ Base @ Top O D Only O +D+Lr +D+0.750Lr O +D+0.70E +D -0.70E PASS PASS PASS PASS PASS PASS PASS PASS PASS 0 0 0 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 15.529 33.309 28.864 15.858 15.200 3.2.9 0 0 0 0 0 0 0 0 O +D+0.5250E Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : C3 Maximum:Reactions Load Combination 1 Project Title: Andover Park E. Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 8:56AM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover pick gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top O +D -0.5250E +0.60D O +0.60D+0.70E +0.60D -0.70E O Lr Only E Only O EOnly *-1.0 r Extreme Reactions O Axial Reaction 15.776 15.282 9.317 9.646 8.988 17.780 0.470 -0.470 0 Item Extreme Value @ Base Axial @ Base Maximum 33.309 O " Minimum -0.470 Reaction, X -X Axis Maximum 15.529 O " Minimum 15.529 Reaction, Y -Y Axis Maximum 15.529 O Minimum 15.529 O Reaction, X -X Axis Maximum 15.529 Minimum 15.529 O Reaction, Y -Y Axis Maximum 15.529 Minimum 15.529 O Moment, X -X Axis Ba Maximum 15.529 Minimum 15.529 O Moment, Y -Y Axis Ba Maximum 15.529 Minimum 15.529 O Moment, X -X Axis To Maximum 15.529 Minimum 15.529 O Moment, Y -Y Axis To Maximum 15.529 ® Minimum 15.529 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top L Maximum Deflections for Load Combinations ® Load Combination Max. X -X Deflection -Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft O E Only 0.0000 in 0.000 ft 0.000 in 0.000 R E Only' -1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft O r Steel Section Properties HSS6x6x1/4 O Depth • 6.000 in I xx 28.60 inA4 Design Thick • 0.233 in S xx 9.54 inA3 O Width . = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 O Area = 5.240 inA2 lyy = 28.600 inA4 Weight = 19.020 plf S yy = 9.540 inA3 O R yy = 2.340 in 0 O Ycg = 0.000 in 0 0 0 0 0 0 0 0 J C 45.600 inA4 = 15.400 inA3 3.2.10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File =S \2016116154-011233 Andover Park EIE�ngineer\Calcslandov& paik foundattoris ec6„ ERCALC; INC:„1983.20171BuiI+f10"17,6.29 Ve'r.10.47.6:29� Description : Shear Wall Footing_SW 12,13,14_NS Shaking Footing -Flexure Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Phi*Mn Surface inA2 in"2 inA2 k -ft Status X -X, +0.7284D+E+0.90H 2.263 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.7284D+E+0.90H 1.126 -Z Top 0.3888 Min Temp % 0.440 64.771 OK X -X, +0.7284D-E+0.90H 0.07320 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.7284D-E+0.90H 4.795 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.40D+1.60H 3.475 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.40D+1.60H 1.502 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 3.257 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.408 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 3.870 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.673 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.870 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 1.673 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 3.257 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.408 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 1.612 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 1.742 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 5.196 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 1.202 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.90D+W+0.90H 2.234 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.90D+W+0.90H 0.9658 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.7284D+E+0.90H 0.01575 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.7284D+E+0.90H 1.052 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.7284D-E+0.90H 3.60 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.7284D-E+0.90H 0.5116 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK One Way Shear 1 Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.601-1 +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60 Lr+0.50 W+1.60 H +1.20 D+0.50 L+ 1.60 S+1.60 H +1.20 D+1.60S+0.50W+1.60 H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Two -Way "Punching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 1.49 psi 0.00 psi 1.72 psi 0.68 psi 1.72 psi 100.62 psi 0.02 0.00 1.40 psi 0.00 psi 1.62 psi 0.64 psi 1.62 psi 100.62 psi 0.02 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.66 psi 0.00 psi 1.92 psi 0.76 psi 1.92 psi 100.62 psi 0.02 0.00 1.66 psi 0.00 psi 1.92 psi 0.76 psi 1.92 psi 100.62 psi 0.02 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.40 psi 0.00 psi 1.62 psi 0.64 psi 1.62 psi 100.62 psi 0.02 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 0.65 psi 0.00 psi 0.16 psi 1.02 psi 1.02 psi 100.62 psi 0.01 0.00 2.28 psi 0.00 psi 3.22 psi 0.31 psi 3.22 psi 100.62 psi 0.03 0.00 0.96 psi 0.00 psi 1.11 psi 0.44 psi 1.11 psi 100.62 psi 0.01 0.00 0.04 Psi 0.00 psi 0.63 psi 0.71 psi 0.71 psi 100.62 psi 0.01 0.00 1.59 psi 0.00 psi 2.43 psi 0.00 psi 2.43 psi 100.62 psi 0.02 0.00 All units k Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60 L+0.50S+1.60H +1.200+1.60 Lr+0.50L+ 1.60H +1.200+1.60 Lr+0.50 W+ 1.60 H +1.2 0 D+0.50 L+ 1.60 S+1.60 H +1.200+1.60 S+0.50 W+ 1.60 H +1.20D+0.50Lr+0.50L+W+1.60H +1.20 D+0.50L+0.50S+W+1.60H +1.372 D+0.50 L+0.20S+E+ 1.60 H Vu Phi*Vn Vu / Phi*Vn Status 3.11 psi 201.25psi 0.01544 OK 2.91 psi 201.25psi 0.01448 OK 2.66 psi 201.25psi 0.01324 OK 3.46 psi 201.25psi 0.0172 OK 3.46 psi 201.25psi 0.0172 OK 2.66 psi 201.25psi 0.01324 OK 2.66 psi 201.25psi 0.01324 OK 2.91 psi 201.25psi 0.01448 OK 2.66 psi 201.25psi 0.01324 OK 2.84 psi 201.25 psi 0.0141 OK 4.1.39 O Title Block Line 1 O You can change this area using the "Settings" menu item Q and then using the "Printing & Title Block" selection. © Title Block Line 6 0 0 0 General Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park E\Engineer1Calcstandover park (oundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 12,13,14_NS Shaking Two -Way "Punching" Shear O Load Combination... 1 All units k Vu O --+1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H O +0.7284D+E+0.90H +0.7284D-E+0.90H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000 3.29 psi 2.00 psi 1.46 psi 1.86 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25 psi Vu 1 Phi*Vn 0.01633 0.009928 0.00724 0.009234 4.1.40 Status OK OK OK OK Project 2- 3 5HnokoV-1,-oL Subject G f-cAolt. tams Client Desi ?C) P www.luhdopsahl.com 1 Tel: 206402.5156 Sheet P.N! N°' ProjectNo Date / 2 3//7 Cct.„ ezkrn 0,f-4- 5e++6_,,,t,,4Lock P - P 1011 /1 0.9 A4 risiq :1 1V\ or9j--509 Cji-r *At / 0010146 P,t3 ▪ P. 612E1- 12—ET 3 • 5X) V” .5L EPer- GtaltGq 0, SOs (1,21) ((,L) L7 7-,c1,„k,,, F -T 6, t%14ill4 4.2.1 Project 2.-3 3 AnAt tnr Sheet Sect Grade_ (eQ/►'tj Client Designer it) l- www.lundopsahl.com I Tel: 206.402.5156 Page No. ,Project No. 1 6o'/ -0/ Date °I/2.5/17 G—r ac�st 13.tar1 Des;sq 63 (rt. -Litt, FTC* (3'S 4,40, SN 1 1~ 2_015- Ax1.1 Loa e '57 31514 LI +Sr", 163 = 7'4 `-y ' %.V, E& (g..) .Co? FTGr ;r, rP D+. . zTel4 c.t.] x $ , i 9, s/ = 11, qq 2. l.zK$`fps r I.Z� ISd�� " g . fir• 20 A, G, (" T e 7t.72. G.75 kpr - GI5 b{ wto FTG 11›- antk f CL.s- e- -A-5_ 31Zr-1 LI P- Co . 373 L -Pr MN 10 3 2, S- LI- Pi ] A- = +_ 0.1 .0, 6s -s . ;9 e' Lir = y , `l 2. 41- -i�C .CEJ Wall ATG Retie 4e 1 1.2 COL e f -S Co4rol. 4.2.2 AS, Project _12-33_ ,pvt.-- 12ar-lr. a Client Designer PDT_ %.4trn-s www.lundopsahl.com I Tel:206.402.5156 Sheet Project No. tc-....115!—GS, _Date -G3@ CEJ F-rcl ce4 C—(0 .-..0, I Sp: Arxi4.1 0.1 0. crg Li 238 -if IL, = 3,C4,3? Cc e oss..;ib & Fthri.,V13r Conn ec-hoi P,k_10/:e oq,q if -oh . 0.7cf Go a,ts-1cJ0 1 Ce ;" 0,cr A.,f1 (6t = al5.( / 4-21 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 O 0 0 0 0 0 0 0 0 0 0 18 x 18 in (code: ACI 318-14 `-Units: English 0 Run axis: Biaxial Oun option: Investigation Olenderness: Considered Qolumn type: Structural gars: ASTM A615 date: 01/25/17 'Gime: 13:41:55 0 0 0 0 0 -400 P = 0 kip 400 - My (k -ft) -400 - 400 STRUCTUREPOINT spColumn v5.10 (TM). Licensed to: Lund Opsahl, LLC. License ID: 65814-1053830-4-25F12-XXXXX OFile: s:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 0 Project: O Column: Engineer: Ofc = 4.5 ksi fy = 60 ksi Ag = 324 in^2 OEc = 3824 ksi Es = 29000 ksi As = 7.90 in^2 Ofc = 3.825 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Oe_u = 0.003 in/in Yo = 0.00 in OBetal = 0.825 Min clear spacing = 3.00 in O Confinement: Tied kx(nonsway) = 1 Ophi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ky(nonsway) = 1 0 10 #8 bars rho = 2.44% Ix = 8748 inA4 ly = 8748 inA4 Clear cover = 2.00 in kx(sway) = N/A ky(sway) = N/A 4.2.4 0\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM 0 0 0 0 0 0 000000 0 O 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 0 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 O 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 O 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) 0 0 © O spColumn v5.10 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2016, STRUCTUREPOINT, LLC. All rights reserved 0 0 O Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either © the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the © correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only © responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design O or engineering documents prepared in connection with the use of the spColumn program. 0 0 0 0 0 0 0 0 0 0 O O 0 0 O 0 0 O Q 4.2.5 0 Q:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM ®neral Information: File Name: s:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col ®Project: Column: Engineer: ©Code: ACI 318-14 Units: English eRun Option: Investigation Slenderness: Considered Run Axis: Biaxial Column Type: Structural .aterial Properties: fglr Concrete: Standard Steel: Standard ® f'c = 4.5 ksi fy = 60 ksi Ec 3823.68 ksi Es = 29000 ksi Okfc 3.825 ksi Eps_yt = 0.00206897 in/in Eps_u = 0.003 in/in ® Betal = 0.825 action: ©Rectangular: Width = 18 in Depth = 18 in ® Gross section area, Ag = 324 in^2 Ix 8748 in^4 Iy = 8748 in^4 ® rx 5.19615 in ry = 5.19615 in Xo 0 in Yo = 0 in •inforcement: OBar Set: ASTM A615 ® Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 ® Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ® phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular ® Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 7.90 in^2 at rho = 2.44% ® Minimum clear spacing = 3.00 in ® Top Bottom Left Right © Bars • 4 # 8 4 # 8 1 # 8 1 # 8 Cover(in) 1.5 3 2 2 ® eirvice Loads: Load Axial Load Mx @ Top Mx @ Bot My 9 Top My @ Bot ®No. Case kip k -ft k -ft k -ft k -ft 00ED©CD©CD©CD©CD©©CD 1 Dead 0.00 0.00 0.00 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 6.75 168.00 -168.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 2 Dead 0.00 0.00 0.00 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ -6.75 168.00 -168.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 3 Dead 0.00 0.00 0.00 0.00 0.00 Live 0.00 -.0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 4.12 86.00 -86.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 4 Dead 0.00 0.00 0.00 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ -4.12 86.00 -86.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 0.31 0.79 1.56 4.2.6 e:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col © 5 Dead 0.00 © Live 0.00 Wind 0.00 © EQ 3.64 Snow 0.00 Q 6 Dead 0.00 Live 0.00 © Wind 0.00 EQ -3.64 © Snow 0.00 stained Load Factors: • Load Case • Dead • Live Wind EQ Snow ®oad eU1 ® U2 U3 ® 04 US AAU6 07 ®U8 U9 ®U10 011 ®012 013 Factor (%) 100 Combinations: 1.400*Dead 1.200*Dead 1.200*Dead 1.200*Dead 1.200*Dead 0.900*Dead 1.200*Dead 1.200*Dead 0.900*Dead 1.200*Dead 0.900*Dead 1.200*Dead 0.900*Dead ldlenderness: 0 0 0 0 0.00 0.00 0.00 179.00 0.00 0.00 0.00 0.00 179.00 0.00 + 0.000*Live + 1.600*Live + 1.000*Live + 0.000*Live + 1.000*Live + 0.000*Live + 0.000*Live + 1.000*Live + 0.000*Live + 1.000*Live + 0.000*Live + 1.000*Live + 0.000*Live Sway Criteria: OX -axis: Nonsway column-. /11,Y -axis: Nonsway column. Height ft Column Axis Width in + 0.000*Wind + 0.000*Wind + 0.000*Wind + 0.800*Wind + 1.600*Wind + 1.600*Wind 0.800*Wind - 1.600*Wind - 1.600*Wind + 0.000*Wind + 0.000*Wind + 0.000*Wind + 0.000*Wind Depth in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.50 0.00 0.00 0.00 0.00 17.50 0.00 + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 0.000*EarthQuake + 1.000*EarthQuake + 1.000*EarthQuake - 1.000*EarthQuake - 1.000*EarthQuake I in^4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 + 0.000*Snow + 0.500*Snow + 1.600*Snow + 1.600*Snow + 0.500*Snow + 0.000*Snow + 1.600*Snow + 0.500*Snow + 0.000*Snow + 0.200*Snow + 0.000*Snow + 0.200*Snow + 0.000*Snow f'c ksi Ec ksi Design ® Above Below X -Beams Location X 34.6 18 Y 34.6 18 X (no column specified...) Y (no column specified...) X (no column specified...) Y (no column specified...) Length ft Width in 18 8748 4.5 18 8748 4.5 Depth in I in^4 f'c ksi 3823.68 3823.68 Ec ksi ®Above Left Above Right QBelow Left Below Right Y -Beams ®Location (no (no (no (no beam beam beam beam Length ft specified...) specified...) specified...) specified...) Width in Depth in I in^4 f'c ksi Ec ksi Q Above Above ®Below Below 0 Left Right Left Right (no (no (no (no Effective Length beam beam beam beam specified...) specified...) specified...) specified...) Factors: Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r X Y 0.000 0.000 0.000 0.000 1.000 1.000 (N/A) (N/A) 79.91 79.91 01:40 PM 4.2.7 e:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM • oment Magnification Factors: © Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) 0.7 • 0.2*Ec*Ig + Es*Ise (X-axis) = 1.29e+007 kip-in^2 O 0.2*Ec*Ig + Es*Ise (Y-axis) = 1.20e+007 kip-in^2 411X -axis At Ends Along Length Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta • 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U10 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 737.31 0.000 1.000 1.012 U11 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 737.31 0.000 1.000 1.012 • 012 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 737.31 0.000 (N/A) (N/A) U13 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 737.31 0.000 (N/A) (N/A) * e 2 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U10 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 737.31 0.000 (N/A) (N/A) * • U11 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 737.31 0.000 (N/A) (N/A) U12 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 737.31 0.000 1.000 1.012 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 737.31 0.000 1.000 1.012 • 3 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) US (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 3.000 (N/A) (N/A) * U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 3.000 (N/A) (N/A) * • U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U10 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 737.31 0.000 1.000 1.008 • 011 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 737.31 0.000 1.000 1.008 U12 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 737.31 0.000 (N/A) (N/A) * • U13 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 737.31 0.000 (N/A) (N/A) * 4 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U10 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 737.31 0.000 (N/A) (N/A) * U11 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 737.31 0.000 (N/A) (N/A) * • U12 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 737.31 0.000 1.000 1.008 U13 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 737.31 0.000 1.000 1.008 ® 5 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 C.000 (N/A) (N/A) * e U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * • U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U10 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 737.31 0.000 0.600 1.000 • U11 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 737.31 0.000 0.600 1.000 U12 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 737.31 0.000 (N/A) (N/A) * e U13 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 737.31 0.000 (N/A) (N/A) * 6 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * e U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0..000 (N/A) (N/A) * U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0..000 (N/A) (N/A) * e 4.2.8 e Q:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM 0 U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * O 05 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U6 (N/A) (N/A) (N/A) (N/A) (N/A)0.00 (N/A) 737.31 0.000 (N/A) (N/A) * O U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A)* U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * O U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 737.31 0.000 (N/A) (N/A) * U10 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 737.31 0.000 (N/A) (N/A) * O U11 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 737.31 0.000 (N/A) (N/A) * U12 (N/A) (N/A) (N/A) (N/A) (N/A)3.64 (N/A) 737.31 0.000 0.600 1.000 © U13 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 737.31 0.000 0.600 1.000 © * Slenderness need not be considered. (:)Y-axis At Ends Along Length Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta O 1 01 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U10 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 687.30 0.000 1.000 1.013 011 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 687.30 0.000 1.000 1.013 © U12 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 687.30 0.000 (N/A) (N/A) 013 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 687.30 0.000 (N/A) (N/A) * © 2 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * ® US (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 9.000 (N/A) (N/A) * © U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) 010 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 687.30 9.000 (N/A) (N/A) * O U11 (N/A) (N/A) (N/A) (N/A) (N/A) -6.75 (N/A) 687.30 0.000 (N/A) (N/A) U12 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 687.30 9.000 1.000 1.013 © U13 (N/A) (N/A) (N/A) (N/A) (N/A) 6.75 (N/A) 687.30 0.000 1.000 1.013 3 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) O U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U10 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 687.30 0.000 1.000 1.008 U11 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 687.30 0.000 1.000 1.008 U12 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 687.30 0.000 (N/A) (N/A) * © U13 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 687.30 0.000 (N/A) (N/A) * 4 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * Q U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U3 (N/A) (N/A) (N/A) (N/A) (N/A)0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 8.000 (N/A) (N/A) * © U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 9.000 (N/A) (N/A) * U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U9 (N/A) (N/A) (N/A) (N/A) (N/A)0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U10 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 687.30 0.000 (N/A) (N/A) * U11 (N/A) (N/A) (N/A) (N/A) (N/A) -4.12 (N/A) 687.30 0.000 (N/A) (N/A) * O U12 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 687.30 0.000 1.000 1.008 U13 (N/A) (N/A) (N/A) (N/A) (N/A) 4.12 (N/A) 687.30 0.000 1.000 1.008 O 5 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U3 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U4 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U6 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * O U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U10 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 687.30 0.000 0.600 1.000 O U11 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 687.30 0.000 0.600 1.000 U12 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 687.30 0.000 (N/A) (N/A) * O 4.2.9 0 e:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM © U13 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 687.30 0.000 (N/A) (N/A) * © 6 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * Q U3 (N/A)' (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * 04 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U5 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * 06 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * © U7 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * U8 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) * ® U9 (N/A) (N/A) (N/A) (N/A) (N/A) 0.00 (N/A) 687.30 0.000 (N/A) (N/A) U10 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 687.30 0.000 (N/A) (N/A) * ©'U11 (N/A) (N/A) (N/A) (N/A) (N/A) -3.64 (N/A) 687.30 0.000 (N/A) (N/A) U12 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 687.30 0.000 0.600 1.000 © U13 (N/A) (N/A) (N/A) (N/A) (N/A) 3.64 (N/A) 687.30 0.000 0.600 1.000 112,** Slenderness need not be considered. ectored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 'lialMinimum eccentricity, Ey,min = 1.14 in 1.14 in ® NOTE: Each loading combination includes the following cases: e First line - at column top Second line - at column bottom X-axis 1st Order 2nd Order --------- - Ratio - SieLoad Mns Ms Mu Mmin Mi Mc 2nd/lst ®Combo k -ft k -ft k -ft k -ft k -ft k -ft 1 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 05 0.00 (N/A) 0.00 (N/A) M1= (N/A) ON/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (14/A) (N/A) 1 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A). (N/A) (N/A) 1 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U10 0.00 (N/A) 168.00 0.64 M1= 168.00 170.08 1.012 - 0.00 (N/A) 168.00 0.64 M2= 168.00 170.08 1.012 1 011 0.00 (N/A) 168.00 0.64 M1= 168.00 170.08 1.012 - 0.00 (N/A) 168.00 0.64 M2= 168.00 170.08 1.012 1 U12 0.00 (N/A) -168.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -168.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U13 0.00 (N/A) -168.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -168.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U10 0.00 (N/A) 168.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A)• 168.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U11 0.00 (N/A) 168.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 168.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U12 0.00 (N/A) -168.00 -0.64 M1= -168.00 -170.08 1.012 - 0.00 (N/A) -168.00 -0.64 M2= -168.00 -170.08 1.012 4.2.10 Q:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM O 2 U13 0.00 (N/A) -168.00 -0.64 M1= -168.00 -170.08 1.012 O -0.00 (N/A) -168.00-0.64 M2= -168.00 -170.08 1.012 3 Ul 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 010 0.00 (N/A) 86.00 0.39 M1= 86.00 86.65 1.008 O -0.00 (N/A) 86.00 0.39 M2= 86.00 86.65 1.008 3 011 0.00 (N/A) 86.00 0.39 M1= 86.00 86.65 1.008 0 -0.00 (N/A) 86.00 0.39 M2= 86.00 86.65 1.008 3 012 0.00 (N/A) -86.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -86.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U13 0.00 (N/A) -86.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -86.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 05 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A). (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A)(N/A) 0 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (M/A) (N/A) 4 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) O 4 U10 . 0.00 (N/A) 86.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) 86.00(N/A) M2= (N/A) (N/A) (N/A) O 4 U11 0.00 (N/A) 86.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) 86.00 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) -86.00 -0.39 M1= -86.00 -86.65 1.008 Q 4 U12 -0.00 (N/A) -86.00 -0.39 M2= -86.00 -86.65 1.008 0.00 (N/A) -86.00 -0.39 M1= -86.00 -86.65 1.008 4 U13 -0.00 (N/A) -86.00 -0.39 M2= -86.00 -86.65 1.008 O 5 Ul 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00(N/A) M2= (N/A) (N/A) (N/A) Q 5 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 . (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) © 5 05 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) Q 5 U10 0.00 (N/A) 179.00 0.35 M2= 179.00 179.00 1.000 -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 # © (N/A) M1= -0.00 -0.00 1.000 5 U11 0.00 (N/A) 179.00 0.35 M2= 179.00 179.00 1.000 -0.00 0.35 1.000 # Q -0.00 (N/A) -0.00 0.35 M1= (N/A) M1= -0.00 -0.00 1.000 © 5 U12 0.00 (N/A) -179.00 (N/A) M2= (N/A) (N/.A) (N/A) - 0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) O 4.2.11 0 ©:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM O 5 U13 0.00 (N/A) -179.00 (N/A) M2= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 6 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) ® -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 04 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) Q -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U10 0.00 (N/A) 179.00 (N/A) M2= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 6 U11 0.00 (N/A) 179.00 (N/A) M2= (N/A) (N/A) (N/A) ® -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) .11(N/A) 6 U12 0.00 (N/A) -179.00 -0.35 M2= -179.00 -179.00 1000 1.000 # © -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 (N/A) M1= -0.00 -0.00 © 6 U13 0.00 (N/A) -179.00 -0.35 142= -179.00 -179.00 1.000 - 0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 # 0 (N/A) M1= -0.00 1.000 0# Mmin exceeds Mi for X and Y-axis bending but shall be applied to each axis separately for capacity check. ©Y-axis Load ()Combo Combo 1st Order 2nd Order - Ratio - Mns Ms Mu Mmin Mi Mc 2nd/lst k -ft k -ft k -ft k -ft k -ft k -ft © 1 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) © 1 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 1 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 1 U10 0.00 (N/A) 0.00 0.64 M1= 0.00 0.65 1.013 -0.00 (N/A) -0.00 0.64 M2= -0.00 0.65 1.013 O 1 U11 0.00 (N/A) 0.00 0.64 M1= 0.00 0.65 1.013 -0.00 (N/A) -0.00 0.64 M2= -0.00 0.65 1.013 1 U12 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U13 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) Q -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 05 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 4.2.12 0 0\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM O 2 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 010 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 U11 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 2 012 0.00 (N/A) 0.00 0.64 M1= 0.00 0.65 1.013 O -0.00 (N/A) -0.00 0.64 M2= -0.00 0.65 1.013 2 U13 0.00 (N/A) 0.00 0.64 M1= 0.00 0.65 1.013 © -0.00 (N/A) -0.00 0.64 M2= -0.00 0.65 1.013 3 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 02 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 010 0.00 (N/A) 0.00 0.39 M1= 0.00 0.39 1.008 © -0.00 (N/A) -0.00 0.39 M2= -0.00 0.39 1.008 3 011 0.00 (N/A) 0.00 0.39 M1= 0.00 0.39 1.008 O 0.00 (N/A) -0.00 0.39 M2= -0.00 0.39 1.008 3 012 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O-0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 3 013 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) ©-0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 4 U5 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 0 4 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) .(N/A) 0 4 010 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O-0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 U11 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O-0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 4 012 0.00 (N/A) 0.00 0.39 M1= 0.00 0.39 1.008 - 0.00 (N/A) -0.00 0.39 M2= -0.00 0.39 1.008 O 4 013 0.00 (N/A) 0.00 0.39 M1= 0.00 0.39 1.008 - 0.00 (N/A) -0.00 0.39 M2= -0.00 0.39 1.008 O 5 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 0 5 U6 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 5 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) - 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) O 4.2.13 0 O:\2016\16-154-01 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM O 5 010 0.00 (N/A) 17.50 0.35 M2= 17.50 17.50 1.000 O -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 # (N/A) M1= -0.00 -0.00 1.000 O 5 011 0.00 (N/A) 17.50 0.35 42= 17.50 17.50 1.000 -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 # O (N/A) M1= -0.00 -0.00 1.000 5 U12 0.00 (N/A) -17.50 (N/A) M2= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 5 U13 0.00 (N/A) -17.50 (N/A) M2= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 6 U1 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U2 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U3 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U4 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 0 -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U5 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 06 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U7 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O 0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U8 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U9 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) O -0.00 (N/A) -0.00 (N/A) M2= (N/A) (N/A) (N/A) 6 U10 0.00 (N/A) 17.50 (N/A) M2= (N/A) (N/A) (N/A) O-0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 6 011 0.00 (N/A) 17.50 (N/A) M2= (N/A) (N/A) (N/A) © -0.00 (N/A) -0.00 (N/A) M1= (N/A) (N/A) (N/A) 6 U12 0.00 (N/A) -17.50 -0.35 M2= -17.50 -17.50 1.000 O -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 4 (N/A) M1= -0.00 -0.00 1. O 6 013 0.00 (N/A) -17.50 -0.35 M2= -17.50 -17.50 1000.000 -0.00 (N/A) -0.00 0.35 M1= -0.00 0.35 1.000 # O (N/A) M1= -0.00 -0.00 1.000 0# Mmin exceeds Mi for X and Y-axis bending but shall be applied to each axis separately for capacity check. Qctored Loads and Moments with Corresponding Capacities: ()NOTE: Each loading combination includes the following cases: O First line - at column top Second line - at column bottom Load Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi (:)No. Combo kip k -ft k -ft k -ft k -ft in in O 1 1 U1 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 2 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 0 3 1 U2 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 4 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 0 5 1 U3 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 6 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 0 7 1 U4 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 8 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 9 1 05 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 10 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 11 1 U6 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 12 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 13 1 U7 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 14 0.00 0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 15 1 08 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 16 0.00 0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 17 1 U9 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 18 0.00 0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 19 1 U10 6.75 170.08 0.65 248.27 0.95 1.460 4.60 15.56 0.00717 0.900 20 6.75 170.08 0.65 248.27 0.95 1.460 4.60 15.56 0.00717 0.900 O 21 1 011 6.75 170.08 0.65 248.27 0.95 1.460 4.60 15.56 0.00717 0.900 22 6.75 170.08 0.65 248.27 0.95 1.460 4.60 15.56 0.00717 0.900 O 23 1 012 -6.75 -168.00 0.00 -216.33 -0.00 1.288 3.60 14.00 0.00865 0.900 24 -6.75 -168.00 -0.00 -216.33 -0.00 1.288 3.60 14.00 0.00865 0.900 O 25 1 U13 -6.75 -168.00 0.00 -216.33 -0.00 1.288 3.60 14.00 0.00865 0.900 26 -6.75 -168.00 -0.00 -216.33 -0.00 1.288 3.60 14.00 0.00865 0.900 O 27 2 01 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 28 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 29 2 U2 0.00 0.00 0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 30 0.00 -0.00 -0.00 245.49 0.00 999.999 4.48 15.50 0.00737 0.900 O 4.2.14 0 0\2016\16-154-01 O 31 2 03 ® 32 33 2 U4 O 34 35 2 05 O 36 37 2 U6 O 38 39 2 07 O 40 41 2 08 O 42 43 2 U9 O 44 45 2 010 O 46 47 2 U11 O 48 49 2 012 O 50 51 2 U13 O 52 53 3 U1 O 54 55 3 02 O 56 57 3 03 O 58 59 3 U4 O 60 61 3 U5 O 62 63 3 U6 O 64 65 3 U7 O 66 67 3 U8 O 68 69 3 U9 O 70 71 3 010 O 72 73 3 011 O 74 75 3 012 © 76 77 3 013 © 78 79 4 U1 80 © 81 4 U2 0 82 83 4 U3 ©84 85 4 U4 ©86 87 4 05 0 88 89 4 U6 0 90 91 4 U7 © 92 93 4 U8 94 O 95 4 U9 96 O 97 4 010 98 O 99 4 U11 100 0 101 4 U12 102 0 103 4 013 104 0105 5 U1 106 0107 5 U2 108 0 109 5 U3 110 1233 andover park e\engineer\calcs\footings\grade beam.col 01:40 PM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 6.75 - 6.75 - 6.75 - 6.75 6.75 6.75 6.75 6.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.12 4.12 4.12 4.12 - 4.12 -4.12 - 4.12 - 4.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 4.12 -4.12 - 4.12 - 4.12 4.12 4.12 4.12 4.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168.00 168.00 168.00 168.00 - 170.08 - 170.08 -170.08 -170.08 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 86.65 86.65 86.65 86.65 - 86.00 - 86.00 - 86.00 - 86.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 86.00 86.00 86.00 86.00 - 86.65 -86.65 - 86.65 - 86.65 0.00 -0.00 0.00 -0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 -0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.65 0.65 0.65 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Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Lic. # : KW -06004202 Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:'2016116-154-011233 Andover Park E\EngineerlCalcslandaver park fouundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Description : Spread Footing_F4.0_C1 { Code References Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear • 4.50 ksi = 60.0 ksi • 3,823.68 ksi = 150.0 pcf = 0.90 = 0.750 • 0.00180 1.0:1 • 1.50:1 Yes Yes No No Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • 1.50 ksf = No = 250.0 pcf • 0.40 0.50 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 4.0 ft 4.0 ft 18.0 in 6.0 in 6.0 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z -Z Axis Number of Bars 4.0 Reinforcing Bar Size # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone n/a n/a n/a Applied Loads .1 x Z 0 t li 4' " t X -X Section Looking to +Z x 4-#68els ___T _ „,,.:. , ztE,f--.1_,F,:,.2..,11.;.......,...m44, ,r_ h Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 12.0 7.470 k ksf k -ft k -ft 2.630 2.630 4.3.1 k k 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Description : Spread Footing_F4.0_C1 DESIGN SUMMARY Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park E1Engineer?Catcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Min. Ratio Item Applied Capacity Design OK Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9613 9.039 9.039 2.102 2.102 n/a 0.09288 0.09288 0.09288 0.09288 0.05846 0.05846 0.05846 0.05846 0.09662 Soil Bearing Overturning - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching Detailed Results J 1.442 ksf 2.071 k -ft 2.071 k -ft 1.841 k 1.841 k 0.0 k 2.522 k-ft/ft 2.522 k-ft/ft 2.522 k-ft/ft 2.522 k-ft/ft 5.882 psi 5.882 psi 5.882 psi 5.882 psi 19.444 psi 1.50 ksf 18.720 k -ft 18.720 k -ft 3.869 k 3.869 k 0.0 k 27.151 k-ft/ft 27.151 k-ft/ft 27.151 k-ft/ft 27.151 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.200+1.60 Lr+0.50L+1.60H +1.200+1.60 Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status All units k Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +1.40D+1.60H X -X. +1.400+1.60H X -X. +1.20D+0.50Lr+1.60L+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.200+1.60L+0.50S+1.60H X -X, +1.200+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.20D+0.50L+1.60S+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+1.60S+0.50W+1.60H X -X, +1.200+1.60S+0.50W+1.60H X -X. +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.20S+E+1.60H X -X, +1.20D+0.50L+0.20S+E+1.60H X -X, +1.20D+0.50L+0.20S-E+1.60H X -X, +1.200+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H X -X, +0.90D+W+0.90H 1.608 1.608 1.735 1.735 1.378 1.378 2.522 2.522 2.522 2.522 1.378 1.378 1.378 1.378 1.735 1.735 1.378 1.378 1.779 0.9770 0.9770 1.779 1.034 1.034 +Z -Z +Z -Z +Z -2 +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 4.3.2 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1 233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : Spread Footing_F4.0_C1 Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd inA2 Gvm.As inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +0.900+E+0.90H X -X, +0.90D+E+0.90H X -X, +0.900-E+0.90H X -X, +0.90D-E+0.90H Z -Z, +1.400+1.60H Z -Z, +1.400+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H Z -Z. +1.20D+1.60L+0.50S+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50W+1.60H Z -Z, +1.200+1.60Lr+0.50W+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H Z -Z, +1.200+1.60S+0.50W+1.60H Z -Z, +1.200+1.60S+0.50W+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H Z -Z. +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.200+0.50L+0.50S+W+1.60H Z -Z. +1.200+0.50L+0.20S+E+1.60H Z-Z,+1.200+0.50L+0.20S+E+1.60H Z -Z, +1.20D+0.50L+0.20S-E+1.60H Z -Z, +1.200+0.50L+0.205-E+1.60H Z -Z, +0.900+W+0.90H Z -Z. +0.90D+W+0.90H Z -Z. +0.90D+E+0.90H Z -Z, +0.90D+E+0.90H Z -Z, +0.90D-E+0.90H Z -Z, +0.90D-E+0.90H One Way Shear 1.435 0.6325 0.6325 1.435 1.608 1.608 1.735 1.735 1.378 1.378 2.522 2.522 2.522 2.522 1.378 1.378 1.378 1.378 1.735 1.735 1.378 1.378 0.9770 1.779 1.779 0.9770 1.034 1.034 0.6325 1.435 1.435 0.6325 +Z -z +Z -z -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 +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom J 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp% Min Temp % Min Temp % Min Temp % 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0,440 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27,151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 27.151 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 OK OK OK OK Load Combination... O +1.40D+1.60H +1.200+0.50Lr+1.60L+1.60H O +1.200+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H O +1.200+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.601-1 0 +1.200+1.60S+0.50W+1.60H 0 +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H O +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S-E+1.6011 O +0.90D+W+0.90H +0.900+E+0.90H O +0.90D-E+0.90H Tunc wo-Way "Phing" Shear 0 Vu @ -X 3.75 psi 4.05 psi 3.21 psi 5.88 psi 5.88 psi 3.21 PS1 3.21 PSI 4.05 psi 3.21 PS1 2.09 psi 4.34 psi 2.41 psi 1.29 psi 3.53 psi Vu @ +X 3.75 psi 4.05 psi 3.21 psi 5.88 psi 5.88 psi 3.21 PS1 3.21 psi 4.05 psi 3.21 psi 4.34 psi 2.09 psi 2.41 psi 3.53 psi 1.29 psi Vu @ -Z Vu @ +Z 3.75 psi 4.05 psi 3.21 psi 5.88 psi 5.88 psi 3.21 psi 3.21 psi 4.05 psi 3.21 psi 2.09 psi 4.34 psi 2.41 psi 1.29 psi 3.53 psi 3.75 psi 4.05 psi 3.21 psi 5.88 psi 5.88 psi 3.21 psi 3.21 psi 4.05 psi 3.21 psi 4.34 psi 2.09 psi 2.41 psi 3.53 psi 1.29 psi Vu:Max Phi Vn Vu / Phi*Vn Status 3.75 psi 100.62 psi 0.04 0.00 4.05 psi 100.62 psi 0.04 0.00 3.21 psi 100.62 psi 0.03 0.00 5.88 psi 100.62 psi 0.06 0.00 5.88 psi 100.62 psi 0.06 0.00 3.21 psi 100.62 psi 0.03 0.00 3.21 psi 100.62 psi 0.03 0.00 4.05 psi 100.62 psi 0.04 0.00 3.21 psi 100.62 psi 0.03 0.00 4.34 psi 100.62 psi 0.04 0.00 4.34 psi 100.62 psi 0.04 0.00 2.41 psi 100.62 psi 0.02 0.00 3.53 psi 100.62 psi 0.04 0.00 3.53 psi 100.62 psi 0.04 0.00 All units k Load Combination... Vu O +1.40D+1.60H +1.200+0.50Lr+1.60L+1.60H O +1.200+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H O +1.200+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60 H O +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H O +1.20D+0.50L+0.50S+W+1.60H +1.20 D+0.50 L+0.20 S+E+1.60 H 0 12.40 psi 13.38 psi 10.63 psi 19.44 psi 19.44 psi 10.63 psi 10.63 psi 13.38 psi 10.63 psi 10.64 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25 psi 201.25 psi 201.25psi 201.25 psi 201.25 psi 201.25 psi 201.25 psi Vu / Phi*Vn 0.0616 0.06649 0.0528 0.09662 0.09662 0.0528 0.0528 0.06649 0.0528 0.05287 O 4.3.3 0 Status OK OK OK OK OK OK OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General -Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:\2016\16-154-01 1233 Andover Park E\Engineer\Calcslandover park fbundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Spread Footing F4.0_C1 Two-Way_"Punching" Shear Load Combination... +1.20D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H +0.90D-E+0.90H Vu 10.61 psi 7.97 psi 7.98 psi 7.95 psi Phi*Vn 201.25 psi 201.25psi 201.25psi 201.25psi Vu 1 Phi*Vn 0.05272 0.0396 0.03967 0.03952 All units k Status OK OK OK OK 4.3.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr Footing Design General Footing Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:L2016116-154-01 1233 Andover Park ElEngineer\Calcslandover park-foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Description : Spread Footing_F7.0_C2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties f c : 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 Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi • 150.0 pcf 0.90 • 0.750 = 0.00180 = 1.0 = 1.50 Yes Yes No No Dimensions 1 1 Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below = 1.50 ksf No • 250.0 pcf = 0.40 0.50 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 7.0 ft 7.0 ft 24.0 in 6.0 in 6.0 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 11.0 # 6 n/a n/a n/a Applied Loads o ,7 ll IjIIIiiIti, 7.±0. w • 11 # 6 Bars v� X -X Section Looking to +Z Z -Z Seaton Looking to +X D Lr L s w E H P : Column Load = 23.880 OB : Overburden M-xx M-zz V -x V -z 21.160 k ksf k -ft k -ft 6.880 6.880 k k 4.3.5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 - File = S:12016116-154-01 1233 Andover Park E1Engineer1Calcslandover park foundatons.ec6 ENERCALC, INC. 1983-2017TBuild:10_17.6.29, Ver..10.17.6.29 Licensee : LUND OPSAHL LLC Description : Spread Footing_F7.0_C2 Min. Ratio Item Applied Capacity Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.8127 11.215 11.215 1.968 1.968 n/a 0.1108 0.1108 0.1108 0.1108 0.08629 0.08629 0.08629 0.08629 0.1359 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching 1.219 ksf 7.224 k -ft 7.224 k -ft 4.816 k 4.816 k 0.0 k 6.737 k-ft/ft 6.737 k-ft/ft 6.737 k-fUft 6.737 k-ft/ft 8.682 psi 8.682 psi 8.682 psi 8.682 psi 27.349 psi 1.50 ksf 81.018 k -ft 81.018 k -ft 9.478 k 9.478 k 0.0 k 60.822 k-fUft 60.822 k-ft/ft 60.822 k-fUft 60.822 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.60D+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.20D+1.60Lr+0.50L+1.6011 +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60 Lr+0.50 L+1.60 H Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc (in) Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 In^2 Actual As inA2 Phi*Mn k -ft Status X -X, +1.400+1.60H X -X, +1.40D+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.200+0.50Lr+1.60L+1.60H X -X. +1.200+1.60L+0.50S+1.60H X -X. +1.200+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+1.60S+0.50W+1.60H X -X, +1.20D+1.60S+0.50W+1.60H X -X, +1.200+0.50Lr+0.50L+W+1.60H X -X. +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.20S+E+1.60H X -X, +1.200+0.50L+0.20S+E+1.60H X -X, +1.200+0.50L+0.20S-E+1.60H X -X, +1.200+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H X -X, +0.90D+W+0.90H 3.603 3.603 4.229 4.229 3.088 3.088 6.737 6.737 6.737 6.737 3.088 3.088 3.088 3.088 4.229 4.229 3.088 3.088 3.966 2.211 2.211 3.966 2.316 2.316 +Z -z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -z +Z -z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 0.6914 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 60.822 4.3.6 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0 0 0 0 0 0 O Footing Flexure Tide Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : O X -X, +0.900+E+0.90H 3.194 +Z Bottom 0.5184 Min Temp % 0.6914 60.822 OK O X -X, +0.90D+E+0.90H 1.439 -Z Bottom 0.5184 Min Temp % 0.6914 60.822 OK X X, +0.900 E+0.90H 1.439 +Z Bottom 0.5184 Min Temp % 0.6914 60.822 OK O X -X, +0.90D-E+0.90H 3.194 Z Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z Z, +1.400+1.60H 3.603 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.400+1.60H 3.603 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+0.50Lr+1.60L+1.60H 4.229 -X Bottom 0.5184 Min Temp % •0.6914 60.822 OK O Z -Z, +1.200+0.50Lr+1.60L+1.60H 4.229 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+1.60L+0.50S+1.60H 3.088 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK 0 Z -Z, +1.20D+1.60L+0.50S+1.60H 3.088 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+1.60Lr+0.50L+1.60H 6.737 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.20D+1.60Lr+0.50L+1.60H 6.737 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+1.60Lr+0.50W+1.60H 6.737 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+1.60Lr+0.50W+1.60H 6.737 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+0.50L+1.60S+1.60H 3.088 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+0.50L+1.60S+1.60H 3.088 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+1.60S+0.50W+1.60H 3.088 X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+1.60S+0.50W+1.60H 3.088 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 4.229 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 4.229 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+0.50L+0.50S+W+1.60H 3.088 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+0.50L+0.50S+W+1.60H 3.088 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +1.200+0.50L+0.20S+E+1.60H 2.211 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.200+0.50L+0.20S+E+1.60H 3.966 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z. +1.200+0.50L+0.20S E+1.60H 3.966 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +1.20D+0.50L+0.20S-E+1.60H 2.211 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z. +0.900+W+0.90H 2.316 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z. +0.900+W+0.90H 2.316 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +0.900+E+0.90H 1.439 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z, +0.900+E+0.90H 3.194 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK Z -Z, +0.900 E+0.90H 3.194 -X Bottom 0.5184 Min Temp % 0.6914 60.822 OK O Z -Z +0.900-E+0.90H 1.439 +X Bottom 0.5184 Min Temp % 0.6914 60.822 OK One Way Shear ___I O Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status O +1.400+1.60H 4.64 psi 4.64 psi 4.64 psi 4.64 psi 4.64 psi 100.62 psi 0.05 0.00 +1.200+0.50Lr+1.60L+1.60H 5.45 psi 5.45 psi 5.45 psi 5.45 psi 5.45 psi 100.62 psi 0.05 0.00 O +1.200+1.60L+0.50S+1.60H 3.98 psi 3.98 psi 3.98 psi 3.98 psi 3.98 psi 100.62 psi 0.04 0.00 +1.200+1.60Lr+0.50L+1.60H 8.68 psi 8.68 psi 8.68 psi 8.68 psi 8.68 psi 100.62 psi 0.09 0.00 O +1.20D+1.60Lr+0.50W+1.60H 8.68 qsi 8.68 psi 8.68 psi 8.68 psi 8.68 psi 100.62 psi 0.09 0.00 O +1.200+0.50L+1.60S+1.60H 3.98 Psi 3.98 psi 3.98 psi 3.98 psi 3.98 psi 100.62 psi 0.04 0.00 +1.20D+1.60S+0.50W+1.60H 3.98 psi 3.98 psi 3.98 psi 3.98 psi 3.98 psi 100.62 psi 0.04 0.00 O +1.200+0.50Lr+0.50L+W+1.60H 5.45 psi 5.45 psi 5.45 psi 5.45 psi 5.45 psi 100.62 psi 0.05 0.00 +1.200+0.50L+0.50S+W+1.60H 3.98 Psi 3.98 psi 3.98 psi 3.98 psi 3.98 psi 100.62 psi 0.04 0.00 O +1.200+0.50L+0.20S+E+1.60H 2.72 psi 5.24 psi 2.72 psi 5.24 psi 5.24 psi 100.62 psi 0.05 0.00 +1.200+0.50L+0.20S E+1.60H 5.24 psi 2.72 psi 5.24 psi 2.72 psi 5.24 psi 100.62 psi 0.05 0.00 O +0.900+W+0.90H 2.g9 psi 2.99 psi 2.99 psi 2.99 psi 2.99 psi 100.62 psi 0.03 0.00 +0.900+E+0.90H 1.73 qsi 4.24 psi 1.73 psi 4.24 psi 4.24 psi 100.62 psi 0.04 0.00 O +0.900-E+0.90H 4.24 psi 1.73 psi 4.24 psi 1.73 psi 4.24 psi 100.62 psi 0.04 0.00 Two -Way "Punching" Shear 1 All units k O Load Combination... Vu Phi*Vn Vu / Phi*Vn Status O +1.40D+1.60H 14.63 psi 201.25psi 0.07268 OK +1.20D+0.50Lr+1.60L+1.60H 17.17 psi 201.25psi 0.0853 OK O +1.200+1.60L+0.50S+1.60H 12.54 psi 201.25psi 0.0623 OK +1.200+1.60Lr+0.50L+1.60H 27.35 psi 201.25psi 0.1359 OK O +1.200+1.60Lr+0.50W+1.60H 27.35 psi 201.25psi 0.1359 OK +1.200+0.50L+1.60S+1.60H 12.54 psi 201.25psi 0.0623 OK O +1.200+1.60S+0.50W+1.60H 12.54 psi 201.25psi 0.0623 OK +1.20D+0.50Lr+0.50L+W+1.60H 17.17 psi 201.25psi 0.0853 OK O +1.200+0.50L+0.50S+W+1.60H 12.54 psi 201.25psi 0.0623 OK +1.200+0.50L+0.20S+E+1.60H 12.54 psi 201.25psi 0.0623 OK 0 O 4.3.7 Spread Footing_F7.0_C2 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 in02 k -ft Status 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 ' Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 Description : Spread Footing_F7.0_C2 Two -Way "Punching" Shear , File S:12ii1611('x154-01 1233 Andover Park ElEn ineer1CaIoslandoverpark foundations,ec6 ENERCALC, INC. 1983-2017, BuiId:10.17.8.29, Ver:10.17:6:29 Licensee : LUND OPSAHL LLC Load Combination... +1.20 D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H +0.90D-E+0.90H Vu 12.54 psi 9.40 psi 9.40 psi 9.40 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25psi Vu / Phi*Vn 0.0623 0.04672 0.04672 0.04672 All units k Status OK OK OK OK 4.3.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Spread Footing_F6.0_C3 Code References Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi = 150.0 pcf 0.90 = 0.750 Dimensions 0.00180 1.0:1 1.50 :1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf = No = 250.0 pcf = 0.40 = 1.0 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 6.0 ft 6.0 ft 24.0 in 6.0 in 6.0 in in 4.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 8 # 6 8 # 6 n/a n/a n/a X -X Section Looking to +Z Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr W E H 15.220 17.780 0.470 k ksf k -ft k -ft 5.120 5.120 k k 4.3.9 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 Description : Spread Footing_F6.0_C3 0 0 0 0 0 0 0 0 0 0 0 Detailed Results File = S:12016116-154-01 1233 Andover Park ElEngineer1Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS PASS. PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.8113 8.850 8.850 1.988 1.988 n/a 0.09471 0.09471 0.09471 0.09471 0.05910 0.05910 0.05910 0.05910 0.09659 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching 1.217 ksf 5.376 k -ft 5.376 k -ft 3.584 k 3.584 k 0.0 k 4.905 k-ft/ft 4.905 k-ft/ft 4.905 k-ft/ft 4.905 k-ft/ft 5.947 psi 5.947 psi 5.947 psi 5.947 psi 19.438 psi 1.50 ksf 47.576 k -ft 47.576 k -ft 7.126 k 7.126 k 0.0 k 51.788 k-ft/ft 51.788 k-ft/ft 51.788 k-fUft 51.788 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Uplift +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H O Soil Bearing Rotation Axis & Xecc Zecc Load Combination... Gross Allowable (in) Actual Soil Bearing Stress @ LocationActual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio O Overturning Stability O Rotation Axis & Load Combination... Overturning Moment Resisting Moment O Footing Has NO Overtuming O Sliding Stability i O Force Application Axis Load Combination... Sliding Force Resisting Force O Footing Has NO Sliding Footing Flexure Stability Ratio Status All units k Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As 0 k -ft Surface inA2 inA2 inA2 Phi*Mn k -ft Status O X -X, +1.40D+1.60H 2.237 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.40D+1.60H 2.237 Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X. +1.20D+0.50Lr+1.60L+1.60H 2.851 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 2.851 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.20D+1.60L+0.50S+1.60H 1.918 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.918 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.20D+1.60Lr+0.50L+1.60H 4.905 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 4.905 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.20D+1.60Lr+0.50W+1.60H 4.905 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 4.905 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.20D+0.50L+1.60S+1.60H 1.918 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.918 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK 0 X -X, +1.20D+1.60S+0.50W+1.60H 1.918 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+1.60S+0.50W+1.60H 1.918 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X. +1.20D+0.50Lr+0.50L+W+1.60H 2.851 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 2.851 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.20D+0.50L+0.50S+W+1.60H 1.918 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 1.918 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +1.372D+0.50L+0.20S+E+1.60H 2.988 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.372D+0.50L+0.20S+E+1.60H 1.495 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X. +1.372D+0.50L+0.20S-E+1.60H 1.396 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +1.372D+0.50L+0.205-E+1.60H 2.889 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +0.90D+W+0.90H 1.438 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X -X, +0.90D+W+0.90H 1.438 -Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK 0 O 4.3.10 0 © Title Block Line 1 O You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. • Title Block Line 6 0 0 0 O X -X, +0.7284D+E+0.90H 1.960 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +0.7284D+E+0.90H 0.4667 Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK X X, +0.7284D E+0.90H 0.3680 +Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK O X -X, +0.7284D-E+0.90H 1.861 Z Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z Z, +1.40D+1.60H 2.237 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.40D+1.60H 2.237 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.851 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.851 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.918 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+1.60L+0.50S+1.60H 1.918 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 4.905 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+1.60Lr+0.50L+1.60H 4.905 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 4.905 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+1.60Lr+0.50W+1.60H 4.905 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.918 -X Bottom 0.5184 Min Temp % 0.5867 51.788 OK 0 Z -Z, +1.20D+0.50L+1.60S+1.60H 1.918 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+1.60S+0:50W+1.60H 1.918 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+1.60S+0.50W+1.60H 1.918 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.851 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.851 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.918 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK 0 Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.918 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 1.495 X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.372D+0.50L+0.20S+E+1.60H 2.988 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +1.372D+0.50L+0.20S E+1.60H 2.889 -X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +1.372D+0.50L+0.20S-E+1.60H 1.396 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z Z, +0.90D+W+0.90H 1.438 -X Bottom 0.5184 Min Temp % 0.5867 51.788 OK O Z -Z, +0.90D+W+0.90H 1.438 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z -Z, +0.7284D+E+0.90H 0.4667 -X Bottom 0.5184 Min Temp % 0.5867 51.788 OK D Z -Z, +0.7284D+E+0.90H 1.960 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK Z Z, +0.7284D E+0.90H 1.861 -X Bottom 0.5184 Min Temp % 0.5867 51.788 OK D Z -Z +0.7284D-E+0.90H 0.3680 +X Bottom 0.5184 Min Temp % 0.5867 51.788 OK One Way Shear • D Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status D +1.40D+1.60H 2.71 Psi 2.71 psi 2.71 psi 2.71 psi 2.71 psi 100.62 psi 0.03 0.00 +1.20D+0.50Lr+1.60L+1.60H 3.46 psi 3.46 psi 3.46 psi 3.46 psi 3.46 psi 100.62 psi 0.03 0.00 D +1.20D+1.60L+0.50S+1.60H 2.33 psi 2.33 psi 2.33 psi 2.33 psi 2.33 psi 100.62 psi 0.02 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.95 psi 5.95 psi 5.95 psi 5.95 psi 5.95 psi 100.62 psi 0.06 0.00 D +1.20D+1.60Lr+0.50W+1.60H 5.95 PSI 5.95 psi 5.95 psi 5.95 psi 5.95 psi 100.62 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 2.33 psi 2.33 psi 2.33 psi 2.33 psi 2.33 psi 100.62 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 2.33 psi 2.33 psi 2.33 psi 2.33 psi 2.33 psi 100.62 psi 0.02 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 3.46 psi 3.46 psi 3.46 psi 3.46 psi 3.46 psi 100.62 psi 0.03 0.00 +1.20D+0.50L+0.50S+W+1.60H 2.33 psi 2.33 psi 2.33 psi 2.33 psi 2.33 psi 100.62 psi 0.02 0.00 D +1.372D+0.50L+0.20S+E+1.60H 1.65 psi 3.78 psi 1.65 psi 3.78 psi 3.78 psi 100.62 psi 0.04 0.00 +1.372D+0.50L+0.20S E+1.60H 3.66 psi 1.53 psi 3.66 psi 1.53 psi 3.66 psi 100.62 psi 0.04 0.00 D +0.90D+W+0.90H 1.74 psi 1.74 psi 1.74 psi 1.74 psi 1.74 psi 100.62 psi 0.02 0.00 +0.7284D+E+0.90H 0.41 psi 2.54 psi 0.41 psi 2.54 psi 2.54 psi 100.62 psi 0.03 0.00 D+0.7284D-E+0.90H 2.42 psi 0.29 psi 2.42 psi 0.29 psi 2.42 psi 100.62 psi 0.02 0.00 Two-W_ay "Punching'*Shear _____] All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status ) +1.40D+1.60H 8.87 psi 201.25psi 0.04406 OK +1.20D+0.50Lr+1.60L+1.60H 11.30 psi 201.25psi 0.05615 OK ) +1.20D+1.60L+0.50S+1.60H 7.60 psi 201.25psi 0.03777 OK +1.20D+1.60Lr+0.50L+1.60H 19.44 psi 201.25 psi 0.09659 OK +1.20D+1.60Lr+0.50W+1.60H 19.44 psi 201.25psi 0.09659 OK +1.20D+0.50L+1.60S+1.60H 7.60 psi 201.25psi 0.03777 OK ) +1.20D+1.60S+0.50W+1.60H 7.60 psi 201.25psi 0.03777 OK +1.20D+0.50Lr+0.50L+W+1.60H 11.30 psi 201.25 psi 0.05615 OK +1.20D+0.50L+0.50S+W+1.60H 7.60 psi 201.25psi 0.03777 OK +1.372D+0.50L+0.20S+E+1.60H 8.88 psi 201.25psi 0.04414 OK ) 4.3.11 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Lic. # : KW -06004202 Description : Spread Footing_F6.0_C3 Footing Flexure Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM Ale = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park fouunndations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 Licensee : LUND OPSAHL LLC Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd inA2 Gvm.As inA2 Actual As inA2 Phi*Mn k -ft Status O Title Block Line 1 You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. O Title Block Line 6 O General Footing 0 Twomay.Pundingnst• r--- Project Title: 1233 Andover Park E En9ineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = SA2016116-154-01 1233 Andover Park. BEngineer1Calcslandover park foundations.eC6. ENERCALC, INC. 1983-2017, Build:10.17.6.29,-Ver10.17.6.29 Lic. #: KW -06004202 Description : Spread Footing_F6.0_C3 Licensee : LUND OPSAHL LLC All units k O Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H O +0.7284D+E+0.90H +0.7284D-E+0.90H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vu 8.49 psi 5.70 psi 4.81 psi 4.42 psi Phi*Vn 201.25 psi 201.25psi 201.25psi 201.25psi Vu Phi*Vn 0.0422 0.02832 0.0239 0.02195 4.3.12 Status OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing File = S:02016116-154-01 1233 Andover Park ElEngineer\Calcslandover parkfoundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Spread Footing_F6.0_CS r Code References _1 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties - fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi 150.0 pcf 0.90 0.750 0.00180 1.0 :1 = 1.50 :1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf No = 250.0 pcf = 0.40 = 1.0 ft ksf ft ksf ft Dimensions Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 5.0 ft 7.0 ft 24.0 in 6.0 in 6.0 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size = 9.0 _ # 6 9.0 # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation tg X -X Axis # Bars required within zone 83.3 % # Bars required on each side of zone 16.7 Applied Loads kr X -X Section Looking to +Z aI J Z -Z Section Looking to +X 9-il 6 Bars P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 20.602 13.260 k ksf k -ft k -ft 5.10 5.10 k k 4.3.13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File _ S:12016116-154-01 1233 Andover Park ElEngineer\Cakslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Spread Footing_F6.0_C8 DESIGN SUMMARY Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.8447 12.197 8.712 2.336 2.266 n/a 0.06648 0.06648 0.09983 0.09983 0.03170 0.03170 0.08877 0.08877 0.09548 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching 1.267 ksf 5.355 k -ft 5.355 k -ft 3.570 k 3.570 k 0.0 k 3.322 k-ft/ft 3.322 k-ft/ft 6.932 k-ft/ft 6.932 k-fUft 3.190 psi 3.190 psi 8.932 psi 8.932 psi 19.215 psi 1.50 ksf 65.314 k -ft 46.653 k -ft 8.339 k 8.089 k 0.0 k 49.973 k-ft/ft 49.973 k-ft/ft 69.435 k-ft/ft 69.435 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.200+1.60 Lr+0.50 L+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.200+1.60L00.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H [Detailed Results • Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status All units k Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +1.400+1.60H X -X, +1.400+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.20D+0.50Lr+1.60L+1.6011 X -X, +1.200+1.60L+0.50S+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50L+1.6011 X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+0.50L+1.60S+1.6011 X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+1.60S+0.50W+1.60H X -X, +1.200+1.60S+0.50W+1.6011 X -X, +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.6011 X -X, +1.372D+0.50L+0.20S+E+1.60H X -X, +1.372D+0.50L+0.20S+E+1.6011 X -X, +1.372D+0.50L+0.20S-E+1.6011 X -X, +1.372D+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H X -X, +0.90D+W+0.90H 4.352 4.352 4.731 4.731 3.730 3.730 6.932 6.932 6.932 6.932 3.730 3.730 3.730 3.730 4.731 4.731 3.730 3.730 5.174 3.353 3.353 5.174 2.798 2.798 +Z -Z +Z -Z +Z -Z +Z -Z +Z -z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 0.7920 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 69.435 4.3.14 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0 0 0 0 0 0 0 O Flexure Axis & Load Combination Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Fle = S:12016116-154-01 1233 Andover Park E\Engineer\Cakslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Spread Footing_F6.0_C8 Footing Flexure Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft O X -X, +0.7284D+E+0.90H 3.175 +Z Bottom 0.5184 Min Temp % 0.7920 69.435 OK O X -X, +0.7284D+E+0.90H 1.354 -Z Bottom 0.5184 Min Temp % 0.7920 69.435 OK X X, +0.72840 E+0.90H 1.354 +Z Bottom 0.5184 Min Temp % 0.7920 69.435 OK 0 X -X, +0.7284D-E+0.90H 3.175 -Z Bottom 0.5184 Min Temp % 0.7920 69.435 OK Z Z, +1.400+1.60H 2.086 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.40D+1.60H 2.086 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+0.50Lr+1.60L+1.60H 2.267 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.200+0.50Lr+1.60L+1.60H 2.267 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+1.60L+0 50S+1.60H 1.788 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.200+1.60L+0.50S+1.60H 1.788 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+1.60Lr+0.50L+1.60H 3.322 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.200+1.60Lr+0.50L+1.60H 3.322 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+1.60Lr+0.50W+1.60H 3.322 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.322 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+0.50L+1.60S+1.60H 1.788 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.200+0.50L+1.60S+1.60H 1.788 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 1.788 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.20D+1.60S+0.50W+1.60H 1.788 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 2.267 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z. +1.200+0.50Lr+0.50L+W+1.60H 2.267 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.200+0.50L+0.50S+W+1.60H 1.788 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.20D+0.50L+0.505+W+1.60H 1.788 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z. +1.3720+0.50L+0.20S+E+1.60H 1.424 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.372D+0.50L+0.20S+E+1.60H 2.663 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 2.663 X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +1.372D+0.50L+0.20S-E+1.60H 1.424 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +0.900+W+0.90H 1.341 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +0.900+W+0.90H 1.341 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +0.72840+E+0.90H 0.4658 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +0.7284D+E+0.90H 1.705 +X Bottom 0.5184 Min Temp % 0.5657 49.973 OK Z -Z, +0.72840 E+0.90H 1.705 -X Bottom 0.5184 Min Temp % 0.5657 49.973 OK O Z -Z, +0.7284D-E+0.90H 0.4658 +X Bottom One 0.5184 Min Temp % 0.5657 49.973 OK Way Shear O Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status Status O +1.40D+1.60H 2.00 psi 2.00 psi 5.61 psi 5.61 psi 5.61 psi 100.62 psi 0.06 0.00 +1.200+0.50Lr+1.60L+1.60H 2.18 psi 2.18 psi 6.10 psi 6.10 psi 6.10 psi 100.62 psi 0.06 0.00 O +1.20D+1.60L+0.50S+1.60H 1.72 psi 1.72 psi 4.81 psi 4.81 psi 4.81 osi 100.62 psi 0.05 0.00 +1.20D+1.60Lr+0.50L+1.60H 3.19 psi 3.19 psi 8.93 psi 8.93 psi 8.93 psi 100.62 psi 0.09 0.00 O +1.200+1.60Lr+0.50W+1.60H 3.19 psi 3.19 psi 8.93 psi 8.93 psi 8.93 psi 100.62 psi 0.09 0.00 +1.20D+0.50L+1.60S+1.60H 1.72 psi 1.72 psi 4.81 psi 4.81 psi 4.81 psi 100.62 psi 0.05 0.00 O +1.20D+1.60S+0.50W+1.60H 1.72 psi 1.72 psi 4.81 psi 4.81 psi 4.81 psi 100.62 psi 0.05 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 2.18 psi 2.18 psi 6.10 psi 6.10 psi 6.10 psi 100.62 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.72 psi 1.72 psi 4.81 psi 4.81 psi 4.81 psi 100.62 psi 0.05 0.00 O +1.372D+0.50L+0.20S+E+1.60H 1.21 psi 2.71 psi 4.19 psi 6.80 psi 6.80 psi 100.62 psi 0.07 0.00 +1.372D+0.50L+0.20S-E+1.60H 2.71 psi 1.21 psi 6.80 psi 4.19 psi 6.80 psi 100.62 psi 0.07 0.00 O +0.900+W+0.90H 1.29 psi 1.29 psi 3.61 psi 3.61 psi 3.61 psi 100.62 psi 0.04 0.00 +0.72840+E+0.90H 0.29 Psi 1.79 psi 1.62 psi 4.22 psi 4.22 psi 100.62 psi 0.04 0.00 O +0.7284D-E+0.90H 1.79 psi 0.29 psi 4.22 psi 1.62 psi 4.22 psi 100.62 psi 0.04 0.00 Two -Way "Punching" Shear ( All units k O Load Combination... Vu Phi*Vn Vu / Phi*Vn Status O +1.400+1.60H 12.06 psi 201.25psi 0.05995 OK +1.20D+0.50Lr+1.60L+1.60H 13.11 psi 201.25 psi 0.06516 OK O +1.20D+1.60L+0.50S+1.60H 10.34 psi 201.25 psi 0.05138 OK +1.20D+1.60Lr+0.50L+1.60H 19.22 psi 201.25psi 0.09548 OK O +1.20D+1.60Lr+0.50W+1.60H 19.22 psi 201.25psi 0.09548 OK +1.20D+0.50L+1.60S+1.60H 10.34 psi 201.25psi 0.05138 OK O +1.20D+1.60S+0.50W+1.60H 10.34 psi 201.25psi 0.05138 OK +1.20D+0.50Lr+0.50L+W+1.60H 13.11 psi 201.25psi 0.06516 OK O +1.20D+0.50L+0.50S+W+1.60H 10.34 psi 201.25psi 0.05138 OK +1.3720+0.50L+0.20S+E+1.60H 11.82 psi 201.25psi 0.05873 OK 0 O 4.3.15 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM -Fle = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee: LUND OPSAHL LLC Description : Spread Footing_F6.0_C8 Two -Way "Punching",Shear All units k Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 11.82 psi 7.76 psi 6.28 psi 6.28 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25 psi Vu 1 Phi*Vn 0.05873 0.03854 0.03119 0.03119 4.3.16 Status OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM Combined Footing Lic. # : KW -06004202 File = S:\2016116-154-011233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : Spread Footing_F4.8_C6 and C7 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density : Phi Values Flexure : Shear: 4.0 ksi 60 ksi 3122 ksi • 145 pcf 0.9 0.75 Soil Information 1 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0018 1:1 1.50: 1 Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.40 Dimensions. 8r Reinforcing Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth ... Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) 0.50 ft ksf ft ksf ft 10 ksf ksf Distance Left of Column #1 = 2.0 ft Between Columns = 4.167 ft Distance Right of Column #2 = 2.0 ft Total Footing Length = 8.167 ft Footing Width = 4.0 ft Footing Thickness = 18 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CW) Shear (+X) Overburden Pedestal dimensions... Col #1 Col #2 6.0 6.0 in in Sq. Dim. Height 4.0 in 4.0 in As As Bars left of Col #1 Count Size # Provided Req'd Bottom Bars 4.0 6 1.760 0.0 inA2 Top Bars .4.0 6 1.760 0.0 inA2 Bars Btwn Cols Bottom Bars 4.0 6 1.760 0.0 inA2 Top Bars 4.0 6 1.760 0.0 inA2 Bars Right of Col #2 Bottom Bars 4.0 6 1.760 0.0 inA2 Top Bars 4.0 6 1.760 0.0 inA2 D Lr L S W E H 2.780 3.250 6.090 6.90 1.110 1.953 k k -ft k k k -ft k 2'-0" 4'-2-1/16" 2'-0" 44 4 #6 446 446 446 8'-2-1116" 4 0 fV 4.3.17 (O:-� 2'-0" 4'-2-1116" I 2'-0" 8'-2-1116" 0 fV 4.3.17 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footin Lic. # : KW -06004202 Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File =.S:12016116-154-01 1233 Mdover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALb, INC.',1983-2017; Build:1017.6:29 Vei)0.17.6.29 Description : Spread Footing F4.8_C6 and C7 DESIGN SUMMARY Factor of Safety Item Applied Licensee : LUND OPSAHL LLC Design OK Capacity Governing Load Combination PASS 99,999.0 Overtuming PASS 99,999.0 Sliding PASS No Uplift Uplift Utilization Ratio Item 0.0 k -ft 0.0 k 0.0 k Applied 0.0 k -ft 0.0 k 0.0 k 0.0 0.0 No Uplift Capacity Governing Load Combination PASS 0.0 Soil Bearing PASS 0.0 1 -way Shear - Col #1 PASS 0.0 1 -way Shear - Col #2 PASS 0.0 2 -way Punching - Col #1 PASS 0.0 2 -way Punching - Col #2 0.0 ksf 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 ksf 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 0.0 0.0 0.0 0.0 PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A PASS No Bending Flexure - Left of Col #1 - Bottom 0.0 k -ft 0.0 k -ft N/A PASS No Bending Flexure - Between Cols - Top 0.0 k -ft 0.0 k -ft N/A PASS No Bending Flexure - Between Cols - Bottom 0.0 k -ft 0.0 k -ft N/A PASS No Bending Flexure - Right of Col #2 - Top 0.0 k -ft 0.0 k -ft N/A PASS No Bending Flexure - Right of Col #2 - Bottom 0.0 k -ft 0.0 k -ft N/A Soil Bearing Load Combination... Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress @ Left Edge @ Right Edge Allowable Ratio Actual / Allow Overtuming Stability Load Combination... 'Sliding Stability Moments about Left Edge k -ft Overturning Resisting Ratio Moments about Right Edge k -ft Overturning Resisting Ratio Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Z -Axis Footing Flexure - Maximum Values for Load Combination Load Combination... Mu (ft -k) Distance from left (ft) Tension Side As Req'd (in"2) Governed by One Way Shear; Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Actual As Phi*Mn Mu 1 PhiMn (in^2) (ft -k) [Punching Shear.' Phi Vn vu @ Col #1 vu @ Col #2 4.3.18 O 0 0 0 0 0 O O O O 0 O 0 O 0 0 B 0 O 0 0 0 0 a 0 0 0 0 0 0 3 0 3 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 General Footing Lic. # : KW -06004202 Description : Trash Enclosure Footing Code References Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information 1 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 Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi 3,823.68 ksi 150.0 pcf = 0.90 0.750 • 0.00180 = 1.0:1 • 1.50 :1 Yes Yes No No Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • 1.50 ksf No • 250.0 pcf • 0.40 1.0 ft ksf = ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness 1.0 ft 3.50 ft 18.0 in Pedestal dimensions... px : parallel to X -X Axis = 12.0 in pz : parallel to Z -Z Axis = 7.625 in Height — in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 6.0 _ # 6 3.0 _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig X -X Axis # Bars required within zone 44.4 % # Bars required on each side of zone 55.6 % Applied Loads xt. X -X Section Looking to +Z Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s w E H 0.4538 1.021 0.9810 k ksf k -ft k -ft k 0.2480 0.2380 k 4.3.19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 General Footing Lic. # : KW -06004202 Description : Trash Enclosure Footing DESIGN SUMMARY Min. Ratio Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park foundations.ec6 ENERCALC, INC 1983.2017, BtnId:10.17.6.29, Ver10.17.6.29 Licensee : LUND OPSAHL LLC Item Applied Capacity Design OK Governing Load Combination PASS 0.5191 Soil Bearing PASS 1.559 Overtuming - X -X PASS n/a Overtuming - Z -Z PASS n/a Sliding - X -X PASS . 2.538 Sliding - Z -Z PASS n/a Uplift PASS 0.0 Z Flexure (+X) PASS 0.0 Z Flexure (-X) PASS 0.01130 X Flexure (+Z) PASS 0.01130 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS 0.0 1 -way Shear (-X) PASS 0.02874 1 -way Shear (+Z) PASS 0.02874 1 -way Shear (-Z) PASS n/a 2 -way Punching 0.7787 ksf 0.8358 k -ft 0.0 k -ft 0.0 k 0.1666 k 0.0 k 0.0 k-ft/ft 0.0 k-ft/ft 0.8820 k-ft/ft 0.8820 k-ft/ft 0.0 psi 0.0 psi 2.892 psi 2.892 psi 6.277 psi 1.50 ksf 1.303 k -ft 0.0 k -ft 0.0 k 0.4229 k 0.0 k 0.0 k-ft/ft 0.0 k-fUft 78.035 k-ft/ft 78.035 k-ft/ft 100.623 psi 0.0 psi 100.623 psi 100.623 psi 100.623 psi +0.60D-0.60W+0.60H about X -X axis +0.60D+0.60W+0.60H No Overturning No Sliding +0.60D+0.70E+0.60H No Uplift No Moment No Moment +0.7284D+E+0.90H +0.7284D-E+0.90H n/a n/a +0.7284D+E+0.90H +0.7284D-E+0.90H +1.40D+1.60H Soil Bearing Rotation Axis & Load Combination... Overturning. Stability Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Sliding Stability Force Application Axis Load Combination... Stability Ratio Status All units k Sliding Force Footing Has NO Sliding Footing Flexure j Flexure Axis & Load Combination Mu Side Tension Resisting Force Stability Ratio Status k -ft Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi'Mn k -ft Status X -X, +1.40D+1.60H X -X, +1.40D+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.20D+0.5OLr+1.60L+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.20D+1.60Lr+0.50L+1.60H X -X, +1.20D+1.60Lr+0.50L+1.60H X -X, +1.20D+1.60Lr+0.50W+1.60H X -X, +1.20D+1.60Lr+0.50W+1.60H X -X, +1.20D+1.60Lr-0.50W+1.60H X -X, +1.20D+1.60Lr-0.50W+1.60H X -X, +1.20D+0.50L+1.60S+1.60H X -X, +1.20D+0.50L+1.60S+1.60H X -X, +1.20D+1.60S+0.50W+1.60H X -X, +1.20D+1.60S+0.50W+1.60H X -X. +1.20D+1.60S-0.50W+1.60H X -X. +1.20D+1.60S-0.50W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50Lr+0.50L-W+1.60H X -X, +1.20D+0.50Lr+0.50L-W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.60H X -X. +1.20 D+0.50 L+0.50 S+W+ 1.60 H 0.1861 0.1861 0.1595 0.1595 0.1595 0.1595 0.1595 0.1595 0.4139 0.09482 0.09482 0.4139 0.1595 0.1595 0.4139 0.09482 0.09482 0.4139 0.7287 0.2724 0.2724 0.7287 0.7287 0.2724 +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Top Top Bottom Bottom Bottom Bottom Top Top Bottom Bottom Top Top Bottom Bottom Top 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 1.320 78.035 78.035 78.035 78.035 78.035 78.035 78.035 78.035 78.035 83.975 83.975 78.035 78.035 78.035 78.035 83.975 83.975 78.035 78.035 83.975 83.975 78.035 78.035 83.975 4.3.20 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK O Title Block Line 1 You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. • Title Block Line 6 0 0 O Footing Flexure O Flexure Axis & Load Combination 0 X -X, +1.20D+0.50L+0.50S-W+1.60H O X -X, +1.20D+0.50L+0.50S-W+1.60H X -X, +1.372D+0.50L+0.20S+E+1.60H O X -X. +1.372D+0.50L+0.20S+E+1.60H X -X, +1.372D+0.50L+0.20S-E+1.60H O X -X, +1.372D+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H O X -X, +0.90D+W+0.90H X -X, +0.90D-W+0.90H O X -X, +0.90D-W+0.90H X -X, +0.7284D+E+0.90H O X -X. +0.7284D+E+0.90H X -X, +0.7284D-E+0.90H O X -X, +0.7284D-E+0.90H Z -Z, +1.40D+1.60H O Z -Z, +1.40D+1.60H Z -Z, +1.20D+0.50Lr+1.60L+1.60H O Z -Z, +1.20D+0.50Lr+1.60L+1.60H Z -Z, +1.20D+1.60L+0.50S+1.60H O Z -Z, +1.20D+1.60L+0.50S+1.60H Z -Z, +1.20D+1.60Lr+0.50L+1.60H O Z -Z, +1.20D+1.60Lr+0.50L+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H 'Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+1.60Lr-0.50W+1.60H O Z -Z, +1.20D+1.60Lr-0.50W+1.60H Z -Z, +1.20D+0.50L+1.60S+1.60H O Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.20D+1.60S+0.50W+1.60H O Z -Z, +1.20D+1.60S+0.50W+1.60H Z -Z, +1.20D+1.60S-0.50W+1.60H O Z -Z, +1.20D+1.60S-0.50W+1.60H Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H O Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50Lr+0.50L-W+1.60H O Z -Z, +1.20D+0.50Lr+0.50L-W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H O Z -Z. +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.20D+0.50L+0.50S-W+1.60H O Z -Z. +1.20D+0.50L+0.50S-W+1.60H Z -Z, +1.372D+0.50L+0.20S+E+1.60H O Z -Z, +1.372D+0.50L+0.20S+E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H O Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +0.90D+W+0.90H O Z -Z, +0.90D+W+0.90H Z -Z, +0.90D-W+0.90H O Z -Z, +0.90D-W+0.90H Z -Z, +0.7284D+E+0.90H O Z -Z, +0.7284D+E+0.90H Z -Z, +0.7284D-E+0.90H O Z -Z, +0.7284D-E+0.90H One Way Shear Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Rle = S:12016116-154-01 1233 Andover Park ElEngineer\Catcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Bui?d:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Trash Enclosure Footing O Load Combination... Mu Side Tension As Req'd Gvm. As Actual As Phi'Mn k -ft Surface inA2 inA2 inA2 k -ft Status 0.2724 +Z 0.7287 -Z 0.6914 +Z 0.2785 -Z 0.2785 +Z 0.6914 -Z 0.8301 +Z 0.2076 -Z 0.2076 +Z 0.8301 -Z 0.8820 +Z 0.1681 -Z 0.1681 +Z 0.8820 -Z 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X 0.0 -X 0.0 +X Top 0.3888 Min Temp % 1.320 83.975 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Top 0.3888 Min Temp % 1.320 83.975 OK Top 0.3888 Min Temp % 1.320 83.975 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Top 0.3888 Min Temp % 1.320 83.975 OK Top 0.3888 Min Temp % 1.320 83.975 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Top 0.3888 Min Temp % 1.320 83.975 OK Top 0.3888 Min Temp % 1.320 83.975 OK Bottom 0.3888 Min Temp % 1.320 78.035 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top . 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK Top 0.3888 Min Temp % 0.7543 49.241 OK O +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H O +1.200+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H O +1.20D+1.60Lr+0.50W+1.60H O +1.20D+1.60Lr-0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.200+1.60S+0.50W+1.60H •Vu @ -X Vu @ +X Vu @-Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 0.00 psi 0.00 psi 0.32 psi 0.32 psi 0.32 psi 100.62 psi 0.00 0.00 0.00 psi 0.00 psi 0.27 psi 0.27 psi 0.27 psi 100.62 psi 0.00 0.00 0.00 DSi 0.00 psi 0.27 psi 0.27 psi 0.27 psi . 100.62 psi 0.00 0.00 0.00 DSi 0.00 psi 0.27 psi 0.27 psi 0.27 psi 100.62 psi 0.00 0.00 0.00 psi 0.00 psi 0.27 psi 0.81 psi 0.81 psi 100.62 psi 0.01 0.00 0.00 psi 0.00 psi 0.81 psi 0.27 psi 0.81 psi 100.62 psi 0.01 0.00 0.00 PSi 0.00 psi 0.27 psi 0.27 psi 0.27 psi 100.62 psi 0.00 0.00 0.00 psi 0.00 psi 0.27 psi 0.81 psi 0.81 psi 100.62 psi 0.01 0.00 O 4.3.21 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover ParkE1Engineer1Calcslandoverparkfoundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : Trash Enclosure Footing One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.200+1.60S-0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L-W+1.6011 +1.20D+0.50L+0.50S+W+1.60H +1.200+0.50L+0.50S-W+1.60H +1.372 D+0.50 L+0.20S+E+1.60 H +1.3720+0.50L+0.20S-E+1.60H +0.900+W+0.90H +0.900-W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Two-Wayunching"'Shear Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.60H +1.200+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr-0.50W+1.6011 +1.200+0.50L+1.60S+1.60H +1.200+1.60 S+0.50 W+ 1.60 H +1.200+1.60S-0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60 H +1.200+0.50Lr+0.50L-W+1.60 H +1.200+0.50L+0.50S+W+1.6011 +1.200+0.50L+0.50S-W+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.900-W+0.90H +0.7284D+E+0.90H +0.72840-E+0.90H 0.00 Psi 0.00 psi 0.00 psi 0.00 psi 0.00 PSI 0.00 psi 0.00 Psi 0.00 psi 0.00 Psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 DSI 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.81 psi 0.27 psi 0.81 psi 100.62 psi 0.01 0.00 0.47 psi 1.52 psi 1.52 psi 100.62 psi 0.02 0.00 1.52 psi 0.47 psi 1.52 psi 100.62 psi 0.02 0.00 0.47 psi 1.52 psi 1.52 psi 100.62 psi 0.02 0.00 1.52 psi 0.47 psi 1.52 psi 100.62 psi 0.02 0.00 0.54 psi 1.41 psi 1.41 psi 100.62 psi 0.01 0.00 1.41 psi 0.54 psi 1.41 psi 100.62 psi 0.01 0.00 0.35 psi 1.97 psi 1.97 psi 100.62 psi 0.02 0.00 1.97 psi 0.35 psi 1.97 psi 100.62 psi 0.02 0.00 0.28 psi 2.89 psi 2.89 psi 100.62 psi 0.03 0.00 2.89 psi 0.28 psi 2.89 psi 100.62 psi 0.03 0.00 All units k Vu 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi • 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi 6.28 psi Phi*Vn 201.25 psi 201.25psi 201.25psi 201.25psi 201.25psi 201.25psi 201.25 psi 201.25psi 201.25psi 201.25 psi 201.25 psi 201.25 psi 201.25psi 201.25psi 201.25psi 201.25 psi 201.25 psi 201.25 psi 201.25psi Vu 1 Phi*Vn Status 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 0.03119 OK 4.3.22 General Footin Lic. # : KW -06004202 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design ile S:12016\16-1 Description : Shear Wall Footing_Conc Wall 1,2,3 L Code References Project ID: 16-154-01 Printed: 16 JAN 2017, 3:08PM 01 123 Andover Park E1EngineerlCalcs\Foohngslt6154 andover park foohngs ec6 s-; ENERCALC I0;1C:1983-2016, guild 6.1'6:12.31, Vec6.16,12.31 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Informations Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density rp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 3.0 ksi 40.0 ksi 3,823.68 ksi 150.0 pcf 0.90 0.750 = 0.00090 = 1.0 1 = 1.0 1 Yes Yes No No Dimensions 1 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than = 1.333 ksf = No 250.0 pcf = 0.40 = 2.0 ft ksf = ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 2.0 ft 105.0 ft 12.0 in 6.0 in 999.25 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 44.0 # 5 4.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation rg X -X Axis # Bars required within zone 3.7 % # Bars required on each side of zone 96.3 % r Applied Loads 0- 27 2," z -z P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 0.6030 k ksf 442.152 27.635 4.4.1 k -ft k -ft k k 0 0 0 0 0 0 0 0 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 16 JAN 2017, 3:08PM General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_Conc Wall 1,2,3 File = S:12016116-154-01 1233 Andover Park ElEngineer%Calcs\Footings116-154 andover park_footings.ec6 _ ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Goveming Load Combination © PASS PASS O PASS 0 PASS PASS O PASS O PASS PASS O PASS PASS PASS O PASS PASS O PASS PASS 0.5412 16.989 n/a n/a 1.689 n/a 0.01354 0.01354 0.9676 0.9676 0.001415 0.002122 0.3442 0.3442 0.01345 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching O Detailed Results 1 0.7214 ksf 246.638 k -ft 0.0 k -ft 0.0 k 19.345 k 0.0 k 0.04705 k -ft 0.04705 k -ft 15.469 k -ft 15.469 k -ft 0.1162 psi 0.1743 psi 28.275 psi 28.275 psi 1.119 psi 1.333 ksf 4,190.25 k -ft 0.0 k -ft 0.0 k 32.676 k 0.0 k 3.474 k -ft 3.474 k -ft 15.986 k -ft 15.986 k -ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 83.145 psi +D+0.70E about X -X axis +0.600+0.70E No Overtuming No Sliding +0.600+0.70E No Uplift +1.40D +1.40D +1.200-E +1.200+E +1:40D +1.40D +1:20D -E +1.200+E +1.40D O Soil Bearing • O. Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actuaf / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, LX Right, +X Ratio O X -X, D Only 1.333 nla 0.0 0.6334 0.6334 n/a n/a 0.475 X -X. +D+0.70E 1.333 nla 29.665 0.5455 0.7214 n/a n/a 0.541 O X -X, +D+0.5250E 1.333 n/a 22.249 0.5675 0.6994 n/a n/a 0.525 X -X, +0.60D 1.333 n/a 0.0 0.3801 0.3801 n/a n/a 0.285 O X -X, +0.600+0.70E 1.333 n/a 49.442 0.2921 0.4681 n/a n/a 0.351 Z -Z, D Only 1.333 0.0 n/a n/a n/a 0.6334 0.6334 0.475 0 Z -Z, +D+0.70E 1.333 0.0 n/a nla n/a 0.6334 0.6334 0.475 Z -Z, +D+0.5250E 1.333 0.0 n/a n/a n/a 0.6334 0.6334 0.475 0 Z -Z, +0.60D 1.333 0.0 n/a n/a n/a 0.3801 0.3801 0.285 Z -Z, +0.60D+0.70E 1.333 0.0 n/a nla n/a 0.3801 0.3801 0.285 O rOvertuming Stability y- O Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status O X -X, D Only None 0.0 k -ft Infinity OK O X -X, +D+0.70E 246.638 k -ft 6,983.75 k -ft 28.316 OK X -X, +D+0.5250E 184.979 k -ft 6,983.75 k -ft 37.754 OK X -X, +0.600 None 0.0 k -ft Infinity OK 0 X -X, +0.600+0.70E 246.638 k -ft 4,190.25 k -ft 16.989 OK O Z -Z, D Only None 0.0 k -ft Infinity OK Z -Z, +D+0.70E None 0.0 k -ft Infinity OK O Z Z, +D+0.5250E None 0.0 k -ft Infinity OK Z -Z, +0.600 None 0.0 k -ft Infinity OK O Z -Z, +0.600+0.70E None 0.0 k -ft Infinity OK Sliding Stability° All units k Force Application Axis O Load Combination... Sliding Force Resisting Force Stability Ratio Status X -X, D Only 0.0 k 92.585 k No Sliding OK O X -X, +D+0.70E 0.0 k 92.585 k No Sliding OK X -X, +D+0.5250E 0.0 k 92.585 k No Sliding OK O X -X. +0.600 0.0 k 71.301 k No Sliding OK X -X. +0.600+0.70E 0.0 k 71.301 k No Sliding OK O Z -Z, D Only 0.0 k 53.960 k No Sliding OK Z -Z, +D+0.70E 19.345 k 53.960 k 2.789 OK O Z -Z, +D+0.5250E 14.508 k 53.960 k 3.719 OK Z -Z, +0.60D 0.0 k 32.676 k No Sliding OK O Z -Z, +0.600+0.70E 19.345 k 32.676 k 1.689 OK 0 © 4.4.2 0 O 0 0 0 0 0 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 16 JAN 2017, 3:08PM General Footing File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcs&Footings116.154 andover park_footings.ec6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver6.16.12.31 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_Conc Wall 1,2,3 O Footing Flexure O Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 in^2 k -ft O X -X, +1.40D O X -X, +1.40D X -X, +1.20D O X -X. +1.20D X -X, +1.200+E O X -X, +1.200+E X -X, +1.20D -E O X -X, +1.200-E X -X. +0.90D O X -X, +0.90D X -X, +0.90D+E O X -X. +0.900+E X -X. +0.900-E O X -X, +0.900-E Z -Z, +1.40D O Z -Z, +1.40D Z -Z, +1.20D O Z -Z, +1.20D Z -Z, +1.20D+E O Z -Z, +1.20D+E Z -Z, +1.200-E O Z -Z, +1.200-E Z -Z. +0.90D O Z -Z, +0.90D Z -Z, +0.900+E O Z -Z, +0.900+E Z -Z, +0.900-E O Z -Z +0.900-E One Way Shear 1 O Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status O +1.40D 0.17 psi 0.12 psi 18.31 psi 18.31 psi 18.31 psi 82.16 psi 0.22 0.00 +1.200 0.15 psi 0.10 psi 15.69 psi 15.69 psi 15.69 psi 82.16 psi 0.19 0.00 0 +1.20D+E 0.15 psi 0.10 psi 28.28 psi 3.11 psi 28.28 psi 82.16 psi 0.34 0.00 +1.200-E 0.15 psi 0.10 psi 3.11 psi 28.28 psi 28.28 psi 82.16 psi 0.34 0.00 O +0.90D 0.11 psi 0.07 psi 11.77 psi 11.77 psi 11.77 psi 82.16 psi 0.14 0.00 +0.900+E 0.11 PSI 0.07 psi 24.35 psi 0.82 psi 24.35 psi 82.16 psi 0.30 0.00 O +0.900-E 0.11 psi 0.07 psi 0.82 psi 24.35 psi 24.35 psi 82.16 psi 0.30 0.00 O Punching Shear All units k Vu / Phi*Vn Status 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Status 9.867 +Z Top 0.5009389791834 Min ACI 10.5 0.620 15.986 OK 9.867 -Z Top 0.5009389791834 Min ACI 10.5 0.620 15.986 OK 8.458 +Z Top 0.4276207214936 Min ACI 10.5 0.620 15.986 OK 8.458 -Z Top 0.4276207214936 Min ACI 10.5 0.620 15.986 OK 1.447 +Z Top 0.1296 Min Temp % 0.620 15.986 OK 15.469 -Z Top 0.5989629315734 Min ACI 10.5 0.620 15.986 OK 15.469 +Z Top 0.5989629315734 Min ACI 10.5 0.620 15.986 OK 1.447 -Z Top 0.1296 Min Temp % 0.620 15.986 OK 6.343 +Z Top 0.3187807112968 Min ACI 10.5 0.620 15.986 OK 6.343 -Z Top 0.3187807112968 Min ACI 10.5 0.620 15.986 OK 0.6677 +Z Bottom 0.1296 Min Temp % 0.620 14.126 OK 13.354 -Z Top 0.54 Min ACI 10.5 0.620 15.986 OK 13.354 +Z Top 0.54 Min ACI 10.5 0.620 15.986 OK 0.6677 -Z Bottom 0.1296 Min Temp % 0.620 14.126 OK 0.04705 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04705 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.04033 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 +X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 -X Top 0.1296 Min Temp % 0.1299 3.474 OK 0.03025 +X Top 0.1296 Min Temp % 0.1299 3.474 OK Load Combination... +1.40D +1.20D +1.200+E +1.200-E +0.90D +0.90D+E +0.900-E Vu Phi*Vn 83.15psi 83.15psi 83.15psi 83.15psi 83.15psi 83.15psi 83.15psi 1.12 psi 0.96 psi 0.96 psi 0.96 psi 0.72 psi 0.72 psi 0.72 psi 0.01345 0.01153 0.01153 0.01153 0.008648 0.008648 0.008648 4.4.3 OK OK OK OK OK OK OK 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000 General Footing Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 16 JAN 2017, 3:08PM File = S:12016\16-154-01 1233 Andover Park E\Engineer\Calcs\Footings\16•154 andover park_footings.ec6. `-,.ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver6.16.12.31 Shear Wall Footing_Conc Wall 4 Code References • Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 rGeneral Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density W Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 3.0 ksi = 40.0 ksi • 3,823.68 ksi = 150.0 pcf = 0.90 • 0.750 0.00090 = 1.0:1 1.0:1 Yes Yes No No Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than = 1.333 ksf No • 250.0 pcf 0.40 2.0 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 33.0 ft 2.0 ft 12.0 in 396.0 in 6.0 in in 4.0 in Reinforcing. Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig # Bars required within zone # Bars required on each side of zone 3.0 # 5 15.0 # 5 Z -Z Axis 11.4 % 88.6 % Applied Loads '33 X -X Scoop Looking to +Z AIM P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 39.60 k ksf 225.40 14.10 k -ft k -ft k k 4.4.4 0 0 Q Q 0 0 0 O O 0 0 0 O O 0 0 O O Detailed Results Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 16 JAN 2017, 3:O8PM General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_Conc Wall 4 File = S:12016116-154-01 1233 Andover Park E1Er gineerlCalcslFootings116-154 andover pariLfootings.ec64 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Licensee : LUND OPSAHL LLC DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9032 Soil Bearing PASS n/a Overtuming - X -X PASS 3.897 Overtuming - Z -Z PASS 1.280 Sliding - X -X PASS n/a Sliding - Z -Z PASS n/a Uplift PASS 0.0 Z Flexure (+X) PASS 0.0 Z Flexure (-X) PASS 0.07064 X Flexure (+Z) PASS 0.07064 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS 0.0 1 -way Shear (-X) PASS 0.00710 1 -way Shear (+Z) PASS 0.01065 1 -way Shear (-Z) PASS n/a 2 -way Punching 1 1.204 ksf 0.0 k -ft 125.738 k -ft 9.870 k 0.0 k 0.0 k 0.0 k -ft 0.0 k -ft 0.2361 k -ft 0.2361 k -ft 0.0 psi 0.0 psi 0.5833 psi 0.8750 psi 0.7191 psi 1.333 ksf +D+0.70E about Z -Z axis 0.0 k -ft No Overturning 490.050 k -ft +0.60D+0.70E 12.630 k +0.60D+0.70E 0.0 k No Sliding 0.0 k No Uplift 0.0 k -ft No Moment 0.0 k -ft No Moment 3.343 k -ft +1.40D 3.343 k -ft +1.40D 82.158 psi n/a 0.0 psi n/a 82.158 psi +1.40D 82.158 psi +1.40D 82.158 psi +1.40D O Soil Bearing O Rotation Axis & Load Combination... Xecc Zecc Actual Soil Bearing Stress @Location Actual I Allow Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio O X -X, D Only 1.333 n/a 0.0 0.750 0.750 n/a n/a 0.563 X -X, +D+0.70E 1.333 n/a 0.0 0.750 0.750 n/a n/a 0.563 O X -X, +D+0.5250E 1.333 n/a 0.0 0.750 0.750 n/a n/a 0.563 X -X, +0.60D 1.333 n/a 0.0 0.450 0.450 n/a n/a 0.338 O X -X, +0.60D+0.70E 1.333 n/a 0.0 0.450 0.450 i•,/a n/a 0.338 Z -Z, D Only 1.333 0.0 n/a n/a n/a 0.750 0.750 0.563 O Z -Z, +D+0.70E 1.333 40.642 n/a n/a n/a 0.2959 1.204 0.903 Z -Z, +D+0.5250E 1.333 30.482 n/a n/a n/a 0.4094 1.091 0.819 Z -Z, +0.60D 1.333 0.0 n/a n/a n/a 0.450 0.450 0.338 Z -Z, +0.60D+0.70E 1.333 67.737 n/a n/a n/a 0.0 0.9043 0.678 O Overturning Stability © Rotation Axis & Load Combination... X -X, D Only X -X, +D+0.70E © X -X, +D+0.5250E X -X, +0.60D X -X, +0.60D+0.70E Z -Z, D Only Z -Z, +D+0.70E Z -Z, +D+0.5250E Z -Z, +0.60D O Z -Z, +0.60D+0.70E Sliding Stability O Force Application Axis 0 Overturning Moment Resisting Moment Stability Ratio Status Load Combination... None 0.0 k -ft nfinity OK None 0.0 k -ft nfinitv OK None 0.0 k -ft nfinity OK None 0.0 k -ft nfinity OK None 0.0 k -ft nfinitv OK None 0.0 k -ft nfinity OK 125.738 k -ft 816.75 k -ft 6.496 OK 94.303 k -ft 816.75 k -ft 8.661 OK None 0.0 k -ft Infinity OK 125.738 k -ft 490.050 k -ft 3.897 OK All units k Sliding Force Resisting Force Stability Ratio Status X -X, D Only 0.0 k 20.550 k No Sliding . OK O X -X, +D+0.70E 9.870 k 20.550 k 2.082 OK X -X, +0+0.5250E 7.403 k 20.550 k 2.776 OK O X -X, +0.60D 0.0 k 12.630 k No Sliding OK X -X, +0.60D+0.70E 9.870 k 12.630 k 1.280 OK O Z -Z, D Only 0.0 k 32.175 k No Sliding OK Z -Z, +D+0.70E 0.0 k 32.175 k No Sliding OK O Z -Z, +D+0.5250E 0.0 k 32.175 k No Sliding OK Z -Z, +0.60D 0.0 k 24.255 k No Sliding OK O Z -Z, +0.60D+0.70E 0.0 k 24.255 k No Sliding OK 0 O 4.4.5 0 0 0 0 0 0 0 O O O O O O 0000000000000000000000000000 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 16 JAN 2017, 3:08PM General Footing Lic. # : KW -06004202 Description : Shear Wall Footlng_Conc Wall 4 File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcs\Footings116.154 andover park_footings.ec6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Licensee : LUND OPSAHL LLC Footing Flexure ' 1 Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Flexure Axis & Load Combination Status X -X, +1.40D X -X, +1.40D X -X, +1.20D X -X, +1.20D X -X, +1.20D+E X -X, +1.20D+E X -X, +1.20D -E X -X, +1.20D -E X -X, +0.90D X -X, +0.90D X -X, +0.90D+E X -X, +0.90D+E X -X, +0.90D -E X-X,+0.90D-E Z -Z, +1.40D Z -Z, +1.40D Z -Z, +1.20D Z -Z, +1.20D Z -Z, +1.20D+E Z -Z, +1.20D+E Z -Z, +1.20D -E Z -Z, +1.20D -E Z -Z. +0.90D Z -Z, +0.90D Z -Z, +0.90D+E Z -Z, +0.90D+E Z -Z, +0.90D -E Z -Z, +0.90D -E _One Way Shear 0.2361 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2361 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.2024 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 +Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.1518 -Z Bottom 0.1296 Min Temp % 0.1409 3.343 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X To 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 -X Top 0.1296 Min Temp % 0.4650 12.131 OK 0.0 +X, Top 0.1296 Min Temp % 0.4650 12.131 OK Load Combination... +1.40D +1.20D +1.20D+E +1.20D -E +0.90D +0.90D+E +0.90D -E Punching Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 0.00 psi 0.00 psi 0.88 psi 0.58 psi 0.88 psi 82.16 psi 0.01 0.00 0.00 psi 0.00 psi 0.75 psi 0.50 psi 0.75 psi 82.16 psi 0.01 0.00 0.00 psi 0.00 psi 0.75 psi 0.50 psi 0.75 psi 82.16 psi 0.01 0.00 0.00 psi 0.00 psi 0.75 psi 0.50 psi 0.75 psi 82.16 psi 0.01 0.00 0.00 psi 0.00 psi 0.56 psi 0.38 psi 0.56 psi 82.16 psi 0.01 0.00 0.00 Psi 0.00 psi 0.56 psi 0.38 psi • 0.56 psi 82.16 psi 0.01 0.00 0.00 Psi 0.00 psi 0.56 psi 0.38 psi 0.56 psi 82.16 psi 0.01 0.00 j All units k Load Combination... +1.40D +1.20D +1.20D+E +1.20D -E +0.90D +0.90D+E +0.90D -E Vu Phi*Vn Vu / Phi*Vn Status 0.72 psi 84.65 psi 0.008495 OK 0.72 psi 84.65 psi 0.008495 OK 0.72 psi 84.65psi 0.008495 OK .0.72 psi 84.65psi 0.008495 OK 0.72 psi 84.65psi 0.008495 OK 0.72 psi 84.65psi 0.008495 OK 0.72 psi 84.65psi 0.008495 OK 4.4.6 Project 113 1'-o ,- .4LC _— Sheet Subject _ Page. 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S /9,41 J4a- 3.23 1144 4.4.10 - 0 0 UND SAHL Appendix 1233 Andover Park E 1233 Andover Park E Tukwila, WA 98188 Structural Evaluation of Existing Building 10/27/2016 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com 5.1.1 00®4444044004044040440004004040440404444444 1233 Andover Park E Structural Evaluation of Existing Building 1233 Andover Park E Structural Evaluation of Existing Building Prepared For: JJW Architects and Planners, PLLC 5628 Airport Way South, Suite 112 Seattle, WA 98108 Prepared By: Lund Opsahl LLC 1201 First Avenue South, Suite 310 Seattle, WA 98134 TABLE OF CONTENTS Executive Summary Scope and Purpose 3 3 Structural Descfiption- 3 4 4 5 5 6 Appendix A: Evaluation Methodology ad Report Limitations 7 -w �_ 10 Appendix C: ASCE 41 Tier 1 Checklists 17 Structuonditions Assess ASCE 414i'er 1 Seismic Evaluation Summary or, 1 Non -Compliance;% Recommended structural Improvents Summary Appendix B: Photographs Lund Opsahl LLC 10/27/2016 Page 2 5.1.2 ® 1233 Andover Park E e Structural Evaluation of Existing Building ® EXECUTIVE SUMMARY Lund Opsahl has conducted a structural evaluation of 1233 Andover Park E, a single story retail center © consisting of wood, masonry, and concrete construction. The Andover Company, Inc. intends to demolish ® portions of the building and construct additions to revise the space for multiple retail tenants © This evaluation report serves as compliance with local code, which is needed when existing buildings undergo such alterations. A site visit was conducted and a condition assessment is reported herein. The ® general condition of the building is good. Substantial alterations to existing structure and new construction will meet the 2015 International Building Code. e © Our evaluation included a seismic evaluation following ASCE 41.W mpleted a Tier 1 checklist from ASCE 41 for the building, and a number of structural characterstre non-compliant. Improvements are recommended into mitigate seismic deficiencies: e e e e ® More detail is provided under Recommended Structural Impr•vernents. • Provide additional anchorage at diaphragm •on'ne-tion to maso'i y and concrete • Provide blocking to the existing diaphragm Analyze entire proposed lateral system fort dynamic procedure cion irregularity using a three dimensional linear SCOPE AND PURPOSE The purpose of this report is to establish the9structu'raE dequacy of"1233 Andover Park E and to propose measures to provide a standardJevel of safetyy o. imensu ate,to then rg size, and scope of proposed building improvements, in co ce with local bu.ildmg.ccode We understand that Th%over Company, Inc intetids,toprovide building renovations by demolishing portions of the building and nstructi g new additio��he existing building. The new building is to provide a modetn4pace for milkiple re al tenants. • Whene ei a�structure undergoes alteration, add�t►on,;,change, n occupancy, or repair, a building evaluation �` needs o be submitted to th uildmg official. Our evaluation followed ASCE 41, a national standard for seismic• ations that is commonly uset�z �o satisfy this uirement. More information on the building code requires ..tints of this study, the ASCE 41 methodology, and limitations of our study can be found in Appendix A:Evaluation Methodolo and Re Limitations. e e O This report does no =address performance of non-structural contents under a seismic event. Examples of non-structural items thhaaf ca.n be eval ed with ASCE 41 include elevators, water storage equipment, ® HVAC equipment, fire prot't tionPservices, communication systems, and utility connections. e ® STRUCTURAL DESCRIPTION 1233 Andover Park E is a small retail building located in Tukwila, Washington. The building currently ® operates as a sauna store. It is a single story structure framed with a flat wood roof, masonry and concrete ® walls, and steel columns. See Appendix B: Photographs for photographs of the items described below. e e e e ® Lund Opsahl LLC 10/27/2016 Page 3 ® 5.1.3 • It was built in 1985 as an addition to a building built in the 1960s. • The older building is to be demolished save the 6" concrete wall they share. • It is 138 feet long and 88 feet wide. • Roofing will be replaced with a TPO Membrane. 1233 Andover Park E Structural Evaluation of Existing Building • Floor structure is a 4" concrete slab on grade. • Floor reinforcement is 6x6/2.9-2.9 WWF. • Exterior walls are 8" masonry grouted at 32" o.c. and a 6" concrete wall. • The 6" concrete wall ends at the older building roof elevation (roughly 13 feet above grade). Above the concrete wall a short wood stud shear wall supports the roof of the 1985 building (roughly 17 feet above grade). See Figure 1: Wood Stud over Concrete Wall. • Roof is supported by 12" TJI 35 Joists and glulam beams. • Steel posts supported by shallow footings support longer span glulam beams STRUCTURAL CONDITIONS ASSESSMENT We visited the site on September 23, 2016 to observe general framing and condition of structure. See Appendix B: Photographs for select photographs. No select demoiit n was conducted, so it was not possible to view hidden structure, such as foundations. However.,,; record drawings aWeiftle' available. We located and studied the fol g'documents retrieved from the city of Tukwila: Wes • +GRX wa 471444. 444A, 4: • Kits Cameras Phase 2sP:ermit DrawingsAJohn Kinkella, AIA. Revased 1'u y 2Vh 1982 Figure 1: Wood Stud over Concrete Wall Based on the visual obseivations, we have the following summary of conditions. 1. A water leak was observed in the. ceiling. Further review by the owner is recommended. Noost'tua 'damageas'o A.mezzanine not ,shown in the existing permit.draw`i s has been installed. The mezzanine is scheduled to be demolished. "� A pit n the slab on gr hownii permit drawings was observed to be filled in. 4. An opening has been cuthto the exisVlitting concrete wall that is not shown on the permit drawings. 5. The wood framed roof par is were observed to be unbraced. 6. Walls are C"odvered in stucco and roof members are covered by drywall ceiling. 7. No obvious'iigns. of structur damage such as large wall cracks or settlement was observed. ASCE 41 TIER 1 SEISMIC VALUATION '14The ASCE 41 methodology to :s multi -tiered evaluation of existing buildings based on available information and level of effort. Tier 1 evaluation uses standardized checklists and short engineering calculations to screen potential seismic performance. Further informationon the ASCE 41 evaluation methodology can be found in Appendix A: Evaluation Methodology and Report Limitations. Performance Objectives The performance objectives specified for 1233 Andover Park E is in accordance with the 2015 International Existing Building Code (IEBC) Table 301.1.4.2. Performance criteria is Life Safety. Seismic force level is the ASCE 41 BSE -1 E hazard level. See Appendix A: Evaluation Methodology and Report Limitations for further detail on the definition of life safety and seismic hazard level. The Risk Category for these buildings is II, so Life Safety performance is the minimum level allowed by the building code. Lund Opsahl LLC 10/27/2016 Page 4 5.1.4 e © 1233 Andover Park E e Structural Evaluation of Existing Building © Seismic acceleration values were determined from the 2008 U.S. Geological Survey Hazard Data via U.S. © Seismic Design Maps web application. Taking into account assumed site soil properties and acceleration © values, ASCE 41 categorizes this site as having High seismicity. e e e e e e e e SUMMARY OF TIER 1 NON-COMPLIANCE Like most buildings of this vintage, 1233 Andover Park E has structural characteristics that do not comply (NC) with the ASCE 41 Tier 1 checklist. The Tier 1 checklist quickly identifies building components that may be deficient in a major seismic event. The completed Tier 1 checklists are included in Appendix C: ASCE 41 Tier 1 Checklists. A summary of the non-compliant items is listed below as organized in the checklist. Building Configuration 1. The estimated distance between the center of massAnd fhe center of rigidity is greater than 20% of the building width in both plan directions. (A2.2,, © Geological Site Hazards e e Foundation Configuration e e e e e e e e e e e e e © 1. Review the existit*foundatio'ns in accordance with ASCE 41 Section 5.2.4 and 5.2.5 for the Jogre recommendations o h elg otechnical report prepared by Professional Service Industries, Inc. © (October 21, 2016). Wh'e -needed, enlarged footings and grade beams will be added in accordance with the geotechnical report to provide sufficient bearing area for the seismic demands of completed structure. e 2. Provide ties between existing footings to mitigate liquefaction in accordance with ASCE 7-10 12.13.6.2. e 3. Provide additional anchorage between diaphragms and masonry/concrete walls by providing new © connections at a closer spacing. © 4. Where wood -framed shear walls sit on top of concrete wall, provide steel columns at a regular spacing to new roof height that will brace concrete wall for out -of -plane loads. © 5. Diaphragm capacity will be evaluated further to determine if blocking is needed. e Lund Opsahl LLC 10/27/2016 Page 5 5.1.5 e 2. Liquefaction -susceptible soils are within S.O feet below the foundations 3. The soil is Site class E and no tie Wexist between thq'existin Low and Moderate Seismicity Connections 'Is. (A.6.1.1) zfoundations. (A6:2=2 4. Diaphragm anchorage to concrete and mast tr.y walls was found to be non-compliant with ASCE 41 Section 4.5.3.7 (A5.1.2) Flexible Diaphragms 5. Unblocked portions of the dia,'phragm werejound.to have (A4.2.3) RECOM M ENDED `xSTRUCTU RALAM P OVEMENTS The foll�g-I st is re o ended,toErpitiigate�nonn-conformance items in the ASCE 41 Tier 1 checklists. In addition to addressing seismic;,deficiencies, we evaluateductural impacts and upgrades needed to accommo ate proposed architectural alterations and addition of building services to the buildings. non pliant spans and aspect ratios. Mitigation ofl SCE 41 Deficiencies', The following alterations are recomm nded to address non-compliance items listed in the Summary of Tier 1 Non-Compliam . 4 © 1233 Andover Park E Structural Evaluation of Existing Building e ® Structure to Suit Proposed Alterations: © The renovated structure will include additions to the south side and to the east side of the existing e building. The additions proposed are one story steel structures with a steel deck roof supported by wide - flange girders and bar joists and CMU shear walls. The additions match the footprint of the existing e buildings, so existing foundations will be utilized or enlarged to meet new loading. e e e e SUMMARY The alterations proposed utilizing new construction will meet the requirements of the current International Building Code. The analysis of the existing structure and the design of the mitigations to the ASCE 41 deficiencies will meet 75% of the IBC design forces per Section 907 of the IEBC. e The goal of this report's seismic evaluation and suggested alter .:"o -{is for 1233 Andover Park E to e achieve a Life Safety building performance level as stipulate%local building code. With the recommendations contained in this report, a life safety bui1d0 performance level is feasible for this e project. e e e e e e e 0 e e e e e e e e e e e e e e e e e e Lund Opsahl LLC 10/27/2016 e e Page 6 5.1.6 GEOTECHNICAL ENGINEERING REPORT Andover Retail 1233 Andover Park East Tukwila, WA PSI PROJECT NO.07121461 October 21, 2016 Prepared for: © JJW Architects and Planners 5628 Airport Way South, Suite 112 Seattle, WA 98108 Prepared by: Professional Service Industries, Inc. 20508 - 56th Ave W, Suite A Lynnwood, WA 98036 e 0 0 0 5.2.1 Intertek October 21, 2016 JJW Architects and Planners © 5628 Airport Way South, Suite 112 Seattle, WA 98.108 0 O Attention: Patricia Shelby Senior Project Manager ® Email: pshelby@jjwarch.com. Subject: Geotechnical Investigation O Andover Retail O 1233 Andover Park East O Tukwila, WA © PSI Report No. 07121461 ® Dear Ms. Shelby,, 0 Professional Service Industries, Inc. (PSI) is pleased to submit a report of our geotechnical investigation for the proposed remodel of the property at 1233 Andover Park East in Tukwila,. O Washington. This report summarizes the work accomplished and provides our geotechnical Q recommendations and conclusions for support of the proposed improvements. Based on the results of our field investigation, laboratory testing and engineering analysis, the O proposed site is suitable for the construction of the proposed improvements from a Q geotechnical standpoint, provided the recommendations of this report are followed. © Recommendations regarding the geotechnical aspects of project design and construction are presented in the attached report. O PSI appreciates the opportunity to contribute our services and looks forward to working with ® you during design and construction of this project. Please contact the undersigned directly if ® you have questions pertaining to this project. ® Respectfully Submitted, 0 PROFESSIONAL SERVICE INDUSTRIES, INC. i 0 0 ® Ezp I-17-18 0 0 0 0 0 Professional Service Industries, inc. 20508 -56th Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 O 5.2.2 0 Stephen R. Bryant Principal Consulant sunio.mololo@psiusa.com Michael S. Place P.E,.. Principal Consultant michael.place@osiusa.com O Q Intertek O o Table of Contents O o 1. PROJECT DESCRIPTION 1 Q 2. SITE DESCRIPTION 1 Q 2.1. GENERAL 1 2.2. TOPOGRAPHY 1 Q 2.3. GEOLOGY 1 Q 2.4. SUBSURFACE CONDITIONS 1 2.5. GROUNDWATER 2 O 2.6. SEISMIC DESIGN VALUES 2 O 3. CONCLUSIONS AND RECOMMENDATIONS 4 Q 3.1. GENERAL 4 3.2. FOUNDATIONS 5 Q 3.2.1. MAT FOUNDATION 5 Q 3.2.2. GRADE BEAMS 6 3.3. STATIC SETTLEMENT 7 O 3.4. FLOOR SUPPORT 7 Q 3.5. FOUNDATION DRAINAGE 8 3.6. STRUCTURAL FILL 8 O 3.7. UTILITY TRENCH EXCAVATIONS AND BACKFILL ..., 8 O 4. DESIGN REVIEW AND CONSTRUCTION MONITORING 9 Q 5. REPORT LIMITATIONS 10 REFERENCES 11 0 O FIGURES 0 Q FIGURE 1 - SITE VICINITY MAP Q FIGURE 2 - SITE INVESTIGATION PLAN Q LIST OF APPENDICES Q APPENDIX A: FIELD EXPLORATION PROGRAM Q GENERAL NOTES Q SOIL CLASSIFICATION CHART BORING LOGS 0 Q APPENDIX B: LABORATORY TESTING PROGRAM AND PROCEEDURES LABORATORY TEST RESULTS O APPENDIX C: LIQUEFACTION ANALYSIS O 0 0 O O 0 Q Professional Service Industries, Inc. 20508-56' Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 © 5.2.3 0 O Andover Retail Professional Service Industries, Inc. O 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No 07121461 October 21, 2016 O Page 1 of 11 O 1. PROJECT DESCRIPTION O PSI understands the site improvements will consist of a seismic and structural upgrades to an O existing building. PSI understands that the because of the type of remodeling work being O conducted a geotechnical investigation of the site is required. PSI understand that the existing O building was built in two phases with the original construction occurring in 1969 and an addition O performed in 1985. The most current plans call for the demolition of the lower south section, which O is to be razed to floor slab. A new structure with higher a ceiling will be constructed mainly on the O existing footings. Also the east bay of the northern end of the structure is to be demolished and a O lantem addition added. These structural improvements will require the building to be designed to O the 2012 International Building Code standards. Based on the structural Toads provided to PSI, O column and wall loads will be, on the order of 15 kips and 3 kips per foot, respectively. We also O anticipate design floor loads of about 100 psf. 0 O 2. SITE DESCRIPTION O 2.1. General O The site is located at 1233 Andover Park East in Tukwila, Washington. Based on readily O available aerial images, the site has an existing single story building with a parking to the east O and south. The Site is bound to the east by Andover Park East, S 180th and street and the O Green River to the south and is surrounded by mostly commercial properties. 0 O 2.2. Topography O Our review of available topographic information on Google Earth indicates that the proposed O site is relatively level near an elevation of approximately El 27 feet above mean sea level. 0 O 2.3. Geology O Based upon a review of Washington State Department of Natural Resources Interactive Maps O (Reference 1) and the results of our field investigation the site is underlain by Quaternary O Alluvium deposits (Qa). Alluvium in this area typically consists of fine grained sands and silts O deposited by moving water. 0 O 2.4. Subsurface conditions O Subsurface materials and conditions were investigated with two hand auger borings, O designated HAB-1, and HAB-2; 2 Cone Penetrometer Tests (CPTu), designated CPT -1 and O CPT -2, on October 10, 2016. The hand auger borings were drilled to a depth of approximately O 10 feet while the CPTu's were extended to depths of approximately 60 feet below existing O ground surface (bgs). The approximate locations of the hand auger borings and CPTu's are O shown on Figure 2. In general, the soils around the proposed building areas were alluvial 0 O 5.2.4 0 000ED ED ED©ED©CD CD©©©©©CD EDCDCD©m CI) COmmCD©CD (D®©mED CD®©CD®©0CD0 Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 Page 2 of 11 deposits consisting of medium dense sands and medium stiff to stiff silts within the upper 30 feet with dense sands and very stiff silts underlying them. A description of our field investigation, our hand auger boring Togs, along with the CPTu data, and General Notes used to describe materials encountered in the boring Togs, are available in Appendix A. A description of the laboratory testing program along with sample test results are available in Appendix B. 2.5. Groundwater Groundwater was calculated at the site at a depth of approximately 13 feet bgs at the time of our field investigation. However, PSI believes that based on the onsite soil conditions, groundwater could be as high as 10 feet bgs at certain times of year. PSI anticipates that the groundwater table fluctuates seasonally and in response the water level in the Green River and to significant precipitation events. 2.6. Seismic Design Values The nearest mapped fault to the site is the Southernmost mapped fault of the Seattle Fault Zone approximately 5.8 miles north of the site. This fault is mapped as a 69 mile long late Quaternary age thrust fault, with a northward dip direction and a slip rate on the order of less than 0.2 to 1 millimeters per year (Reference 2). As part of the procedure to evaluate seismic forces, the 2012 IBC requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To help define the Site Class for this project PSI utilized shear wave velocities obtained from the Seismic Cone Penetrometer Tests for the upper 60 feet of the site. Based on the obtained shear wave velocities of the site the seismic site class classifies as a site class "E" soil, however since more than 10 feet of potentially liquefiable soil exists on the site the site classifies as a Site Class "F" as defined in Table 20.3-1 of ASCE 07-10. However, the exception in Section 20.3.1 of ASCE 07-10 permits the Site Class to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fv determined from Tables 11.4-1 and 11.4-2 for building with a fundamental period of less than 1/2 second. Based on this exception, Site Class E seismic design coefficients can be used and are provided. The associated USGS-NEHRP (2009) probabilistic ground acceleration values and site coefficients for the general site area were obtained from the USGS geo-hazards web page (Reference 3). The calculated seismic design Parameters for an earthquake with a risk targeted 2 percent probability of exceedance in 50 years are presented in Table 1 below: 5.2.5 Andover Retail 1233 Andover Park East, Tukwila, WA PSI Project No.07121461 Table 1: Ground Motion Values* Professional Service Industries, Inc. Engineering • Consulting • Testing October 21, 2016 Page 3 of 11 Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.44223 and Longitude -122.25151 MCE = Maximum Considered Earthquake If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Qualitative Seismic Site Assessments Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site, see section 2.7. Adjusted Low The site is relatively flat with no observed steep slopes in close proximity to the site. Mapped MCE Low MCE Design Period Spectral Site Sectral Spectral. sec Response Acceleration Coefficients p Response Response Acceleration (g) Acceleration (g) (9) 0 PGA 0.587 FPGA 0.900 PGA, 0.529 - - 0.2 Ss 1.430 Fa 0.900 SMS 1.287 Sas 0.858 1.0 S1 0.533 F, 2.400 SM. 1.279 Sat 0.853 Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.44223 and Longitude -122.25151 MCE = Maximum Considered Earthquake If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Qualitative Seismic Site Assessments Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site, see section 2.7. Slope Stability Low The site is relatively flat with no observed steep slopes in close proximity to the site. Surface Rupture Low No known active faults underlie the site. 2.7. Liquefaction Potential In general, liquefaction is a condition where soils lose intergranular strength due to abrupt increases in pore water pressure. Pore water pressure increases typically occur during dynamic loading such as ground shaking during a seismic event. Liquefaction, should it occur on a site, can induce ground settlement and lateral spreading, which can result in damage to the structures. For liquefaction to occur, the following conditions must be present: • The soil sediments must be in saturated or near -saturated conditions. At least 80-85 percent saturation is generally considered necessary for the liquefaction to occur. 5.2.6 Andover Retail Professional Service Industries, Inc. © 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 © Page 4 of 11 © • The soil must be predominately composed of non -plastic material such as sand or silt. 0 © • The soil must be in a relatively loose state. • The soil must be subjected to dynamic loading, such as an earthquake. Based on the subsurface conditions encountered at the site, the potential for liquefaction is considered to be high at the site during a seismic event due to very shallow groundwater and loose sands with low fines content. The site is mapped as having a high liquefaction potential, Q based on the Washington State Department of Natural Resources Interactive Maps of the area (Reference 1). More information of liquefaction potential and settlement for the site is discussed in section 3.6 of this report. 0 Results of our studies indicate that the soils from approximately 10 to 50 feet below ground surface would liquefy under a strong earthquake of magnitude 6.98 at a maximum considered earthquake acceleration of 0.53g, based on data obtained from the USGS 2008 interactive Q Deaggregations tool (Reference 4). This is illustrated in the liquefaction analysis summary in the Appendix C. Based on our analysis of the soils encountered during our investigation, the soils encountered are susceptible to liquefaction, with a potential for liquefaction -induced settlement on the order of approximately 3 to 3% inches during a major seismic event with the liquefaction occurring between 10 and 50 feet bgs with the majority of the settlement occurring in the upper 20 feet of the site. Based on the data from the two CPTu locations PSI anticipates differential liquefaction settlements to be on the order of approximately 11/2 to 2 inches over a 100 -foot span. O 3. CONCLUSIONS AND RECOMMENDATIONS 3.1. General 0 Q Subsurface explorations for this investigation indicate the presence of potentially liquefiable soil O across the site. The calculated groundwater elevation at the time of our investigation, based on ® our pore -water dissipation testing was is located at a depth of approximately 13 feet. The O anticipated liquefaction that may occur resulting from the design earthquake is anticipated to result O in up to 2 inches of differential settlement across a 100 -foot span. We understand that the existing O building appears to be supported by conventional spread footings and the expected loads for the ® building after the updates will be on the order of 15 kips and 3 kips per linear foot for column and perimeter footing respectively. If the liquefaction induced settlement is determined to be within acceptable limits any new foundation elements a can be founded on at least 12 inches of suitably compacted structural fill or 0 5.2.7 0 Andover Retail Professional Service Industries, Inc. O 1233 Andover Park East, Tukwila, WA Engineering •Consulting • Testing PSI Project No.07121461 October 21, 2016 0 Page 5of11 existing soils compacted to a firm and unyielding state. A bearing pressure of 1,500 psf can be O used for these additional footings. This value applies to the total of dead load and/or frequently O applied live Toad and can be increased by one-third for the total of all loads; dead, live and wind or O seismic. 0 If the liquefaction induced settlement at the site is determined to be too great to account based on O the existing building foundations some altemate foundation improvements that may be considered are as follows: grade beams or mat foundations. These methods are discussed in the following sections. 3.2. Foundations 0 O 3.2.1. Mat Foundation Mat foundations can be used to support the proposed building. Mat foundations do not prevent O total settlement from occurring, but can be effective at limiting differential settlement since they can O be designed to bridge over the estimated static and seismically -induced settlements. This method would require the demolition and removal of the slab on grade floor within the building. PSI recommends that a minimum 12 inches of soil immediately below the mat foundation be O structural fill compacted to at least 95% of modified proctor (ASTM D1557), or native soil O compacted to a firm and unyielding state and observed by a representative of the geotechnical O engineer. If soft or loose soils are encountered at the subgrade, over -excavation for one additional foot may be required. The over -excavation and re -compacted areas should extend laterally a O distance equivalent to the depth of the over -excavation beyond the maximum lateral extent of the O footing elements. 0 O Allowable Bearing Pressure O The mats should be founded a minimum 11/2 feet below the lowest exterior site grade. The O bearing capacity of large mats is not the governing criteria for design. The settlement of the O mat usually governs the allowable load on the mats. We evaluated the proposed mat O foundation for limiting the static settlement to less than 1/2 -inch based on an allowable bearing O pressure of 1,000 psf. The allowable load can be increased if the structure can tolerate higher O settlements. Seismically -induced settlements should be added to the static settlement in the O mat foundation design. Maximum differential settlements are expected to be less than half of the total settlement. 0 0 0 0 0 O 5.2.8 0 O Andover Retail Professional Service Industries, Inc. O 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 O Page 6 of 11 Coefficient of Subqrade Reaction The coefficient of subgrade reaction (Ks) is the unit pressure required to produce a unit 0 O settlement in soils. The Ks is generally used for the structural design of the mat foundation. O Factors such as size of foundation and shape affect the value of Ks. A general equation to O include the effect of size for square footings on granular soils is given by: B KS KI[ B B1 J2 (Reference : Bowles,1988) 0 where, B = width of footing in feet O K't = Coefficient of subgrade reaction for a one -foot square footing. 0 O For mat foundation over compacted fill, K1 may be taken as 150 pounds per cubic inches (pci), O provided subgrade soil are prepared in the manner discussed in this report. O Resistance to Lateral Loads O Resistance to lateral loads can be provided by passive earth pressure against the side of mat O foundations and by friction at the base. 0 O Passive earth pressure may be used for the sides of mats poured against properly compacted O fill or competent site soils. An equivalent fluid pressure of 250 psf can be used for ultimate O passive resistance, not to exceed 3,500 psf. These values do not include a safety factor. The O Top one foot of passive resistance should be neglected unless the soil is confined by pavement O or slab. O An ultimate friction coefficient of 0.4 can be used between the contact of concrete mat and O compacted sandy soils. Friction should be applied to net dead normal Toad only. A minimum O factor of safety of 1.5 and 1.1 should be used for sliding resistance for static and seismic cases, O respectively. If passive pressure and friction are combined when evaluating the lateral O resistance of a mat foundation, a factor of safety of 1.5 should be used to reduce the O contribution from passive pressure. O 3.2.2. Grade Beams 0 O Grade beams may be used to interconnect footing element of the building and restrict the O differential settlement of structure. Like the mat foundation Grade Beams should extend at O least 11/2 feet below exterior site grade, but can be designed with an allowable bearing pressure O of 1,500 psf and do not require a full demolition of the slab on grade floors. This value applies O to the total of dead load and/or frequently applied live load and can be increased by one-third O for the total of all loads; dead, live and wind or seismic. Beams should bear on structural fill O or native materials that have been compacted to a firm and unyielding state. This subgrade 0 O 5.2.9 0 Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 Page 7 of 11 should be observed by the geotechnical engineer prior to grade beam installation. Beams should be installed separate from the slab on grade floors to limit the amount of cracking resulting from differential settlements which may occur between them. Recommendations for resistance to lateral loading of grade beams are the same as for the mat foundation, see section 3.2.1. 3.3. Static Settlement Based on the age of the building PSI believes that the existing building has experienced most of the static settlement that it is likely to occur with the Toads existing load. PSI was informed that the current plans are to maintain the previous loads on the footings in most areas. PSI was also informed that some areas are anticipated to require additional footings to be placed to carry the additional loading. In areas where new footings are to be placed PSI estimates that a square footing that is 10 square feet and carrying a load of 15 kips, on soils prepared as described in this report will experience less than 1 inch of total static settlement and less than 1/2 inch of differential settlement over a 40 foot span. Differential Settlements between old and new footings are calculated to be as much as% inch. Total and differential settlements of these magnitudes are usually considered tolerable for the anticipated construction. However, the tolerance of the structure to the predicted total and differential settlements should be confirmed by the structural engineer. Please note that static settlements are separate from liquefaction induced settlements and should be added together to determine total settlement potential for the site. 3.4. Floor Support If interior slabs are to be removed as part of the remodeling process PSI recommend the installation of a 6-inch thick granular base course beneath the floor slab to provide uniform support and a capillary break between the slab and the subgrade soil. The base course should consist of crushed rock of up to 1-inch size and having less than about 2% passing the No. 200 Sieve (washed analysis). Crushed rock 3/4 to 1/4 inch gradation is often used for this purpose. The base course material should be installed in a single lift and compacted to at least 95% of the maximum density as determined by ASTM D 1557. In our opinion, a modulus of subgrade reaction, k value, of 150 pounds per cubic inch (pci) may be used in the grade slab design based on values typically obtained from 1 foot by 1-foot plate load tests. However, depending on how the slab load is applied, the value will have to be geometrically modified. It is also advisable to install a vapor-retarding membrane beneath slabs that will receive floor coverings or will be used to store moisture-sensitive materials in the soil subgrade. The membrane should be installed in accordance with manufacturer's recommendations and ACI. 5.2.10 0 Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 Page 8 of I1 © 3.5. Foundation Drainage 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 If not already incorporated into the existing building, we recommend that footing be installed around the perimeter of the building at the footing level. Drains should be bedded on all sides by at least 6 inches of washed drain rock having less than 2% material finerthan #200 sieve. We recommend that roof and footing drains be connected to a tight -line pipe, leading to storm drain facilities. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. 3.6. Structural Fill All fill placed beneath building, sidewalk, and pavement areas should be installed as compacted structural fill. The onsite soils are suitable for use as structural fill, provided they can be suitably moisture conditioned to meet the required compaction results. We recommend that imported structural fill should consist of pit -run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum un -compacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D1557. The condition of the subgrade should be evaluated by a PSI representative before fill placement or construction begins. Fill compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. 3.7. Utility Trench Excavations and Backfill Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be sloped or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring as required, to protect personnel and adjacent improvements. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils PSI encountered near the site surface should be classified as Type C soil according to the most recent OSHA regulations. In our opinion, excavations should be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor 5.2.11 O Andover Retail Professional Service Industries, Inc. O 1233 Andover Park East, Tukwila, WA Engineering• Consulting • Testing PSI Project No.07121461 October 21, 2016 0 Page 9of11 regulations. We understand that such regulations are being strictly enforced, and if not O followed, the contractor may be liable for substantial penalties. 0 O Excavation and construction operations may expose the on-site soils to inclement weather O conditions. The stability of exposed soils may deteriorate due to a change in moisture content O or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement O area excavations should be protected from the elements and from the action of repetitive or O heavy construction loadings. Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with granular structural fill such as the onsite soil that can be properly compacted, or imported sand, sand and gravel, fragmental rock, or recycled concrete of up to 2 inches' maximum particle O size with Tess than 5 percent passing the No. 200 sieve (washed analysis). Granular backfill 0 should be placed in lifts and compacted to 95 percent of the maximum dry density as 0 determined by ASTM D 1557. O 0 O 4. DESIGN REVIEW AND CONSTRUCTION MONITORING O We welcome the opportunity to review and discuss construction plans and specifications as O they are being developed. We are of the opinion that to observe compliance with the design O concepts, specifications, and recommendations, construction operations dealing with O earthwork and foundations should be observed by a qualified geotechnical engineer. We O would be pleased to provide these services to you. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 5.2.12 0 Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 Page 10of11 5. REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, JJW Architects and Planners, for the proposed improvements at 1233 Andover Park East in Tukwila, Washington. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. o 5.2.13 0 © Andover Retail Professional Service Industries, Inc. Q 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 Q Page 11 of 11 REFERENCES Reference 1: Washington Department of Natural Recourses Interactive Geologic Map: http://www.dnr.wa.gov/researchscience/topics/geosciencesdatalpages/geology portal.aspx Reference 2: U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States, accessed November 10, 2010, from USGS web site: http://earthquake.usgs.gov/hazards/qfaults/ Reference 3: USGS Seismic Design Maps. http://earthquake.usqs.gov/designmaps/us/application.php Reference 4: USGS 2008 Interactive Deaggregations: http://geohazards.usgs.govldeaggintl2008/ 0 O 5.2.14 0 •••••••••••••••••••••••••••••s••••••••••••• Andover Retail Professional Service Industries, Inc. 1233 Andover Park East, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121461 October 21, 2016 FIGURES VICINITY MAP SITE EXPLORATION LOCATION MAP 5.2.15 LEGEND: = Site Location NOTES Slte underlay provided by Google Earth PROJECT NAME: Retail 1233 Andover Park East Tukwila, Washington DRAWN BY: MSP DATE: October, 2016 FIGURE: 1 I;pn'ormatwn Build OnAndover Engineering • Consulting • Testing 20508 56th Ave W Suite A Lynwood, WA 98036 (425)409-2504 DESCRIPTION: Vicinity Map APPROVED BY: MSP PSI PROJECT NUMBER: 07121461 5.2.16 0 O UND O SAHL 0 0 0 0 0 0 0 0 0 0 O O O 1233 Andover Park E o 1233 Andover Park East 0 Tukwila, WA 98188 O O O O O 0 0 O O O O O O O O O O O O 11/29/2017 0 0 O 1201 First Avenue South, Suite 310 I Seattle, Washington 98134 206-402-5156 i www.lundopsahl.com SUPPLEMENTAL STRUCTURAL CALCULATIONS 16-154-01 for Jackson Main Architecture November 29, 2017 0 0 Project Atio(04/_..S)°,1-L Sheet Subject Co ) CAA,. CO n t)GG7 !U!1 Client Page No, OetOtier www.lundopsahl,com 1 Tel: 206,402,5156 bate_ tjN /1 7 CO ED ® ® ($ ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® CO ® ® ® ® ® ® ® ® ® CO CD ® EI Project. Sheet. Client Designer S VI", Page No. Date wwwiundopsahl.com I Tel: 206.402.5156 =(,2,tiz 'oil s TR .SS: e..ILLS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Von 1Mises Bot ksi 37.8 27.9 25 22.1 19.2 16.3 13.4 101.5 7.6 4.7 1. Plate is analyzed at 7/8" wall thickness. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 (Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 8:56AM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6: ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver..6.17.3:29; Lic. # : KW -06004202 Description : C3 Licensee : LUND OPSAHL LLC 33.410k Height = 16.250 ft Loads are total entered value. Arrows do not reflect absolute direction. 3.2.11 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 9:46AM (Steel Column Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park gravity framing:ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Description : C4 r Code References_ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS6x6x1/4 Analysis Method : Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Resistance Factor Overall Column Height 16.250 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.250 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y=Y Axis buckling = 16.250 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 309.075 lbs* Dead Load Factor AXIAL LOADS ... Axial Load at 16.250 ft, D = 18.320, LR = 20.150, E = 3.180 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn • Phi : Allowable Load Combination Results 0.4015 : 1 +1.20D+1.60Lr 0.0 ft 54.595 k 135.974 k 0.0 k -ft 38.640 k -ft 0.0 k -ft 38.640 k -ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 iri at for load combination : Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.Oft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Stress Ratio Status Location Stress Ratio Shear Ratios Status Location +1.40D +1.20D+0.50Lr +1.20D +1.20D+1.60Lr +1.372D+E +1.372D -E +0.90D +0.7284D+E +0.72840-E 0.192 0.239 0.164 0.402 0.211 0.165 0.123 0.123 0.076 Maximum. Reactions. ---. j PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +D+0.70E +D -0.70E 18.629 38.779 33.742 20.855 16.403 3.2.12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C4 [ Maximum_Reactions Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017. 9:46AM File= Si12016116-154011233 Andover Park E\Engineer\Calcsiandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Load Combination Axial Reaction @ Base X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+0.5250E +D -0.5250E +0.60D +0.60D+0.70E +0.60D -0.70E Lr Only E Only E Only * -1.0 [ Extreme Reactions 20.299 16.960 11.177 13.403 8.951 20.150 3.180 -3.180 Item Extreme Value Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum 38.779 -3.180 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 18.629 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only E Only E Only * -1.0 0.0000 in 0.0000 in 0.0000 in 0.0000 in [ Steel Section Properties j HSS6x6x114 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft Depth = 6.000 in I xx = 28.60 inA4 Design Thick = 0.233 in S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 inA2 I yy = 28.600 inA4 Weight = 19.020 plf S yy = 9.540 inA3 R yy = 2.340 in Ycg = 0.000 in J C 45.600 inA4 15.400 inA3 3.2.13 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 9:46AM File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park gravity framing.ec6; ENERCALC, INC: 1983-2017, Build:6.17,3.29, Ver.6,17.3.29 Licensee : LUND OPSAHL LLC .'1.650' Height = 16.250 ft Loads are total entered value. Arrows do not reflect absolute direction. 3.2.14 000000000000000000000000000000000000000.0000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C5 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:05AM File = 8:12016\16.154-01 1233 Andover Park E\EngineerlCalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Code References Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x6x5/16 Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied Loads Column self weight included :408.450 lbs* Dead Load Factor AXIAL LOADS... Axial Load at 17.50 ft, D = 5.560, LR = 6.50 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.3925 k/ft DESIGN SUMMARY J Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 17.50 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 17.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 ' Pn Mu -x 0.9 ' Mn -x : Mu -y 0.9' Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . . Vu : Applied Vn * Phi : Allowable 0.3543 : 1 +1.20D+0.5OLr+W 8.691 ft 10.412 k 152.677 k 15.025 k -ft 46.920 k -ft 0.0 k -ft 46.920 k -ft 0.05560 : 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 3.434 k 61.767 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.5050 in at for load combination :+0.60W Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 3.434 k 3.434 k 8.809ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.200 +1.20D+1.60Lr +1.20D+1.60Lr+0.50W +1.20D+0.50W +1.200+0.50Lr+W +1.200+W +1.3720 +0.900+W +0.72840 0.055 0.068 0.047 0.115 0.218 0.184 0.354 0.344 0.054 0.338 0.028 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 8.69 ft 8.69 ft 8.69 ft 8.69 ft 0.00 ft 8.69 ft 0.00 ft 0.000 0.000 0.000 0.000 0.028 0.028 0.056 0.056 0.000 0.056 0.000 Load Combination D Only Axial Reaction @ Base 5.968 X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ft ft ft ft ft ft ft ft ft ft ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 3.2.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C5 Maximum . Reactions,,; Load Combination Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:05AM File =S:12016116:154-01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 ENERCALC; INC.'1983-2017 iBuild:6.17.3.29, Ver:6.17.3.29 1 Axial Reaction X -X Axis Reaction k Y -Y' Axis Reaction @ Base @ Base @ Top @ Base @ Top Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Extreme Reactions 12.468 10.843 5.968 10.843 5.968 3.581 3.581 6.500 2.061 2.061 1.545 1.545 1.545 1.545 2.061 2.061 3.434 3.434 Item Axial @ Base Extreme Value Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Mx - End !Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum 12.468 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 5.968 Maximum Deflections for Load Combinations. 3.434 3.434 3.434 3.434 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only +0.60W Steel Section Properties : 0.0000 in 0.0000 in 0.0000 in 1 HSS6x6x5116 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.505 in 8.809 ft Depth = 6.000 in Ixx = 34.30 inA4 Design Thick = 0.291 in S xx = 11.40 inA3 Width = 6.000 in R xx = 2.310 in Wall Thick = 0.313 in Zx = 13.600 inA3 Area = 6.430 inA2 lyy = 34.300 inA4 Weight = 23.340 plf S yy = 11.400 inA3 Ryy = 2.310 in Ycg = 0.000 in J C 55.400 inA4 18.900 inA3 3.2.16 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017. 10:05N 1 File = S:12016116-154-01 1233 Andover Park ElEngineertCalcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3 29, Ver.6.17.3.29 Lic. # : KW -06004202 Description : C5 Licensee : LUND OPSAHL LLC 12.050k M -x Loads i — Height = 17.50 ft axm Loads are total entered va ue. Arrows do not reflect absolute direction. 3.2.17 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C6 Code References _ ] Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:10AM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calislandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS6x6x1/4 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 46.0 ksi 29,000.0 ksi Applied' Loads __ 1 Column self weight included : 332.850 lbs' Dead Load Factor AXIAL LOADS... Axial Load at 17.50 ft, D = 2.780, LR = 3.250 k . BENDING LOADS... Lat. Uniform Load creating Mx -x, W = 0.1997 klft DESIGN SUMMARY Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 17.50 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 17.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 ' Pn Mu -x 0.9"Mn-x: Mu -y 0.9"Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn ' Phi : Allowable 0.2191 : 1 +1.20D+0.50Lr+W 8.691 ft 5.360 k 126.196 k 7.644 k -ft 38.640 k -ft 0.0 k -ft 38.640 k -ft 0.03417 : 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 1.747 k 51.135 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.5136 in at for load combination :W Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 1.747 k 1.747k 8.809ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.20D+0.50Lr +1.200 +1.200+1.60Lr +1.200+1.60Lr+0.50W +1.20D+0.50W +1.200+0.50Lr+W +1.200+W +1.372D +0.900+W +0.72840 L Maximum Reactions 0.035 0.042 0.030 0.071 0.134 0.114 0.219 0.213 0.034 0.209 0.018 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 8.69 ft 8.69 ft 8.69 ft 8.69 ft 0.00 ft 8.69 ft 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.017 PASS 0.00 ft 0.017 PASS 0.00 ft 0.034 PASS 0.00 ft 0.034 PASS 0.00 ft 0.000 PASS 0.00 ft 0.034 PASS 0.00 ft 0.000 PASS 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top D Only 3.113 3.2.18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Punted: 22 JUN 2017, 10:10AM Fle = S:\2016116-154-01 1233 Andover Park ElEngineer\Calcslandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6:17.3.29 Maximum Reactions Load Combination +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Licensee : LUND OPSAHL LLC Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 6.363 5.550 3.113 5.550 3.113 1.868 1.868 3.250 Extreme Reactions. 1 1.048 1.048 0.786 0.786 0.786 0.786 1.048 1.048 1.747 1.747 Item Axial @ Base Extreme Value Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum Axial Reaction @ Base 6.363 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 3.113 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top rMaxirnum Deflections for Load Combinations. 1.747 1.747 1.747 1.747 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only W Only I -Steel Section Properties__ 0.0000 0.0000 0.0000 1 HSS6x6x114 in in in 0.000 ft 0.000 ft 0.000 ft 0.000 0.000 0.514 m in in 0.000 ft 0.000 ft 8.809 ft Depth Design Thick Width Wall Thick Area Weight Ycg • 6.000 in = 0.233 in = 6.000 in = 0.250 in • ' 5.240 inA2 • 19.020 plf = 0.000 in Ixx S xx Rxx Zx Iyy Syy Ryy 28.60 104 9.54 inA3 2.340 in 11.200 inA3 28.600 inA4 9.540 inA3 2.340 in J = 45.600 inA4 C = 15.400 inA3 3.2.19 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block_Line 6 Steel Column ' Lic. # : KW -06004202 Description : C6 c 0 re; 6.00in Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017,10:10AM File = S:12016116-154.01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC 6.o3ot M -x Loads Loads are total entered value. Arrows do not reflect absolute direction. 3.2.20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C7 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:14AM File = 8:12016116-154-01 1233 Andover Park E1Engineer\Calcslandover park gravity franling.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x6x5/16 Load Resistance Factor 46.0 ksi 29,000.0 ksi Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 17.50 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 17.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 408.450 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 17.50 ft, D = 6.090, LR = 6.90 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.2625 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9 * Mn -y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2510 : 1 +1.200+0.50Lr+W 8.691 ft 11.248 k 152.677 k 10.048 k -ft 46.920 k -ft 0.0 k -ft 46.920 k -ft 0.03719 : 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Resuits 2.297 k 61.767 k Maximum SERVICE Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.5629 in at for load combination :W Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 2.297 k 2.297 k 8.809ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.40D +1.200+0.50Lr +1.20D +1.20D+1.6OLr +1.20D+1.60Lr+0.50W +1.20D+0.50W +1.20D+0.5OLr+W +1.200+W +1.372D +0.900+W +0.72840 0.060 0.074 0.051 0.123 0.169 0.133 0.251 0.240 0.058 0.233 0.031 Maximum Reactions. Load Combination D Only PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 8.69 ft 8.81 ft 8.69 ft 8.81 ft 0.00 ft 8.69 ft 0.00 ft 0.000 0.000 0.000 0.000 0.019 0.019 0.037 0.037 0.000 0.037 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 6.498 3.2.21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017. 10:14AM File = S:12016116-154-01 1233 Andover Park E\Engineer?Calcslandover park gravity framing:ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vec6.17.3.29 . Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : C7 Maximum. Reactions Note:, Only non -zero reactions are listed. Load Combination +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Mx - End (Moments k•ft My - End Moments @ Base @ Top @ Base @ Top 13.398 11.673 6.498 11.673 6.498 3.899 3.899 Lr Only 6.900 W Only Extreme Reactions 1.378 1.378 1.034 1.034 1.034 1.034 1.378 1.378 2.297 2.297 Item Axial @ Base Reaction, X -X Axis Reaction, Y -Y Axis Reaction, X -X Axis Reaction, Y -Y Axis Moment, X -X Axis Ba Moment, Y -Y Axis Ba Moment, X -X Axis To Moment, Y -Y Axis To Extreme Value Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Maximum 13.398 Minimum Maximum 6.498 Minimum 6.498 Maximum Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum 6.498 Minimum 6.498 Maximum Deflections for.Load Combinations 2.297 2.297 2.297 2.297 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only W Only 0.0000 in 0.0000 in 0.0000 in Steef Section Properties : HSS6x6x5116 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.563 in 8.809 ft Depth = 6.000 in I xx = 34.30 in"4 J = 55.400 inA4 Design Thick = 0.291 in S xx = 11.40 in"3 Width = 6.000 in R xx = 2.310 in Wall Thick = 0.313 in Zx = 13.600 inA3 Area = 6.430 inA2 I yy = 34.300 in"4 C = 18.900 inA3 Weight = 23.340 plf S yy = 11.400 inA3 Ryy = 2.310 in Ycg = 0.000 in 3.2.22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C7 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:14AM File = 6:12016116-154 01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6. ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC +2. M -x Loads I — Loads are total entered value. Arrows do not reflect absolute direction. 3.2.23 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:39AM Steel Column Lic. # : KW -06004202 Description : C8_Upper Code References File = S:12016116-154-01 1233 Andover Palk ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29 Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General llnformation Steel Section Name : HSS8x8x1/4 Analysis Method : Load Resistance Factor Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included : 367.935 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 14.250 ft, D =12.030, LR =13.260 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.08440 klft Lat. Uniform Load creating My -y, W = 0.5275 k/ft DESIGNSUMMARY J Overall Column Height 14.250 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling 14.250 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling 14.250 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2788 : 1 +1.20D+0.50Lr+W 7.077 ft 21.508 k 241.083 k 2.142 k -ft 66.327 k -ft 13.389 k -ft 66.327 k -ft 0.05337 : 1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 3.758 k 70.427 .k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.03860 in at for load combination :W Only Along X -X 0.2413 in at for load combination :W Only 3.758 k 3.758 k 0.6014 k 0.6014 k 7.173ft above base 7.173ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.40D +1.20D+0.50Lr +1.200 +1.200+1.60Lr +1.20D+1.60Lr+0.50W +1.200+0.50W +1.200+0.50Lr+W +1.200+W +0.900+W +0.90D 0.072 0.089 0.062 0.150 0.192 0.148 0.279 0.265 0.257 0.046 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 7.08 ft 7.08 ft 7.08 ft 7.08 ft 7.08 ft 0.00 ft 0.000 0.000 0.000 0.000 0.027 0.027 0.053 0.053 0.053 0.000 Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only 12.398 3.2.24 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Punted: 22 JUN 2017, 10:39AM Steel Column Lic. # : KW -06004202 File S:12016\16-154-01 1233 Andover Park E\Engineer\Calcslandover park gravity framing.ec6, •. z 1,4£'ENERCALC, INC.1983-2017, Build:6.17.3.29, Vec6.17.3.29 Licensee : LUND OPSAHL LLC Description : C8_Upper Maximum Reactions Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Note:. Only non -zero reactions are listed. Mx - End iMoments k4ft My - End Moments @ Base @ Top @ Base @ Top +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Extreme Re tc to ons #-; 25.658 22.343 12.398 22.343 12.398 7.439 7.439 13.260 -2.255 2.255 -1.691 1.691 -1.691 1.691 -2.255 2.255 -3.758 3.758 0.361 0.361 0.271 0.271 0.271 0.271 0.361 0.361 0.601 0.601 Item Extreme Value Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum 25.658 12.398 12.398 12.398 12.398 12.398 12.398 12.398 12.398 12.398 12.398 12.398 12.398 -3.758 3.758 0.601 0.601 -3.758 3.758 0.601 0.601 -3.758 3.758 0.601 0.601 -3.758 3.758 0.601 0.601 -3.758 3.758 0.601 0.601 Maximum. Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only W Only Steel Section Properties 0.0000 in 0.0000 in 0.2413 in HSS8x8x114 0.000 ft 0.000 ft 7.173 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.039 in 7.173 ft Depth Design Thick Width Wall Thick Area Weight Ycg 8.000 in I xx = 0.233 in S xx = 8.000 in R xx = 0.250 in Zx = 7.100 inA2 Iyy = 25.820 plf S yy Ryy = 0.000 in 70.70 in^4 17.70 inA3 = 3.150 in 20.500 inA3 = 70.700 in' 4 17.700 inA3 = 3.150 in J C = 111.000inA4 28.100 inA3 3.2.25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017,10:39AM File = S:12016116-154-01 1233 Andover Park ElEngineeACalcslandoverpark gravity framing.ec6 ENERCALG, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Description : C8_Upper Licensee : LUND OPSAHL LLC 0 cci 11162/10111111011/11/211102 Load 1 8.00in X M -x Loads 0.5311 006M Loads are total entered value. Arrows do not reflect absolute direction. 3.2.26 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:41AM File = S:12016116-154-01 1233 Andover Park ElEnginee?Calcslandoverpark gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver..6.17.3.29 Description : C8_Lower r Code References Licensee : LUND OPSAHL LLC Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 [ General Information Steel Section Name : HSS8x8x1/4 Analysis Method : Load Resistance Factor Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi _Applied' Loads _ Column self weight included : 322.750 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.50 ft, D = 20.602, LR = 13.260 k BENDING LOADS... Lat. Uniform Load creating Mx -x, W = 0.08440 k/ft Lat. Uniform Load creating My -y, W = 0.5275 k/ft DESIGN SUMMARY Overall Column Height 12.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 12.50 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling =12.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.2431 : 1 +1.20D+0.50Lr+W 6.292 ft 31.740 k 252.356 k 1.648 k -ft 66.327 k -ft 10.302 k -ft 66.327 k -ft 0.04681 :1 +1.20D+0.50Lr+W 0.0 ft Load Combination Results 3.297 k 70.427 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.02286 in at for load combination :W Only Along X -X 0.1429 in at for load combination :W Only 3.297 k 3.297 k 0.5275 k 0.5275 k 6.292ft above base 6.292ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400 +1.200+0.50Lr +1.200 +1.20D+1.60Lr +1.20D+1.60Lr+0.50W +1.20D+0.50W +1.200+0.50Lr+W +1.200+W +0.900+W +0.900 0.116 0.126 0.100 0.184 0.184 0.140 0.243 0.230 0.217 0.075 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 6.29 ft 6.29 ft 6.29 ft 6.29 ft 0.00 ft 0.000 0.000 0.000 0.000 0.023 0.023 0.047 0.047 0.047 0.000 Load Combination D Only Axial Reaction @ Base 20.925 X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 3.2.27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Steel Column Description : C8_Lower Maximum Reactions Load Combination Axial Reaction @ Base Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:41AM File = S:12016116-154-011233 Andover. Park ElEngineer\Cal slandover park gravity framing.ec6 - ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver6.17.3.29 1 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Extreme Reactions 34.185 30.870 20.925 30.870 20.925 12.555 12.555 13.260 -1.978 1.978 -1.484 1.484 -1.484 1.484 -1.978 1.978 -3.297 3.297 0.317 0.317 0.237 0.237 0.237 0.237 0.317 0.317 0.528 0.528 Item Extreme Value Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Reaction, X -X Axis Reaction, Y -Y Axis Reaction, X -X Axis Reaction, Y -Y Axis Moment, X -X Axis Ba Moment, Y -Y Axis Ba Moment, X -X Axis To Moment, Y -Y Axis To Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum 34.185 20.925 20.925 20.925 20.925 20.925 20.925 20.925 20.925 20.925 20.925 20.925 20.925 -3.297 3.297 -3.297 3.297 -3.297 3.297 -3.297 3.297 -3.297 3.297 Maximum Deflections for Load Combinations 0.528 0.528 0.528 0.528 0.528 0.528 0.528 0.528 0.528 0.528 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only W Only Steel Section. Properties" 0.0000 0.0000 0.1429 HSS8x8x1/4 in in in 0.000 ft 0.000 ft 6.292 ft 0.000 0.000 0.023 in in in 0.000 ft 0.000 ft 6.292 ft Depth = 8. Design Thick = 0. Width Wall Thick Area Weight Ycg 000 in I xx 233 in S xx 8.000 in 0.250 in 7.100 in^2 25.820 plf 0.000 in R xx Zx Iyy S yy Ryy 70.70 in^4 17.70 in^3 3.150 in 20.500 inA3 70.700 in^4 17.700 in^3 3.150 in J C 111.000in^4 28.100 in^3 3.2.28 0 0 0 0 0 0 0 0 0 ^0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Lic. # : KW -06004202 Description : C8_Lower Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 22 JUN 2017, 10:41AM FIe = S:\2016116-154-01 1233 Andover Park ElEngineer\Calcslandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Licensee : LUND OPSAHL LLC X M -y Loads Height = 12.50 ft • 138$2 M -x Loads Loads are total entered value. Arrows do not reflect absolute direction. 3.2.29 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 9:35AM File = S:12016116-154-01 1 233 Andover Park E\EngineertCalcslandover park gravity framing.ec6 • ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 North Lantem Stud Wall Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 r General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 ft ( Used for non -slender- calculations ) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - PrII 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1,600.0 Minimum 580.0 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly y -y Bending Axial 1,600.0 1,600.0 ksi 580.0 Applied -Loads_- Column self weight included : 17.875 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.570, Lr = 0.7125 k BENDING LOADS... Lat. Uniform Load creating Mx -x, W = 0.040 k/ft DESIGN SUMMARY 2x6 Graded Lumber Sawn 1.50 in 5.50 in 8.250 inA2 20.797 inA4 1.547 inA4 AIIowStress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? 1.30 1.10 1.30 1.0 1.0 1.0 1.0 No Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Unbraced Length for X -X Axis buckling = 10.0 ft, K =1.0 NDS 15.3.2 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Comp + Mxx, Location of max.above base At maximum location values are .. Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.2801 :1 +D+0.60W NDS Eq. 3.9-3 4.966 ft 0.5879 k 0.30 k -ft 0.0 k -ft 893.75 psi 0.05051 : 1 +D+0.60W 10.0 ft 21.818 psi 288.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.20 k Bottom along Y -Y 0.20 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.2734 in at 5.034 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses... Bending Compression Tension Load Combination D Only +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.450W +D+0.450W +0.600+0.60W +0.600 CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.900 1.250 1.250 1.600 1.600 1.600 1.600 1.600 0.585 0.461 0.461 0.376 0.376 0.376 0.376 0.376 0.09118 0.1843 0.1590 0.2801 0.2438 0.2117 0.2679 0.04784 PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 4.966 ft 4.966 ft 4.966 ft 4.966 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 10.0 ft 0.0 0.0 0.05051 0.03788 0.03788 0.05051 0.0 PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft 3.2.30 O Title Block Line 1 You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. • Title Block Line 6 O Wood Column 0 O 'Maximum Reactions Project Title: Andover Park E Engineer: POP Project Descr: Gravity Framing Project ID: 16-154-01 Printed: 27 JUN 2017, 9:35AM File = S:\2016116-15401 1233 Andover Park E\Engineer\Calislandover park gravity framing.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : North Lantem Stud Wall 0 Load Combination O D Only O +D+Lr +D+0.750Lr O +D+0.60W +D+0.750Lr+0.450W O +D+0.450W +0.60D+0.60W O +0.60D Lr Only 0 W Only X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base 0.588 1.300 1.122 0.120 0.120 0.588 0.090 0.090 1.122 0.090 0.090 0.588 0.120 0.120 0.353 0.353 0.713 0.200 0.200 O rMaximum Deflections for Load Combinations Note: Only non -zero reactions are listed. My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance O D Only Lr Only W Only O I_ Sketches 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.273 in 0.000 ft 0.000 ft 5.034 ft atn Y 2x6 1.50 in 1X Mex Loads Height = 10.0 ft exalt Loads are total entered value. Arrows do not reflect absolute direction. 3.2.31 O O CO UND ° • SAHL O Foundation Calculations O 0 O 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: Engineer: Project Descr: Shear Wall Footing_SW 1,2,3_EW Shaking Code References 1 1233 Andover Park E POP Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:'2016116-154-01 1233 Andover Park ElEngineerlCalcslandover park foundationns.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Licensee : LUND OPSAHL LLC NOTE: For Shear Wall footings, please see shear wall summary for moments and shears Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi • 3,823.68 ksi • 150.0 pcf = 0.90 • 0.750 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Fraction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth • 0.00090 when footing base is below = 1.0:1 1.0:1 Dimensions 1 Yes Yes No No Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1 ksf No ▪ 250.0 pcf • 0.40 2.0 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness 16.0 ft 21.0 ft 36.0 in Load location offset from footing center... ex : PrII to X -X Axis = -7.658 in ez : PrII to Z -Z Axis = -16.51 in Pedestal dimensions... px : parallel to X -X Axis = 128.0 in pz : parallel to Z -Z Axis = 68.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4.0 in Reinforcing 1 Bars parallel to X -X Axis Number of Bars = 20.0 Reinforcing Bar Size = # 6 Bars parallel to Z -Z Axis Number of Bars = 20.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation tg X -X Axis # Bars required within zone 86.5 % # Bars required on each side of zone 13.5 % Applied Loads j Tnytngt, "11 y20c# 6 Bars, ,41 X -X Section Looking to z r I:1il 20-#6 Bars Z -Z Section Looking to tX P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 74.90 18.270 192.80 279.140 13.530 10.173 4.1.1 k ksf k -ft k -ft k k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017. 2:25PM File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcs\andover pelf folindations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Shear Wall Footing_SW 1,2,3_EW Shaking DESIGN SUMMARY Licensee : LUND OPSAHL LLC Min. Ratio Item Applied Capacity Governing Load Combination O 0 0 O 0 0 0 0 Detailed Results PASS 0.8345 Soil Bearing PASS 8.717 Overturning - X -X PASS 4.977 Overtuming - Z -Z PASS 6.838 Sliding - X -X PASS 8.744 Sliding - Z -Z PASS n/a Uplift PASS 0.05018 Z Flexure (+X) PASS 0.02398 Z Flexure (-X) PASS 0.1856 X Flexure (+Z) PASS 0.1399 X Flexure (-Z) PASS 0.008005 1 -way Shear (+X) PASS 0.0 1 -way Shear (-X) PASS 0.05781 ' 1 -way Shear (+Z) PASS 0.05110 1 -way Shear (-Z) PASS n/a 2 -way Punching 0.8345 ksf 156.323 k -ft 223.811 k -ft 9.471 k 7.121 k 0.0 k 3.002 k-ft/ft 1.435 k-ft/ft 14.531 k-ft/ft 10.959 k-ft/ft 0.8055 psi 0.0 psi 5.817 psi 5.142 psi 4.696 psi 1.0 ksf +D+Lr+H about X -X axis 1,362.60 k -ft +0.600+0.70E+0.60H 1,113.96 k -ft +0.600+0.70E+0.60H 64.764 k +0.60D+0.70E+0.60H 62.264 k +0.600+0.70E+0.60H 0.0 k No Uplift 59.826 k-ft/ft +1.372D+0.50L+0.20S+E+1.60H 59.826 k-ft/ft +1.372D+0.50L+0.20S-E+1.60H 78.310 k-ft/ft +1.372D+0.50L+0.20S+E+1.60H 78.310 k-ft/ft +1.372D+0.50L+0.20S-E+1.60H 100.623 psi +1.372D+0.50L+0.20S+E+1.60H 0.0 psi n/a 100.623 psi +1.372D+0.50L+0.20S+E+1.60H 100.623 psi +1.372D+0.50L+0.20S-E+1.60H 100.623 psi +1.20D+1.60Lr+0.50L+1.60H 0 Soil Bearing 000000000000000000000000 Rotation Axis & Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio 1 Overturning Stabili y Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Stability Ratio Status Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding [-Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.400+1.60H 9.184 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.40D+1.60H 8.117 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+0.50Lr+1.60L+1.60H 8.672 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 7.665 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+1.60L+0.50S+1.60H 7.872 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+1.60L+0.50S+1.60H 6.958 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 10.432 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+1.60Lr+0.50L+1.60H 9.220 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 10.432 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 9.220 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50L+1.60S+1.60H 7.872 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50L+1.60S+1.60H 6.958 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+1.60S+0.50W+1.60H 7.872 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+1.60S+0.50W+1.60H 6.958 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 8.672 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 7.665 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 7.872 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.200+0.50L+0.50S+W+1.60H 6.958 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.372D+0.50L+0.20S+E+1.60H 14.531 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.3720+0.50L+0.20S+E+1.60H 4.947 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.3720+0.50L+0.205-E+1.60H 3.464 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 10.959 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +0.90D+W+0.90H 5.904 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X. +0.90D+W+0.90H 5.218 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK 4.1.2 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park founda8ons.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Vec10.17.6.29 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 1,2,3_EW Shaking Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Phi'Mn Surface inA2 inA2 inA2 k -ft Status X -X, +0.7284D+E+0.90H 10.312 +Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +0.7284D+E+0.90H 1.217 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK X -X, +0.72840-E+0.90H 0.7550 +Z Top 0.3888 Min Temp % 0.550 80.785 OK X -X. +0.7284D-E+0.90H 7.229 -Z Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.40D+1.60H 0.7806 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.40D+1.60H 1.351 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.7371 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.276 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.6691 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.158 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.8867 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.535 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.8867 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.200+1.60Lr+0.50W+1.60H 1.535 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.6691 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.158 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.6691 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 1.158 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.7371 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.276 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.6691 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.158 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 0.09468 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 3.002 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 1.435 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 0.3545 +X Top 0.3888 Min Temp % 0.4190 61.712 OK Z -Z, +0.90D+W+0.90H 0.5018 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +0.90D+W+0.90H 0.8687 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z. +0.7284D+E+0.90H 0.2640 -X Top 0.3888 Min Temp % 0.4190 61.712 OK Z -Z, +0.7284D+E+0.90H 2.381 +X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z -Z, +0.7284D-E+0.90H 1.076 -X Bottom 0.3888 Min Temp % 0.4190 59.826 OK Z-Z,+0.7284D-E+0.90H 0.9753 +X Top 0.3888 Min Temp % 0.4190 61.712 OK One Way Shear I Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60 Lr+0.50 W+1.60 H +1.20 D+0.50 L+1.60 S+1.60 H +1.20 D+1.60S+0.50W+1.60H +1.20 D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Two -Way "Punching" Shear 0.00 psi 0.33 psi 3.78 psi 3.71 psi 3.78 psi 100.62 psi 0.04 0.00 0.00 psi 0.31 psi 3.57 psi 3.50 psi 3.57 psi 100.62 psi 0.04 0.00 0.00 psi 0.29 psi 3.24 psi 3.18 psi 3.24 psi 100.62 psi 0.03 0.00 0.00 psi 0.38 psi 4.29 psi 4.22 psi • 4.29 psi 100.62 psi 0.04 0.00 0.00 psi 0.38 psi 4.29 psi 4.22 psi 4.29 psi 100.62 psi 0.04 0.00 0.00 psi 0.29 psi 3.24 psi 3.18 psi 3.24 psi 100.62 psi 0.03 0.00 0.00 psi 0.29 psi 3.24 psi 3.18 psi 3.24 psi 100.62 psi 0.03 0.00 0.00 psi 0.31 psi 3.57 psi 3.50 psi 3.57 psi 100.62 psi 0.04 0.00 0.00 psi 0.29 psi 3.24 psi 3.18 psi 3.24 psi 100.62 psi 0.03 0.00 0.00 psi 0.81 psi 2.26 psi 5.82 psi 5.82 psi 100.62 psi 0.06 0.00 0.00 psi 0.15 psi 5.14 psi 1.46 psi 5.14 psi 100.62 psi 0.05 0.00 0.00 psi 0.21 psi 2.43 psi 2.39 psi 2.43 psi 100.62 psi 0.02 0.00 0.00 psi 0.65 psi 0.52 psi 4.11 psi 4.11 psi 100.62 psi 0.04 0.00 0.00 psi 0.31 psi 3.41 psi 0.25 psi 3.41 psi 100.62 psi 0.03 0.00 All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D+1.60H 4.13 psi 201.25psi 0.02054 OK +1.200+0.50Lr+1.60L+1.60H 3.90 psi 201.25psi 0.0194 OK +1.20D+1.60L+0.50S+1.60H 3.54 psi 201.25psi 0.01761 OK +1.20D+1.60Lr+0.50L+1.60H 4.70 psi 201.25psi 0.02334 OK +1.20D+1.60Lr+0.50W+1.60H 4.70 psi 201.25psi 0.02334 OK +1.20D+0.50L+1.60S+1.60H 3.54 psi 201.25psi 0.01761 OK +1.200+1.605+0.50W+1.60H 3.54 psi 201.25psi 0.01761 OK +1.20D+0.50Lr+0.50L+W+1.60H 3.90 psi 201.25psi 0.0194 OK +1.20D+0.50L+0.50S+W+1.60H 3.54 psi 201.25psi 0.01761 OK +1.372D+0.50L+0.205+E+1.60H 4.37 psi 201.25psi 0.02172 OK 4.1.3 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM . File = S:\2016\16-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Vec10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 1,2,3_EW Shaking Two -Way "Punching" Shear All units k O Load Combination... O +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H O +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.84 psi 2.66 psi 2.47 psi 1.96 psi Phi*Vn 201.25psi 201.25psi 201.25psi 201.25psi Vu 1 Phi*Vn 0.01907 0.01321 0.01228 0.00973 4.1.4 Status OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_SW 1,2,3_NS Shaking f Code References 1 Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154.01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, NC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 r General Information ---1 Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density W Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi • 3,823.68 ksi • 150.0 pcf 0.90 = 0.750 • 0.00090 1.0:1 = 1.0:1 Yes Yes No No 'Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf = No • 250.0 pcf • 0.40 2.0 ft = ksf ft = ksf = ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X -X Axis = ez : Pril to Z -Z Axis Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 16.0 ft 22.0 ft 36.0 in -7.658 in -16.51 in 128.0 in 68.0 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 29.0 # 6 21.0 # 6 ^1k y 29-#6Bars. �Il�ll X -X Section Looking to +Z Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation tg X -X Axis # Bars required within zone 84.2 % # Bars required on each side of zone 15.8 % Applied Loads 161-0" f Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L E H 74.90 18.270 k ksf 642.70 k -ft 83.742 k -ft 4.060 k 33.910 k 4.1.5 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_SW 1,2,3_NS Shaking DESIGN SUMMARY Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM Rle = S:12016116-154-01 1233 Andover Parkf\Engineer\Calcslandover park foundationss.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Min. Ratio Item Applied Capacity Licensee : LUND OPSAHL LLC Design OK Governing Load Combination O PASS 0.8537 PASS 2.836 O PASS 17.105 O PASS 23.572 PASS 2.696 O PASS nla O PASS 0.02114 PASS 0.01117 O PASS 0.3457 PASS 0.2347 O PASS 0.004460 O PASS 0.0 PASS 0.1102 O PASS 0.08897 PASS n/a Soil Bearing 1.138 ksf Overtuming - X -X 521.10 k -ft Overtuming - Z -Z 67.145 k -ft Sliding - X -X 2.842 k Sliding - Z -Z 23.737 k Uplift 0.0 k Z Flexure (+X) 1.744 k-ft/ft Z Flexure (-X) 0.9219 k-ft/ft X Flexure (+Z) 28.406 k-ft/ft X Flexure (-Z) 19.284 k-ft/ft 1 -way Shear (+X) 0.4488 psi 1 -way Shear (-X) 0.0 psi 1 -way Shear (+Z) 11.088 psi 1 -way Shear (-Z) 8.952 psi 2 -way Punching 4.808 psi Detailed Results 1.333 ksf 1,477.95 k -ft 1,148.52 k -ft 66.992 k 63.992 k 0.0 k 82.531 k-ft/ft 82.531 k-ft/ft 82.179 k-ft/ft 82.179 k-ft/ft 100.623 psi 0.0 psi 100.623 psi 100.623 psi 100.623 psi +D-0.70E+H about X -X axis +0.600+0.70E+0.60H +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +f..372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1'.3720+0.50L+0.20S+E+1.60 H +1.372 D+0.50L+0.20S-E+1.60H +1.3720+0.50L+0.20S+E+1.60H nla +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.200+1.60Lr+0.50L+1.60H O Soil Bearing O Rotation Axis & Xecc Zecc Load Combination... Gross Allowable (in) 0 Actual Soil Bearing Stress @ Location Bottom Left Top Left Top Right Bottom Right Actual / Allow Ratio Overturning Stability O Rotation Axis & Load Combination... Overturning Moment Resisting Moment Footing Has NO Overtuming 0 O Sliding Stability Stability Ratio Status All units k O Force Application Axis Load Combination... Sliding Force Resisting Force Footing Has NO Sliding © Footing Flexure Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Q k -ft Surface inA2 inA2 inA2 Phi"Mn k -ft Status O X -X, +1.400+1.60H 9.947 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X X, +1.400+1.60H 8.910 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.200+0.50Lr+1.60L+1.60H 9.392 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+0.50Lr+1.60L+1.60H 8.413 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.200+1.60L+0.50S+1.60H 8.526 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.20D+1.60L+0.50S+1.60H 7.637 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK Q X -X, +1.20D+1.60Lr+0.50L+1.60H 11.299 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+1.6OLr+0.50L+1.60H 10.121 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.20D+1.60Lr+0.50W+1.60H 11.299 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+1.6OLr+0.50W+1.60H 10.121 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.200+0.50L+1.60S+1.60H 8.526 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+0.50L+1.60S+1.60H 7.637 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.200+1.60S+0.50W+1.60H 8.526 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+1.60S+0.50W+1.60H 7.637 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +1.200+0.50Lr+0.50L+W+1.60H 9.392 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+0.5OLr+0.50L+W+1.60H 8.413 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X. +1.20D+0.50L+0.50S+W+1.60H 8.526 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.200+0.50L+0.50S+W+1.60H 7.637 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK Q X -X, +1.372D+0.50L+0.205+E+1.60H 28.406 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X -X, +1.372D+0.50L+0.20S+E+1.60H 1.826 -Z To 0.3888 Min Temp % 0.5775 84.778 OK O X -X, +1.3720+0.50L+0.205-E+1.60H 8.916 +Z To 0.3888 Min Temp % 0.5775 84.778 OK X -X, +1.3720+0.50L+0.20S E+1.60H 19.284 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK O X -X, +0.90D+W+0.90H 6.394 +Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK X X, +0.90D+W+0.90H 5.728 -Z Bottom 0.3888 Min Temp % 0.5775 82.179 OK 0 O 4.1.6 0 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing. Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design • Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 1,2,3_NS Shaking Footing Flexure 1 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +0.7284D+E+0.90H X -X, +0.7284D+E+0.90H X -X, +0.7284D-E+0.90H X -X, +0.7284D-E+0.90H Z -Z, +1.40D+1.60H Z -Z, +1.40D+1.60H Z -Z, +1.20D+0.50Lr+1.60L+1.60H Z -Z, +1.20D+0.50Lr+1.60L+1.60H Z -Z, +1.20D+1.60L+0.505+1.60H Z -Z, +1.20D+1.60L+0.505+1.60H Z -Z, +1.20D+1.60Lr+0.50L+1.60H Z -Z, +1.20D+1.60Lr+0.50L+1.60H Z -Z. +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.20D+1.605+0.50W+1.60H Z -Z, +1.20D+1.605+0.50W+1.60H Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.372D+0.50L+0.20S+E+1.60H Z -Z, +1.372D+0.50L+0.20S+E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +0.90D+W+0.90H Z -Z, +0.90D+W+0.90H Z -Z, +0.7284D+E+0.90H Z -Z, +0.7284D+E+0.90H Z -Z, +0.7284D-E+0.90H Z -Z, +0.7284D-E+0.90H Pile Shear 23.872 +Z 5.873 -Z 12.613 +Z 15.632 -Z 0.7451 -X 1.290 +X 0.7036 -X 1.218 +X 0.6387 -X 1.106 +X 0.8464 -X 1.465 +X 0.8464 -X 1.465 +X 0.6387 -X 1.106 +X 0.6387 -X 1.106 +X 0.7036 -X 1.218 +X 0.6387 -X 1.106 +X 0.5381 -X 1.744 +X 0.9219 -X 0.7831 +X 0.4790 -X 0.8292 +X 0.1958 -X 1.152 +X 0.5796 -X 0.1905 +X Bottom 0.3888 Min Temp % 0.5775 82.179 OK Top 0.3888 Min Temp % 0.5775 84.778 OK Top 0.3888 Min Temp % 0.5775 84.778 OK Bottom 0.3888 Min Temp % 0.5775 82.179 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 ' 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Bottom 0.3888 Min Temp % 0.580 82.531 OK Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60 H +1.200+1.605+0.50W+1.60 H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H 0.00 psi 0.32 psi 4.09 psi 4.02 psi 4.09 psi 100.62 psi 0.04 0.00 0.00 psi 0.30 psi 3.86 psi 3.80 psi 3.86 psi 100.62 psi 0.04 0.00 0.00 psi 0.27 psi 3.50 psi 3.45 psi 3.50 psi 100.62 psi 0.03 0.00 0.00 psi 0.36 psi 4.64 psi 4.57 psi 4.64 psi 100.62 psi 0.05 0.00 0.00 psi 0.36 psi 4.64 psi 4.57 psi 4.64 psi 100.62 psi 0.05 0.00 0.00 psi 0.27 psi 3.50 psi 3.45 psi 3.50 psi 100.62 psi 0.03 0.00 0.00 psi 0.27 psi 3.50 psi 3.45 psi 3.50 psi 100.62 psi 0.03 0.00 0.00 psi 0.30 psi 3.86 psi 3.80 psi 3.86 psi 100.62 psi 0.04 0.00 0.00 psi 0.27 psi 3.50 psi 3.45 psi 3.50 psi 100.62 psi 0.03 0.00 0.00 psi 0.45 psi 0.94 psi 11.09 psi 11.09 psi 100.62 psi 0.11 0.00 0.00 psi 0.17 psi 8.95 psi 3.21 psi 8.95 psi 100.62 psi 0.09 0.00 0.00 psi 0.20 psi 2.63 psi 2.58 psi 2.63 psi 100.62 psi 0.03 0.00 0.00 psi 0.30 psi 2.81 psi 9.25 psi 9.25 psi 100.62 psi 0.09 0.00 +0.7284D-E+0.90H 0.00 psi 0.03 psi 7.29 psi 4.96 psi 7.29 psi 100.62 psi 0.07 0.00 TTwo-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D+1.60H 4.23 psi 201.25 psi 0.02103 OK +1.20D+0.50Lr+1.60L+1.60H 4.00 psi 201.25 psi 0.01986 OK +1.200+1.60L+0.505+1.60H 3.63 psi 201.25psi 0.01803 OK +1.20D+1.60Lr+0.50L+1.60H 4.81 psi 201.25psi 0.02389 OK +1.200+1.60Lr+0.50W+1.60H 4.81 psi 201.25psi 0.02389 OK +1.20D+0.50L+1.605+1.60H . 3.63 psi 201.25psi 0.01803 OK +1.200+1.605+0.50W+1.60H 3.63 psi 201.25psi 0.01803 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.00 psi 201.25 psi 0.01986 OK +1.20D+0.50L+0.50S+W+1.60H 3.63 psi 201.25psi 0.01803 OK +1.372D+0.50L+0.20S+E+1.60H 4.57 psi 201.25psi 0.02271 OK 4.1.7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General. Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016\16-154-01 1233 Andover ParlcE\Enineer\Calcs'.andover park foundetions:ec6 ENERCALC, INC.1983-2017„ Build:10.17.6r29, Ver 10.17.6.29 Lic. # KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 1,2,3_NS Shaking Two Way "Punching" Shear ; Load Combination... +1.372 D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 4.07 psi 2.72 psi 2.65 psi 2.12 psi Phi*Vn 201.25psi 201.25 psi 201.25 psi 201.25 psi Vu I Phi*Vn 0.0202 0.01352 0.01315 0.01054 All units k Status OK OK OK OK 4.1.8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_SW 4,5,6_EW Shaking Code References • File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information 1 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 Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi = 150.0 pcf 0.90 • 0.750 • 0.00090 1.0 :1 1.0:1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf No • 250.0 pcf • 0.40 2.0 ft ksf ft ksf ft Dimensions Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X -X Axis = ez : Prfl to Z -Z Axis = Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 22 ft 16.0 ft 36.0 in 7.658 in 16.51 in 68.0 in 128.0 in in 4.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 20.0 # 6 20.0 # 6 ,r74-1.1 , 20 - # 6 Bars --L"=1_ X -X Section Looking to +Z ig Z -Z Axis 84.2 % 15.8 Applied. Loads x Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 64.90 9.660 83.330 627.40 31.370 3.960 k ksf k -ft k -ft k k 4.1.9 . CD. • ' '- ...,.. ;. i... j...5..... . {... :.:.. y........j.. : r0" .. : Edge dist. = 3" 22 20.0 # 6 ,r74-1.1 , 20 - # 6 Bars --L"=1_ X -X Section Looking to +Z ig Z -Z Axis 84.2 % 15.8 Applied. Loads x Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 64.90 9.660 83.330 627.40 31.370 3.960 k ksf k -ft k -ft k k 4.1.9 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Shear Wall Footing_SW 4,5,6_EW Shaking DESIGN SUMMARY Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Min. Ratio Item Applied Capacity Licensee : LUND OPSAHL LLC Design OK Goveming Load Combination Q PASS PASS O PASS O PASS PASS O PASS PASS PASS PASS PASS O PASS PASS PASS PASS PASS 0.7884 Soil Bearing 16.886 Overturning - X -X 2.869 Overtuming - Z -Z 2.805 Sliding - X -X 23.302 Sliding - Z -Z n/a Uplift 0.2598 Z Flexure (+X) 0.3120 Z Flexure (-X) 0.006877 X Flexure (+Z) 0.03271 X Flexure (-Z) 0.08947 1 -way Shear (+X) 0.1003 1 -way Shear (-X) n/a 1 -way Shear (+Z) 0.007808 1 -way Shear (-Z) 0.01054 2 -way Punching Detailed Results 1.051 ksf 66.647 k -ft 505.06 k -ft 21.959 k 2.772 k 0.0 k 20.346 k-ft/ft 24.435 k-ft/ft 0.3929 k-ft/ft 1.869 k-ft/ft 9.003 psi 10.096 psi 0.0 psi 0.7856 psi 2.122 psi 1.333 ksf 1,125.42 k -ft 1,448.93 k -ft 61.592 k 64.592 k 0.0 k 78.310 k-ft/ft 78.310 k-fUft 57.129 k-ft/ft 57.129 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+0.70E+H about Z -Z axis +0.60D+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.372 D+0.50L+0.20S+E+1.60 H +1.372D+0.50L+0.20S-E+1.60H +1.3720+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H n/a +1.372D+0.50L+0.20S-E+1.60H +1.40D+1.60H O Soil Bearing O Rotation Axis & Xecc Zecc Load Combination... Gross Allowable (in) Actual Soil Bearing Stress @ Location Bottom Left Top Left Top Right Bottom Right Actual / Allow Ratio Overturning Stability O Rotation Axis & Load Combination... Overturning Moment Resisting Moment Footing Has NO Overturning O Sliding Stability _ 1 Stability Ratio Status All units k O Force Application Axis Load Combination... Sliding Force Resisting Force Footing Has NO Sliding Stability Ratio Status O Footing Flexure J Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As k -ft Surface inA2 inA2 inA2 Phi*Mn k -ft Status O X -X, +1.40D+1.60H 0.3196 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.400+1.60H 1.204 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.200+0.50Lr+1.60L+1.60H 0.2909 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.096 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK Q X -X, +1.200+1.60L+0.50S+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.20D+1.60Lr+0.50L+1.60H 0.3283 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.200+1.6OLr+0.50L+1.60H 1.237 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.20D+1.60Lr+0.50W+1.60H 0.3283 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.200+1.60Lr+0.50W+1.60H 1.237 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X. +1.20D+0.50L+1.60S+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.20D+1.60S+0.50W+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60S+0.50W+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.2909 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 1.096 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK Q X -X, +1.20D+0.50L+0.50S+W+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X X, +1.200+0.50L+0.50S+W+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.3720+0.50L+0.20S+E+1.60H 0.3929 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.372D+0.50L+0.20S+E+1.60H 0.4912 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +1.372D+0.50L+0.20S-E+1.60H 0.2333 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 1.869 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +0.90D+W+0.90H 0.2054 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +0.90D+W+0.90H 0.7743 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK 0 Q 4.1.10 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design Project ID: 16-154-01 O Title Block Line 6 Printed: 7 JUL 2017, 2:25PM General Footing File=5:12016116.154-011233 Andover Park ElEngineerlCalcslandoverpark foundations.ec6 O g ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 0 0 Lic. # : KW -06004202 Description : Shear Wall Footing_SW 4,5,6_EW Shaking Footing Flexure • Licensee : LUND OPSAHL LLC O Flexure Axis & Load Combination 0 X -X, +0.7284D+E+0.90H 0.2461 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +0.72840+E+0.90H 0.06218 -Z Top 0.3888 Min Temp % 0.40 58.929 OK X X, +0.72840 E+0.90H 0.08649 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +0.72840-E+0.90H 1.316 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK Z -Z, +1.400+1.60H . 8.729 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.400+1.60H 8.293 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 7.946 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+0.50Lr+1.60L+1.60H 7.549 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+1.60L+0.50S+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+1.60L+0.50S+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+1.60Lr+0.50L+1.60H 8.967 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+1.60Lr+0.50L+1.60H 8.519 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+1.60Lr+0.50W+1.60H 8.967 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+1.60Lr+0.50W+1.60H 8.519 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+0.50L+1.60S+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+0.50L+1.60S+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+1.60S+0.50W+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+1.60S+0.50W+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.200+0.50Lr+0.50L+V+/+1.60H 7.946 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 7.549 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z. +1.20D+0.50L+0.50S+W+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.3720+0.50L+0.20S+E+1.60H 7.330 -X Top 0.3888 Min Temp % 0.550 80.785 OK O Z -Z, +1.3720+0.50L+0.20S+E+1.60H 20.346 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z Z, +1.3720+0.50L+0.20S E+1.60H 24.435 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.372D+0.50L+0.20S-E+1.60H 4.096 +X Top 0.3888 Min Temp % 0.550 80.785 OK Z Z, +0.900+W+0.90H 5.612 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +0.900+W+0.90H 5.331 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z Z, +0.72840+E+0.90H 10.763 -X Top 0.3888 Min Temp % 0.550 80.785 OK Z -Z, +0.72840+E+0.90H 16.863 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +0.72840-E+0.90H 20.569 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +0.7284D-E+0.90H 7.693 +X Top 0.3888 Min Temp % 0.550 80.785 OK r [ One Way Shear i Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status 00000000000000000000 Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60 H +1.200+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.60H +1.200+1.60S+0.50W+1.60H +1.200+0.50 Lr+0.50L+W+1.60 H +1.2 0 D +0.50 L+0.5 0 S+W+ 1.60 H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.900+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H :Two -Way "Punching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 3.67 psi 3.64 psi 0.47 psi 0.00 psi 3.67 psi 100.62 psi 0.04 0.00 3.34 psi 3.31 psi 0.43 psi 0.00 psi 3.34 psi 100.62 psi 0.03 0.00 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 3.77 psi 3.74 psi 0.49 psi 0.00 psi 3.77 DSP 100.62 psi 0.04 0.00 3.77 psi 3.74 psi 0.49 psi 0.00 psi 3.77 psi 100.62 psi 0.04 0.00 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 PSI 0.03 0.00 3.34 psi 3.31 psi 0.43 psi 0.00 psi 3.34 psi 100.62 psi 0.03 0.00 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 2.91 psi 9.00 psi 0.14 psi 0.00 psi 9.00 psi 100.62 psi 0.09 0.00 10.10 psi 1.87 psi 0.79 psi 0.00 psi 10.10 psi 100.62 psi 0.10 0.00 2.36 psi 2.34 psi 0.30 psi 0.00 psi 2.36 psi 100.62 psi 0.02 0.00 4.50 psi 7.48 psi 0.08 psi 0.00 psi 7.48 psi 100.62 psi 0.07 0.00 8.47 psi 3.48 psi 0.57 psi 0.00 psi 8.47 psi 100.62 psi 0.08 0.00 1 All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.400+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+0.50Lr+1.60L+1.60H 2.12 psi 201.25psi 0.01054 OK +1.20D+1.60L+0.50S+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+1.60Lr+0.50L+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+1.60Lr+0.50W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+0.50L+1.605+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+1.60S+0.50W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+0.50Lr+0.50L+W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.200+0.50L+0.50S+W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.372D+0.50L+0.20S+E+1.60H 2.12 psi 201.25psi 0.01054 OK 4.1.11 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Prmied: 7 la 2017. 225PM Description : Shear Wall Footing_SW 4,5,6_EW Shaking Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 2.12 psi 2.12 psi 2.12 psi 2.12 psi Phi*Vn 201.25 psi 201.25 osi 201.25 psi 201.25 psi Vu / Phi*Vn 0.01054 0.01054 0.01054 0.01054 All units k Status OK OK OK OK 4.1.12 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Description : Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154.01 1233 Andover Park E1Engineer\Calcslandover park foundalions.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Shear Wall Footing_SW 4,5,6_NS Shaking l Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi = 3,823.68 ksi = 150.0 pcf = 0.90 • 0.750 Dimensions 0.00090 1.0:1 1.0:1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf No • 250.0 pcf • 0.40 2.0 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X -X Axis = ez : Prll to Z -Z Axis = Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 22.0 ft 16.0 ft 36.0 in 7.658 in 16.51 in 68.0 in 128.0 in in 4.0 in 1—Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 20.0 # 6 20.0 # 6 20-#6 Bars {A X -X Section Looking to +Z Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig Z -Z Axis # Bars required within zone 84.2 % # Bars required on each side of zone 15.8 % Applied Loads x Z Section Looking to .X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s W E H 64.90 9.660 277.80 188.220 k ksf k -ft k -ft 9.411 k 13.20 k 4.1.13 • i :.. Edge dist. = 3" 22-0" Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig Z -Z Axis # Bars required within zone 84.2 % # Bars required on each side of zone 15.8 % Applied Loads x Z Section Looking to .X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s W E H 64.90 9.660 277.80 188.220 k ksf k -ft k -ft 9.411 k 13.20 k 4.1.13 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 Fle = S:12016116-154-01 1233 Andover ParkE\Engineer%Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 • Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 4,5,6_NS Shaking DESIGN SUMMARY Min. Ratio Item Applied Capacity OK°,C Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.7693 Soil Bearing 5.065 Overturning - X -X 9.563 Overturning - Z -Z 9.350 Sliding - X -X 6.990 Sliding - Z -Z n/a Uplift 0.1506 Z Flexure (+X) 0.1701 Z Flexure (-X) 0.01014 X Flexure (+Z) 0.06085 X Flexure (-Z) 0.05166 1 -way Shear (+X) 0.05510 1 -way Shear (-X) n/a 1 -way Shear (+Z) 0.01530 1 -way Shear (-Z) 0.01054 2 -way Punching Detailed Results 0.7693 ksf 222.180 k -ft 151.517 k -ft 6.588 k 9.240 k 0.0 k 11.791 k-ft/ft 13.317 k-ft/ft 0.5791 k-ft/ft 3.476 k-ft/ft 5.198 psi 5.544 psi 0.0 psi 1.539 psi 2.122 psi 1.0 ksf +D+Lr+H about X -X axis 1,125.42 k -ft +0.60D+0.70E+0.60H 1,448.93 k -ft +0.60D+0.70E+0.60H 61.592 k +0.60D+0.70E+0.60H 64.592 k +0.60D+0.70E+0.60H 0.0 k No Uplift 78.310 k-ft/ft +1.372D+0.50L+0.20S+E+1.60H 78.310 k-ft/ft +1.372D+0.50L+0.20S-E+1.60H 57.129 k-ft/ft +1.372D+0.50L+0.20S+E+1.60H 57.129 k-ft/ft +1.372D+0.50L+0.20S-E+1.60H 100.623 psi +1.372D+0.50L+0.20S+E+1.60H 100.623 psi +1.372D+0.50L+0.20S-E+1.60H 100.623 psi n/a 100.623 psi +1.372D+0.50L+0.20S-E+1.60H 201.246 psi +1.40D+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Stability Ratio Status Sliding Stability _ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Phi*Mn Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.3196 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.40D+1.60H 1.204 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 0.2909 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 1.096 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60L+0.505+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.3283 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.237 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.3283 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.237 -Z Bottom 0.3888 Min Temp % 0.A0 57.129 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+1.60S+0.50W+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.2909 +Z Bottom 0.3888 Min Temp % 0,40 57.129 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 1.096 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.2739 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.20D+0.50L+0.50S+VII+1.60H 1.032 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.372D+0.50L+0.20S+E+1.60H 0.5791 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.372D+0.50L+0.205+E+1.60H 1.116 -Z Top 0.3888 Min Temp % 0.40 58.929 OK X -X. +1.372D+0.50L+0.20S-E+1.60H 0.04712 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 3.476 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +0.90D+W+0.90H 0.2054 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK X -X, +0.90D+W+0.90H 0.7743 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK 4.1.14 O Title Block Line 1 O You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. • Title Block Line 6 Printed: 7 JUL 2017, 2:25PM Project Title: 1233 Andover Park E Engineer: POP Project Descr. Footing Design Project ID: 16-154-01 \7 @Cl @ia1 Footing 11 j File = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 Lic. # : KW -06004202 O Description : Shear Wall Footing_SW 4,5,6_NS Shaking 0 O Flexure Axis & Load Combination Footing Flexure O X -X, +0.7284D+E+0.90H 0.4322 +Z Bottom 0.3888 Min Temp % 0.40 57.129 OK O X -X, +0.7284D+E+0.90H 1.670 -Z Top 0.3888 Min Temp % 0.40 58.929 OK X X, +0.7284D-E+0.90H 0.09970 +Z Top 0.3888 Min Temp % 0.40 58.929 OK O X -X, +0.7284D-E+0.90H 2.923 -Z Bottom 0.3888 Min Temp % 0.40 57.129 OK Z Z, +1.40D+1.60H 8.729 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.40D+1.60H 8.293 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 7.946 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+0.50Lr+1.60L+1.60H 7.549 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+1.60L+0.50S+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 8.967 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.200+1.60Lr+0.50L+1.60H 8.519 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 8.967 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+1.60Lr+0.50W+1.60H 8.519 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+0.50L+1.60S+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+1.60S+0 50W+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+1.60S+0.50W+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 7.946 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 7.549 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 7.482 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK 0 Z -Z, +1.20D+0.50L+0.50S+W+1.60H 7.109 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 3.787 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.372D+0.50L+0.20S+E+1.60H 11.791 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +1.3720+0.50L+0.20S-E+1.60H 13.317 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +1.372D+0.50L+0.20S-E+1.60H 4.459 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +0.90D+W+0.90H 5.612 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +0.90D+W+0.90H 5.331 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +0.7284D+E+0.90H 0.2231 -X Top 0.3888 Min Temp % 0.550 80.785 OK O Z -Z, +0.7284D+E+0.90H 7.981 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK Z -Z, +0.7284D E+0.90H 9.306 -X Bottom 0.3888 Min Temp % 0.550 78.310 OK O Z -Z, +0.7284D-E+0.90H 0.6486 +X Bottom 0.3888 Min Temp % 0.550 78.310 OK One Way Shear 1 O Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status O +1.40D+1.60H 3.67 qsi 3.64 psi 0.47 psi 0.00 psi 3.67 psi 100.62 psi 0.04 0.00 +1.20D+0.50Lr+1.60L+1.60H 3.34 psi 3.31 psi 0.43 psi 0.00 psi 3.34 psi 100.62 psi 0.03 0.00 O +1.20D+1.60L+0.50S+1.60H 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 +1.20D+1.60Lr+0.50L+1.60H 3.77 psi 3.74 psi 0.49 psi 0.00 psi 3.77 psi 100.62 psi 0.04 0.00 O +1.20D+1.60Lr+0.50W+1.60H 3.77 psi 3.74 psi 0.49 psi 0.00 psi 3.77 psi 100.62 psi 0.04 0.00 O +1.20D+0.50L+1.60S+1.60H 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 +1.20D+1.605+0.50W+1.60H 3.14 psi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 O +1.20D+0.50Lr+0.50L+W+1.60H 3.34 psi 3.31 psi 0.43 psi 0.00 psi 3.34 psi 100.62 psi 0.03 0.00 +1.20D+0.50L+0.50S+W+1.60H 3.14 qsi 3.12 psi 0.40 psi 0.00 psi 3.14 psi 100.62 psi 0.03 0.00 O +1.372D+0.50L+0.20S+E+1.60H 1.64 psi 5.20 psi 0.61 psi 0.00 psi 5.20 psi 100.62 psi 0.05 0.00 +1.372D+0.50L+0.20S E+1.60H 5.54 Psi 1.94 psi 1.54 psi 0.00 psi 5.54 psi 100.62 psi 0.06 0.00 O +0.90D+W+0.90H 2.36 psi 2.34 psi 0.30 psi 0.00 psi 2.36 psi 100.62 psi 0.02 0.00 +0.7284D+E+0.90H 0.04 psi 3.53 psi 0.83 psi 0.00 psi 3.53 psi 100.62 psi 0.04 0.00 O +0.7284D-E+0.90H 3.86 Psi 0.26 psi 1.32 psi 0.00 psi 3.86 psi 100.62 psi 0.04 0.00 Two -Way "Punching" Shear All units k O Load Combination... Vu Phi*Vn Vu / Phi*Vn Status O +1.40D+1.60H 2.12 psi 201.25psi 0.01054 OK +1.20D+0.50Lr+1.60L+1.60H 2.12 psi 201.25psi 0.01054 OK O +1.20D+1.60L+0.50S+1.60H 2.12 psi 201.25psi 0.01054 OK +1.20D+1.60Lr+0.50L+1.60H 2.12 psi 201.25 psi 0.01054 OK O +1.20D+1.60Lr+0.50W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.20D+0.50L+1.60S+1.60H 2.12 psi 201.25psi 0.01054 OK O +1.200+1.60S+0.50W+1.60H 2.12 psi 201.25psi 0.01054 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.12 psi 201.25psi 0.01054 OK O +1.20D+0.50L+0.50S+W+1.60H 2.12 •psi 201.25psi 0.01054 OK +1.372D+0.50L+0.20S+E+1.60H 2.12 psi 201.25psi 0.01054 OK 0 O 4.1.15 Licensee : LUND OPSAHL LLC Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: 1233 Andover Park E En9ineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:\2Oi6\16l54-01 1233 Andover Parlc UngineenCalcslaiidover park foundations.ec6 4•ENERCALC, INC. 19133-2017,•Build:10.17.6.29, Ver:10.17.6.29 Lic. #: KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Fooling_SW 4,5,6_NS Shaking Two-WarPunching'E7--7-7 Shear All units k Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 2.12 psi 2.12 psi 2.12 psi 2.12 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25osi Vu / Phi*Vn 0.01054 0.01054 0.01054 0.01054 4.1.16 Status OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Shear Wall Footing_Wall 7 Code References Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineer\Calc'slandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi • 150.0 pcf = 0.90 • 0.750 0.00090 = 1.0 :1 1.0:1 Yes Yes No No Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf No • 250.0 pcf • 0.40 2.0 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 8.0 ft 26.0 ft 36.0 in 7.625 in 168.0 in in 4.0 in rRein forcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars 26 # 6 8 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig X -X Axis # Bars required within zone 47.1 # Bars required on each side of zone 52.9 % Applied Loads r.26 - # 6 Bars X -X Section Looking to +Z 1 Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S 49.30 34.10 44.550 60.975 I E H k ksf 500.50 k -ft k -ft 27.10 k k 4.1.17 Q Title Block Line 1 © You can change this area using the "Settings" menu item Q and then using the "Printing & Title Block" selection. Q Title Block Line 6 O General Footing Q 0 O © PASS PASS ® PASS Q PASS PASS ® PASS Q PASS PASS o PASS PASS PASS PASS PASS O PASS PASS O # Detailed Results Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:\2016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Shear Wall Footing_Wall 7 DESIGN SUMMARY Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Goveming Load Combination 0.9661 Soil Bearing 3.356 Overtuming - X -X n/a Overturning - Z -Z n/a Sliding - X -X 2.019 Sliding - Z -Z n/a Uplift 0.05902 Z Flexure (+X) 0.05902 Z Flexure (-X) 0.2661 X Flexure (+Z) 0.2332 X Flexure (-Z) 0.01509 1 -way Shear (+X) 0.01509 1 -way Shear (-X) 0.08463 1 -way Shear (+Z) 0.07409 1 -way Shear (-Z) 0.05045 2 -way Punching 0.9661 ksf 332.175 k -ft 0.0 k -ft 0.0 k 18.970 k 0.0 k 3.706 k-ft/ft 3.706 k-ft/ft 16.709 k-ft/ft 14.645 k-ft/ft 1.519 psi 1.519 psi 8.516 psi 7.455 psi 5.537 psi 1.0 ksf 1,114.62 k -ft 0.0 k -ft 0.0 k 38.296 k 0.0 k 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 109.757 psi +D+Lr+H about X -X axis +0.60D+0.70E+0.60H No Overturning No Sliding +0.600+0.70E+0.60H No Uplift +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.3720+0.50L+0.20S+E+1.60H +1.3720+0.50L+0.20S-E+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.200+1.60Lr+0.50L+1.60H O Soil Bearing O Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, Z Top, +Z Left, X Right, +X Ratio Overturning Stability 1 Q Rotation Axis & Load Combination... ® Footing Has NO Overturning Q Sliding Stability • Overturning Moment Resisting Moment Stability Ratio Status All units k Q Force Application Axis Load Combination... Sliding Force Q Footing Has NO Sliding O Footing _Flexure Q Flexure Axis & Load Combination Resisting Force Stability Ratio Status Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.400+1.60H 7.025 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.400+1.60H 4.919 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50Lr+1.60L+1.60H 8.012 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50Lr+1.60L+1.60H 5.177 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60L+0.50S+1.60H 6.022 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60L+0.50S+1.60H 4.216 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 12.390 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+1.60Lr+0.50L+1.60H 7.289 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+1.60Lr+0.50W+1.60H 12.390 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+1.60Lr+0.50W+1.60H 7.289 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50L+1.60S+1.60H 6.022 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50L+1.60S+1.60H 4.216 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+1.60S+0.50W+1.60H 6.022 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+1.60S+0.50W+1.60H 4.216 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X. +1.200+0.50Lr+0.50L+W+1.60H 8.012 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50Lr+0.50L+W+1.60H 5.177 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50L+0.50S+W+1.60H 6.022 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.200+0.50L+0.50S+W+1.60H 4.216 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.3720+0.50L+0.20S+E+1.60H 16.709 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.3720+0.50L+0.20S+E+1.60H 5.007 -Z Top 0.3888 Min Temp % 0.440 64.771 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 2.943 +Z Top 0.3888 Min Temp % 0.440 64.771 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 14.645 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.900+W+0.90H 4.516 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.900+W+0.90H 3.162 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK 4.1.18 • Title Block Line 1 O You can change this area using the "Settings" menu item O and then using the "Printing & Title Block" selection. O Title Block Line 6 Printed: 7 JUL 2017, 2:25PM Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 0 General Footing Lic. # : KW -06004202 O Description : Shear Wall Footing_Wall 7 Footing Flexure Flexure Axis & Load Combination O X -X, +0.7284D+E+0.90H 14.022 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +0.7284D+E+0.90H 5.878 -Z Top 0.3888 Min Temp % 0.440 64.771 OK X X, +0.7284D-E+0.90H 5.644 +Z Top 0.3888 Min Temp % 0.440 64.771 OK O X -X, +0.7284D-E+0.90H 12.567 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK Z Z, +1.40D+1.60H 2.249 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.40D+1.60H 2.249 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.484 X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.484 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.928 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+1.60L+0.50S+1.60H 1.928 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.201)+1.60Lr+0.50L+1.60H 3.706 X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+1.60Lr+0.50L+1.60H 3.706 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.706 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.706 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z Z, +1.20D+0.50L+1.60S+1.60H 1.928 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+0.50L+1.60S+1.60H 1.928 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60S+0,50W+1.60H 1.928 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+1.60S+0.50W+1.60H 1.928 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.484 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.484 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.928 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.928 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S+E+1.60H 2.204 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.372D+0.50L+0.20S+E+1.60H 2.204 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.372D+0.50L+0.20S-E+1.60H 2.204 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +1.3720+0.50L+0.20S-E+1.60H 2.204 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.90D+W+0.90H 1.446 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +0.90D+W+0.90H 1.446 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z Z, +0.7284D+E+0.90H 1.170 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +0.7284D+E+0.90H 1.170 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.7284D E+0.90H 1.170 X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Z -Z, +0.7284D-E+0.90H One Way Shear 1.170 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK O Load Combination... Vu @ -X Vu @ +X Vu @ =Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status O +1.40D+1.60H 0.92 psi 0.92 psi 2.45 psi 3.54 psi 3.54 psi 100.62 psi 0.04 +1.20D+0.50Lr+1.60L+1.60H 1.02 DSi 1.02 psi 2.58 psi 4.04 psi 4.04 psi 100.62 psi 0.04 O +1.20D+1.60L+0.50S+1.60H 0.79 psi 0.79 psi 2.10 psi 3.03 psi 3.03 psi 100.62 psi 0.03 +1.20D+1.60Lr+0.50L+1.60H 1.52 psi 1.52 psi 3.63 psi 6.25 psi 6.25 psi 100.62 psi 0.06 O +1.20D+1.60Lr+0.50W+1.60H 1.52 psi 1.52 psi 3.63 psi 6.25 psi 6.25 psi 100.62 psi 0.06 +1.20D+0.50L+1.60S+1.60H 0.79 psi 0.79 psi 2.10 psi 3.03 psi 3.03 psi 100.62 psi 0.03 O +1.200+1.60S+0.50W+1.60H 0.79 psi 0.79 psi 2.10 psi 3.03 psi 3.03 psi 100.62 psi 0.03 O +1.20D+0.50Lr+0.50L+W+1.60H 1.02 psi 1.02 psi 2.58 psi 4.04 psi 4.04 psi 100.62 psi 0.04 +1.20D+0.50L+0.50S+W+1.60H 0.79 Psi 0.79 psi 2.10 psi 3.03 psi 3.03 psi 100.62 psi 0.03 O +1.372D+0.50L+0.20S+E+1.60H 0.90 psi 0.90 psi 2.65 psi 8.52 psi 8.52 psi 100.62 psi 0.08 +1.372D+0.50L+0.20S E+1.60H 0.90 Psi 0.90 psi 7.46 psi 1.59 psi 7.46 psi 100.62 psi 0.07 O +0.90D+W+0.90H 0.59 psi 0.59 psi 1.58 psi 2.27 psi 2.27 psi 100.62 psi 0.02 +0.7284D+E+0.90H 0.48 Psi 0.48 psi 2.96 psi 7.17 psi 7.17 psi 100.62 psi 0.07 O +0.7284D-E+0.90H 0.48 psi 0.48 psi 6.42 psi 2.94 psi 6.42 psi 100.62 psi 0.06 Two -Way "Punching" Shear _1 All units k O Load Combination... Vu Phi*Vn Vu / Phi*Vn Status O +1.40D+1.60H 3.36 psi 109.76psi 0.03062 OK +1.20D+0.50Lr+1.60L+1.60H 3.71 psi 109.76psi 0.03381 OK O +1.200+1.60L+0.50S+1.60H 2.88 psi 109.76psi 0.02624 OK +1.20D+1.60Lr+0.50L+1.60H 5.54 psi 109.76psi 0.05045 OK O +1.20D+1.60Lr+0.50W+1.60H 5.54 psi 109.76psi 0.05045 OK +1.20D+0.50L+1.60S+1.60H 2.88 psi 109.76psi 0.02624 OK 0 +1.20D+1.60S+0.50W+1.60H 2.88 psi 109.76psi 0.02624 OK +1.20D+0.50Lr+0.50L+W+1.60H 3.71 psi 109.76psi 0.03381 OK © +1.20D+0.50L+0.50S+W+1.60H 2.88 psi 109.76psi 0.02624 OK +1.372D+0.50L+0.20S+E+1.60H 3.29 psi 109.76 psi 0.03 OK 0 O 4.1.19 File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslandover park foundations.ec6 • ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Project ID: 16-154-01 Printed: 7 JUL 2017. 2:25PM File - S:12016116-154-01,1233 Rndover Park lEngineerlCakslandover, park foundationec6 ENERCALC, INC..1983-2017, Build:10.17.6.29, Ver.10a7.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_Wall 7 Two -Way "Punching" Shear All units k Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 3.29 psi 2.16 psi 1.83 psi 1.77 psi Phi*Vn 109.76psi 109.76 psi 109.76 psi 109.76 psi Vu / Phi*Vn 0.03 0.01968 0.01669 0.01616 4.1.20 Status OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover Park E1Engineer1Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_Wall 8 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information J Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi • 3,823.68 ksi • 150.0 pcf 0.90 • 0.750 • 0.00090 1.0:1 = 1.0:1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.O ksf No • 250.0 pcf • 0.40 3.0 ft ksf ft ksf ft Dimensions Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 24.0 ft 8.0 ft 36.0 in 192.0 in 7.625 in in 4.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 8 # 6 24 # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation tg Z -Z Axis # Bars required within zone 50.0 % # Bars required on each side of zone 50.0 % Applied Loads x ox zo M r= a; 241-0". - # 6 Bars X -X Section Looking to +Z z w v C t 24 # 6 Bars 7 ui Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L E H 38.910 15.030 78.195 97.695 211.0 11.50 4.1.21 k ksf k -ft k -ft k k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 - ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_Wall 8 DESIGN SUMMARY Design OK. Min. Ratio Item Applied Capacity Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9561 n/a 4.124 4.854 n/a n/a 0.08740 0.05579 0.03977 0.03977 0.02218 0.01394 0.01017 0.01017 0.02676 rDetailed Results Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching --- 0.9561 ksf 0.0 k -ft 218.767 k -ft 8.050 k 0.0 k 0.0 k 5.488 k-ft/ft 3.503 k-ft/ft 2.497 k-ft/ft 2.497 k-ft/ft 2.232 psi 1.403 psi 1.023 psi 1.023 psi 2.907 psi 1.0 ksf 0.0 k -ft 902.23 k -ft 39.074 k 0.0 k 0.0 k 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 108.615 psi +D+Lr+H about Z -Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60 Lr+0.50L+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H +1.20 D+1.60Lr+0.50L+1.60H Soil Bearing Rotation Axis & Load Combination... Xecc Zecc Gross Allowable (in) Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio Overtuming Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Sliding Stability J Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status All units k Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side k -ft Tension Surface As Req'd Gvm. As 4.02 inA2 Actual As 4.02 Phi*Mn k -ft Status X -X, +1.40D+1.60H X -X, +1.40D+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.20D+0.50Lr+1.60L+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.6011 X -X, +1.20D+1.60Lr+0.50L+1.60H X -X, +1.20D+1.60Lr+0.50W+1.60H X -X, +1.20D+1.60Lr+0.50W+1.60H X -X, +1.20D+0.50L+1.60S+1.60H X -X, +1.20D+0.50L+1.60S+1.60H X -X, +1.20D+1.60S+0.50W+1.60H X -X, +1.20 D+1.60S+0.50W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.372D+0.50L+0.20S+E+1.60H X -X, +1.372D+0.50L+0.20S+E+1.60H X -X, +1.372D+0.50L+0.20S-E+1.60H X -X, +1.372D+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H X -X, +0.90D+W+0.90H 1.923 1.923 1.914 1.914 1.648 1.648 2.497 2.497 2.497 2.497 1.648 1.648 1.648 1.648 1.914 1.914 1.648 1.648 1.884 1.884 1.884 1.884 1.236 1.236 +Z -Z +Z -Z +Z -Z +Z -Z +Z -z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 4.1.22 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK O Title Block Line 1 O You can change this area using the "Settings" menu item • and then using the "Printing & Title Block" selection. • Title Block Line 6 Printed: 7JUL 2017, 2:25PM Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 O General Footing 0 File = S:12016116-154-01 1233 Andover Park ElEngineer1Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver:10.17.6.29 Lic. # : KW -06004202 Description : Shear Wall Footing_Wall 8 Footing Flexure Licensee : LUND OPSAHL LLC O Flexure Axis & Load Combination X -X, +0.72840+E+0.90H Mu k -ft Side Tension Surface As Req'd inA2 Gvm. As Actual As inA2 inA2 Phi*Mn k -ft Status O X -X, +0.72840+E+0.90H X -X, +0.7284D-E+0.90H O X -X, +0.72840-E+0.90H Z -Z, +1.400+1.60H O Z -Z, +1.40D+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H O Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H O Z -Z. +1.200+1.60L+0.50S+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H O Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50W+1.60H O Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H O Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.200+1.60S+0.50W+1.60H O Z -Z, +1.200+1.60S+0.50W+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H O Z -Z. +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.200+0.50L+0.50S+W+1.60H O Z -Z, +1.200+0.50L+0.50S+W+1.60H Z -Z, +1.372D+0.50L+0.20S+E+1.60H O Z -Z, +1.3720+0.50L+0.20S+E+1.60H Z -Z, +1.3720+0.50L+0.20S-E+1.60H O Z -Z. +1.3720+0.50L+0.20S-E+1.60H Z -Z, +0.90D+W+0.90H O Z -Z, +0.90D+W+0.90H Z -Z, +0.7284D+E+0.90H O Z -Z, +0.72840+E+0.90H Z -Z, +0.7284D-E+0.90H O Z -Z, +0.72840-E+0.90H One Way Shear 1.001 1.001 1.001 1.001 1.257 3.283 0.9383 3.579 1.077 2.814 0.6328 5.262 0.6328 5.262 1.077 2.814 1.077 2.814 0.9383 3.579 1.077 2.814 1.040 5.488 3.503 0.9444 0.8079 2.110 1.618 3.980 2.926 0.5638 +Z -Z +Z -z -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 Top Bottom Bottom Bottom Bottom Bottom Top Bottom Bottom Top 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 64.771 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 64.771 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 62.791 OK 0.3888 Min Temp % 0.440 64.771 OK O Load Combination... O +1.40D+1.60H 0.46 psi 1.31 psi +1.200+0.50Lr+1.60L+1.60H 0.33 psi 1.43 psi O +1.20D+1.60L+0.50S+1.60H 0.40 psi 1.12 psi +1.200+1.60Lr+0.50L+1.60H 0.18 psi 2.12 psi O +1.200+1.60Lr+0.50W+1.60H 0.18 PSI 2.12 psi +1.200+0.50L+1.60S+1.60H 0.40 PSI 1.12 psi O +1.200+1.60S+0.50W+1.60H 0.40 psi 1.12 psi O +1.200+0.50Lr+0.50L+W+1.60H 0.33 psi 1.43 psi +1.200+0.50L+0.50S+W+1.60H 0.40 psi 1.12 psi O +1.372D+0.50L+0.20S+E+1.60H 0.50 psi 2.23 psi +1.3720+0.50L+0.20S E+1.60H 1.40 psi 0.33 psi O +0.90D+W+0.90H 0.30 psi 0.84 psi +0.72840+E+0.90H 0.71 psi 1.63 psi Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max 0.79 psi 0.79 psi 1.31 psi 0.78 psi 0.78 psi 1.43 psi 0.68 psi 0.68 psi 1.12 psi 100.62 psi 1.02 psi 1.02 psi 2.12 psi 100.62 psi 1.02 psi 1.02 psi 2.12 psi 100.62 psi 0.68 psi 0.68 psi 1.12 psi 100.62 psi 0.68 psi 0.68 psi 1.12 psi 100.62 psi 0.78 psi 0.78 psi 1.43 psi 100.62 psi 0.68 psi 0.68 psi 1.12 psi 100.62 psi 0.77 psi 0.77 psi 2.23 psi 100.62 psi 0.77 psi 0.77 psi 1.40 psi 100.62 psi 0.51 psi 0.51 psi 0.84 psi 100.62 psi 0.41 psi 0.41 psi 1.63 psi 100.62 psi Phi Vn Vu / Phi*Vn 100.62 psi 0.01 100.62 psi 0.01 O +0.7284D-E+0.90H 1.19 psi 0.27 psi 0.41 psi 0.41 psi 1.19 psi 100.62 psi Two-Way"Punching"Shear _ O Load Combination... Vu Phi*Vn Vu / Phi*Vn Status Status 0.01 0.02 0.02 0.01 0.01 0.01 0.01 0.02 0.01 0.01 0.02 0.01 All units k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O +1.40D+1.60H 2.24 psi 108.62psi 0.02061 OK +1.200+0.50Lr+1:60L+1.60H 2.23 psi 108.62 psi 0.02051 OK O +1.200+1.60L+0.50S+1.60H 1.92 psi 108.62 psi 0.01767 OK +1.200+1.60Lr+0.50L+1.60H 2.91 psi 108.62 psi 0.02676 OK O +1.200+1.60Lr+0.50W+1.60H 2.91 psi 108.62 psi 0.02676 OK +1.200+0.50L+1.605+1.60H 1.92 psi 108.62 psi 0.01767 OK O +1.200+1.60S+0.50W+1.60H 1.92 psi 108.62psi 0.01767 OK +1.200+0.50Lr+0.50L+W+1.60H 2.23 psi 108.62psi 0.02051 OK O +1.200+0.50L+0.50S+W+1.60H 1.92 psi 108.62psi 0.01767 OK +1.3720+0.50L+0.20S+E+1.60H 2.19 psi 108.62psi 0.02019 OK 0 0 0 4.1.23 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Pnn[ed: 7 JUL 2017 2:25PM Lic. # : KW -06004202 Description : Shear Wall Footing_Wall 8 Two.Way "Pt' Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 2.19 psi 1.44 psi 1.17 psi 1.17 psi Phi*Vn 108.62 psi 108.62 psi 108.62 psi 108.62 psi Vu / Phi*Vn 0.02019 0.01325 0.01072 0.01072 Licensee : LUND OPSAHL LLC All units k Status OK OK OK OK 4.1.24 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing File = S:12016116-154-01 1233 Andover Park E\Engineer1Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 9,10,11_EW Shaking I Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 GeneraIInformation _ Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi • 3,823.68 ksi = 150.0 pcf 0.90 • 0.750 • 0.00090 = 1.0 :1 1.0:1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf No = 250.0 pcf 0.40 2.0 ft = ksf ft = ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X -X Axis = ez : Pril to Z -Z Axis = Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 18.0 ft 18.0 ft 36.0 in -3.867 in -15.998 in 128.0 in 76.0 in in 4.0 in [—Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 18.0 # 6 I --x 16.0 _ # 6r � �" - irmer�-tC 18 - # 6 Bars _ • fr�"tl X -X Section Looking to +Z n/a n/a n/a Applied Loads 181-0" z a) m w w 16-#6Bars Z -Z Section Looking to *X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s W E H 80.605 20.438 68.915 64.490 -91.160 -85.30 144.833 250.10 9.950 6.240 k ksf k -ft k -ft k k 4.1.25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Shear Wall Footing_SW 9,10,11_EW Shaking DESIGN SUMMARY Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park E\Engineer?Catislandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9733 Soil Bearing 7.432 Overtuming - X -X 6.597 Overturning - Z -Z 9.094 Sliding - X -X 14.50 Sliding - Z -Z n/a Uplift 0.05645 Z Flexure (+X) 0.06574 Z Flexure (-X) 0.1953 X Flexure (+Z) 0.09546 X Flexure (-Z) 0.01416 1 -way Shear (+X) 0.01210 1 -way Shear (-X) 0.04969 1 -way Shear (+Z) 0.02523 1 -way Shear (-Z) 0.02381 2 -way Punching Detailed Results 0.9733 ksf 155.836 k -ft 195.965 k -ft 6.965 k 4.368 k 0.0 k 3.545 k-ft/ft 4.128 k-ft/ft 10.910 k-ft/ft 5.333 k-ft/ft 1.424 psi 1.218 psi 5.0 psi 2.539 psi 4.792 psi 1.0 ksf 1,158.11 k -ft 1,292.87 k -ft 63.337 k 63.337 k 0.0 k 62.791 k-ft/ft 62.791 k-ft/ft 55.870 k-ft/ft 55.870 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.372D+0.50L+0.20S+E+1.60 H +1.3720+0.50L+0.20S-E+1.60H +1.3720+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.20 D+1.60Lr+0.50L+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio Overturning Stability: • Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Stability Ratio Status Sliding Stability J All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X. +1.400+1.60H 7.897 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X. +1.400+1.60H 3.995 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+0.50Lr+1.60L+1.60H 7.940 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 3.582 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60L+0.50S+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60L+0.50S+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60Lr+0.50L+1.60H 10.516 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60Lr+0.50L+1.60H 3.929 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60Lr+0.50W+1.60H 10.516 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 3.929 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+0.50L+1.60S+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50L+1.60S+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60S+0.50W+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+1.60S+0.50W+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X. +1.200+0.50Lr+0.50L+W+1.60H 7.940 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+0.50Lr+0.50L+W+1.60H 3.582 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+0.50L+0.505+W+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.200+0.50L+0.505+W+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X. +1.372D+0.50L+0.20S+E+1.60H 10.910 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.3720+0.50L+0.205+E+1.60H 2.495 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 4.564 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.372D+0.50L+0.205-E+1.60H 5.333 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +0.900+W+0.90H 5.077 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +0.900+W+0.90H 2.568 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK 4.1.26 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Lic. # : KW -06004202 File = S:12016116-154-01 1233 Andover Park ElEngineer\Calcslsndover pari foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 9,10,11_EW Shaking Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd inA2 Gvm.As inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +0.7284D+E+0.90H O X -X, +0.72840+E+0.90H X -X, +0.7284D -E+0.9011 O X -X, +0.7284D-E+0.90H Z -Z, +1.40D+1.60H O Z -Z, +1.400+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H O Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+1.60L+0.50S+1.60 H O Z -Z, +1.200+1.60L+0.505+1.6011 Z -Z, +1.200+1.60Lr+0.50L+1.60H O Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50W+1.60H O Z -Z, +1.200+1.60Lr+0.50W+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H O Z -Z, +1.200+0.50L+1.60S+1.60H Z -Z, +1.20D+1.60S+0.50W+1.6011 O Z -Z, +1.200+1.60S+0.50W+1.6011 Z -Z, +1.200+0.50Lr+0.50L+W+1.60H O Z -Z. +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H O Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.372D+0.50L+0.20S+E+1.60H O Z -Z, +1.372D+0.50L+0.20S+E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H O Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +0.900+W+0.90H O Z -Z, +0.900+W+0.90H Z -Z, +0.7284D+E+0.90H O Z -Z, +0.72840+E+0.90H Z -Z, +0.72840-E+0.90H O Z -Z, +0.7284D-E+0.90H One Way Shear O Load Combination... 7.282 +Z Bottom 0.6593 -Z Bottom 0.9356 +Z Bottom 3.498 -Z Bottom 2.774 -X Bottom 1.627 +X Bottom 2.785 -X Bottom 1.325 +X Bottom 2.377 -X Bottom 1.394 +X Bottom 3.682 -X Bottom 1.172 +X Bottom 3.682 -X Bottom 1.172 +X Bottom 2.377 -X Bottom 1.394 +X Bottom 2.377 -X Bottom 1.394 +X Bottom 2.785 -X Bottom 1.325 +X Bottom 2.377 -X Bottom 1.394 +X Bottom 1.307 -X Bottom 3.545 +X Bottom 4.128 -X Bottom 0.3577 +X Top 1.783 -X Bottom 1.046 +X Bottom 0.03282 -X Bottom 2.798 +X Bottom 2.853 -X Bottom 1.105 +X Top 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp Min Temp % Min Temp % Min Temp% Min Temp% Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.3911 0.3911 0.3911 0.3911 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 55.870 OK 55.870 OK 55.870 OK 55.870 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 64.771 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 62.791 OK 64.771 OK O +1.40D+1.60H +1.200+0.50Lr+1.60L+1.60H O +1.200+1.60L+0.50S+1.6011 +1.200+1.60Lr+0.50L+1.6011 O +1.20D+1.60Lr+0.50W+1.60H O +1.200+0.50L+1.60S+1.6011 +1.200+1.60S+0.50W+1.6011 O +1.200+0.50Lr+0.50L+W+1.60H +1.20 D+0.50 L+0.50 S+W+1.60 H O +1.372D+0.50L+0.20S+E+1.60H +1.3720+0.50L+0.20S-E+1.60H O +0.900+W+0.90H +0.7284D+E+0.90H O +0.7284D-E+0.90H Two -Way "Punching"'Shear O Load Combination... Vu @ -X Vu @ +X 0.80 psi 0.60 psi 0.81 psi 0.47 psi 0.68 psi 0.51 psi 1.07 psi 0.39 psi 1.07 psi 0.39 psi 0.68 psi 0.51 psi 0.68 psi 0.51 psi 0.81 Psi 0.47 psi 0.68 DSi 0.51 psi 0.35 psi 1.42 psi 1.22 psi 0.26 psi 0.51 psi 0.38 psi 0.02 psi 1.15 psi 0.85 psi 0.53 psi Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 1.87 psi 3.59 psi 3.59 psi 100.62 DSi ' 0.04 0.00 1.67 psi 3.62 psi 3.62 psi 100.62 psi 0.04 0.00 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 0.00 1.82 psi 4.80 psi 4.80 psi 100.62 psi 0.05 0.00 1.82 psi 4.80 psi 4.80 psi 100.62 psi 0.05 0.00 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 0.00 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 0.00 1.67 psi 3.62 psi 3.62 psi 100.62 psi 0.04 0.00 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 0.00 1.12 psi 5.00 psi 5.00 psi 100.62 psi 0.05 0.00 2.54 psi 2.04 psi 2.54 psi 100.62 psi 0.03 0.00 1.20 psi 2.31 psi 2.31 psi 100.62 psi 0.02 0.00 0.26 psi 3.35 psi 3.35 psi 100.62 psi 0.03 0.00 1.68 psi 0.39 psi 1.68 psi 100.62 psi 0.02 0.00 All units k +1.4013+1.60H +1.200+0.50Lr+1.60L+1.60H +1.200+1.60L+0.50S+1.6011 +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.6011 +1.200+0.50 Lr+0.50L+W+1.60H +1.20D+0.50 L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H Vu Phi*Vn Vu / Phi*Vn Status 4.12 psi 201.25psi 0.02045 OK 3.92 psi 201.25psi 0.01949 OK 3.53 psi 201.25psi 0.01753 OK 4.79 psi 201.25psi 0.02381 OK 4.79 psi 201.25psi 0.02381 OK 3.53 psi 201.25psi 0:01753 OK 3.53 psi 201.25psi 0.01753 OK 3.92 psi 201.25psi 0.01949 OK 3.53 psi 201.25psi 0.01753 OK 4.20 psi 201.25 psi 0.02085 OK 4.1.27 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed7 JUL 20,7. 225P Lic. # : KW -06004202 Description : Shear Wall Footing_SW 9,10,11_EW Shaking Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 3.88 psi 2.65 psi 2.35 psi 1.99 psi Phi*Vn 201.25 psi 201.25 psi 201.25psi 201.25 psi Vu / Phi*Vn 0.01926 0.01315 0.01169 0.009868 M units k Status OK OK OK OK 4.1.28 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: 1233 Andover Park E POP Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing Fle = S:12016116-154-01 1233 Andover Park ElEngineerlCalcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 9,10,11_NS Shaking Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density N Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi = 3,823.68 ksi 150.0 pcf = 0.90 = 0.750 0.00090 1.0:1 = 1.0:1 Yes Yes No No Dimensions 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf = No 250.0 pcf = 0.40 = 2.0 ft ksf = ft ksf = ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : Prll to X -X Axis = ez : P111 to Z -Z Axis = Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 18.0 ft 18.0 ft 36.0 in -3.867 in -15.998 in 128.0 in 76.0 in in 4.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone 18.0 # 6 16.0 # 6 n/a n/a n/a Applied Loads 1 X -- coo ' 18-#6 Bars _�• 16 -ft 6 Bars X -X Section Looking to +Z c s Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s W E H 80.605 20.438 68.920 64.490 -91.16 -85.30 482.780 — 75.030 2.985 20.80 k ksf k-ft k-ft k k 4.1.29 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Shear Wall Footing_SW 9,10,11_NS Shaking DESIGN SUMMARY Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File =5:12016116-154-01 1233 Andover Park ElEngineer%Calcslandover park toundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Goveming Load Combination Q PASS PASS O PASS O PASS PASS Q PASS PASS 0 PASS © PASS PASS Q PASS © PASS PASS Q PASS PASS O Detailed Results 0.9733 2.738 12.405 30.312 4.350 n/a 0.03470 0.05865 0.3278 0.1547 0.008311 0.01064 0.08398 0.04169 0.02381 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching 0.9733 ksf 422.978 k -ft 176.460 k -ft 2.090 k 14.560 k 0.0 k 2.179 k-ft/ft 3.682 k-ft/ft 18.314 k-ft/ft 8.645 k-ft/ft 0.8363 psi 1.071 psi 8.450 psi 4.195 psi 4.792 psi 1.0 ksf 1,158.11 k -ft 2,189.03 k -ft 63.337 k 63.337 k 0.0 k 62.791 k-ftlft 62.791 k-ft/ft 55.870 k-ft/ft 55.870 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.60D+0.70E+0.60H +D+Lr+H +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Uplift +1.372D+0.50L+0.20S+E+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.372 D+0.50L+0.20S+E+1.60H +1.372 D+0.50L+0.20S-E+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.372D+0.50L+0.20S+E+1.60 H +1.372D+0.50L+0.20S-E+1.60H +1.20D+1.60Lr+0.50L+1.60H O Soil Bearing O Rotation Axis & Load Combination... Gross Allowable Xecc Zecc (in) © Overturning Stability Actual Soil Bearing Stress @ Location Bottom Left Top Left Top Right Bottom Right Actual / Allow Ratio O Rotation Axis & Load Combination... Overturning Moment Resisting Moment Footing Has NO Overturning O Sliding Stability 1 Stability Ratio Status All units k O Force Application Axis Load Combination... Sliding Force Resisting Force O Footing Has NO Sliding O FroTtliig Flexure Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Q k -ft Surface inA2 inA2 inA2 Phi*Mn k -ft Status Q X -X, +1.40D+1.60H 7.897 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.40D+1.60H 3.995 Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +1.20D+0.50Lr+1.60L+1.60H 7.940 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 3.582 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +1.20D+1.60L+0.50S+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X. +1.200+1.60L+0.50S+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +1.20D+1.60Lr+0.50L+1.60H 10.517 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 3.929 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK O X -X, +1.20D+1.60Lr+0.50W+1.60H 10.517 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 3.929 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK O X -X, +1.20D+0.50L+1.60S+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50L+1.60S+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +1.20D+1.60S+0.50W+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+1.60S+0.50W+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK O X -X, +1.20D+0.50Lr+0.50L+W+1.60H 7.940 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 3.582 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +1.20D+0.50L+0.50S+W+1.60H 6.769 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 3.424 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK O X -X, +1.372D+0.50L+0.20S+E+1.60H 18.314 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +1.372D+0.50L+0.205+E+1.60H 0.8168 -Z Top 0.3888 Min Temp % 0.3911 57.630 OK Q X -X, +1.372D+0.50L+0.20S-E+1.60H 2.840 +Z Top 0.3888 Min Temp % 0.3911 57.630 OK X -X, +1.372D+0.50L+0.20S E+1.60H 8.645 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK Q X -X, +0.90D+W+0.90H 5.077 +Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK X -X, +0.90D+W+0.90H 2.568 -Z Bottom 0.3888 Min Temp % 0.3911 55.870 OK 0 O 4.1.30 0 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing File = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Footing Flexure Shear Wall Footing Flexure Axis & Load Combination _SW 9,10,11_NS Shaking Mu Side k -ft Tension Surface As Req'd inA2 Gvm. As Actual As inA2 inA2 Phi*Mn k -ft Status X -X, +0.72840+E+0.90H X -X, +0.72840+E+0.90H X -X, +0.7284D-E+0.90H X -X, +0.7284D-E+0.90H Z -Z, +1.400+1.60H Z -Z, +1.40D+1.60H Z -Z. +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H Z -Z, +1.20D+1.60S+0.50W+1.60H Z -Z, +1.200+1.60S+0.50W+1.6011 Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z -Z, +1.3720+0.50L+0.20S+E+1.60H Z -Z. +1.3720+0.50L+0.20S+E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +1.372D+0.50L+0.20S-E+1.60H Z -Z, +0.90D+W+0.90H Z -Z, +0.90D+W+0.90H Z -Z, +0.72840+E+0.90H Z -Z, +0.72840+E+0.90H Z -Z, +0.7284D-E+0.90H Z -Z +0.7284D-E+0.90H One Way Shear Load Combination... +1.400+1.60H +1.20 D+0.50 Lr+1.60L+1.60H +1.200+1.60 L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.60H +1.200+1.60S+0.50W+1.60H +1.20 D+0.50Lr+0.50 L+W+1.60 H +1.200+0.50L+0.50S+W+1.60H +1.372 D+0.50L+0.20S+E+1.60H +1.372 D+0.50L+0.20S-E+1.60 H +0.900+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Two -Way 'Mulching" 14.694 2.642 6.314 6.862 2.774 1.627 2.785 1.325 2.377 1.394 3.682 1.172 3.682 1.172 2.377 1.394 2.377 1.394 2.785 1.325 2.377 1.394 2.294 2.179 3.140 1.008 1.783 1.046 1.020 1.432 1.866 0.2609 Vu @ -X 0.80 Psi 0.81 psi 0.68 psi 1.07 psi 1.07 psi 0.68 psi 0.68 psi 0.81 psi 0.68 psi 0.65 Psi 0.91 1Si 0.51 psi 0.29 psi 0.55 Psi +Z -Z +Z -Z -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 Top Top 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 Bottom 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.3911 0.3911 0.3911 0.3911 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 55.870 57.630 57.630 55.870 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 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 OK OK OK OK Vu @ +X 0.60 psi 0.47 psi 0.51 psi 0.39 psi 0.39 psi 0.51 psi 0.51 psi 0.47 psi 0.51 psi 0.84 psi 0.33 psi 0.38 psi 0.56 psi 0.06 psi Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 1.87 psi 3.59 psi 3.59 psi 100.62 psi 0.04 1.67 psi 3.62 psi 3.62 psi 100.62 psi 0.04 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 1.82 psi 4.80 psi 4.80 psi 100.62 psi 0.05 1.82 psi 4.80 psi 4.80 psi 100.62 psi 0.05 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 1.67 psi 3.62 psi 3.62 psi 100.62 psi 0.04 1.60 psi 3.08 psi 3.08 psi 100.62 psi 0.03 0.54 psi 8.45 psi 8.45 psi 100.62 psi 0.08 4.20 psi 1.41 psi 4.20 psi 100.62 psi 0.04 1.20 psi 2.31 psi 2.31 psi 100.62 psi 0.02 1.39 psi 6.80 psi 6.80 psi 100.62 psi 0.07 3.37 psi 3.02 psi 3.37 psi 100.62 psi 0.03 All units k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.60H +1.200+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.200+1.60S+0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H Vu 4.12 psi 3.92 psi 3.53 psi 4.79 psi 4.79 psi 3.53 psi 3.53 psi 3.92 psi 3.53 psi 4.55 psi Phi*Vn 201.25psi 201.25 psi 201.25 psi 201.25 psi 201.25psi 201.25psi 201.25psi 201.25psi 201.25psi 201.25psi Vu / Phi*Vn 0.02045 0.01949 0.01753 0.02381 0.02381 0.01753 0.01753 0.01949 0.01753 0.02261 4.1.31 Status OK OK OK OK OK OK OK OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 'General Footn Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Shear Wall Footing_SW 9,10,11_NS Shaking Two -Way "Punching" Shear Project ID: 16-154-01 Printed: 7 JUL 2017. 2:25PM ile \2016116=15461'1233Andove chic:QEngineerlCalcsgilo eer kfoundaUons.ec6.' �fNERCALC, INC 19832017,; otld.10:17.6.29,Ar.10.17.6.29 Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 3.85 psi 2.65 psi 2.66 psi 2.01 psi Phi*Vn 201.25 psi 201.25 psi 201.25 psi 201.25 psi Vu 1 Phi*Vn 0.01913 0.01315 0.01323 0.009973 All units k Status OK OK OK OK 4.1.32 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Lic. # : KW -06004202 Description : Shear Wall Footing_SW 12,13,14_EW Shaking I_ Code References J Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park E1Engineer\Calcs1andover park foundations.ec6' ENERCALC, MC. 1983-2017, Build:10.17.6.29, Ver..10.17:6.29 Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density rP Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi = 60.0 ksi 3,823.68 ksi 150.0 pcf 0.90 = 0.750 _ Dimensions 0.00090 1.0 : 1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below when max. length or width is greater than 1 ksf = No 250.0 pcf = 0.40 = 2.0 ft = ksf ft ksf = ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X -X Axis = ez : Pdl to Z -Z Axis Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing 20.0 ft 20.0 ft 36.0 in 27.632 in 14.923 in 124.0 in 128.0 in in 4.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads - 20.0 # 6 20.0 # 6 n/a n/a n/a z 20'.-0" 20 - # 6 Bars X -X Section Looking to +Z z • zo -assars Z -Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L E H 82.36 18.50 k ksf 76.010 369.560 13.690 2.820 k -ft k -ft k k 4.1.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM file == S•12016116-154-01 1233 Andovei Park ElErigineerlCalcslandoverpark fe indat ons.ec6 .; i� r r,. " ..,: `'iENERCALC;JNC:,1983-2017, Buifd:10.17.6.29 Vec10.176:29 Description : Shear Wall Footing_SW 12,13,14_EW Shaking DESIGI SUMMARY Min. Ratio Item Applied Capacity Design OK Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.8734 27.662 5.081 7.614 36.964 n/a 0.03778 0.1493 0.04026 0.06916 n/a 0.04159 0.007687 0.02134 0.01720 C Detailed Results Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching 0.8734 ksf 59.129 k -ft 287.441 k -ft 9.583 k 1.974 k 0.0 k 2.372 k-ft/ft 9.377 k-ft/ft 2.528 k-ft/ft 4.342 k-ft/ft 0.0 psi 4.185 psi 0.7734 psi 2.148 psi 3.462 psi 1.0 ksf 1,635.61 k -ft 1,460.37 k -ft 72.966 k 72.966 k 0.0 k 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 62.791 k-ft/ft 100.623 psi 100.623 psi 100.623 psi 100.623 psi 201.246 psi +D+Lr+H about Z -Z axis +0.60D+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H +0.600+0.70E+0.60H No Uplift +1.372D+0.50L+0.20S+E+1.60H +1.3720+0.50L+0.20S-E+1.60H +1.3720+0.50L+0.20S+E+1.60H +1.3720+0.50L+0.20S-E+1.60H n/a +1.372D+0.50L+0.20S-E+1.60H +1.3720+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +1.200+1.60Lr+0.50L+1.60H Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom Left Top Left Top Right Bottom Right Actual / Allow Ratio Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Overturning Moment Resisting Moment Stability Ratio Status Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure 1 Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +1.400+1.60H X -X, +1.400+1.60H X -X, +1.200+0.50Lr+1.60L+1.60H X -X, +1.200+0.50Lr+1.60L+1.60H X -X, +1.20D+1.60L+0.50S+1.60H X -X, +1.200+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+1.605+0.50W+1.60H X -X, +1.200+1.60S+0.50W+1.60H X -X. +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.200+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.3720+0.50L+0.20S+E+1.60H X -X, +1.3720+0.50L+0.20S+E+1.60H X -X, +1.3720+0.50L+0.20S-E+1.60H X -X, +1.3720+0.50L+0.20S-E+1.60H X -X, +0.90D+W+0.90H X -X. +0.90D+W+0.90H 2.245 3.526 2.105 3.305 1.924 3.022 2.501 3.927 2.501 3.927 1.924 3.022 1.924 3.022 2.105 3.305 1.924 3.022 2.528 2.566 1.871 4.342 1.443 2.267 +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 0.440 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 62.791 4.1.34 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0000000000000000000000000000000000000000000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM General Footing File = S:12016116-154-01 1233 Andover Park ENERCALC, ElEngineer\Calcslandover park foundations.ec6 C. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Lic. # : KW -06004202 Licensee : LUND OPSAHL LLC Description : Shear Wall Footing_SW 12,13,14_EW Shaking Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +0.7284D+E+0.90H 1.497 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.7284D+E+0.90H 0.9465 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.7284D-E+0.90H 0.8397 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.7284D-E+0.90H 2.723 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.400+1.60H 3.475 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.400+1.60H 1.502 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50Lr+1.60L+1.60H 3.257 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50Lr+1.60L+1.60H 1.408 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+1.60L+0.50S+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+1.60L+0.505+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+1.60Lr+0.50L+1.60H 3.870 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.673 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 3.870 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+1.60Lr+0.50W+1.60H 1.673 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50L+1.60S+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50L+1.605+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+1.605+0.50W+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.20D+1.605+0.50W+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 3.257 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 1.408 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50L+0.50S+W+1.60H 2.978 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.200+0.50L+0.50S+W+1.60H 1.288 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.3720+0.50L+0.205+E+1.60H 2.569 -X Top 0.3888 Min Temp % 0.440 64.771 OK Z -Z, +1.3720+0.50L+0.20S+E+1.60H 2.372 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.3720+0.50L+0.20S-E+1.60H 9.377 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +1.3720+0.50L+0.20S-E+1.60H 0.5718 +X Bottom 0.3888. Min Temp % 0.440 62.791 OK Z -Z, +0.900+W+0.90H 2.234 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.900+W+0.90H 0.9658 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.72840+E+0.90H 4.166 -X Top 0.3888 Min Temp % 0.440 64.771 OK Z -Z, +0.7284D+E+0.90H 1.682 +X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.72840-E+0.90H 7.781 -X Bottom 0.3888 Min Temp % 0.440 62.791 OK Z -Z, +0.72840-E+0.90H 0.1185 +X Top 0.3888 Min Temp % 0.440 64.771 OK One Way Shear _ il Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.60H +1.200+1.60 L+0.50 S+1.60 H +1.20 D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.60H +1.200+1.605+0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.200+0.50L+0.50S+W+1.60H +1.372D+0.50L+0.20S+E+1.60H +1.372D+0.50L+0.20S-E+1.60H +0.900+W+0.90H +0.7284D+E+0.90H +0.72840-E+0.90H Two -Way "Punching" Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 1.49 Psi 0.00 psi 1.72 psi 0.68 psi 1.72 psi 100.62 psi 0.02 0.00 1.40 psi 0.00 psi 1.62 osi 0.64 pSi 1.62 psi 100.62 psi 0.02 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.66 psi 0.00 psi 1.92 psi 0.76 psi 1.92 psi 100.62 psi 0.02 0.00 1.66 psi 0.00 psi 1.92 psi 0.76 psi 1.92 psi 100.62 psi 0.02 0.00 1.28 Psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.40 psi 0.00 psi 1.62 psi 0.64 psi 1.62 psi 100.62 psi 0.02 0.00 1.28 psi 0.00 psi 1.48 psi 0.58 psi 1.48 psi 100.62 psi 0.01 0.00 1.26 psi 0.00 psi 1.23 psi 0.77 psi 1.26 psi 100.62 psi 0.01 0.00 4.19 psi 0.00 psi 2.15 psi 0.56 psi 4.19 psi 100.62 psi 0.04 0.00 0.96 Psi 0.00 psi 1.11 psi 0.44 psi 1.11 psi 100.62 psi 0.01 0.00 1.95 Psi 0.00 psi 0.44 psi 0.46 psi 1.95 psi 100.62 psi 0.02 0.00 3.50 psi 0.00 psi 1.36 psi 0.25 psi 3.50 psi 100.62 psi 0.03 0.00 All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D+1.60H 3.11 psi 201.25psi 0.01544 OK +1.20D+0.50Lr+1.60L+1.60H 2.91 psi 201.25psi 0.01448 OK +1.200+1.60L+0.50S+1.60H 2.66 psi 201.25 psi 0.01324 OK +1.200+1.60Lr+0.50L+1.60H 3.46 psi 201.25osi 0.0172 OK +1.200+1.60Lr+0.50W+1.60H 3.46 psi 201.25psi 0.0172 OK +1.200+0.50L+1.605+1.60H 2.66 psi 201.25psi 0.01324 OK +1.200+1.605+0.50W+1.60H 2.66 psi 201.25psi 0.01324 OK +1.200+0.50Lr+0.50L+W+1.60H 2.91 psi 201.25psi 0.01448 OK +1.200+0.50L+0.50S+W+1.60H 2.66 psi 201.25psi 0.01324 OK +1.3720+0.50L+0.20S+E+1.60H 2.97 psi 201.25psi 0.01477 OK 4.1.35 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design Shear Wall Footing_SW 12,13,14_EW Shaking Two -Way "Punching" Shear Project ID: 16-154-01 Printed: 7 JUL 2017, 225PM File = S:12016116-154-01 1233 Andover Park E\EngineerlCalcslandover park foundations.ec6 ENERCALC, 4C:1983-2017, Buihri10.17.6,29, Vec10.17.6.29 Licensee : LUND OPSAHL LLC Load Combination... +1.372D+0.50L+0.20S-E+1.60H +0.90D+W+0.90H +0.7284D+E+0.90H +0.7284D-E+0.90H Vu 3.29 psi 2.00 psi 1.55 psi 1.91 psi Phi*Vn 201.25 psi 201.25 psi 201.25psi 201.25 psi Vu 1 Phi*Vn 0.01637 0.009928 0.007675 0.009513 All units k Status OK OK OK OK 4.1.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06004202 Description : Project Title: Engineer: Project Descr. 1233 Andover Park E POP Footing Design Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM File = S:12016116-154-01 1233 Andover Park ElEngineertCalcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver..10.17.6.29 Shear Wall Footing_SW 12,13,14_NS Shaking Licensee : LUND OPSAHL LLC Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density N Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 4.50 ksi 60.0 ksi 3,823.68 ksi = 150.0 pcf = 0.90 = 0.750 = 0.00090 1.0:1 1.0:1 Yes Yes No No 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 Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below, Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.0 ksf No = 250.0 pcf 0.40 = 2.0 ft ksf = ft = ksf = ft Dimensions Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Load location offset from footing center... ex : Prll to X -X Axis ez : PrII to Z -Z Axis = Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 20.0 ft 20.0 ft 36.0 in 27.632 in 14.923 in x 124.0 in 128.0 in in 4.0 in [ Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size O Bandwidth Distribution Check (ACI 15.4.4.2) O Direction Requiring Closer Separation # Bars required within zone O # Bars required on each side of zone 20.0 # 6 20.0 # 6 6 Bars o Kiri - - -- -- -- X -X Section Looking to +Z n/a n/a n/a O Appfiec Loads O P : Column Load O OB : Overburden M-xx O M-zz V -x O V -z 0 ti + ' 20-#6Bars Z -Z Section Looking to +X D Lr L s W E H 82.360 18.50 253.40 110.868 k ksf k -ft k -ft 4.107 9.40 k k O 4.1.37 0 0 0 0 0 0 0 0 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 1233 Andover Park E Engineer: POP Project Descr: Footing Design General Footing Lic. # : KW -06004202 Description Shear Wall Footing_SW 12,13,14_NS Shaking DESIGN SUMMARY Project ID: 16-154-01 Printed: 7 JUL 2017, 2:25PM Fle = S:12016116-154-01 1233 Andover Park E\Engineer\Calcslandover park foundations.ec6 ENERCALC, INC. 1983-2017, Build:10.17.6.29, Ver.10.17.6.29 Licensee : LUND OPSAHL LLC Design OK Min. Ratio Item Applied Capacity Governing Load Combination 0 PASS 0.8734 Soil Bearing PASS 8.298 Overtuming - X -X O PASS 16.935 Overtuming - Z -Z O PASS 25.381 Sliding - X -X PASS 11.089 Sliding - Z -Z O PASS n/a Uplift O PASS 0.02774 Z Flexure (+X) PASS 0.08275 Z Flexure (-X) O PASS 0.05247 X Flexure (+Z) PASS 0.1022 X Flexure (-Z) O PASS n/a 1 -way Shear (+X) O PASS 0.02265 1 -way Shear (-X) PASS 0.01015 1 -way Shear (+Z) O PASS 0.03197 1 -way Shear (-Z) PASS 0.01720 2 -way Punching O Detailed Results 1 0.8734 ksf 197.120 k -ft 86.232 k -ft 2.875 k 6.580 k 0.0 k 1.742 k-ft/ft 5.196 k-ft/ft 3.295 k-ft/ft 6.415 k-ft/ft 0.0 psi 2.279 psi 1.022 psi 3.217 psi 3.462 psi 1.0 ksf +D+Lr+H about Z -Z axis 1,635.61 k -ft +0.60D+0.70E+0.60H 1,460.37 k -ft +0.60D+0.70E+0.60H 72.966 k +0.600+0.70E+0.60H 72.966 k +0.600+0.70E+0.60H 0.0 k No Uplift 62.791 k-ft/ft +1.372D+0.50L+0.20S+E+1.60H 62.791 k-ftlft +1.372D+0.50L+0.20S-E+1.60H 62.791 k-ft/ft +1.372D+0.50L+0.205+E+1.60H 62.791 k-ft/ft +1.372D+0.50L+0.20S-E+1.60H 100.623 psi n/a 100.623 psi +1.372D+0.50L+0.20S-E+1.60H 100.623 psi +1.372D+0.50L+0.20S+E+1.60H 100.623 psi +1.372D+0.50L+0.20S-E+1.60H 201.246 psi +1.20D+1.60Lr+0.50L+1.60H 0 Soil Bearing 0 Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual,/ Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio O Overturning Stability O Rotation Axis & ^ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status 0 Footing Has NO Overtuming O ` Sliding Stability 1 All units k O Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status O Footing Has NO Sliding OFooting Flexure A Mu Side Tension As Req'd Gvm. As Actual As Phi'Mn O Flexure Axis & Load Combination k -ft Surface in^2 in^2 in"2 k -ft Status O X -X, +1.40D+1.60H 2.245 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.40D+1.60H 3.526 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X. +1.20D+0.50Lr+1.60L+1.60H 2.105 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 3.305 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.924 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60L+0.50S+1.60H 3.022 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +1.20D+1.60Lr+0.50L+1.60H 2.501 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 3.927 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +1.20D+1.60Lr+0.50W+1.60H 2.501 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X X, +1.20D+1.60Lr+0.50W+1.60H 3.927 Z Bottom 0.3888 Min Temp % 0.440 62.791 OK 0 X -X, +1.20D+0.50L+1.60S+1.60H 1.924 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+0.50L+1.60S+1.60H 3.022 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK © X X, +1.20D+1.60S+0.50W+1.60H 1.924 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+1.60S+0.50W+1.60H 3.022 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X. +1.20D+0.50Lr+0.50L+W+1.60H 2.105 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X X, +1.20D+0.5OLr+0.50L+W+1.60H 3.305 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +1.20D+0.50L+0.50S+W+1.60H 1.924 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 3.022 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +1.372D+0.50L+0.20S+E+1.60H 3.295 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X X, +1.372D+0.50L+0.20S+E+1.60H 0.4940 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X X, +1.3720+0.50L+0.20S-E+1.60H 1.105 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +1.372D+0.50L+0.20S-E+1.60H 6.415 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK O X -X, +0.90D+W+0.90H 1.443 +Z Bottom 0.3888 Min Temp % 0.440 62.791 OK X -X, +0.90D+W+0.90H 2.267 -Z Bottom 0.3888 Min Temp % 0.440 62.791 OK 0 O 4.1.38 -0 Reid iddleton July 11, 2018 File No. 26201' 7.005.00220 Mr. Jerry Hight, BuildingOfficial City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila; WA 98188 Subject: Building Permit Plan Review — Final Submittal Lantern Landing — Deferred Submittal #1 — Canopy Dear Mr. Hight: CIVIL ENGINEERING •STRUCTURAL ENGINEERING PLANNING' .• SURVEYING RECEIVED CITY QF TUKCWILA JUL 122018 PERMIT CENTER Design (D17-0193) We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. This is a deferred submittal of the original project submittal (Permit # D17-0193) for this project. Our work consisted of the review of the canopy design deferred design submittal dated June 4, 2018. Initial review comments were sent to the applicant as requested. Revised drawings and supplementary structural calculations were sent in response to the initial review comments. Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. The permit applicant has responded successfully to our comments. 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 additionalclarification, please contact us. -� Sincerely, Reid Middleton, Inc. abina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer; Enclosures: cc: Bryant Bronson, Jaskson Main Architecture (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by email) ehw\o:\plan review\tukwila\ 17\tk 17_002r20.docx\sss EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com i 'Sabina Surana From: Sent: To: Subject: Bryant Bronson <Bryant.Bronson@jacksonmain.com> Tuesday, June 26, 2018 2:40 PM Sabina Surana RE: Lantern Landing Tukwila - Canopy Design Review Comments Thank you, Sabina, I will relay to our structural engineer. Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Sabina Surana <ssurana@reidmiddleton.com> Sent: Tuesday, June 26, 2018 2:28 PM To: Bryant Bronson <Bryant.Bronson@jacksonmain.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Review Comments Brent, I reviewed the canopy design for compliance with the structural provisions of 2015 International Building Code (IBC 2015) and have following comments: 1. "FNDN PLAN" appears to indicate a spread footing is provided for HSS6x6x1/2 post at Grid 5.8/G.8 at South Canopy. However, the footings for HSS6x6 posts for other end of South Canopy near Grid 5.1, and HSS6x6 posts at North and Central canopy are not provided. Clarification should be provided that the footings are not required at those locations. Structural calculations substantiating the design of footings should be provided for review. 2. Structural calculations for "Middle Canopy column (at intermittent location)" appears to indicate that the lateral loading from canopy is transferred from wide flange beam to bottom chord of steel joist with L5x5x1/2. However, structural calculations for the load carrying capacity joist bottom chord, and the connection details for L5x5 to steel beam and joist bottom chord do not appear to be provided. Structural calculations and details for the connections should be provided for review. 3. Canopy sketch packet appears to be missing information pertaining to member sizes and weld sizes on sketches ELEV-D, and ELEV-E. The sketches should be revised to provide adequate connection details. Calculations substantiating the design of joist substitute on sketch ELEV-D and kicker brace to joist to chord should be provided. 4. Structural calculations for the -canopy support at HSS column and lateral b; acing detail shown on sketch S -SK -16' , should be provided for review. V Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners I Surveyors 728 134th Street SW I Suite 200 I Everett, WA 98204 Office: 425-741-3800 I Fax: 425-741-3900 From: Bryant Bronson [mailto:Bryant.Bronson@iacksonmain.com] Sent: Monday, June 25, 2018 4:07 PM To: Sabina Surana <ssurana@reidmiddleton.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Package and Calculations Thank you, Sabina. Is it possible for you to email any comments to me directly at the same time they are routed back to the city? If you can, it would help us to address them more quickly and I could use the extra time to keep things on schedule at the site. Thanks again! Bryant Bronson pril Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Sabina Surana <ssurana@reidmiddleton.com> Sent: Monday, June 25, 2018 1:50 PM To: Bryant Bronson<Bryant.Bronson@iacksonmain.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Package and Calculations Bryant, We received the submittal documents last week and working on the review. We will send our review comments back to city this week. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners I Surveyors 728 134th Street SW I Suite 200 1 Everett, WA 98204 Office: 425-741-3800 I Fax: 425-741-3900 From: Bryant Bronson [mailto:Bryant.Bronson@iacksonmain.com] Sent: Monday, June 25, 2018 1:24 PM To: Sabina Surana <ssurana@reidmiddleton.com> Subject: Lantern Landing Tukwila - Canopy Design Package and Calculations 2 .good afternoon, Sabina, 0 VRE: Lantern Landing -1233 Andover Park East, Tukwila, 98188. I submitted a canopy design package with structural calculations to the city of Tukwila a couple of weeks ago for Lantern Landing. I wanted to confirm that you have received this package and see if you can let me know the anticipated review time. If you have any questions please feel free to email or give me a call. Thank you for your help! Bryant Bronson Architect JACKSON I MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com 3 Sabina Surana From: Sent: To: Subject: Bryant Bronson <Bryant.Bronson@jacksonmain.com> Tuesday, June 26, 2018 2:40 PM Sabina Surana RE: Lantern Landing Tukwila - Canopy Design Review Comments Thank you, Sabina, I will relay to our structural engineer. Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com From: Sabina Surana <ssurana@reidmiddleton.com> Sent: Tuesday, June 26, 2018 2:28 PM To: Bryant Bronson <Bryant.Bronson@jacksonmain.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Review Comments Brent, I reviewed the canopy design for compliance with the structural provisions of 2015 International Building Code (IBC 2015) and have following comments: 1. "FNDN PLAN" appears to indicate a spread footing is provided for HSS6x6x1/2 post at Grid 5.8/G.8 at South Canopy. However, the footings for HSS6x6 posts for other end of South Canopy near Grid 5.1, and HSS6x6 posts at North and Central canopy are not provided. Clarification should be provided that the footings are not required at those locations. Structural calculations substantiating the design of footings should be provided for review. 2. Structural calculations for "Middle Canopy column (at intermittent location)" appears to indicate that the lateral loading from canopy is transferred from wide flange beam to bottom chord of steel joist with L5x5x1/2. However, structural calculations for the load carrying capacity joist bottom chord, and the connection details for L5x5 to steel beam and joist bottom chord do not appear to be provided. Structural calculations and details for the connections should be provided for review. 3. Canopy sketch packet appears to be missing information pertaining to member sizes and weld sizes on sketches ELEV-D, and ELEV-E. The sketches should be revised to provide adequate connection details. Calculations substantiating the design of joist substitute on sketch ELEV-D and kicker brace to joist to chord should be provided. 1 4. Structural calculations for the -canopy support at HSS column and lateralt„acing detail shown on sketch S -SK -16 should be provided for review. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners 'Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 From: Bryant Bronson [mailto:Bryant.Bronson@jacksonmain.com] Sent: Monday, June 25, 2018 4:07 PM To: Sabina Surana <ssurana@reidmiddleton.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Package and Calculations Thank you, Sabina. Is it possible for you to email any comments to me directly at the same time they are routed back to the city? If you can, it would help us to address them more quickly and I could use the extra time to keep things on schedule at the site. Thanks again! GA Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P . www.jacksonmain.com From: Sabina Surana <ssurana@reidmiddleton.com> Sent: Monday, June 25, 2018 1:50 PM To: Bryant Bronson<Bryant.Bronson@jacksonmain.com> Subject: RE: Lantern Landing Tukwila - Canopy Design Package and Calculations Bryant, We received the submittal documents last week and working on the review. We will send our review comments back to city this week. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers 1 Planners 'Surveyors 728 134th Street SW 1 Suite 200 1 Everett, WA 98204 Office: 425-741-3800 1 Fax: 425-741-3900 From: Bryant Bronson [mailto:Bryant.Bronson@jacksonmain.com] Sent: Monday, June 25, 2018 1:24 PM To: Sabina Surana <ssurana@reidmiddleton.com> Subject: Lantern Landing Tukwila - Canopy Design Package and Calculations 2 0 0 r) Good afternoon, Sabina, RE: Lantern Landing -1233 Andover Park East, Tukwila, 98188. I submitted a canopy design package with structural calculations to the city of Tukwila a couple of weeks ago for Lantern Landing. I wanted to confirm that you have received this package and see if you can let me !know the anticipated review time. If you have any questions please feel free to email or give me a call. Thank you for your help! Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com Q City of Tukwila c Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 18, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0193 Deferred Submittal #1 — 1233 Andover Park East Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Rachelle Riple\ek y Permit Technician encl File: D17-0193 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton March 14, 2018 File No. 262017.005.00210 Mr. Jerry Hight, Building Official . City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Lantern Landing — Foundation Revision #1 (D17-0193) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING -- PLANNING • SURVEYING RECEIVED CITY OF TUKWILA MAR 16 2018 PERMIT CENTER We reviewed the proposed project for compliancewith the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. In our review, we considered the foundation design revision of the concrete masonry unit (CMU) walls at the northeast corner (Grids A and 0.7). The revision submittal included revised Sheets S2.00, and S2.00a, dated March 2, 2018, and structural calculations for revised foundation, dated March 5, 2018. We have no comments necessitating a response from the permit applicant. 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 reviewis 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. 12--z(9125% Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Bryant Bronson, Jaskson Main Architecture (by e-mail) Shawn Roberge, Lund Opsahl (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by email) Ehw\o:\plan review\tukwila\17\tk17_002r10.docx\sss EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com mg JACKSON"I MAIN NW/ ARCHITECTURE October 23, 2017 ATTN: Jaimie Reavis Senior PlannerlCity of Tukwila 6300 Southcenter Blvd, Suite 1001Tukwila, WA 98188 RE: Lantern Landing DEVELOPMENT Permit Application Number 017-0193 Jaimie, CORRECTION LTR# � This letter is submitted along with additional drawing information for the Lantern Landing project at 1233 Andover Park East, Tukwila. This is a response to Correction Letter No. 1, dated August 2, 2017. Please note that any changes to previously submitted drawings have been marked as Revisions. A summary of the responses follows: Fire Department: • I was unable to locate any civil drawings with the plan set. Please submit a civil drawing that shows all existing/proposed locations of fire hydrants, fire department connection (FDC), post indicator valve (PII/), double detector check valve assembly (DDCVA), fire line, fire sprinkler system riser, and any other fire protection appurtenances. Response from Jason Green, Navix Engineering: Utility Improvement plan, Sheet C-1.0, clarifies the location of the existing hydrant, existing fire department connection, existing post indicator valve, and double detector check valve assembly. Additional notes have been added to show the approximate location of the fire riser and its location. Planning: • l) Several of the abbreviations noted in planting areas on Landscaping Plan sheet L 1.0 do not match the plantings listed in the Plant List on the sheet. Please update the plan labels and Plant List table as necessary to clarify the following abbreviations: 'RHA' 'PRUNMV', "MAH", "PHYS° Make sure that the "MAH' and "PHYS"plantings are native species to the Pacific Northwest, using the Riparian Restoration and management Table of the 2004 Washington Stream Restoration Habitat Guidelines as the basis for plant selection. Response from Ken large, Landscape Architect, KLLA: The proposed plant list within the Shoreline Zone have been separated from the plants not in the Shoreline Zone. The Shoreline Zone plants have been revised and are selected with native plantings from the Washington Department of Fish and Wildlife Habitat Restoration Guidelines. The abbreviations have been corrected. • 2) Landscape Site Plan sheet L 1.0 includes shading patterns in different areas, which are assumed to indicate different types of groundcover to be added to meet code requirements. Please indicate which types of groundcovers will be installed in different areas of the site, and ensure that the number and spacing meets the code requirements of the landscaping section of TMC 18.28. Response from Ken large, Landscape Architect, KLLA: Plant symbols have been corrected and all one gallon plant material is at 18" on center per TMC 18.28.230 and 240. RECEIVED CITY OF TUKWILA JACKSON 1 MANN ARCHITECTURE, P.S. 311 FIRST AVENUES. SEATTLE, WA 98104 0193 OCT 242011 WWWJACKSONMAIN.COM p 206.32,40QI�f 2IT CENTER II JACKSON I MAIN 1/ARCHfTECTURE • 3) The Buckhorn (Rhamnus Frangula 'fineline1 planting proposed is not a native, per review by the city's Urban Environmentalist. Please replace plantings indicated with 'RHAM' with Myria California plantings or another native species to the Pacific Northwest, using the previously referenced guide as the basis for plant selection. Response from Ken Targe, Landscape Architect, KLLA: The Rhamnus frangula 'fineline' plant has been changed to a native species. • 4). Revise,the landscaping plans to include information to demonstrate how the project will comply with TMC.18.444.080 Vegetation management in the Shoreline Jurisdiction. Response from Ken large, Landscape Architect, KLLA: The applicable portions of TMC 18.44.080 D havebeen added as a note to the plans. • 5) Revise plans to include tree protection measures and details for trees to remain. There is potential for the new building footings to damage the street trees to be protected. An ISA certified arborist shall conduct an evaluation of the extent to which construction of new building footings at the northeastern corner of the site will damage these trees. Response from Jason Green, Navix Engineering: Utility Improvement Plan, Sheet C-1.0, shows the location of the tree protection. Utility Details, Sheet C-1.1, includes all applicable details. Response from Bryant Bronson, Jackson I Main Arch: Arborist (Kyle Henegar) has been hired to conduct an evaluation of the impact of construction on the trees in the northeast corner of the property. However, she is not available to conduct her site survey till the first week of November. As soon as her evaluation is written it will be submitted to the City of Tukwila for review. PW Department: • 1) Provide a completed Public Works permit fee estimate sheet as part of the building permit. (For Public Works activities only including — domestic water backflow (RPPA w/ HotBox), Storz adapter installed on the existing Fire Department Connection (FDC), and any other water/sanitary sewer/storm drainage work outside the building. Response from Jason Green, Navix Engineering: A Public Works permit fee estimate sheet is included in this submittal, as requested. • 2) Provide a completed Traffic Concurrency Certificate Application. There is no Traffic Concurrency Test Fee required. Response from Bryant Bronson, Jackson I Main Arch: The Traffic Concurrency Certificate Application is included in this submittal. • 3) Show downspout connection(s) to the on-site storm drainage system on a plan sheet. Response from Jason Green, Navix Engineering: Utility Improvement Plan, Sheet C-1.0, notes the downspout connections and piping to the existing on-site catch basins. Utility Details, Sheet C-1.1, includes all applicable details. JACKSON 1 MAIN ARCHITECTURE, P.S. F r 311 FIRST AVENUES SEATTLE, WA 9 WWW.JACKSONMAIN.COM p 206.324.48001f 206.322.2875 JACKSON 1 MAIN 1/ARCHITECTURE • 4) In accordance with Washington State Department of Health Guidelines for Group A Public Water Systems, Public Works has implemented a crosconnection control program to protect the public water system from contamination via cross -connection. The City has determined that the Lanterns Landing Building has deficiencies on domestic and other devices: a) Domestic Water Service: A Reduced Pressure Principal Assembly (RPPA), shall be installed immediately downstream of the existing 1 -inch domestic water. Thee RPPA shall be installed in a HotBox or equal freeze protection enclosure anchored to a min. 4' thick concrete pad. Please specify RPPA size, manufacturer, and model number on a plan sheet and submit a cut sheet for the proposed device and HotBox. Show location of new RPPA on a plan sheet. b) Landscape Irrigation: There is a 1.5' DCVA on the irrigation connection that is overdue for testing. c) Fire Prevention: There is a 6' DCVA on the fire line connection that is overdue for testing. Install a Storz adapter on the fire line connection. Response from Jason Green, Navix Engineering: Utility Improvement Plan, Sheet C-1.0, notes the location of the proposed RPPA, hot box, and concrete pad. Additional notes have been added to address the need for testing of the existing irrigation DCVA, testing of the existing 6" DDCVA, and installation of a Storz adapter on the existing fire department connection. Utility Details, Sheet C- 1.1, includes all applicable details. Please let me know if any additional information is required or if there are any questions about the items submitted. As stated above, we have an arborist scheduled to visit the site and anticipate receiving her written evaluation the first week of November. Thank you for your time and assistance! Sincerely, Bryant Bronson Architect JACKSON 1 MAIN Architecture, P.S. 311 First Avenue South Seattle, Washington 98104 206.324.4800 P www.jacksonmain.com JACKSON 1 MAIN ARCHITECTURE, P.S. WWW.JACKSONMAIN.COM 311 FIRST AVENUE S. SEATTLE, WA 98104 p 206.324.48001f 206.322.2875 Reid iddleton December 5, 2017 File No. 262017.005/00202 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Lantern Landing (D17-0193) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) 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. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated November 19, 2017. Special Inspections, Submittals, and Tests Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Professional Service Industries, Inc. (PSI), dated October 21, 2016. The following is a summary: a. Site excavation and grading. b. Installation of shoring system. c. Overexcavation for placement of structural fill, where applicable. d. Groundwater monitoring and construction dewatering, where applicable. e. Placement of structural fill and soil compaction at the slab -on -grade floors. f. Verification of soil -bearing capacity at the building footings. g. Installation of underslab drainage system, where applicable. h. Installation of foundation wall subsurface drainage system. i. Placement and compaction of foundation wall backfill. 728 134th street SW suite 200 Everett, WA 98204 425 7,11-3800 a+nvUj reidmicidleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 5, 2017 File No. 262017.005/00202 Page 2 Structural special inspections: Special inspections by qualified special inspectors should be provided. Please reference the special inspections indicated in the drawings. The special inspections provided should include but not be limited to the following summary: a. Installation of concrete and masonry expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). See also IBC Section 1705.1.1. b. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. c. Concrete placement at concrete construction: continuous. See also IBC Section 1705.3 and Structural tests below. d. Reinforcement at concrete: periodic. See also IBC Section 1705.3. e. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. f. Installation of steel anchor bolts/rods in concrete and masonry: continuous. See also IBC Sections 1705.3, 1705.4, and 1705.12. g. Installation of headed studs and deformed bar anchor studs in concrete and masonry: continuous. See also IBC Section 1705.1.1. h. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5 and Structural Submittals below. i. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. j. Welding of structural steel members for single -pass fillet welds (maximum 5/16 inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. k. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16 inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. 1. Welding of steel threaded rods, where applicable: periodic. See also IBC Section 1705.2 and Structural Submittals below. m. Installation and fastening of prefabricated open -web steel joists: periodic. See also IBC Sections 1704.2.5 and 1705.2 and Structural Submittals below. n. On-site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also IBC Table 1705.2 Item 5.a.6. o. Fastening at wood -framed, lateral -force -resisting system (LFRS): periodic. See also IBC Section 1705.12.2. p. Installation of steel anchor bolts/rods in concrete and masonry at hold-downs of wood -framed LFRS: continuous. See also IBC Sections 1705.3 and 1705.12. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 5, 2017 File No. 262017.005/00202 Page 3 Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f' c; air content; and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 26.12. Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted 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: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, ACI 318-11 Section 3.5.2, and AWS D1.4-98 Section 1.3.4. b. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, ACI 318-08 Section 3.5.2, and AWS D1.4-98 Section 6.1.2. c. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. d. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. e. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. f. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at 0 degrees -F, as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. g. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.1, and 2207.5. 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 applicant has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 5, 2017 File No. 262017.005/00202 Page 4 a. Concrete mix designs. b. Design drawings for prefabricated open -web steel joists (e.g., Vulcraft). c. Drawings for construction of steel roof deck diaphragms (e.g., Sheet S2.01). d. Design drawings for prefabricated stair systems (e.g., steel stairways). e. Design drawings for hold-down systems at wood -framed shear walls (e.g., Earthbound, see also ICC -ES AC316 and ESR -2848). f. Design drawings for awnings, canopies, and marquees. g. Design drawings for fall restraint systems. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer S26,„/4,,,_ - Paul N. Crocker, P.E., S.E. Principal Engineer cc: Bryant Bronson, Jaskson Main Architecture (by e-mail) Shawn Roberge, Lund Opsahl (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by email) ehw\o:\plan review\tukwila\17\tk17_002r02.docx\sss Reid iddleton 12/1/2017 0 City of Tukwila Department of Community Development BRYANT BRONSON 311 FIRST AVE S SEATTLE, WA 98104 RE: Permit Application No. D17-0193 LANTERN LANDING 1233 ANDOVER PARK E Dear BRYANT BRONSON, 0 Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 7/13/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 1/13/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Permit Technician File No: D17-0193 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 18, 2017 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0193 Lantern Landing Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D17-0193 W:'Permit CenterS.Structural Review\D17-0193 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E Original Plan Submittal Revision # Response to Correction Letter # X Revision # DATE: 11/01/18 before Permit Issued 3 after Permit Issued DEPARTMENTS: A,) OA- tilt Building Divisi n VtikA Public Works Fire Prevention Structural Planning Division 4-A Permit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 11/06/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved nApproved with Conditions Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) DUE DATE: 12/04/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 cPERMIT COORD COPY. � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E Original Plan Submittal Response to Correction Letter # DATE: 09/25/18 Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: Pt-.) Ntc Building Division PuXidcWo r s iv/A- g-Ple Fire Prevention Structural Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/2718 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Fl (corrections entered in Reviews) DUE DATE: 10/25/18 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E Original Plan Submittal X Deferred Submittal # 1 DATE: 06/18/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kV CO Building Division Public Works I* Fire Prevention Structural fig Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/19/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues) DUE DATE: 07/17/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 r'ERMMT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 DATE: 03/20/18 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural n Planning Division C nPermit Coordinator 11 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/22/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/19/18 Approved Corrections Required Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E Original Plan Submittal X Response to Correction Letter # 1 DATE: .10/24/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: J kWL 10-a-7-17 Building Division 1111 fit t L imiI —.l—i7 Public Works f t''l C t (--(0'-17 Fire Prevention 11 Structural u_kvo Planning Divisio ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/26/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied ❑ DUE DATE: 11/23/17 (corrections entered in Reviews) Notation: (ie: Zoning Issues) i 4,44, -- Q�JC,,L h— (-- a\fl Gl G� C1 is l e*s REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORS COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0193 PROJECT NAME: LANTERN LANDING SITE ADDRESS: 1233 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # DATE: 07/13/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: rn Colrr? -7-c17 Building Division �M1 PPP Public Wore U A eNM lei 111 Fire Prevention iM Af a-8-17 Structural111 JR- 4r7'1 Planning Division lit Permit Coordinator el PRELIMINARY REVIEW: Not Applicable _ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/18/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE:. 08/15/17 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bld Fire d Ping PW Staff Initials: 12/18/2013 PROJECT NAME: I• -Lt w\ )C, 6, PERMIT NO: V�— ®� 1, SITE ADDRESS: 11-1-3 Ai4i'w'' e ORIGINAL ISSUE DATE: 1).:--)-V1 7 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS DATE ( 3;0-118 � .p S P 4 I al— --??--le v .ptsi, t i v P r Summary of Revision:,_ .. ay <s. 11� � Summary of Revision: ' for: ►A C S Eiji _ W /ii Received by Ifs REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI LS DATE ( / 15 STAFF I ALS 3 ti -1-10 Summary of Revision:,_ .. ay <s. 11� � Summar of Re ' for: ►A C S Eiji _ W /ii 1% C� i 1 / . ?t i h T ter 0 , (dux p,V2 I% yiA fry! //SI 11' . ) Received b f JWA_ N_t_ pN6pN (please print) REVISION NO. DATE RECEIVED STAFF INITjALS I'^,��[, ISSUED ((I STAFF INITIALS DATE ( / 15 STAFF I ALS 3 ti -1-10 Summary of Revision:,_ .. ay <s. 11� � Received by: awl .gam t/�}t azp f ease prt) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) PROJECT NAME: Uk LXYI fwd WA SITE ADDRESS: NA( Va►rt- PERMIT NOC5Wl''2? ORIGINAL ISSUE DATE: Ild%�l (p1 DEFERRED SUBMITTAL LOG SUBMITTAL DATE RECEIVED STAFF ISSUED DATE INITIALS STAFF SS STAFF INITIALS 'NO. q2"- J/INIT STAFF INITIALS ary o Revision:410 ,(,(\ (Amyl 4f@1t%n Wei_ : ��j .�'� A� Received by: _ZAck pM& (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) SUBMITTAL NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 0 City of Tukwila REVISION. SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://wvw.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11//20t e . Plan Check/Permit Number: P IZ -.Q1. 13 ❑ Response to Incomplete Letter # • Response to Correction Letter # S Revision # ?j after Permit is Issued • Revision requested by a City Building Inspector or Plans Examiner 111 Deferred Submittal # Project Name: 1/ANT i•1 L:,4NDWI.►( Project Address: 12�J3 AN2OVz pg Contact Person: 13WAg-}' Ne401.150N Phone Number: 20(0 -324 -4a Summary of Revision: IAD UtbAI -to PLANTiNCI 1`tp�5 l/'X 11ON5 1.1.2 UP ATEs to I 1C�A-rjoN kocAfil oND RECEIVED CITY OF TUKWILA NOV 01 2C18 PERMIT CENTER Sheet Number(s): `4 1,1.2 "Cloud" or highlight all areas of revision including date of/ revision Received at the City of Tukwila Permit Center by: % w % Entered in TRAKiT on /(////(K W:\Permit Center \ Templates \ Forms \Revision Submittal Form doe Revised: August 2015 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09/20/2018 Plan Check/Permit Number: D17-0193 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # AV after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Lantern Landing RECEIVED CITY OF TUKWiLt SEP 2 1 2018 PERMIT CENTEri Project Address: 1233 Andover Park East Contact Person: Bryant Bronson Phone Number: 206-324-4800 Summary of Revision: Revision to sheet C-1.0, Utility Improvement Plan. Depth of storm water lines from rain leaders has been modified to accommodate existing catch basin conditions. RPPA has been relocated from original design to space adjacent to existing domestic water meter. New irrigation deduct meter and DCVA installed downstream of RPPA. Sheet Number(s): C-1.0 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit//��Center by: U Entered in TRAKiT on % (a i l te W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 O City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431=3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: O(v/t 1 / 1 Plan Check/Permit Number: (]17 — 0 1 9 3 ❑ Response to Incomplete Letter # El Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner tf Deferred Submittal # Project Name: LAN - PN LAN DI N Gl Project Address: I233 ANt7oV R ARIK fAS" Contact Person: MANI $601•150N Phone Number: 2o(o - 32. • 41,00 Summary of Revision: SMV,...1.— CANOPY 1�E51 NG✓ OALCU I.AT10145 sue ui MG' A9 pOF qP,R et? 5uE3N1fttA1.. RECEIVED CITY OF TUKWILA JUN 1 3 2018 PERMIT CENTER rcti 1'AcK--r t01.11r ol= s t -EY RAN FF05101W6t SNS, Fa-10tA 10.1 ‘'1.A14 / e1 \/"A"T1jZU "E , 5-5K -13 "a" 'l'HRti , 5-5K - i4 TH13LI 20. Sheet Number(s): "Cloud" or highlight all areas of revision includin Received at the City of Tukwila Permit Center by: d Entered in TRAKiT on .� 1 W:\Permit Center\Templates\Forms\Revision Submittal Fonadoc Revised: August 2015 ate o ision r(v) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted id per"son at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:` '03 / 20 / 201e) - __ Plan Check/Peririit Nuiriberi D17-0193 Response to'Incomplete Letter # DResponse to Correction Letter # Revision #_ ,after"Pernut is Issued '0 Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # __ Project Naini: -L illtel L.Landing. 5 Project:A,ddress:.1233`.Andover Park E Contact Person: ORYAt4l' ZONS� 3 ._ Phone Number: 212(0 -,324 w ' SOU Suinmaryof Revision: # vision _ -o foQt-i n c 4es i n aF nor -Mast .cot -n e r- Of fevisibiiG have been c-x,lded 4 tc bel on +he - unri t+iov Flan -tile shear wail fa sal Maris sec sans. RECEIVED CITY OF TUKWILA MAR 2 0 201 PERMIT CENTER SheetNumber(s): .. 5200 4' 5200a "Cloud"nor highlight all areas of revision including date o ._ - �X Received at the City of Tukwila Permit Center by:,_ — Entered'in TRAKiT on. ^( V C:\Users\Bryant.Brons on\AppData\Lucn1W1 icrosoft\ W indoors\IMnCachdiContent.C�utlool;\5 U 1 MDl'9Z\D 17.0193 Lantern landing.doc Revised: August 2015 _ - . - - . ___ _. _ .. Date: 10/23/2017 L 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D17 - 0193 Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: LANTERN LANDING Project Address: 1433 ANDOVER PARK EAST, TUKWILA Contact Person: BRYANT BRONSON Phone Number: 785-979-1076 Summary of Revision: CORRECTIONS MADE MADE PER CORRECTION LETTER NO. 1, ISSUED AUGUST 02, 2017. INCLUDES ADDITIONAL INFORMATION REGARDING EXISTING AND PROPOSED FIRE CONNECTIONS, MODIFICATIONS AND ADDITIONAL INFO REGARDING LANDSCAPING, AND ADDTIONAL INFORMATION AND FORMWORK AS REQEUSTED BY PUBLIC WORKS. RECEIVED CITY OF TUIS\ OCT 2 4 2Uti 1 Sheet Number(s): L1.0, L1.2, C-1.0, C-1.1 "Cloud" or highlight all areas of revision includin Received at the City of Tukwila Permit Center by: Entered in TRAKiT on L d "")-1-1--1 W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 of revisi n POE CONSTRUCTION INC Horne Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I A-Z:Indco Help Page 1 of 3 My Leri Workplace Rights Trades & Licensing POE CONSTRUCTION INC Owner or tradesperson Principals WILLIAMS, WAYNE WALTER, PRESIDENT PETERSON, ALAN DONALD, VICE PRESIDENT POE, CHARLES EARL, SECRETARY POE, FRED W (End: 01/01/1980) CLARK, DENNIS M, CHIEF OPERATING OFFICER (End: 01/16/2006) PO BOX 1838 AUBURN, WA 98071-1838 253-833-2400 KING County License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. POECOI*247QZ Effective — expiration 11/09/1976— 05/01/2019 Bond .............. Safeco Ins Co of America Bond account no. 69s009891 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date Until Canceled Bond history Insurance .......... _................. Phoenix Insurance Company, The $1,000,000.00 Policy no. DTC0526D9242PHX17 Received by L&I Effective date 04/19/2017 05/01/2017 Expiration date 05/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=171004362&LIC=POECOI*247QZ&SAW= 12/26/2017 POE CONSTRU--TION INC No lawsuits against the bond or savings ace'ealik's during the previous 6 year period. LW Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the Business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 240,917-00 .......................... Doing business as ' POE CONSTRUCTION INC Estimated workers'reported Quarter 3 of Year 2017 "31 to 50 Workers" L&I account contact TO / KARLA BOWMAN (360)902-5535 - Email: BOWK235@Ini.wa.gov Account is current. Public Worcs Strikes and Debarments Verify the contracts, is eligible to perform work on public works projects. Contractor Strike,; No strikes have been issued against this contractor. Contractors not a..owed to bid No debarments In ie been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 06/18/2015 No violations Inspection no. 317936341 Location 9726 47th Ave S,V Building 17 Lakewood, WA 3499 Inspection results da 03/26/2014 Inspection no. 316969146 Location No violations Page 2 of 3 Help us improve https://secure.lni wa.gov/verify/Detail.aspx?UBI=171004362&LIC=POECOI*247QZ&SAW= 12/26/2017 PLANT UST QUANTITY 30 5. 7 30 6 44 140 SYMBOL: ACOR ANEM BERBRG BERG CAL6 CALW CARV ACORUS 6RAMIM1NIUS ANEMONE RUFFLED SWAN BERBERIS ROSEY GLOW BERGINA CORDIFOLIA ANGEL KI55/WINTERGLOW ELEPHANT EARS CALAMAGROSTIS X KARL FOERSTER/ FEATHER REED GRASS CALLUNA V. HOYERHAGEN 1 GALLON CAN Woe, 1 GALLON . TREE SPECIMEN CENTRA LEADER SHALL NOT BE CUT 1/2" DIA. BLACK FLEX :GARDEN HOSE WITH 16 ga. TIE WIRE. SECURE • THRU .'XCBRACE /441Med rock DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE PROPERTY BOUNDARY•.. N89° 12' 04" W 170.00 2 GALLON CAN 3' SPACING 1 GALLON CAN 18" SPCAING 1GALl.ON 1 GALLON is • I. WATERING SAUCER - AROUND' TREE • SPECIFIED MULCH • '. • TREE WELL AROUND TREE 4" DEEP • - MIN. 48" ©IArittETER • PREPARED SOIL BACKFILL REMOVE TOP 1/3 OF BURLAP' 1. WIDTH OF PLANTING PIT SHALL=BE • 2 TIMES LARGER THAN ROOT BAIL • CARER MUSIONUMENSIS'LITTLE 1 GALLON MIDGE/ MJNATURE PALM .'C I NG 5P TYPICAL. DEC.IDUOU.Se-TREE PLANTING •5CALE::N.TS . I 2 COT i NOTE:. refer to the Civil Engineering pians for existing tree protection and maintaining tree protection throughout construction: Refer also to the Arborists Report for additional prote:tion requirements. change: f Work Tull ,� ORIENT SHRUB It BEST • APPEARANCE.•REMOVE ALL ' . .BROKEN, DEAD STEMS. • DO NOOT'bXSFI&.URE PLANT • 12 ERIC ERICA A CDN. LIME SODA • 1 GALLON CAN ATI$" TRI. SPACING 14 PRUNMV ERIC ERICA WHITE PERFECTION 1 GALLON ClstM 48 PRUNUS LAUROCERACUS OTTOLUYKEN/ OTTOLUYKEN LAUREL ERICP ERICA KRAMMERS ROTE 1 6ALLON IS' 4 . El/PH • EUPHORBIA WULFENII I GALLON CAN 28 6 FEST FESTUCA GLAUCA BEYOND BLUE • 1 GALLON fee 6 SEDBR IRISF IRIS FOETDISSIMA .1 GALLON CAN 6 TAXUS CUSPIDATA NANA/ COMPACT SPREADING YEW LONNH LONNICERA HENRYI/ • EVERGREEN HONEYSUCKLE 1 GALLON CAN 4' ON CENTER 2 2 GALLON 24' TRI SPACING MISCR - MISCANTHUS RUBRA I GALLON CAN 24' TRI 5P 18 MISCYJ MISCANTHUS YAKU JIMA 1 GALLON 24" TRI SPACING 36 NAS NNSSELIA TENUISSIMA/ MEXICAN FEATHER GRASS 16ALLON « , 19 PERENN IALS DAISY, NEPETA, CAMPANULA, • PEONIES, 1 GALLON CAN 9 • • PERN PERNETTYA ROSA 2 GALLON CAN 18' TRI SP 3 PERV PEROVO5KIA ATRIPLICFOLIA/ RUSSIAN SAGE 1 GALLON CAN . FAG RE, mew SY. 1 2'10041 h'. 0, • •1 I 11 • • 1 • PROVIDE SLIGHT WATERING SAUCER AROUND 5 GALLON AND LARGER PLANTS 2'14T TVP. IF PLANT IS BAL .ED AND BURLAPED THEN REMOVE TREATED BURLAPFOLDJy�. G BACK NATURAL BU#tLAP OFF TOP OF ROOTBALL • FISH GRADE EXCAVATE HOLE 2 TIMES 12"DEPTH PREPARED TOPSOIL DIAMETER OF ROOT'BALL,. TYPICAL SHRUB. PLANTING .SCALE N.T.5 • LIGHT BOLLARDS tP MttC(J 39 rRutiMV ‘4151-1N14k/ vf 57 . PRUNMV PRUNUS LAUROCERACUS MT VERNON/ MOUNT VERNON LAUREL 1 GALLON CAN 18' TRI SP. 15 PRUNO PRUNUS LAUROCERACUS OTTOLUYKEN/ OTTOLUYKEN LAUREL 24" -30' WIDTH b/b • 4 SPACING 12 PYR THUJA PYRAMIDALIS EMERALD GREEN 6' B/8 30" ON CENTER 8 RAPH RAPHIOLEPSIS UMBEILATA MINOR 2 GALLON CAN ' 36' TRI 4 SPACING 6 RHA RHODODENDRON BLUE DIAMOND 5 GALLON CAN 36 SEDBR SEDUM BERTAM ANDERSON 1 GALLON i CAN AT 18" OC 15 TAXON TAXUS CUSPIDATA NANA/ COMPACT SPREADING YEW ONE GALLO CAN, 24' 5P. 3 YUC YUCCA COLOR GUARD 2 GALLON 24' TRI SPACING 2 YUC YUCCA FILAMENTOSA BRIGHT EDGE ' 2 GALLON 24* 'MI SPACING PLANT LIST FOR SHORELINE. AREA QUANTITY SYMBOL f .. PLAN . NAME':: •: • . . -. •: f '• .:: -' .::.': .::::;.;_= :::.:.::: SITE::: _-: • •-1 • �SPAa Nei';-':•.. 7 AMEN AMEANCHIER PRINCESS DIANA/ SERVICEBERRY 1.5" CALIPER MULTI TRUNKED, 10 TO 12' HEIGHT 140 • AUU ARCTOSTAHPYLOS UVA URSI / KINNINNIGK 1 GALLON CANIS" TRI 5P 17 CORN CORNUS STOLONIFERA / RED OSIER DOGWOOD 1.5.8/8 MAX 4' TRI SP 2 CORD! CORNUS NUTALLII /PACIFIC DOGWOOD . IF CALIPER MULTI- • TRUNKED 154 651-1 GAULTHERIA SHAUON/SALA1. ONE GALLON ,12' TRI SP. 0HOLLY 2O� • MAH MAHONIA AQUIFOLIUM/ LEAVED BARBERRYCAN �• ' 5 GALLON 3, TRI. SPACING 120 MA MAHONIA NERVOSA/ LOW OREGON GRAPE - 16ALLONMAI* • CAN, 12" Tits SP -.. . -Fes- 'FS%'LA13Et:Plitlb i t'Widi3'° . . •- • .519Att8N,. ` .,itr. HEIGHT SAN 2,5 FEET • schraiR "'BAN CateltrfEl P � - SPACING "A" 8" o.e. Woc. •. .12" o.C. 15"oc; 18" o.c. 24" o.c. 30" o.�.`. 36" ex. LIGHT BOLLARDS SPACING "W' 520' . 6.93" 8;66" 10.40" . . •15.0, . 15.60" 20.00" 26.00". .00" • # OF PLANTS/SF • 4.60 • - . 2.60 • ' 1.66 • -1.1.5.1.- 4 .512 290 ..185 .116 . SEE GROUNDCOVER PLANT KEY- FOR MAXIMUM TRIANGULAR SPACING "A": THS CHART'S TO BE USED TO DETERMINE '. NUMBER QFGRQUNDCOVER PLANTS REilUIRED IN A GIVEN . . AREA: PL.ANT LOCATION . PLANT SPACING•CHART FOR USE WHEN PLANTS.ARE SPACED DISTANT FROM EACH • OTHER, AS IN ALL MASSEtY SHRUB/&ROUNDCOVER PLANTINGS • d B- s. 4 lI5c (J i PLANT SPACING CHART. Vegetation Management in the Shoreline Jurisdiction' The requirements of this section apply to all existing and new development within the shoreline jurisdiction: 1. Trees and shrubs may only be pruned for safety, to maintain views or access corridors and trails by pruning up or on the sides of trees, to maintain clearance for utility lines, and/or for as improving shoreline ecological function. This type of pruning is exempt from any permit requirements. Topping of trees is prohibited except where absolutely necessary to avoid interference with existing utilities. 2. Plant debris from removal of invasive plants or yr pruning shall be removed from the site and disposed of properly. 3. Use of pesticides. a. Pesticides (including herbicides, insecticides, and fungicides) shall not be used in the shoreline jurisdiction except where: (1) Alternatives such as manual removal, biological control, and cultural control are not feasible given the size of the infestation, site characteristics, or the characteristics of the invasive plant species; (2) The use of pesticides has been approved through a comprehensive vegetation or pest management and monitoring plan; (3) The pesticide is applied in accordance with state regulations; (4) The proposed herbicide is approved for aquatic use by the U.S. Environmental Protection Agency; and (5) The use of pesticides in the shoreline jurisdiction is approved in writing by the City and the applicant presents a copy of the Aquatic Pesticide Permit issued by the Department of Ecology or Washington Department of Agriculture. b. Self-contained rodent bait boxes designed to prevent access by other animals are allowed. management program or integrated pest management plan designed to ensure that water quality in the river is not adversely impacted. ...L3C4E: SITE PREPARATION AND SOIL INSTALLATION 1. PROVIDE EXISTING TREE PROTECTION PER DETAILS AND NOTES. PROTECT SHRUBS AND GROUNDCOVERS SHOWN TO REMAIN. PROTECT THESE AREAS FROM COMPACTION. 2. REMOVE ALL EXISTING PLANTS THAT ARE NOT SHOWN TO REMAIN. • 3. NOTE THAT AN OLDER IRRIGATION SYSTEM REMAINS. THE CONTRACTOR SHALL REMOVE ANY HEADS, ETC. PRIOR TO SUBGRADING AND TiLLING. 4. REMOVE SOD IN ALL AREAS BY HAND METHODS SO AS TO NOT DAMAGE EXISTING TREE ROOTS. 5. VERIFY SUBGRADES IN NEW PLANTING AREAS ARE IN CONFORMANCE TO THE DEPTHS OF - IMPORTED MATERIALS REQUIRED BY THESE NOTES AND SPECIFICATIONS. EXCAVATE TO . • REMOVE GRAVEL ORSUBGRADE MATERIAL AT IMPROPER ELEVATION AND AAU1 FROM SITE. : 6. OVER APPROVED SUBGRADES PROVIDE A 4". DEPTH OF CEDAR GROVE COMPOST AND ROTOTiLL- COMPOST INTO THE SUBGRADE TO A DEPTH OF 6 TO 8". RAKE SMOOTH AND REMOVE ROCKS OR OTHER DEBRIS GREATER THAN 15" IN ANY DIMENSION. 7. PROVIDE 8" DEPTH CEDAR GROVE 60/40 SOIL MIX IN ALL NEW PLANTING BEDS INCLUDING THE PREVIOUS LAWN AREA. 8. Installation of iandscape•plants must comply with best management practices. including: (1) . planting holes that are the same depth as the size of the rootball and 2 times wider than the size of the root ball; (2) root Valls of potted and balled and burtaped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. Atm least the top 2/3 of burlap and all straps or wire baskets are to be rernoved from B&B plants '- prior to planting; and.(3) The top of the root flare, where the roots and the trunk begin, should be about one inch from the surrounding soil. The root ball shall not extend above the soil surface. (4) If using mulch around trees and shrubs, maintain at least a 3 -inch mulch -free ring around the base of the plant trunks and woody stems of shrubs. If using mulch around groundcovers until they become established, mulch shall not be placed over the crowns of perennial plants. 9. MULCH SHALL BE 2" DEPTH CEDAR GROVE " LANDSCAPE MULCH". W Et `w 0 0 z itleVNOW LANDSCAPE NOTES 1. LOCATE NEW PLANT MATERIALS SO AS TO NOT DAMAGE DUSTING TREES. DIGGING, TRENCHING OR ADDING SOIL OVER THE EXISTING ROOTS SHALL ONLY BE DONE AT THE DIRECTION OF THE LANDSCAPE ARCHITECT. 2. GROUNDCOVERS SHALL BE PLANTED AT LEAST 3 FEET FROM ANY TREES OR SHRUBS-.. ADJUST 3. LANDSCAPE ARCHITECT RESERVES THE RIGHT TO ADJUST TREE LOCATIONS. 4. TREES SHALL BE PLANTED AT A MINIMUM OF 2.FEET FROM ALL CURBS AND ENDS OF PARKING ISLANDS. - 5.. SHRUBS IN PARKING ISLANDS SHALL BE PLANTED AWAY FROM CURBS, SIDEWALKS ETC. AT A MINIMUM OF% THEIR MATURE HEIGHT PLUS 6" TO 12". 6. ALL PLANTING SHALL OCCUR PER PLANTING. DETAILS ON THE DRAWINGS. CHANGES MUST BE APPROVED BY THE LANDSCAPE ARCHITECT AND THE CITY OF TUKWILA. . • • (IS.MIN61.14M.. • prTrOd Fiord Copy and conf:jont3 is acimz:v;:a.::;,7 City of Tukwila" - 1)1100112 • tett :1 anical CO/ C Piping aly • KENNETH E. A. 125' URBAN CONSERVANCY LEVEE BUFFER OUTSIDE OF PROPERTY BOUNDARY • JACKSON I A R C itii/Thyd R E 311 FIR 114 UN so UTH SEATTLE, WA 98104 ila 3. DESCRIPTION 1 tg 4 0 ,.0 . I-0 .g. III a I TOD a 1 -z ' 't f - ,i• 1 .z , EVERGREEN, HUCKLEBERRY MAX 4' ON CENTER W Et `w 0 0 z itleVNOW LANDSCAPE NOTES 1. LOCATE NEW PLANT MATERIALS SO AS TO NOT DAMAGE DUSTING TREES. DIGGING, TRENCHING OR ADDING SOIL OVER THE EXISTING ROOTS SHALL ONLY BE DONE AT THE DIRECTION OF THE LANDSCAPE ARCHITECT. 2. GROUNDCOVERS SHALL BE PLANTED AT LEAST 3 FEET FROM ANY TREES OR SHRUBS-.. ADJUST 3. LANDSCAPE ARCHITECT RESERVES THE RIGHT TO ADJUST TREE LOCATIONS. 4. TREES SHALL BE PLANTED AT A MINIMUM OF 2.FEET FROM ALL CURBS AND ENDS OF PARKING ISLANDS. - 5.. SHRUBS IN PARKING ISLANDS SHALL BE PLANTED AWAY FROM CURBS, SIDEWALKS ETC. AT A MINIMUM OF% THEIR MATURE HEIGHT PLUS 6" TO 12". 6. ALL PLANTING SHALL OCCUR PER PLANTING. DETAILS ON THE DRAWINGS. CHANGES MUST BE APPROVED BY THE LANDSCAPE ARCHITECT AND THE CITY OF TUKWILA. . • • (IS.MIN61.14M.. • prTrOd Fiord Copy and conf:jont3 is acimz:v;:a.::;,7 City of Tukwila" - 1)1100112 • tett :1 anical CO/ C Piping aly • KENNETH E. A. 125' URBAN CONSERVANCY LEVEE BUFFER OUTSIDE OF PROPERTY BOUNDARY • JACKSON I A R C itii/Thyd R E 311 FIR 114 UN so UTH SEATTLE, WA 98104 ila 3. DESCRIPTION 1 tg 4 0 ,.0 . I-0 .g. III a I TOD a 1 -z ' 't f - ,i• 1 .z , . , ' . . ••••••TE .....s2,,., -I g.441, t9 1- • • 1 .1..! / 'Ls5" St " -• COMPLIANCE LOndsccipe Architect. 21803 NE 17th Court • V 13 018 • Niro •0•01 SITE (PLAN - LANDSCAPE • REVI • 13. Office: 425-836-4578, 206-396-7617. . NOV Or 2018 GRAPHIC SCALE of Tukwila ING DIVISION PROJECT NO.: PROJECT MGR.: sl DRAWN' BY: LA CHECKED.BY: 111111111111111 INN 11•111 II II II NI all II 0 20 40 17053 JJW KLLA JJW • LANDSCAPE SITE L 1.0 JACKSON1 MAIN ARCHITr=CTURE P.S. 02016 • .. • 6/5/2017 9:14:46 AM IRRIGATIONHEAD PERFOR AI( CHART •-• 5 Series - 1 307rajectay I Nozzle • .- . - : - 10°Trajectoy Nozzle - Pressure Radius psi ft.• M A Flow Precip Precip qpm . !nth In/h eF,;?1';‘,:-.:'':`!44.`•-:1.:1 • r - '- - .• : ,.. :I ' '.• ' .: - 1.29 5°Trajectoty Nozzle .- • - Pressure psi . Radius • Ffow . Predp ft. qpm In/h Precip In/h 1.5 --:: 9 204--10 - , In/h In/h '1.05 ' •..-S&-:L82 SH - 15 **" 5' - ' ' 037 1.11 1.29 20 : 15T 15 • , . 4 20 . 25 • 30 0.42. 1.26 • 1.46 25 - •4 : ... -.. _, 0.47 1.41 1.63 30 033 OS� 057 6.52 156 1.81 1014 25 15 7 4037':,056. • 0.58 '.8 , BQ . 15 ... - --..--. ......:-.,„ 0.18 1.08 1.25 ik 20 6 25 • ... .. 9 . 0.21 126 1.46 SMI 25 7 024 1.44 1.67 30 15 • 3 • r.3.•••.i...ye ""'''',.' • 0.14 0.42 0.49 ......... '`,. .. 2.26 20. 4 0.16 0.48 • 0.56 „ 25 .. 52....•;,. 4 . ' 15 •. 7 0,18 0.54 0.63 2.28 . 2.63 30 • 5 1.96 • 2.26 .... - ;it*. 0.20 0.60 0.70 . 5t • 1.71 . 1.98 15 3 - "039 • 000 041 047- - 50 15 3 0.07 0.42 0.49 20 4 • 0.08 0.48 0.56 • 25 4 . 0.09 0.54 0.63 30 •5 •• 0.10 0.60 0.70 8 Series IV1PR - 1 307rajectay I Nozzle • .- . - : - 10°Trajectoy Nozzle - Pressure Radius psi ft.• M A Flow Precip Precip qpm . !nth In/h eF,;?1';‘,:-.:'':`!44.`•-:1.:1 • r - '- - .• : ,.. :I ' '.• ' .: - 1.29 .:: • ,,..... •-. .. A 2.-, 1.35 2.14 2.47 1.58 2.02 2.34 . 1.80 1.91- 2.21 1.95 1.74 2.01 ---•::41,116.? ,1.2 t•49' --.... ' 1.5 --:: 9 204--10 -.:.' In/h In/h '1.05 ' •..-S&-:L82 SH - 15 **" 5' - ' ' 037 1.11 1.29 20 6' 15T 15 • , . 4 20 . 25 • 30 0.42. 1.26 • 1.46 25 7 : ... -.. _, 0.47 1.41 1.63 30 8 - : 6.52 156 1.81 1014 15 7 _ . • 0.58 '.8 , 035 138 t82 BQ . 15 5 0.65 0.18 1.08 1.25 ik 20 6 25 • ... .. 9 . 0.21 126 1.46 SMI 25 7 024 1.44 1.67 30 8 • 026 156 • 1.81 i• • 10 Series MPR - 1 307rajectay I Nozzle • .- . - : - . . . " Pressure Radius psi ft. • 15''1rojectay NOzzle 12- -"..? - • .--..-..-a?p:--; ...::12,• Pressure • Radius Flow Predp Precip 15 9 20 10 25 11 • 30 12 . 1.35 2.14 2.47 1.58 2.02 2.34 . 1.80 1.91- 2.21 1.95 1.74 2.01 psi ft. 1.5 --:: 9 204--10 m In/h In/h : . . . .., ,..... .......-.?.-3.i?,,-:...:-.:7 . .. 9 .. .., 116 ... .)..- ., 15T 15 • , . 4 20 . 25 • 30 . _ 11 12 14 15 • • : ... -.. , • , -,..- ;, , ). ., „; .". 30.,.. - : . -,4-....: , -• .: . . ... ';: 1014 15 7 • 0.58 2.28 2.63 , • 20 • . • - - 8 0.65 1.96 ' 2.26 ,,, - :-L:i-,.:Z.•; 25 • ... .. 9 . _ 0.72 131 1.98 30' • : 10 • 0.79 152 1.75 • r.3.•••.i...ye ""'''',.' ......... '`,. .. 2.26 i. •.:il., . .. .. 52....•;,. 10Q 15 •. 7 - 0.29- 2.28 . 2.63 20 • . 8 • 0.33 • 1.96 • 2.26 .... - ;it*. 25 .. • .. 9 . - 0.36'. • 1.71 . 1.98 30 '• - - *. • 10 - "039 • .1.52 1.75 • . • • , • . . • • . . • • 12:SerieiMPR _ 1 1 307rajectay I Nozzle • .- . - : - . . . " Pressure Radius psi ft. • : Flow Precip Predp •qpm In/h in/h 12- -"..? - • .--..-..-a?p:--; ...::12,• 1. 9 -• 1 25 11 ' 2. 14 2.47 . .... ,..- ... . ...-•-i.. 7-42.....at:-.;:. 12n} 15 9 20 10 25 11 • 30 12 . 1.35 2.14 2.47 1.58 2.02 2.34 . 1.80 1.91- 2.21 1.95 1.74 2.01 12R c '•• ;:',..C.•-•••:':-,;.--:-,-:••-`.... 1.5 --:: 9 204--10 0911 214 247' 1 05 nr),=„.234 .„ 221 •,1 :s.. ,-:-. 1ZT 15 9 20 10 .. •• 25 - : .. 11 - - : 30 12 • 0.60 2.14 2.47 0.70 2.02 2.34 . 0.80 - 1.91- 2.21 0.87 1.74 2.01 I -.0- •.-; .. 9 .. .., 045 - 11-7 4:••E'i .4, .4 .--;3-- .202 1:34,... :.. • - • - ----- •-,:c.191 ,• .,... 1. . . • . • " • . " . • • ..• • • • • . • • • . . . • . • .. • Is .30 -INCH LENGTH • OF WIRE, COILED • WATER PROOF CONNECTION • (1 OF 2) . • • •• VALVE BOX wr6-icoVER: . . FINISH GRADE/TOP OF MULCH REMOTE CONTROL VALVE . : . 15 Series MPR 1 1 30*Trajectoiy • Nozzle • .. . Pressure Radius ft. • a Flow .Precip Predp qpm In/h In /h .• 4 :"•'" r.:'. •. '` , :;` , . ,. ' - '••• , ' , •.;:-...........,,,,.. .. •-• • . , , .,..• 1 , • •-': --.87- • ,:- - :• 300 ,7 • ' •-;• 370-i--14.tf-58':z.•'' 15TQ 15 20. - 25 30 ... 11 12 14 15 • 1.95 2.07 2.39 2.25 2.01 2.32 • 2.48 1.62 1.87 2.78 1.58 1,83 • . • , '.30,.. ',- ,.;•:.•-: . '.. S• .;, `'` - -; :.•4 ;s. ,s•2X•1' - • •••'- . , 15T 15 • , . 4 20 . 25 • 30 . _ 11 12 14 15 • • 0.87 • • 2.Q7 • . 2.39 • 1.00 ; 2.01 '2.32 1.10' 1.62..• . 1.87 1.23 1.58 1.83 , • , -,..- ;, , ). ., „; .". , - - : . -,4-....: , -• .: . . ... ';: 15 Strip Series 1 1 45 ,,•.;•... ,- , ' •:••-••• ^ ''''' -' -3 x 11 .t:,. 3 x 12 -4 x 14'_F• 4x 15. , .... :- - , , ... 151.CS 15 20 25 • 30 •. 3 x 11 • 3 x 12 4 x 14 4 x 15 • . 0.35 0.40 0.45 0.49 , ,••• .-- . _ -x ,. .-- x x ---7 IRRIGATION FLOW CHART . • • . • . • •it• ••• . • . • . • . . • . . " ••• . . • • RAINsun, P6S13 1141". . PVC SCH 80 NIPPLE (CLOSE) ; PVC SCH 40 ELL. • . .. . • PVC SCH 80 NIPPLE .1 (LENGTH A5 REQUIRED) •• • • • \ • . BRICK (1 OF 4) •• • SCH 80 NIPPLE (2 -INCH HIDDEN) AND SCH 40 ELL . • . • ••• •-• .! . . . . .... • . . . • . •• PVC MAINLINE PIPE': •• ••.: PVC SCH 40 TEE OR ELL' • * • 1 . 1 • PVC SCH 40 MALE ADAPTER' 3.0 -INCH MINIMUM DEPTH OF i 3/4 -INCH WASHED GRAVEL • . PVC LATERAL PIPE • :. • • TsrP. REMOTE CONTROL VALVE •-• .• • . • • • • •• • - • • . . • . . • • : • • • • • • . • • • • • THE FOLLOWING- CHART 15 TO BE USED BY THE CONTRACTOR FOR SIZING LATERAL PIPE. WHEN USING This CHART DO NOT EXCEED A VELOCITY OF 5 FEET PER SECOND. THIS CHART REPRESENTS 11 -IE FRICTION LOSS PER 100 FEET OF PIPE. THE CONTRACTOR SHALL. CALCULATE GALLONAGE USING THE HEADS SHOWN ON THE PLAN. 0 -v) 0 ti) t -i • tr) • tn fa.) a- 0 us ki) sr) > a:• > a: -4 0.06 0.22 0.46 0.79. 1.20 0.28 0.57 0.86 1.15 • 1.44 0.02 0.07 0.14 0.26 0.36 • • •• ti) Uol•trlo'.'."Lo > U. a. -3 > 11.. A. -3 • 0.18 0.36 0.54 0.72 0.90 1.73 2.02 2.30 • 2.59 2.88 3.17 3.46 4.04 4.61 0.01 0.02 0.04 • 0.08 0.12 0.13 0.27 0.41 055 0.68 0.00 0.01 0.02 0.04 0.06 0.16 022 0.28 0.34 0.42 0.50 059 0.78 1.00 • 1.24 151 1.80 2.12 2.46 • 0.82 0.96 1.10 1.24 1.37 1.51 1.65 1.92 2.20 2.40 2.75 3.03 3.30 - 3.86 0.08 0.11 0.14 0.18' 0.22 0.26 0.30 0.40 052 0.64 0.74. 0.83 1.09 - 1.27 1.46 0.17 0.26 0.35 0.44 0.53 0.61 0.70 0.79 0.88 0.97 .1.06 1.23 • 1.41 1.59 1.76 • 1.94 2.12 2.29 2.47. 0.00 0.01 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.14 0.17 022 0.26 0.32 0.37. 0.43 0.49 0.56 0.75, 0.96 1.19 1.44 . • • • •• • . • . ' • . • 3/4" 1050 .930 1315 1.189 IRRIGATION FLOW CHART 1-1/4" 1-1/2" 1.650 1.900 1.502 1.720 SCALE: .. • •• FINISH GRADE/TOP OF MULCH ti • • • • • • .. • • POP-UP SPRAY SPRINKLER Ft)11' - pre. (meg) 1. iii -INCH MALE NPT x .490 INCH . • . ' . • : ' SWING PIPE 12 -INCH LENGTH: PVC SCI -4 40 TEE OR ELL . • • • ' •• • . „. . • • - . ' • • . • . • 1/2 -INCH MALE NPT x .490 INC' . • • PVC LATERAL PIPE • • : • •-r-7 TYR. POP UP SPRINKLER HEAD SCALE: N.T.S. • • ' E375 2.149 • . „ 2 1 . • SCALE: N.T.S. • . . FINISH GRADE/ . . /TOP OF MUCH . QUICK -COUPLING VALVE • VALVE 80X ThCOVER : 3 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL . 812ICK (1 OF 2) • PVC SCH 80 NIPPLE (LENGTH AS REQUIREb): PVC SCH 40 STREET ELL *•-• PVC SCH 80 NIPPLE• T ••• 00 S RE , • (LENGTH AREQUI• I)) • • PVC SCH 40 STREET ELL NOTE: 1. FURNISH FITTINGS AND PIPING NOMINALLY SIZED IDENTICAL TO NOMINAL QUICK COUPLING VALVE INLET SIZE. PVC SCH 40 TEE OR ELL •; • PVC MAINLINE PIPE PVC SCH 40 ELL. • ••• PROPERTY BOUNDARY_ N89° 12' 04" W 170.00 DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE . • • . . *SIDE YARD SETBACK: 5'-0" • .. ! I FI, MOM. MAINLINeri A. 40 •FIC.. . :. • - 1 40 vaeppit.PIPING cLAss2coPvc• . ' • .. _ MN. Itati DEM CONTIOCTOR TO sra- : • :: -: • i - -• _ . ...LATEPALS. .P.FgR PIFS6114NOCARI: NO . _ . . : LATERAIA . 1.656.114AM ar-ml--•=-,• sLeavimegv_._, tuitOpp' itaseRr PIPES; -" *, : • 6r(Prl 30.S4..!--..- -.t.AND=APs iciatirtiwrat• • --Teia).14DIRe.er . W/ Get4IVAL:ceviRACMA 'TON 1 ... _ • t-4 ----ii..41v i -izAwnsigaY taco t Dm 46 poP-Ori FIXED Jr.VE Ri5EiR At444/44AGENT TO FENCINO ; • "616=2:1' WriiLe. P0401(.* - . 514CANN ON PLAN.: 1-. iti ' - -1:1.-. ezitienz6ujitign4srAtuctom.t wimairrietiattemtacm etnits____i_INtv-igaifictip:g. ctsflKpCtR _troR.RWER. uPPLV. . . . ._-.. : . MOM ESP-te00.40--STATION Vij 7 ... WIRE:1255 PAINSENECR MOUNTS:. ON 1 WiraggeRENTrio-WtRaalkFAisn.zottraccwrge'Vti I RESILE!gitiroAt4t4eill' : i 1 •: 1 - pRovrevaRes ..,461;asreet..w cerou.rr.. Frog. at.L. vALvi ...., r II: • . • . • .. • • EXISTING 1.5' DOUBLE CHECK VALVE ASSEMBLY FOR EXISTING IRRIGATION SYTEM. CONTRACTOR SHALL PROVIDE ALL REVISIONS, TESTING AND APPROVALS OF THE DOUBLE CHECK VALVE ASSEMBLY PRIOR TO INSTALLATION OF THE IRRIGATION SYSTEM. CONTACT Mr. TODD REEDY. TUKWILA WATER DEPARTMENT AT 206-571-6309 • R-VAN1724 (17' - 24') 111318F (13'-18') Pressure Radius Arc p3 ft. 270° 30 • 21 35 22 40 23 45 23 50 24 55 24 30 21 35 22 40 23 45 23 50 4 2 55 . 24 210° 30 35 40 45 2" x 2" PRESSURE TREATED i WOOD STAKE W/ STAINLESS STEEL GEAR CLAMPS OR EQUIVALENT SUPPORT SYSTEM TYP. QUICK COUPLER • SCALE: N.r,s.. - • IRRIGATION NOTES 2.26 2.39 2.55 2.73 2.76 2.80 2.15 2.20 230 2.35 2.42 2.45 21 ..-1.87 • 22 1.93 23 2.02 23 2.06 50 24 2.13 . 55 24 2.14 30 21 1.4/ 35 22 1.55 40 23 1.69 45 23 1.83 50 • 24 1.91 55 24 1.98 1S0* 30 21 1.34 35 22 138 40 23 1A4 45 23 1.46 50 24 153 55 24 1.52 120° 30 21 1.07 35 22 1.10 40 23 1.15 45 23 1.17 50 24 1.22 55 24 1.22 30 21 0.73 35 22 078 40 23 0.85 45 23 0.91 50 24 0.98 55 24 1.05 30 21 053 35 22 0.55 40 23 0.58 45 23 0.58 50 24 0.61 55 24 0.61 45° 30 21 0.40 35 22 0.42 40 23 0.43 Lk:, 45 23 0.44 50 24 0.46 55 24 0A6 0.70 0.81 0.66 0.76 0.63 0.73 0.64 0.73 0.61 . 0.70 • 0.61 • 0.70 0.70 0.81 0.66 0.76 0.63 0.73 0.64 0.73 0.61 0.70, Arc 0.61 0.70 0.70• 0.81 0.66- 0.76 0.63 073 0.64 0.73 0.61 0.70 0.61 0.70 0.70 0.81 0.66 0.76 0.63 0.73 0.64 0.73 0.61 0.70 0.61 0.70 0.70 0.81 0.66 0.76 0.63 0.73 , 0.64 0.73 0.61 0.70 0.61 0.70 030 0.81 0.66 0.76 0.63 0.73 Full -Circle Radius 0.64 0.73 0.61 0.70 0.61 0.70 0.70 0.81 0.66 0.76 0053 '0.73 0.64 0.73 0.61 0.70 0.61 0.70 0.70 0.81 0.66 0.76 0.63 0.73 0.64 0.73 0.61 0.70 0.61 0.70 0.70 0.81 0.66 0.76 0.63 0.73 0.64 0.73 0.61 030 0.61 070 Pressure Radius Psi 0. 30 16 35 16 40 17 45 18 50 . 18 55 18 R1724F (17' - 24') Pressure Radius Flow psi 0. 9Prn 30 21 3.00 35 22 3.24 40 23 3.46 45 23 3.67 50 24 3.87 55 24 4.06 Flow Predp. onild 9Pin a A 0.61 0.70 1.60 1.73 1.85 1.96 2.07 2.17 0.61 0.61 0.61 0.61 0.61 PreCIP• El 0.65 0.75 0.65 0.65 0.65 0.65 065 075 075 0.75 0.75 035 NotrwaRotatynozzles tested on 4"(122 cm) pop•ups 21 Square spacing based on 5094 diameter of thtow A Triangular spadng based on.5096 diameter of throw Performance data taken In zero wind conditions • R-VAN1724 and 21724F: Do not reduce the radius befow17:. • R-VAN18 ant !MISR Do not reduce the radius below 1.3! • • R-VAN14 -Do not reduce the radius below ft • II:dudes interpolation Adjustment. HALF -TONE DASH INDICATES EDGE OF ROOF LINE ABOVE R -VAN Radius Adjustment: R -VAN Arc Adjustment: DARK DASHED LINES INDICATE 2'-0" CURB OVERHANG FOR PARKED VEHICLES 1. THERE WILL BE NO MACHINE TRENCHING ALLOWED WITHIN THE DRIPLINE OF• EXISTING TREES TO BE RETAINED • • 2. INSPECTIONS: TO REVIEW DEPTH OF BURIAL OF PIPING, PIPE SIZING AND SYSTEM LAYOUT AS 11 DESIGNATED ON THE APPROVED PLANS. THE SECOND INSPECTION SHALL BE A PERFORMANCE. COVERAGE TEST WITH RECOMMENDED CHANGES AND ADJUSTMENTS PRIOR TO APPROVAL. ‘1. IRRIGATION TESTING AND CONSERVATION 1. ,Backflow testing: the backflow Protection device shall be tested each year by a licensed Backflow Tester on a designated schedule or wheneverthe device is moved sir repaired. The test results shall be sent within one week of the test to the property owner and to the Water District. The Backflow Tester shall provide waterproof tags on the backflow device which identify the date and approvals of the test 2. Water conservation methods: • Each irrigation zone is composed of the same kind of rotors, spray heads or mkr4rrigation. The rate at which different heads deliversvater varies, so for even coverage, head types are not mixed Also, heads are from the same manufacturers varyso all heads are of the same brand to ensure even coverage. • Head-to-head coverage is provided for proper placement of sprinkler heads to ensure even • water coverage. • Spray heads to water medium- to small -sized ..--Shrub and groundcover areas. • Head placement: Heads are adjusted to -prevent water from spraying onto roads and driveways and to prevent water from spraying onto the building or other obstructions. • Irrigation controller run time is adjusted for seasonal changes in weather once a month. • Irrigation system run time is in morning hours. • Historical Data: Timer setting is based upon historical weather and water use data for lawn and landscape areas to determine the amount of water required. Periodic manual override of the automatic controller settings may be required. • Rain sensor: A wireless rain sensor will shut off the system should rain exceed the amount of irrigation required for that day. : VALVE PERFORMANCE CHART s'• " . • . • 'PEB andPESB Series • •• • • • . Operating Range:. . • •• • . * • • • Pressure: 20 to 200 psi (1.38 to13:8 bar) _ ....• • . • FiS-Dal regulates up to 100 psi (6.9 bar) •-• •-• • - Flow025 to 200 gpm (0.06645.40 mh; 12 to 7571/m) . • . . . • Rowwith PRS -pial: 5 to 200 gpm (1.14 to 45.40 mlh; 19.2 to 7571/0 • Watp.xtemperature: Up to 150° F Cl •• • ••• •.Aritbent temperature: Up to 150° F (66°C) .• • , : • •- • . . . . Mildest Spcificationi. „ •• -• -24VAC 50/60 Hz(cydes/sec) solenoid • • inrush current 0.41 A (9.84VX at 60Hz -*Holding current 0.28A (6.72VA) at 6014z • Coil resistance30-39 ohms .: • . • . •."..- - ; • • . • • . • .. • PEB and PES8 Series Valve Pressure Loss (psi) qpm 0.25 0.8 03:. ;.•• 1.0 1. • • 13 10 • • • • : • 550 .; ff •f;is: • *-0 • ; • • . . xe• •••••,.. . • . . ' . .. • PROJECT NORTH • • • . , • ••••• 1 • ' •••••'• • • • • SITE PLAN - LANDSCAPE ow' ' . ...;••• • „ . • .• • ..• . • • ▪ • . . • . . . . • .. . • • ., • • • . . • • • . • • . . ' • . . . . - • . • • • . • • . .• S 180TH ST. -:" • :. . • • • . . . • • •• ow* .111.0.0 1••••••• 3.1.1••• 125' URBAN CONSERVANCY LEVEE BUFFER OUTSIDE OF PROPERTY BOUNDARY • •:- F •• • • REVISIO KEN LARGE, Landscape Architect • 21803 NE 17th Court • Sammamish, Wo. 98074 • NEW POLE LIGHT • Si•••7140. . ' • • " • 200' SHORELINE ., • • .. • OVERLAY BOUNDARY/ .: . -URBAN CONSERVANCY- . - LEVEE - OUTSIDE BUFFER .• • • ". S. • . ".. . • • STATE OF WASHINGTON REGISTERED •• DSCAPE ARCHITECT. rommi6mortodes... KENNETH LANDSCAPEXLLA ARC CERTIFICATE #301 • do/ •••„, w.- . • . . • ..•• ; • JACKSON 1' ARC ilTAEIRTURE 31 1 ' • v SOUTI- SEATTLE, WA 981 04 t 206.324.4800 • WWW.JACKSO N MAI N:C 0 Is, • • • 0 0 uJ F. - DESCRIPTION 1 1 fa - I -1EE VI k q..5 g 41 v- d) ui 1.- *A . PLIANCE VED 2018 Cityof ukwila BUILDING !VISION Office: 425-836-4578, Cell: 2063967617 E-mail: klIaGicamcastnet FAX: 425-898-8923 -IRR14544CripNIIPLAN 1" = 10'0" • . • 10 20 30 40 1' = 10=0". • . . ' • . : • PROJECT NO.: PROJECT MGR.: -DRAWN BY: CHECKED BY: 17C KL . • IRRIGATION PLAI ••: JACKSON I MAIN ARCHITECTURE P.S. 0 E 0 00 co 0 N Q N V/) N O 2E c 0 L N 0 0 J L a) a J 0 O 1 U 0 0 O 70 41111111. MMOlo =110._MMMOSIMMMIIP 4=10 =MI IMO 110 CONTRACTOR TO USE CAUTION AROUND EXISTING SEWER STRUCTURE AND PIPING. CCONTRACTOR MUST MAINTAIN A MINIMUM 0.5—FOOT COVER OVER ROOF DRAIN LINE. BUILDING WALLS MUST BE WATERPROOFED IF EXTERIOR FINISH GRADES ARE ABOVE FINISH FLOOR ELEVATION. ,110 39 LF 6" PVC ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. mop Imo -W RDL RDL RDL RDL STORM DRAIN CLEANOUT PER DETAIL 2, SHEET C-1.1 RIM = FINISH GRADE IE = 24.88 DOWNSPOUT CONNECTION PER DETAIL 1, SHEET C-1.1 STORM DRAIN CLEANOU PER DETAIL 2, SHEET C-1 l RIM = FINISH GRAD IE = 24.6 PER DETAIL 66 LF 6" PVC R00 DRAIN @ P TRENCH DS -14A, SHEET C-1. TREE PROTECTION PER DETAIL 5, SHEET C-1.1. APPROXIMATE LOCATION OF PROPOSED RELOCATED FIRE RISER. SEE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION. APPROXIMATE LOCATION OF EXISTING FIRE RISER. FIRE RISER TO BE RELOCATED. SEE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION. 4, 4' 4, CONTRACTOR TO ENSURE A 05—FOOT COVER MINIMUM OVER ROOF DRAIN LINE. BUILDING WALLS MUST BE WATERPROOFED IF EXTERIOR -.FINISH GRADES ARE ABOVE FINISH FLOOR ELEVATION. y 4. / L___i ;' /,/ /� // / / / / / . 4 • / /1 y w TREE PROTECTION PER DETAIL 5, SHEET C-1.1. SAWCUT (TYP) STORM DRAIN CLEANOUT PER DETAIL 2, SHEET C-1.1 RIM = FINISH GRADE IE = 24.58 DOWNSPOUT CONNECTION PER DETAIL 1, SHEET C-1.1 A 32 LF 6" D.I. ROOF DRAIN © 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. 1 •`♦ • • SAWCUT (TYP) • \ 4•. J { 0 1 0 CONTRACTOR TO USE CAUTION AROUND EXISTING UTILITY VAULT. 52 LF 6" D.I. ROOF A DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. STORM DRAIN CLEANOUT PER DETAIL 2, SHEET C-1.1 RIM = FINISH GRADE IE = 24.35 FLEXIBLE ASPHALT PAVEMENT RESTORATION PER DETAIL RS -03, SHEET C-1.1. EXISTING DOMESTIC WATER SERVICE TO BE REROUTED AS NEEDED.. STORM DRAIN CLEANOUT PER DETAIL 2, SHEET C-1.1 RIM = FINISH GRADE IE = 24.50 EXISTING BOLLARDS TO BE REMOVED. 1 DOWNSPOUT CONNECTION PER DETAIL 1, SHEET C-1.1 15 LF 6" D.I. ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. 6" STORM DRAIN WYE CONNECTION. IE = 24.42 1 LF 6" D.I. ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. DOWNSPOUT CONNECTION PER DETAIL 1, SHEET C-1.1 15 LF 6" D.I. ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. FLEXIBLE ASPHALT PAVEMENT RESTORATION PER DETAIL RS -03, SHEET C-1.1. DOWNSPOUT CONNECTION PER DETAIL 1, SHEET C-1.1 18 LF 6" D.I. ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, SHEET C-1.1. STORM DRAIN CLEANOUT PER DETAIL 2, SHEET C-1.1 RIM = FINISH GRADE IE = 24.25 1 FLEXIBLE ASPHAL PAVEMENT RESTORATION PER DETAIL RS -03, SHEET '0-1.1. CONNECT TO EXISTING—� CATCH BASIN. EX. RIM = 25.23 NEW 6" IE = 24.09 4' y REDUCED PRESSURE PRINCIPLE ASSEMBLY ON A 4" THICK CONCRETE PAD WITH HOT BOX PER DETAILS 3 AND 4, SHEET C-1.1. y NEW IRRIGATION WATER METER AND DCVA. SIZE TO BE CONFIRMED BY THE LANDSCAPE ARCHITECT. CONTRACTOR TO INSTALL NEW IRRIGATION METER AND DVCA PER CITY OF TUKWILA REQUIREMENTS. CONTRACTOR TO COORDINATE TESTING OF DCVA PER CITY OF TUKWILA REQUIREMENTS. IRRIGATION POINT OF CONNECTION .'_ 4' sfr 4' 4' 4, 4, y 4, 4, 4, ♦ "Po •` • • • ssibt • • • 54 LF 6" D.I. ROOF DRAIN @ 0.5%. TRENCH PER DETAIL DS -14A, A SHEET C-1.1. EXISTING POST INDICATOR VALVE TO REMAIN. • • • • • • • • • FLEXIBLE ASPHALT PAVEMENT RESTORATION PER DETAIL EXISTING FIRE DEPARTMENT CONNECTION TO REMAIN. CONTRACTOR TO INSTALL STORZ ADAPTER PER CITY OF TUKWILA REQUIREMENTS. TEMPORARY INLET PROTECTION PER DETAIL 5, SHEET C-1.1. CONNECT TO EXISTING CATCH BASIN. EX. RIM = 25.18 EXISTING DOUBLE DETECTOR CHECK VALVE ASSEMBLY TO REMAIN. CONTRACTOR TO COORDINATE TESTING OF DDCVA PER CITY OF TUKWILA REQUIREMENTS. EXISTING FIRE HYDRANT TO REMAIN. SOUTH -18011-1 STREET AND NOTES (NAVIX) 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT SPECIFICATIONS, CITY OF TUKWILA STANDARD SPECIFICATIONS, AND THE A.P.W.A. STANDARDS WHICH ARE HEREBY REFERENCED AS PART OF THESE PLANS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY CAD FILES PROVIDED BY JACKSON MAIN ARCHITECTURE, P.S. ON 11/4/2016, ORIGINALLY PREPARED BY TRI—COUNTY LAND SURVEYING COMPANY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION — NOTICE TO CONTRACTOR 3. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. LEGAL DESCRIPTION (SURVEYOR) THAT PORTION OF GOVERNMENT LOT 35, SECTION 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON. DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 1; THENCE NORTH 87'44'08" WEST ALONG THE NORTH LINE OF SAID LOT 1 A DISTANCE OF 449.48 FEET; THENCE SOUTH 01°51'39" WEST 869.87 FEET; THENCE NORTH 88'08'21" WEST 30 FEET TO THE WESTERLY MARGIN OF ANDOVER PARK EAST AS CONVEYED TO TUKWILA BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 6375442 AND THE TRUE POINT OF BEGINNING; THENCE SOUTH 01'51'39" WEST 170.13 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 50 FEET THROUGH A CENTRAL ANGLE OF 85'54'15" AN ARC DISTANCE OF 74.97 FEET TO A POINT ON THE NORTHERLY MARGIN OF SOUTH 180TH STREET AS CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 6375444; THENCE ALONG SAID NORTHERLY MARGIN ON A CURVE TO THE LEFT HAVING A RADIUS OF 560 FEET THROUGH A CENTRAL ANGLE OF 12°53'14" AN ARC DISTANCE OF 125.96 FEET; THENCE NORTH 01°51'39" EAST 242.99 FEET TO A POINT WHICH BEARS NORTH 88°08'21" WEST FROM THE TRUE POINT OF BEGINNING; THENCE SOUTH 88'21' EAST 170 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THAT MAY LIE WITHIN THE WEST 20 ACRES OF SAID GOVERNMENT LOT 1. SUBJECT TO CONDITIONS, RESTRICTIONS AND EASEMENTS OF RECORD, IF ANY. BENCH MARK AND DATUM (SURVEYOR) BENCH — DATUM (NAVD 88) CITY OF TUKWILA POINT NO. F-14, 3" BRASS DISK MARKED "SURVEY MON" BACK OF WALK AS SHOWN ON THIS SURVEY ELEV. = 27.27 GENERAL NOTES (TUKWILA) 1. 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE—APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT UIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON—SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL . AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS—OF—WAY, EASEMENTS, AND ACCESS TRACTS. STORM DRAINAGE NOTES (TUKWILA) 1 ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH `DUMP NO WASTE"AND EITHER `DRAINS TO STREAMS", DRAINS TO WETLANDS", OR 'DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. UTILITY NOTES (TUKWILA) 1. 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4—FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS—OF—WAY OR EASEMENTS AFTER ASPHALT PAVING. 10 20 EXISTING LEGEND SCALE: 1 INCH =10 FEET FOUND CORNER AS DESCRIBED CATCH BASIN SANITARY SEWER MANHOLE STREET LIGHT PARKING LOT LIGHT WATER VALVE WATER METER FIRE HYDRANT PROPOSED LEGEND IRRIGATION CONTROL POWER POLE GAS VALVE GAS METER TRAFFIC SIGNAL BOX LIGHTING BOk UTILITY VAULT UTILITY BO POWER BOX ELECTRIC VAULT SIGNAL POLE VALVE 0111111111111110 OMR IMO MEM GRIM RDL RDL 0 RPPA CONSULTANTS PROPERTY LINE SAWCUT LINE PROPOSED CURB PROPOSED BUILDING PROPOSED ASPHALT RESTORATION PROPOSED CONCRETE SIDEWALK PROPOSED LANDSCAPE AREA ROOF DRAIN STORM DRAIN CLEANOUT REDUCED PRESSURE PRINCIPLE ASSEMBLY TREE PROTECTION TEMPORARY INLET PROTECTION NAVIX ENGINEERING, INC. 11400 SE 8TH STREET SUITE 345 BELLEVUE, WA 98004 (425) 453-9501 CONTACT: JENELLE TAFLIN, P.E., LEED AP JASON GREEN ARCHITECT: JACKSON MAIN ARCHITECTURE, P.S. 311 FIRST AVE SOUTH SEATTLE, WA 98104 (206) 324-4800 CONTACT: BRYANT BRONSON PROFESSIONAL SERVICE INDUSTRIES, INC. 20508 56TH AVE WEST SUITE A LYNWOOD, WA 98036 (425) 582-8293 CONTACT: MICHAEL PLACE, P.E. PLANNING APPROVED • No changes -can be made.to these plans without approval from the Planning Division of DCD Approved By: FILE Copy a 'nag Pizn .7:-;rovo.1 is subject to errors and omissions. t.pproval of c.-.,lo'su:tion documents does not authorize ta violation of ar:y code or ordinance. Receipt of E;provc:', Fold Copy and conditions is acknowledged: Date: City of Tukwila BUILDING DIVISION APPROVED SEP 2 6 2018 City of Tukwila PUBLIC Works REViEWED FOR CODE COMPLIANCE APPROVED OCT 2 5 2018 • City of Tukwila BUILDING DIVISION RECEIVED SEP 2 6 2018 TUKWILA PUBLIC WORKS nbrbil RECEIVED CITY OF TUKWILA SEP 2 1 2018 PERMIT CENTER SEE ARC I T PLANS FOR SITE PAVING, SITE IMPROVEMENTS, AND GRADING DESIGN, DETAILS, AND ADDITIONAL INFORMATION. JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 11235 s.e. 6th street NAVIX SITE 1 CIVIL t: 425.453.9501 f: 425.453.8208 www.navixeng.com THE ANDOVER COMPANY, LAN Ct co CL PROJECT NO PROJECT MGR.: DRAWN BY: CHECKED BY: 50528004 JET JKG JET UTILITY IMPROVEMENT PLAN C-1 . 0 JACKSON 1 MAIN ARCHITECTURE P.S. 0 2016 C:1Users\daenson\Desktop\Revit 2018 Proiects116-15401 LanternLandina R18 daenson.rvt 3/5/2018 9:42:04 AM FOOTING SCHEDULE Mark Width Length Depth Reinforcement F4.0 4'-0" 4'-0" 1'-6" (4) #6 EW BOT F4.8 8'-2" 4'-0" 2'-0" #6T&B@12"OCEW F6.0 6'-0" 6'-0" 2'-0" (8) #6 EW BOT F7.0 7'-0" 7'-0" 2'-0" (11) #6 EW BOT SF3.5 3' - 6" - 1' - 6" #4 T&B @ 12" OC EW FOUNDATION PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOP OF FOOTING SHALL BE -1'-0" BELOW TOP OF SLAB, UNO. FOOTING ELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. FINAL ELEVATIONS SHALL BE DETERMINED BY ON-SITE VERIFICATION BY SOILS ENGINEER, BUT SHALL NOT BE SHALLOWER THAN THOSE SHOWN ON THIS PLAN. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 13. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 1.5. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, CONTRACTOR SHALL CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 1.6. WHEREVER NEW CONCRETE ABUTS EXISTING CONCRETE, ADD DOWELS TO MATCH REINFORCEMENT IN NEW CONSTRUCTION. LAP DOWELS WITH NEW REINFORCEMENT PER TYPICAL LAP SPLICE TABLE AND EMBED INTO EXISTING CONCRETE WITH EPDXY GROUT PER STRUCTURAL GENERAL NOTES. FOR BARS #5 AND SMALLER: EMBED 6" MIN; FOR BARS #6 AND LARGER: EMBED 9" MIN. 1.7 LOCATIONS ABOVE FOOTINGS WHERE NEW SLAB IS REQUIRED, USE 4" THICK SLAB w/ #4 @18" OC EA WAY CENTERED IN SLAB. DOWEL INTO EXISTING SLAB PER 53.00. 2. FOUNDATIONS 2.1. EXCAVATE, BACKFILL, AND PREPARE SOILS AS REQUIRED PER STRUCTURAL GENERAL NOTES AND GEOTECHNICAL REPORT. 2.2. REFER TO MECHANICAL AND CIVIL DRAWINGS FOR LOCATIONS OF ALL UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS WITH PIPING. 2.3. REFER TO FOOTING SCHEDULE FOR SIZES AND REINFORCEMENT AT ALL COLUMN FOOTINGS. 2.4. STEP FOOTINGS AS REQUIRED PER TYPICAL STEPPED FOOTING DETAIL. 2.5. REFER TO CONCRETE WALL REINFORCING TABLE FOR SIZES AND SPACING OF REINFORCEMENT IN ALL CONCRETE FOUNDATION WALLS, UNO. North 0 0 0 0 m m m N O 0 0 0 01 Fri c0 0 0 18'-6" 6'-6" 29'-0" (E) MASONRY WALL (E) WALL FOOTING m� NI 1'-0" 18'-6" 6'-6" 3'-0" -0" 17'-6" - 0" 4 18x18GB 16 53.00 -TYP- `�— (E) MASONRY WALL (E) WALL FOOTING L__J Ln TOL - 0" 10'-0" CO CO X co TYP 1 0'=8'1 TYP 8" CMU WALL of L_J b 0 O 4. 12" CMU SHEAR WALL '-13/4" 2'-61/4" L if) CV Foundation Plan TYP 8" CMU WALL m co szsco p+ 6" (E) CONC WALL VIF 0+ \ti 0 0 0 srs 6" (E) CONC WALL VIF (E) 6" CONC WALL VIF r — — I F6.0 L_— F6.0 r -- I TYP L F7.0 1- �y. —J ro+q5 �— ❑ L L_ c�G✓� r ---- -L — — L__ 0 CDO 7'-0" (E) SLAB ON GRADE [26' - 6 1/4") 8" CMU SHEAR WALL v/I 8'-2" x 4'-0" x18"D FTG (E) SLAB ON GRADE [26' - 6 1/4") +6+ co HSS COL ANCHOR TO EXISTING CONC WALL AT 4'-0" OC MAX, TYP S� R L F4.8 r L F4.0 J 5 52.00a 8" CMU SHEAR WALL 12" CMU WALL -r L r 1 l 1'-0" 1'-0" 1 8'-8" F4.0 12" C VIU SHEAR WALL 2 52.00a 9'-11" 15' - 10" 8' - 0" 0.8 2'-0" TYP 8" CMU W 6 52.00a i \— 12" CMU SHEAR WALL co i\b OEMS zoi F6.0 FILE COPY Permit No, -t-Olc13 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted coda or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Date: City of Tukwila BUILDING DIVISION REVISIONS 1 Nt, chancres shall be made to the .scope of workwIthout prior approval of fa Building Division. Nara f = ,s will require a new plan submittal • and may include additional plan review fees. REVISI$N. 0 rv�\ O 0 CD m C.2 0 C.3 iV REVIEWED F011-1 "LODE COMPLFAITCE APPROVED MAR 2 8 201$ r' t SyvjRJ o 'ROA ��UILDING DTVI REVIEWED This plan was reviewed for general conformance with the following,. as amended by the jurisdiction: 1 Structural Provisions of the International Building Code 0 Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is, responsible for conformance with all applicable codes, conditions of approval, and.gcnnit requirements subject to the rcquircnumis and interprctatiotss. of the governing authority. This review does not relieve the Architect and Engineers • of Record of the responsibility for a complete design in accordance with the Ions of the governing jurisdiction and the State of Washington. Jurisdiction C I Ty 0 F. "TO I_) L04 By S • SU V.-A'N A Date 3114 )18 REID MIDDLETON, INC. Code Review Consultant 1 Scale: 1/8" = 1'-0" JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com z THE ANDOVER COMPANY, LANTERN LANDING t W Ti;ce co 04) LUQ[ > 0 aQ Z< § co N DESCRIPTION 1 0 PERMIT SET PRE -DD SET dTrrl 11,1 0 103/02/2018 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO FOUNDATION PLAN S2.00 JACKSON !MAIN ARCHITECTURE P.S. Ls12015 C:1Users\dgenson\Desktop\Revit 2018 Projects\16-154-01 LanternLanding RI8_dgenso 3/5/2018 9:42:04 AM 3'-0" THICK CONC MAT \ (4) #7 @ WALL END (4) #7 @ WALL END #4 @ 8"OC (2) #4 HORIZ @ 16" OC ti (2) #6 @ 8" OC (2) #4 HORIZ @8"OC (2) #6 @ 8" OC 10'-8" Cf) 2' - 8" 16'-0" 2'-8" Shear Wall Plan Scale: 3/8" = 1'-0" 24' - 0" 3.2 O3 \- \ #9 T&B @ 9" OC EW #6 © 12" OC T&B 3'-0" THICK CONC MAT #9 T&B @ 9" OC EW 0 0 #6 @ 12" OC T&B #5 @ 48" OC #4 @ 16" OC H - Shear Wall Plan Scale: 3/8" = 1'-0" #6 @ 12" OC T&B EW (2) #6 (2) #6 #6 @ 12" OC T&B 15' -101/4" (2) #6 @ EA END #6@12"OC T&B 4'-0" #5 @ 48" OC #4@16"OC 0 fV 8'-0" 3' - 0" THICK CONC MAT -\ 5' - 8" (4) #7 @ WALL END #4@8"OC (2) #4 HORIZ @ 16" OC (2) #6 @ 8" OC (2) #4 HORIZ @8"OC (2) #6 @ 8" OC 3'-8" (4) #7 @ WALL END (2) #4 HORIZ @ 8" OC #4@8"OC (2) #6 @ 8" OC 8'-2" 22' - 0" (z) 0 Shear Wall Plan Scale: 3/8" = 1'-0" in 0i 0 co \ 0 Lf'1 18'-0" 3'-8" 10'-8" 3' - 8" (4) #5 #4 @ 16" OC (2) #4 HORIZ @ 24" OC (4) #6 #4@8"OC (2) #4 HORIZ @ 8" OC (2)#6@8"OC (2)#6@8"OC 8 2.00a #4@8"OC Shear Wall Plan cafe: 3'-0" THICK CONC MAT #8 T&B ©12" OC EW Shear Wall Plan 2'-6" THICK CONC MAT #4@8"OC #10T&B@9"OC (E) FTG (E) CMU WALL DEMO BACK TO (E) CMU VERT REINF 2'-0" THICK \ 0 n 0 18'-6" 0 6'-6" 4'-0" PROVIDE TYP CONTROL JOINT (2) #4 @ 16" OC #4 @ 8" OC (4)#7@ EA END #6 @ 10"OC T&B EW 26' - 0" (2)#4@8"OC #4@8"OC (2) #9 @ EA END (2) #4 @ 8" OC #4 (2) #9 @ EA END Lsb, TYP Shear Wall Plan Scale: 3/8" = 1'-0" (E) WALL TO BE GROUTED WHERE HOLLOW & REQ's REBAR DEVELOPMENT (E) 2'-0" x1'-0" STRIP FTG EPDXY DOWEL TO MATCH MAT FDN REBAR. EMBED 8" INTO (E) FTG 0 Q 1J - V PERMIT SET --_--_-- PRE-DD SET 1' - 0" / v c.`� II'I / W c0 c9 0 0 110/06/2017 I` e- N "Z c m a -- N a- o 10'-4" , \-\ ra Mil 1 si illifflill st gniii 1 „tie,a i. 8 III 2.00a Mi l (2) #4 @ 8"6C #4 El 111111 (2) HORIZ @ 8" OC it 0 ...1* III PRI (2) #4 HORIZ @ 16" OC #4@8"OC 11III] 11---1; 1'-2" Ld r— .,- / / (4) #6 4' - , co / 4► I \ \ Shear Wall Plan 2'-6" THICK CONC MAT #4@8"OC #10T&B@9"OC (E) FTG (E) CMU WALL DEMO BACK TO (E) CMU VERT REINF 2'-0" THICK \ 0 n 0 18'-6" 0 6'-6" 4'-0" PROVIDE TYP CONTROL JOINT (2) #4 @ 16" OC #4 @ 8" OC (4)#7@ EA END #6 @ 10"OC T&B EW 26' - 0" (2)#4@8"OC #4@8"OC (2) #9 @ EA END (2) #4 @ 8" OC #4 (2) #9 @ EA END Lsb, TYP Shear Wall Plan Scale: 3/8" = 1'-0" (E) WALL TO BE GROUTED WHERE HOLLOW & REQ's REBAR DEVELOPMENT (E) 2'-0" x1'-0" STRIP FTG EPDXY DOWEL TO MATCH MAT FDN REBAR. EMBED 8" INTO (E) FTG Section Q n Scale: 3/4" = 1'-0" (E) SLAB ON GRADE DOWEL TO MATCH EA VERT TYP. CONC MAT FOUNDATION WALL VERT REINF PER SECTION (E) WALL VERT REINF WALL HORIZ REINF PER SECTION EPDXY DOWEL TO MATCH FTG REBAR FTG PER PLAN FTG REBAR X X X X X X X . . • . . . I5< . . . . * . . . • . . • 4 . • . . Section II: Scale: 3/4" = 1'-0" ri o 0.3 REVISION REVIEWED FOR CODE 1PLIANCE APPROVED MAR 2 8 2010 law of 1-1„.3 relwii9 13111 D N unwi oza�e �.J REID MIDDLETON, INC, JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com CU z THE ANDOVER COMPANY, DESCRIPTION 1 0 Q PERMIT REVIEW RESPONSE PERMIT SET --_--_-- PRE-DD SET z v c.`� II'I W c0 c9 0 0 110/06/2017 I` e- N "Z c m a -- N a- o N ...1* 1'-2" Ld .,- / / Section Q n Scale: 3/4" = 1'-0" (E) SLAB ON GRADE DOWEL TO MATCH EA VERT TYP. CONC MAT FOUNDATION WALL VERT REINF PER SECTION (E) WALL VERT REINF WALL HORIZ REINF PER SECTION EPDXY DOWEL TO MATCH FTG REBAR FTG PER PLAN FTG REBAR X X X X X X X . . • . . . I5< . . . . * . . . • . . • 4 . • . . Section II: Scale: 3/4" = 1'-0" ri o 0.3 REVISION REVIEWED FOR CODE 1PLIANCE APPROVED MAR 2 8 2010 law of 1-1„.3 relwii9 13111 D N unwi oza�e �.J REID MIDDLETON, INC, JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com CU z THE ANDOVER COMPANY, DESCRIPTION 1 0 Q PERMIT REVIEW RESPONSE PERMIT SET --_--_-- PRE-DD SET z v c.`� II'I W c0 c9 0 0 110/06/2017 I` e- N "Z c m a -- N a- o PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO SHEAR WALL PARTIAL PLANS & SECTIONS S2.00a JACKSON !MAIN ARCHITECTURE P.S. © 2015 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:18:13 AM LANTERN LANDING 1233 ANDOVER PARK EAST ! TUKWILA, WA 98188 ISSUED FOR PERMIT JULY 14, 2017 PLANNING APPROVED - No changes can be made. to these plans without approval from the Planning Division of DCD Approved B . aALLS Date: SHEET INDEX: PROJECT NORTH VICINITY MAP N.T.S. (Dr-- LOCATION MAP N.T.S. PROJECT NORTH LEGAL DESCRIPTION: PROJECT DESCRIPTION: DEFERRED SUBMITTALS: TAX LOT NO: 352304-9084 ZONING: TUC -WP (TUKWILA URBAN CENTER - WORKPLACE) OVERLAY: N/A ZONING MAP: TUC -WP PLAN DISTRICT: COMP PLAN: TUKWILA 2015 COMPREHENSIVE LAND USE PLAN RNO ND: POR GL 1 IN NE 1/4 BEG ON W LN ANDOVER PARK E 869.87 FT S OF N LN SD GL & TPOB TH S 01-51-39 W 170.13 FT TH ALG CURVE TO RGT RAD 50 FT ARC DIST 74.97 FT TH ALG CURVE TO LEFT RAD 560 FT ARC DIST 125.96 FT TH N 01-51-39 E TO PT N 88-08-21 W FR TPOB TH S 88-08-21 E 170 FT TO TPOB PROJECT CONSISTS OF AN ALTERATION TO AN -EXISTING 13,900 SF BUILDING. SELECTED PORTIONS OF THE EXISTING STRUCTURE WILLBE DEMOLISHED AND RECONSTRUCTED TO UPDATE THE BUILDING FOR NEW RETAIL TENANT USE. NEW BUILDING FOOTPRINT WILL MEASURE 13, 380 SF (REDUCTION IN TOTAL.SF). CONSTRUCTION WILL INCLUDE THE ADDITION OF NEW STOREFRONT AND WALL FINISHES, NEW ROOF STRUCTURE AT LOWER PORTION OF BUILDING, NEW ROOF= SURFACING ON HIGHER PORTION OF BUILDING, AND THE ADDITION OF TWO GLAZED "LANTERNS" CONSISTING OF STACKED STOREFRONTS. * PROJECT CONSISTS OF BUILDING SHELL WORK ONLY AND IS NOT FOR OCCUPANCY. ** TENANT IMPROVEMENT WORK TO BE SUBMITTED UNDER A SEPARATE APPLICATION PACKAGE AT A LATER DATE. MECHANICAL ELECTRICAL PLUMBING FIRE SPRINKLER AND ALARM SYSTEMS SIGNAGE ENERGY CODE INFORMATION: CODE INFORMATION: PROJECT INFORMATION: APPLICABLE CODES 2015 INTERNATIONAL BUILDING CODE (IBC 2015 WASHINGTON STATE ENERGY CODE (WSEC) 2015 INTERNATIONAL FIRE CODE (IFC) NATIONAL ELECTRICAL CODE (NEC) PER RCW 19.28 2013 NFPA STANDARD 72 2013 NFPA STANDARD 13, 13-D, AND 13-R 2015 INTERNATIONAL MECHANICAL CODE (IMC) 2015 UNIFORM PLUMBING CODE (UPC) ZONING TUC -WP (TUKWILA URBAN CENTER -WORKPLACE) CONSTRUCTION TYPE NEW CONSTRUCTION - TYPE VB OCCUPANCY MERCANTILE @ 13,380 SF SEE SHEET G0.04 FOR EXITING CALCULATIONS APPLICABLE CODE 2015 WASHINGTON STATE ENERGY CODE TOTAL VERTICALFENESTRATION._(ROUGH OPENING) GROSS EXTERIOR ABOVE -GRADE WALL AREA % VERITACAL FENESTRATION TOTAL SKYLIGHT GROSS EXTERIOR ROOF AREA SKYLIGHT 3,481 SF 9,217 SF 38% 0 SF 13,380 SF 0% MAX TARGET 30% MAX TARGET 3% COMLIANCE METHOD UTILIZED UA - COMPONENT ANALYSIS TABLE C402.1.3 OPAQUE THERMAL ENVELOPE INSULATION COMPONENT REQUIREMENTS, R -VALUE **ALL ROOF, WALL, AND FLOOR ASSEMBLIES TO FALL WITHIN THE THESHOLDS LISTED BELOW ROOF, INSULATION ENTIRELY ABOVE DECK R-38 ci WALLS, ABOVE GRADE, MASS R-9.5 ci WALLS, ABOVE GRADE, WOOD FRAMED R-21 int SLAB ON GRADE FLOOR, UNHEATED R-10 for 24" below PARKING INFORMATION: ZONE: TUC -WP USE: RETAIL SALES, GENERAL PARKING REQUIREMENT PER TMC FIGURE 18-7: 2.5 SPACES FOR EACH 1,000 SF USABLE AREA. USABLE AREA: 13,380 SF REQUIRED PARKING SPACES: 13.4 X 2.5 = 34 SPACES SPACES PROVIDED: 44 (43 AUTO, 1 MOTORCYCLE) NUMBER OF ACCESSIBLE STALLS REQUIRED: 2 (INCLUDING ONE VAN STALL) NUMBER OF ACCESSIBLE STALLS PROIVDED: 2 (INCLUDING TWO VAN STALLS) **NOTE THAT THE EXISTING PARKING LAYOUT AND COUNT HAS BEEN PRESERVED INTACT, WITH LIMITED MODIFICATIONS. TABLE C402.1.4 OPAQUE THERMAL ENVELOPE INSULATION COMPONENT MAXIMUMS, U -VALUE ** ALL DOORS TO FALL WITHIN THE THRESHOLDS LISTED BELOW OPAQUE DOORS, SWINGING U-0.37 OPAQUE DOORS, NONSWINGING U-0.34 TABLE C402.4 BUILDING ENVELOPE FENESTRATION MAXIMUM U -FACTOR AND SHGC REQUIREMENTS **ALL FENESTRATION TO FALL WITHIN THE THRESHOLDS LISTED BELOW CLIMATE ZONE: MARINE 4 METAL FRAMING, FIXED U-0.38 METAL FRAMING (ENTRANCE DOORS) U-0.60 SHGC, PROJECTION FACTOR (PF) < 0.2 ORIENTATION: SEW ORIENTATION N 0.40 0.53 GENERAL G0.00 COVER SHEET G0.01 PROJECT INFORMATION G0.04 EXITING & OCCUPANCY DIAGRAM G0.06 ACCESSIBILITY DETAILS LANDSCAPE L1.0 LANDSCAPE LI.2 IRRIGATION PLAN ARCHITECTURAL A0.00 SITE DEMOLITION PLAN A0.01 SLAB DEMOLITION PLAN A0.02 FLOOR DEMOLITION PLAN A0.03 ' ROOF DEMOLITION PLAN A1.00 SITE PLAN A1.01 ENLARGED SITE PLAN - NORTH A1.02 ENLARGED SITE PLAN - SOUTH A1.03 SITE DETAILS A2.00 SLAB PLAN A2.02 ROOF PLAN A2.10 REFLECTED CEILING PLAN A3.01 EXTERIOR ELEVATIONS A4.01 BUILDING SECTIONS A4.02 WALL SECTIONS A4.03 WALL SECTIONS A7.01 DOOR AND WINDOW SCHEDULE A8.01 WALL ASSEMBLIES A8.02 DETAILS A8.03 ROOF DETAILS A8.04 EXTERIOR WOOD DETAILS STRUCTURAL S1.01 STRUCTURAL GENERAL NOTES S1.02 STRUCTURAL GENERAL NOTES S2.00 FOUNDATION PLAN S2.00a SHEAR WALL PARTIAL PLANS AND SECTIONS S2.01 ROOF FRAMING PLAN S3.00 STRUCTURAL DETAILS S4.00 STRUCTURAL DETAILS S5.00 STRUCTURAL DETAILS S6.00 STRUCTURAL DETAILS S7.00 STRUCTURAL DETAILS S8.00 STRUCTURAL DETAILS (SEPARATE PERMIT REQUIRED FOR: al channel lectrical CFP11 Ing -Gras Piping City of Tukwila BLitLDING DIVISION REVISIONS No changes shalt be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review tees. COPY Permit No. D(3 -O11 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Date: /Z/1/ r) City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 9 8 2011 ty oT Tukwila bl7OI'3 OWNER: ARCHITECT: STRUCTURAL ENGINEER: MECHANICAL ENGINEER: PLUMBING ENGINEER: ELECTRICAL ENGINEER: CIVIL ENGINEER: GENERAL CONTRACTOR HOUGHTON INVESTMENTS, LLC 6363 LAKE WASHINGTON BLVD. NE KIRKLAND, WA 98033 PHONE: (206) 601-0080 FAX: N/A CONTACT:MATT PETERSON JACKSON 1 MAIN ARCHITECTURE P.S. 311 1ST AVE. S. SEATTLE WA 98104 PHONE: (206) 324 4800 FAX: (206) 322 2875 CONTACT:BRYANT BRONSON LUND OPSAHL 1201 FIRST AVE. SOUTH, SUITE 310 SEATTLE, WA 98134 PHONE: 206-402-5156 FAX: N/A CONTACT:ADAM SLIVERS TO BE DETERMINED UNDER SPEARATE DESIGN/BUILD AGREEMENT W/ CONTRACTOR N/A N/A PHONE: N/A FAX: N/A CONTACT: N/A TO BE DETERMINED UNDER SPEARATE DESIGN/BUILD AGREEMENT W/ CONTRACTOR N/A N/A PHONE: N/A FAX: N/A CONTACT:N/A TO BE DETERMINED N/A N/A PHONE: N/A FAX: N/A CONTACT: N/A UNDER SPEARATE DESIGN/BUILD AGREEMENT W/ CONTRACTOR N/A N/A N/A PHONE: N/A FAX: N/A CONTACT: N/A POE CONSTRCUTION 1519 WEST VALLEY HWY. N. SUITE 103 AUBURN, WA 98001 PHONE: 253-218-0986 FAX: N/A CONTACT:JAMIE NESS RECEIVED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER JACKSON 1 ARCFflATEU URE 311 FIR JL SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U Z THE ANDOVER COMPANY, 0 Z Z J LANTERN DESCRIPTION Permit Set O z ,- DATE I__ 7/14/2017 4879 a 101 REGISTERED - TECT tV RE TATE ERCICH WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW COVER SHEET G0.00 JACKSON 1 MAIN ARCHITECTURE P.S. © 2016 0 c 0 L m CO 71 a) ff a) O ¢I 0 cn 0 cn c 0 m CO a) 2 Co 0 N N • TYPICAL HATCHES: ARCHITECTURAL ABBREVIATIONS: TYPICAL SYMBOLS: NOTE: ALL ABBREVIATIONS MAY NOT BE USED, ABBREVIATIONS MAY BE USED IN CONJUNCTION WITH EACH AB ANCHOR BOLT (N) NEW ABV ABOVE N NORTH NC AIR CONDITIONING N/A NOT APPLICABLE OR NOT AVAILABLE ADA AMERICANS WITH DISABILITIES ACT NIC NOT IN CONTRACT ADDL ADDITIONAL NOM NOMINAL ADJ ADJUST(ABLE)A. NTP NOTICE TO PROCEED AFF ABOVE FINISHED FLOOR NTS NOT TO SCALE`„.._.. AGG AGGREGATE AHJ AUTHORITIES(ITY) HAVING OC ON CENTER JURISDICTION OD OUTSIDE DIAMETER OR OUTSIDE AIA AMERICAN INSTITUTE OF ARCHITECTS DIMENSION ALT ALTERNATE OR ALTERNATIVE OFCI OWNER FURNISHED, CONTRACTOR ALUM ALUMINUM INSTALLED ANOD ANODIZED OFOI OWNER FURNISHED, OWNER ANSI AMERICAN NATIONAL STANDARDS INSTALLED INSTITUTE OL OCCUPANT LOAD AOR ARCHITECT OF RECORD OLF OCCUPANT LOAD FACTOR AP ACCESS PANEL OPP OPPOSITE ARCH ARCHITECT OPT OPTION(AL) ASSOC ASSOCIATION(S) ORIG ORIGINAL ASPH ASPHALT OSCP OWNER SELECTED, CONTRACTOR ASTM AMERICAN SOCIETY FOR TESTING AND PROVIDED MATERIALS OTS OPEN TO STRUCTURE AXON AXONOMETRIC OVHD OVERHEAD BATT BATT INSULATION P PAINT(ED) BD BOARD PANL PANEL BLDG BUILDING PC PORTLAND CEMENT OR PRECAST BLK BLOCK CONCRETE BLKG BLOCKING PED PEDESTRIAN BM BEAM OR BENCH MARK PEN PENETRATION BMU BRICK MASONRY UNIT PERF PERFORATE(D) BO BOTTOM OF PERIM PERIMETER BP BRK BRICKNG PAPER PLG PROPING OR PACKAGE ERTY LINE OR PLATE BTB BACK TO BACK PLAM PLASTIC LAMINATE BTWN BETWEEN PLWD PLYWOOD BW BACK OF WALK OR BOTTOM WIDTH POC POINT OF CONNECTION BUR BUILT UP ROOF PR PAIR BYD BEYOND PRE -FIN PRE -FINISHED PRCST PRECAST CAB CABINET PROP PROPERTY CB CATCH BASIN PT PRESSURE TREATED CG CORNER GUARD PUD PLANNED URBAN DEVELOPMENT CJ CONTROL JOINT CL CENTER LINE OR CHAIN LINK QA QUALITY ASSURANCE CLG CEILING QC QUALITY CONTROL CLO CLOSET QTY QUANTITY CLR CLEARANCE) CMU CONCRETE MASONRY UNIT RCP REFLECTED CEILING PLAN CO CLEAN OUT RD ROOF DRAIN COL COLUMN RECT RECTANGULAR CONC CONCRETE REF REFERENCE OR REFER TO COND CONDITION(AL) REFR REFRIGERATOR CONT CONTINUE(UOUS) REINF REINFORCE(D) OR (ING) CSMT CASEMENT RELOC RELOCATE(D) OR (TION) CSWK CASEWORK REM REMOVAL OR REMARK CTR CENTER REPL REPLACE CW COLD WATER REQD REQUIRED RES RESIDENCE OR (TIAL) DBL DOUBLE RET RETENTION OR RETURN DEMO DEMOLISH(ED) OR DEMOLITION RETW RETAINING WALL DEPT DEPARTMENT REV REVISE(D) OR (ION) DIA DIAMETER RM ROOM DIM DIMENSION RND ROUND DISP DISPENSER OR DISPOSAL RO ROUGH OPENING‘11,NORTH DN DOWN ROW RIGHT OF WAY DR DOOR RP REFERENCE POINT DS DOWNSPOUT RSF RESURFACE DTL DETAIL RSVR RESERVOIR DW DISHWASHER DWG(S) DRAWING(S) S SOUTH SAM SELF ADHERING MEMBRANE (E) EXISTING SAN SANITARY E EAST SC SOLID CORE EA EACH SCHED SCHEDULE EJ EXPANSION JOINT SECT SECTION ELEC ELECTRIC(AL) SF SQUARE FEET (FOOT) ELEV ELEVATOR SIM SIMILAR EMER EMERGENCY SMACNA SHEET METAL & AIRELEVATION ENCL ENCLOSURE CONDITIONING ENGR ENGINEER CONTRACTOR'S NATIONAL EOR ENGINEER OF RECORD ASSOCIATION EPDM ETHYLENE PROPYLENE DIENE SP STANDPIPE MONOMER SPEC SPECIFICATION(S) EPX EPDXY (PAINT) SQ SQUARE EQ EQUAL SS STAINLESS STEEL EQP EQUIPMENT STC SOUND TRANSMISSION ETC ET CETERA CLASSIFICATION EXT EXTERIOR STD STANDARD STOR STORAGE9 (F) FUTURE STRUC STRUCTURE, (AL) FC FIBER CEMENT SUB SUBSTITUTION FE FIRE EXTINGUISHER & BRACKET SUPP SUPPLEMENT OR SUPPLY(IER) FEC FIRE EXTINGUISHER CABINET SURF SURFACE FF FINISHED FLOOR SUSP SUSPENDED FFE FINISHED FLOOR ELEVATION SWK SIDEWALK FIN FINISH(ED) SYM SYMBOL OR SYMMETRICAL FLR FLOOR(ING) FND FOUNDATION) T TREAD FO FACE OF T&B TOP AND BOTTOM FOC FACE OF CONCRETE T&G TONGUE AND GROOVE FOF FACE OF FINISH T&M TIME AND MATERIALS FOM FACE OF MASONRY TEMP TEMPORARY OR TEMPERATURE FOS FACE OF STUD OR FACE OF STEEL THK THICK(NESS) FOW FACE OF WALL TM TO MATCH FRM FRAME (D) TO TOP OF FT FOOT OR FEET TOC TOP OF CURB FURN FURNISH TRANS TRANSFORMER FURR FURRING TYP TYPICAL GA GAUGE OR GYPSUM ASSOCIATION UFC UNIFORM FIRE CODE GALV GALVANIZED UL UNDERWRITERS LABORATORIES GAR GARAGE UNF UNFINISHED GB GRAB BAR UNTR UNTREATED GD GRID LINE UON UNLESS OTHERWISE NOTED GR GRADE UOS UNDERSIDE OF STRUCTURE GYP GYPSUM UPS UNINTERRUPTED POWER SUPPLY GYP BD GYPSUM BOARD USPS UNITED STATES POSTAL SERVICE GYP CEM GYPSUM CEMENT UTIL UTILITIES GYP SH GYPSUM SHEATHING UV UNIT VENTILATOR OR ULTRA VIOLET HB HOSE BIB V VENT OR VOLTS HDRL HANDRAIL VAR VARIES HDW HARDWARE VB VAPOR BARRIER HM HOLLOW METAL VD VOLUME DAMPER HR HOUR VE VALUE ENGINEERING HT HEIGHT VECP VALUE ENGINEERING CHANGE HVAC HEATING, VENTILATING, AIR PROPOSA CONDITIONING VERP VERTICAL PANEL VERT VERTICAL IBC INTERNATIONAL BUILDING CODE VG VERTICAL GRAIN OR VARIABLE GRADE ICC INTERNATIONAL CODE COUNCIL VIF VERIFY IN FIELD IFC INTERNATIONAL FIRE CODE VOL VOLUME IMC INTERNATIONAL MECHANICAL CODE VW VARIABLE WIDTH IPC INTERNATIONAL PLUMBING CODE IN INCH W WEST OR WIDTH OR WIDE INCL INCLUDE(D) OR (ING) W/ WITH INSUL INSULATE(D) OR INSULATION WC WATER CLOSET INT INTERIOR OR INTERSECTION WCO WALL CLEANOUT WD WOOD JAN JANITOR WF WIDE FLANGE JC JANITORS CLOSET WG WIRE GLASS JCT JUNCTION WH WATER HEATER JST JOIST W/O WITHOUT JT JOINT WOM WALK OFF MAT WP WATERPROOF(ING) KD KNOCK DOWN WPM WATERPROOFING MEMBRANE KIT KITCHEN WRB WEATHER RESISTANT BARRIER KP KICKPLATE WS WATERSTOP OR WAINSCOT KO KNOCKOUT WT; WEIGHT WWF WELDED WIRE FABRIC LAM LAMINATE(D) LAV LAVATORY YD YARD(S) LOC LIMITS OF CONSTRUCTION LIDA VEGETATIVE SWALE @ AT MAINT MAINTENANCE MANF MANUFACTURE(R) OR (D) MATL MATERIAL MUM MAX MAILBOXMAX I MDF MEDIUM DENSITY FIBERBOARD MECH MECHANIC(AL) MEMB MEMBRANE MECHANICAL, ELECTRICAL, & MEP PLUMBING MIN MINIMUM OR MINUTE MISC MISCELLANEOUS MR MOISTURE RESISTANT MRGB MOISTURE RESISTANT GYPSUM BOARD MTD MOUNTED MTL METAL MULL MULLION NEW / ALUMINUM .... -" �' £ EXIST. GRE D , a < .>q; 3ER GRID NUMBER REFERENCE GRID LINES L. •. CONCRETE -II II�� EARTH ZSQ N 1r INSULATION, BATT ha ' A,sUja? -��� INSULATION, RIGID ..;' ._. - 1 ` NEW 0 ,- ti 0 0 GLASS � GRID LETT =R GRID LETTER SECTION BUILDING SECTION �� GRAVEL GYPSUM WALL BOARD LUMBER, FINISHED SHEET SECTION CONCRETE MASONRY (CMU) //// MASONRY, BRICK / VENEER :` ` PLYWOOD '_ SAND SHEET WALL SECTION xzr/ STEEL WOOD BLOCKING WOOD MEMBER 4 VIEW/ELEVATION A1.01 2 SHEET INTERIOR ELEVATION GENERAL NOTES: 3 VIEW REFERENCE 1 FLAME SPREAD & SMOKE DEVELOPED RATINGS: 1.A. ALL FINISHES TO BE AS NOTED & SHALL NOT HAVE SMOKE DEVELOPED RATINGS GREATER THAN 450. 1.B. INTERIOR FINISHES OF WALLS & CEILINGS IN ALL ROOMS OR ENCLOSED SPACES SHALL HAVE A CLASS C FLAME SPREAD INDEX 76-200; SMOKE DEVELOPED INDEX 0-450. INTERIOR FINISHES OF EXIT ENCLOSURES & EXIT PASSAGEWAYS SHALL HAVE A CLASS B FLAME SPREAD INDEX 26-75; SMOKE DEVELOPED INDEX 0-450. ASTM E 84. IFC TABLE 803.3. 1.C. MATERIALS USED AS INTERIOR TRIM SHALL HAVE A MINIMUM CLASS C FLAME SPREAD & SMOKE DEVELOPED INDEX & SHALL COMPLY WITH ASTM E 84. COMBUSTIBLE TRIM SHALL NOT EXCEED 10% OF THE AGGREGATE WALL OR CEILING AREA IN WHICH IT IS LOCATED (IFC 804). 1.D. INTERIOR WALL & CEILING FINISHES SHALL COMPLY WITH NFPA 286 TESTING MEASURES. INTERIOR FLOOR FINISHES SHALL COMPLY WITH NFPA 253 WITH A CLASS 2 CRITICAL RADIANT FLUX > 0.22 WATTS / CM2. FLOOR FINISHES IN EXIT / ACCESS CORRIDORS SHALL BE CLASS 1 CRITICAL RADIANT FLUX> 0.45 WATTS / CM2. 1.E. INTERIOR FINISH MATERIALS SHALL BE APPLIED SO THAT THEY WILL NOT BECOME READILY DETACHED WHERE SUBJECTED TO 200 DEGREES F. FOR NOT LESS THAN 30 MINUTES (IFC 803.2). 1.F. THE REQUIRED FLAME SPREAD OR SMOKE DEVELOPED INDEX OF SURFACES IN EXISTING BUILDINGS MAY BE ACHIEVED BY APPLICATION OF APPROVED FIRE RETARDANT COATINGS & SHALL COMPLY WITH NFPA 703 (IFC 803.4). 2. ALL ELECTRICAL WORK SHALL CONFORM TO LOCAL CODES, THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE, & NFPA 72. 3. THE CONTRACT WORK SHALL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, TOOLS, LABOR & SERVICES NECESSARY FOR COMPLETION OF THE PROJECT. 4. THE G.C. SHALL PERFORM ALL WORK IN CONFORMITY WITH THOSE LAWS HAVING JURISDICTION WHETHER OR NOT SUCH WORK IS SPECIFICALLY SHOWN ON THESE DRAWINGS, INCLUDING ALL SEISMIC REQUIREMENTS. THE G.C. SHALL PROCURE & PAY FOR ALL NECESSARY BUILDING PERMITS & SHALL BE REIMBURSED FOR GENERAL BUILDING PERMIT COSTS BY OWNER. BUSINESS LICENSE COSTS ARE NOT REIMBURSABLE. 5. THE G.C. SHALL BE RESPONSIBLE FOR THE QUALITY OF WORKMANSHIP & FOR COMPLIANCE WITH THE DESIGN. THE G.C. SHALL CORRECT ALL ERRORS & DEVIATIONS AS REQUESTED BY THE OWNER. 6. G.C. SHALL BE RESPONSIBLE FOR QUALITY OF ALL REFURBISHED MATERIALS. ALL REFURBISHED MATERIALS TO APPEAR NEW. 7. THE G.C. SHALL PROVIDE & INSTALL FIRE EXTINGUISHERS PER CFC STANDARD 10-1 8. ALL WOOD BLOCKING, STUDS, PLYWOOD, ETC. TO BE FIRE RETARDANT. 9. AT THE TIME OF SUBMITTING FINAL BID, THE G.C. SHALL VERIFY ALL RELEVANT DIMENSIONS, ELEVATIONS, ANGLES, & EXISTING CONDITIONS BEFORE PROCEEDING WITH THE AFFECTED WORK & NOTIFY THE ARCHITECT OF ANY DISCREPANCIES IMMEDIATELY. ALL DISCREPANCIES SHALL BE RESOLVED PRIOR TO PROCEEDING WITH AFFECTED WORK. 10. EXACT LOCATIONS OF PIPING, DUCTWORK, CONDUIT & FIXTURES SHALL BE COORDINATED BETWEEN CONTRACTORS & SUBCONTRACTORS TO AVOID INTERFERENCE. 11. EACH CONTRACTOR SHALL COORDINATE ARCHITECTURAL DRAWINGS WITH THE PLUMBING, MECHANICAL & ELECTRICAL DRAWINGS & ALL SPECIFICATIONS BEFORE PROCEEDING WITH THE WORK & SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR CONFLICTS IMMEDIATELY. ALL DISCREPANCIES SHALL BE RESOLVED PRIOR TO THE CONTRACTOR PROCEEDING WITH AFFECTED WORK. 12. SHOULD ANY OF THE DETAILED INSTRUCTIONS ON THE DRAWINGS CONFLICT WITH THE NOTES OR SPECIFICATIONS OR WITH EACH OTHER, THE STRICTEST PROVISION SHALL APPLY. 13. ADDITIONAL WORK, IF APPLICABLE, MUST BE AUTHORIZED IN WRITING BY BOTH THE CONSTRUCTION PROJECT MANAGER & ARCHITECT AFTER THE FORMAL REQUEST FOR INFORMATION (RFI) PROCESS HAS BEEN COMPLETED (GC ISSUES AN RFI TO THE ARCHITECT, IF THE CLARIFICATIONS AND / OR SUPPLEMENTAL INFORMATION INVOLVE AN ADJUSTMENT IN THE CONTRACT SUM, THE ARCHITECT SHALL ISSUE A WORK CHANGE PROPOSAL REQUEST TO THE G.C. TO OBTAIN PRICE QUOTATIONS NEEDED FOR NEGOTIATING CHANGES IN THE CONTRACT FOR CONSTRUCTION). 14. JOB SITE CLEANING: DURING DEMOLITION & CONSTRUCTION, THE JOB SITE & BUILDING INTERIOR SHALL BE CLEANED ON A DAILY BASIS, INCLUDING REMOVAL OF TRASH, RUBBLE, DEBRIS & ORGANIZATION OF MATERIALS & EQUIPMENT. UPON COMPLETION OF THE WORK, THE JOB SITE & BUILDING INTERIOR SHALL BE THOROUGHLY CLEANED, INCLUDING AREAS OF THE BUILDING MADE DIRTY BY CONSTRUCTION WORK. THE G.C. SHALL REMOVE TRASH, RUBBLE, TOOLS, EQUIPMENT & EXCESS MATERIALS FROM THE PREMISES. THE BUILDING IS TO BE LEFT IN PERFECTLY CLEAN CONDITION. 15. G.C. IS TO PROVIDE SUPERVISION OF ALL TRADES / SUBS AS WELL AS ON-SITE SUPERVISION. 16. STAGING AREA WILL BE CONTAINED TO AN AREA AS DICTATED BY THE PROJECT MANAGER. G.C. IS REQUIRED TO HAVE 30 -YARD DUMPSTERS AVAILABLE DURING CONSTRUCTION THROUGHCOMPLETION, AT A LOCATION APPROVED BY THE OWNER. 17. MAINTAIN A CLEAR AND UNOBSTRUCTED PATH TO EXITS. 18. PROVIDE WORK AND MATERIALS IN ACCORDANCE WITH APPLICABLE CITY, COUNTY, AND LOCAL BUILDING AND FIRE CODES AS REQUIRED. IN CASE OF CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OF THE MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR ORDINANCES, THE LAWS OR ORDINANCES ARE TO GOVERN. NOTIFY ARCHITECT OF CONFLICTS. 19. WORK IS GOVERNED BY CONDITIONS AS INDICATED IN CONTRACT DRAWINGS AND SPECIFICATIONS FOR BUILDINGS. 20. DRAWINGS AND SPECIFICATIONS: STRUCTURAL, PLUMBING MECHANICAL, ELECTRICAL AND FIRE PROTECTION ARE SUPPLEMENTARY TO THESE DRAWINGS. NOTIFY ARCHITECT OF DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS OR SPECIFICATIONS IS TO BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OWNER, TENANT, OR ARCHITECT. 21. VISIT JOB SITE AND VERIFY FIELD DIMENSIONS AND CONDITIONS AND NOTIFY ARCHITECT OF DISCREPANCIES BEFORE PROCEEDING WITH WORK. 22. OBTAIN PERMITS AND APPROVALS REQUIRED. WALLS ARE TO BE INDEPENDENTLY SUPPORTED FOR SEISMIC CONDITIONS IN BUILDING JURISDICTIONS WHERE APPLICABLE. PROVIDE FIRE TREATED WOOD OR EQUIVALENT SHEET METAL BLOCKING REQUIRED FOR WALL AND CEILING MOUNTED ITEMS 23. DAMAGE DUE TO ADJACENT WORK BY CONTRACTOR OR CONTRACTOR'S FORCES ARE TO BE REPAIRED AT CONTRACTOR'S EXPENSE. 24. ASSUME PIPES, CONDUITS, VENTS, ETC. TO BE EXPOSED, UNLESS NOTED AS FURR AND FINISH, ON CONSTRUCTION 25. DRAWINGS. 26. DO NOT SCALE DRAWINGS: USE DIMENSIONS SHOWN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY ARCHITECT OF DISCREPANCIES. DEVIATIONS FROM DIMENSIONED LOCATIONS REQUIRE ARCHITECT APPROVAL. 27. "ALIGN" MEANS TO ACCURATELY LOCATE FINISHED FACES IN THE SAME PLANE. OFFSET STUDS WHERE REQUIRED TO ASSURE FLUSH WALLS AT COLUMNS. 28. COORDINATION: VERIFY AND COORDINATE THE WORK OF TRADES TO ASSURE COMPLIANCE WITH THE DRAWINGS AND SPECIFICATIONS. 29. NOTIFY ARCHITECT, IF INFORMATION IN THE DRAWINGS IS INCOMPLETE OR IN CONFLICT, FOR CLARIFICATION. UNLESS NOTED OTHERWISE. 30. PUBLICLY ACCESSIBLE PORTIONS OF THE BUILDING INCLUDING SIDEWALKS, ENTRY RAMPS, AND EXIT DOORS SHALL COMPLY AT A MINIMUM WITH THE AMERICANS WITH DISABILITIES ACT, TITLE 111, AND LOCAL ARCHITECTURAL BARRIER BOARDS. 31. DETAILS REFERRED TO AS "TYPICAL" SHALL BE CONSIDERED AS A TYPICAL CONDITION REPEATED THROUGHOUT THE PROJECT, WHETHER REFERENCED OR NOT. EXTERIOR ELEVATION I 1 SHEET VIEW REFERENCE I Ara l J Mr SHEET CALL OUT _ - CEL Ard DETAIL REFERENCE MIF SHEET ,, ARROW Lk 100'-0" ELEVATION „,,,,--DATUM MU T PARAPET `� DATUM TAG NAME 'i0.0.4__Z___04e LOCATION DATUM LOCATION SPOT ELEVATION TAG (IN PLAN) ROOM ? / I� NAME . ROOM NUMBER ROOM TAG " AREA I t I CENTER LINE 1_ ( ? TYPE DOOR TAG r ?O. NUMBER NUMBER WINDOW / RELITE TAG OR NUMBER / 01.00 KEYNOTE ► SEE WALL . ASSEMBLY SHEET FOR JMA - WALL TAG ® MORE INFORMATION. NUMBER REVISION TAG FE FIRE EXTINGUISHER EXIT LIGHTING EGRESS ARROW AND 03 OCCUPANT LOAD EXITING - 4 - - 4 STUDIO EGRESS DIRECTION PATH OF TRAVEL RM # : 101 OCC. : R-2 ROOM TAG / OCCUPANT AREA 450 LOAD CALCULATOR 1: 200 OLF : OL : 3 � REVIEWED FOR 12 SLOPE INDICATOR E CODE COMPLIANCE APPD 1/2 SLOPE D, 1/2:12 .- SLOPE ARROW t _ DEC2011 1!q • a it i i -- Vik.c ,--It.y BREAK LINE �-CLOUD O -+-DELTA ‘1 0 I q RECEIVED REVISION CLOUD CITY OF TUKWILA JUL 13 2017 5 PERMIT CENTER JACKSON 1 ARCHITE/URE 311 FIR £Y` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 Z Z J LANTERN w co Q a_ co Qo) w< o 0< Z -I Q M N DESCRIPTION Permit Set I O z ,- Li1 ZSQ N 0 ,- ti 4879 'R TAT -a REGISTERED A TECT A ERCICH ASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJ B JJW PROJECT INFORMATION G0.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt PROJECT NORTH � -4- � -4- -4- -4- � -4- -4- -4- -4- -4- i 36" CLEAR EGRESS CAPACITY 180 72" CLEAR EGRESS CAPACITY'` - 360 l RETAIL RETAIL 1 RM # : 1 OCC. : M AREA : 7422 OLF : 1:30 OL : 248 4-4-4--4-4-4-4-4-4----4-4-4-4-4-4- 4--- 4- 4- 72" CLEAR EGRESS CAPACITY = 360 36" ACCESSIBLE PATHWAY awe 36" CLEAR EGRESS CAPACITY = 180 0 i • 0 0 RETAIL 2 RM # : 2 OCC. : M AREA : 5958 OLF 1:30 OL 199 0 N 72" CLEAR EGRESS CAPACITY = 360 • EXITING PLAN =1'-0" J i EXITING DIAGRAM LEGEND EXIT PATH 1 HR. FIRE -RATED WALL EXIST. WALL TO REMAIN NEW CONSTRUCTION } etwe EXITING CALCULATIONS * THIS PERMIT SET IS FOR BUILDING SHELL ONLY AND IS NOT FOR OCCUPANCY. **WALL ASSEMBLIES USED FOR THIS SHELL ARE UNRATED. TENANT GROSS AREAS RETAIL SPACE 1 RETAIL SPACE 2 TOTAL 7,422 SF GROSS 5,958 SF GROSS 13,380 SF GROSS EXITING SUMMARY RETAIL SPACE 1 TOTAL OCCUPANT LOAD CONSISTS OF THE FOLLOWING: MERCANTILE RETAIL SPACE 2 TOTAL OCCUPANT LOAD CONSISTS OF THE FOLLOWING: MERCANTILE AREA USE PER IBC 1004.1.2 7,422 SF MERCANTILE AREA USE PER IBC 1004.1.2 5,958 SF MERCANTILE OCC. LOAD OCCUPANTS FACTOR 1:30 GROSS 248 248 TOTAL OCC. LOAD OCCUPANTS FACTOR 1:30 GROSS 199 199 TOTAL TOTAL BUILDING OCCUPANTS 447 MINIMUM NUMBER OF EXITS (2015 IBC SECTION 1006.3.1) REQUIRED EXITS 2 PER TENANT SPACE 4 @ RETAIL SPACE 1 3 @ RETAIL SPACE 2 CAPACITY OF EGRESS (2012 IBC TABLE 1005.3.2) ACTUAL EXITS **ALL EXIT DOORS SHALL BE PROVIDED WITH PANIC HARDWARE REATIL SPACE 1 EGRESS CAPACITY FOR EXTERIOR DOORS (1) FRONT OF HOUSE EXIT (1) REAR EXIT (1) REAR EXIT (1) REAR EXIT TOTAL EGRESS CAPACITY RETAIL SPACE 2 EGRESS CAPACITY FOR EXTERIOR DOORS (1) FRONT OF HOUSE EXIT (1) FRONT OF HOUSE EXIT (2) REAR EXIT TOTAL EGRESS CAPACITY 72"/.20=360 36"/.20= 180 36"/.20=180 72"/.20=360 = 1,080 72" / .20 = 360 72"/.20=360 36" / .20 = 180 = 900 TOTAL EGRESS CAPACITYPROVIDED **SPRINKLER AND FIRE ALARM DESIGN TO BE DEFERRED SUBMITTALS 1,980 MAXIMUM EXIT ACCESS TRAVEL DISTANCE (2015 IBC TABLE 1017.2) 250' - 0" W/ SPRINKLER SYSTEM ON REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDIM RECEIVED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER JACKSON 1 ARCHI,TEIT UF.E 311 FIR '•114UN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, V z 0 z z w z -I w w co <c 07, w <C > o <- z J_ Q co N � DESCRIPTION Permit Set I O, z DATE r- 5 O N Tr r - 4879 REGISTERED TECT GREG RCICH ATE O A HiNGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW EXITING & OCCUPANCY DIAGRAM G0.04 JACKSON 1 MAIN ARCHITECTURE P.S. © 2016 WHITE LETTERS & SYMBOLS Permit Set - - F PER MIRROR 40" MAX A.F.F. TO THE E3OTTOM OF THE REQUIRED MAX. AWAY ANY DIRECTION DOORS IN APPROACHES. 1- CLEAR FLOOR SPACES ARE TO FROM DOOR OR CROSSING FOR DRAINAGE. ALCOVES SHALL COMPLY WITH - - - -i 1 1 1 2 1 [ w BE FLAT. 2% SLOPE CLEAR FLOOR SPACE IN FORWARD. - - - -1 •i• 1 I 1 1 2 1 1 F- - REFLECTING SURFACE AND AT LEAST 74" MIN. A.F.F. TO THE TOP OF THE REFLECTING SURFACE WATER SUPPLY DRAIN LINES SHALL BE FULLY INSULATED AND r--,- 1 1 i 1 IIIII DISABLED PARKING THE WASHINGTON STATE BUILDING CODE SECTION 1107 - PARKING FACILITIES DISABLED ACCESS DATE C‘1.) C•I vr ON BLUE BACKING & 60" MIN b METAL SIGN, BOLT TO COVERED W/ A REMOVABLE, NON- METALLIC BAFFLE TO PROTECT FROM BURNS AND ABRASIONS 60" MIN. PROVIDE SIGN @ ALL 'L.= P£CLIMO PIPE COLUMN SIGN 1 3" WIDE TRAFFIC 6 1/2" MAX SINK DEPTH r 1 •Lij (-) DIRECTION OF TRAVEL _ _ - _ _._ Z ACCESSIBLE 12" 1T VAN 0:E' < -1 . . PARKING STALLS AN WO2ESSE x • Lc. cc D / . / \ 1 \ b cc cc < 2 < 2 z WHITE PAINT, 3'-0" INDICATED ON SITE PLAN ACCESSIBLE SIGN AS REQ. PER PLAN 3" DIA. PIPE COL. W/ ADJOINING SURFACE MAX. 12 -J _1 EQ EQ 11 0.C. AT 45 DEGREE ° w CL. 2 (r) 1 \ co 1 \ b CURB RAMP MAX. SLOPE SLOPE 1 1 20 F- z ' ' 2 1 i o , . ' • 2 ,.) n xi- < 2 L. z b (7) •;1- ii. 1- c.) L!il FLOOR LINE LL \ / \ , _, 1 1 1 a, ii, in z 0 cr) 0 2 1- 0 1-• I (2) COATS ENAMEL (WHITE) EMBED 18 INTO CONC. = - - - b I . ,.. . . - - - . > • - - - • . - • - • , • 4---- . A • .. b < 1 3" WIDE TRAFFIC Z ,. z ,,,,, - 4 .4 c\i A 0 Lu W \ / (\i \ / BASE i _., -•., . 4, - PER ICC ANSI A 117.1 FIGURE 406.2 c‘, .11 1 WHITE PAINT, INTERNATIONAL dy „V 0 . . . - - - PULL SIDE NOTE: PULL SIDE NOTE: • • • NOcTE E Ds S@K - _ _ - I 36" MIN /- / 2m46"1 N"rviAmx1.11N" . NH AAE CED CEAEDNSADSRTI BE0LAEE RS E Q D . LAV.Ep 12" MIN) 12 MIN " I _k- 0.• SYMBOL OF ACCESSIBILITY GRADE / ; 48" MIN. DASHED LINE DENOTES MAX. SIZE FRONT APPROACH MAY BE RECESSED PROVIDED NOT EXCEED CI DOORS X=14" MIN. REQ. IF DOOR BOTH A CLOSER AND RECESS DOES 7". FRONT APPROACHES - SWINGING DOORS HAS LATCH 8" DIA. 24" DEEP CLEAR FLOOR 30" FLOOR FINISH SPACE WIDE MIN TO K F MOUNTING BRACKETS FOR UNDER SINK ° CLEAR REMOVABLE PROTECTION AND APPEARANCE PANEL BASE TRIM, (A) CIRCULAR T -SHAPED x CONC. FOOTING III WALLS AND ACCESSIBILITY CONTINUE SIDE WALLS TO BE FINISHED SINK CLEARANCES PER ICC ANSI A 117.1 FIGURE 304.3(B) ACCESSIBILITY ADA TURNING SPACE CLEARANCES , Li? 1- -1 1 r - 1 1 1 IA, ; 9' 5, ACCESSIBILITY PARKING SIGN 616 ACCESSIBILITY ADA CURB DETAIL (11'-0" AT VAN STALL) ACCESSIBILITY PARKING DETAIL 111 1/2" = 1'-0" N.T.S 21 1/2" =1I-0" 1/4" =1I-0" 1/2" = 1'-0" PULL SIDE NOTE: PULL SIDE NOTE: . 3' THE SIGN SHALL BE ALONGSIDE THE DOOR AT THE RESERVED PARKING 0 /.' ' A /, "0,Q0 / ' / 4e v • 'kaida.• c-='; 4' HANDICAP PARKIN G ONLY X=38" MIN. X=44" MIN. CD IF Y=62" Y=44" MIN. IF Y=56". Y=50" MIN. (IF DOOR LATCH AND A CLOSER.) HINGE SIDE APPROACHES - SWINGING DOORS HAS BOTH A /0', , . . , BACKGROUND, BLUE HWY 12" , , / PAINT STADARD #15090 FEDERAL 595B -2 COATS 20" MAX. 20" -25" MAX. LATCH SIDE. WHERE THE TACTILE SIGN IS AT DOUBLE DOORS WITH TWO ACTIVE LEAFS. SIGN SHALL BE TO THE RIGHT OF THE RIGHT-HAND PROVIDED THE , , b• 7, ,, .*,,,,, 0, , 1 1 E - - -I 1 - I 1 1 1 1 r . ,-.. , ., . ,,, 46" MAX. , :''•• , V om- DOOR. WHERE THERE IS NO WALL SPACE, SHALL BE ON THE NEAREST ADJACENT WALL SIGNS . K :.4 z • 3/8" WIDE GREEN COLOR / mf .5. b ,, WHITE PAINT FIGURE, 2" WIDE HWY - 2 COATS tt a • 042.4i w(AA 44" MAX. a c'l r v , P 41.110TWA 0-1444114, 011'4.-4=-: ‘ „401'4X._ - wityr, • ;=-• PULL SIDE NOTE: PULL SIDE NOTE: _ ' N WHITE HWY PAINT 2 COATS Vilv - ,,, V IF I SEE NOTE 4 BELOW - C•1 PARKING . -. e i i . • • • :,..7 :.,„0 z e ' /2, ::•/, .2 , , ///e:'', ' SEE NOTE 5 BELOW • EQ EQ 1 EQ EQ ® ® .• f I` I 1 11 Y=50" MIN. Y=56" MIN. CLOSER) CD Y=44" MIN. (IF DOOR HAS Y=50" MIN. (IF DOOR HAS CLOSER) LATCH SIDE APPROACHES - SWINGING DOORS , / 4,..„ 4 1' 1' 0' 1' 0' PAPER TOWEL OR SOAP DISPENSER, TRASH RECEPTACLE PROVIDED ARE • • _ - .. ' :„ /, , , ' z WHITE REFLECTIVE / / / / / .0 AT THE LAV. THE HIGHEST OPERABLE PART OF DISPENSER OR RECEPTACLE : . FE _ .6,E_ ' SHALL BE 44" MAX A.F.F. PLACED 46 WHEN MAX OBSTRUCTION A.F.F. WHEN OBSTRUCTION IS 2T OR IS BETWEEN 20 TO 25 MAX. LESS. • z .-. 1 , 4 -( v ::/,,, , ../././7 ' ,IMIK 1 /: , I BACKGROUND (TYP.) ACCESSIBILITY DOOR CLEARANCES . ACCESSIBILITY OBSTACLE DISP. CONTROL OVER _ --f -- zo. , _ _) z t Lc) • , f. , ZN • (=@) _ HANDICAP . c„. N--. . INT'L SYMBOL OF ACCESSIBILITY - - 3/8" =1'-0" z j"-- a = r " 0 -1-0&'" 1/2" -4 3/8" WIDE r r - ONLY GREEN COLOR BAND Eo , _ - Z., • co WHITE = -• r VAN ... REFLECTIVE - N- 0 0 '- ° - • .-----7----•BACKGROUND (\I ; ._ ACCESSIBLE (TYP.) / / / x r -• • • SEE NOTE 4 BELOW 0 --, z•ri- \ /\ 60MIN 0, \ MIN 0 i- 0 0 c-\y_ NECESSARY j - Z • FLARES • 12" b \6 z / F ••; =- - MOUNTING HEIGHT ABOVE FLOOR OR GROUND z 2 - 0 b cp co co \./ NOTES g 0 Y < 0_UNOBSTRUCTED FOR "VAN ACCESSIBLE" SIGN: cl\_y -/ N - 0 0 1- a SIDE REACH (o' 'Co .- OPPOSITE DIRECTION SWINGING INWARD OPPOSITE DIRECTION SWINGING OUTWARD , b 1:10 MAX SLOPE 0 _ , i L NOTES FOR ACCESSIBLE PARKING SIGN & PARKING SPACE: 18"LIN. 1. THIS IS A WALL MOUNTED SIGN, WHERE THE BOTTOM OF THE SIGN IS 60" MINIMUM ABOVE THE FLOOR OR GROUND SURFACE OF THE PARKING SPACE. 2. SIGNS SHALL BE PROPERLY CENTERED ON THE PARKING SPACE. 3. THE SIGN FACE SHOULD BE LOCATED NO FARTHER THAN 6 FEET FROM EACH PARKING SPACE. • 7„ iN• \ :Id :2 J, ; TACTILE ).= 2 =J- co ' 4. • I - ., .,.. - . 2 r- co •ci- 2 r co L.) .- S__ , /- - „ w, ., 2 Zo •ci- OUTSIDE DOOR SWING CENTER ON CHARACTERS • LETTERS, NUMBERS AND SYMBOLS SHALL BE RAISED 1. THIS IS A WALL ABOVE THE FLOOR 2. THE VAN ACCESSIBLE SIGN AS SFIOWN. 3. FOR MORE INFORMATION SIGN DETAIL LEFT.' 4. ALL LETTERING ACCESSIBILITY 8 MOUNTED SIGN, WHERE THE BOTTOM OF THE SIGN IS 60" MINIMUM OR GROUND SURFACE OF THE PARKING SIGN. SIGN SHALL BE CENTERED UNDER THE ACCESSIBLE PARKING ON RESERVED PARKING SIGN. SEE ACCESSIBLE PARKING SERIES D' GREEN COLOR. PARKING SIGNAGE - VAN z - \ .0" MIN 4. ALL LETTERING SERIES 'C' GREEN COLOR. INTERNATIONAL SYMBOL OF ACCESSIBILITY • Zo •=i- 1/ 5. ON PARKING SIGN SHOWN WHITE ON 6"X6" BLUE FIELD WITH 1/2" RADIUS CORNERS. 6. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY PARKING SPACE MARKINGS SHALL 3' 5' i• 3' i 1/32" UPPER CASE AND ACCOMPANIED W/ GRADE 2 cc 0 o 0 1 !- a / " M X OBSTRUCTED PER ICC ANSI ACCESSIBILITY SIDE OBSTACLE 13 10"-24" MAX HIGH SIDE REACH A 117.1 FIGURES 308.3.1 & 308.3.2 DISP. CONTROL OVER BRAILLE CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND ACCESSIBILITY LOCATION OF TACTILE SIGNS @ DOORS BE DISABILITIES. THE 1 PLACED IN EACH PARKING SPACE DESIGNATED FOR USE BY PERSONS WITH A BLUE BACKGROUND WITH THE WHITE BORDER MAY SUPPLEMENT WHEELCHAIR SYMBOL. ) ACCESSIBILITY PARKING SIGNAGE (3' - 0" MIN.) ACCESSIBILITY ADA CURB 18 RAMP PLAN , PER ICC ANSI A 117.1 FIGURE 404.2.5 SAME DIRECTION 13 CLEARANCE FOR TWO DOORS IN SERIES N.T.S N.T.S C 1/2" = 1'-0" 3" = 1.-0" 1/2" =1-0" 3" = 1-0"23 86" 86" 38" dr FIXTURE FIXTURE FIXTURE LAVATORY 60" MIN. 16" - 18" / 60" MIN. Y Y Y 1 Y WALL HUNG 14" - 16" c_ = mum FLOOR MOUNTED ±52" 16" - 18" SPACE / / "i' •?' MIN. 30" X 48 CLEAR TANK,TYP. WATER 16" MIN. U) I 1$ CLOSET 4, w x w,...„ A.P.....,:a*' _1 14.41tSfis ea gpl:„ ,„ ?•v , „,,':4-.;. /..-Aw xe - -0 A; ,,,,,,,.kev,:,,* \ N. L-1 VENDING COORDINATE IN FIELD 18" 36 MI V.I.F. 12 MAX 8' MIN. 6" MAX. 4, , 0 0 m WALL HUNG 0 ' 0 i i ±6' / 4 7 ,./ , ' .i• LAVATORY 0 IIII rl ril i ,r Aie . _ 74" 1 • 30" X 48" OF CLEAR FLOOR gr 1 IS REQ'D IN EVERY - 1 SPACE :°"-/r , ...s, 9 1 A , ,..._ D. • RESTROOM. WHEN 30"X48" = la q CLEAR FLOOR SPACE IS •=1- , ED = - . < .- € 3 cEI D i „ 0 g - OF THE DOOR SWING, THE , co 9 - M / A '..X 41 1--i l• 64" MIN. 43 oi siNpTE0THITTE • I / , TURIING RAblUS 1, 0) 0, • / TURNING RA6IUS `•‘•> ':\ '',K.< 1 1 g g = \ I sip wo cE LD ETAoR NRG1 , • ./ z• .ci-r :632 ._.z. 1 27" MII • ., / 1 • •_ FLOOR SPACE OR CLEARANCE Vg ,...-. \ . \ . ' N. Ihr42 4 N REQUIRED FOR ANY FIXTURE. \ .. 0 \ C'71. CV) ED • DOOR MAY SWING INTO REQ'D i 1 \ \ 30" X 48" ':0 \ a! 64 INCH DIAMETER SPACE T FOR -SHAPED SPACE 180 TURNS • - - - • • WHEELCHARI TURNING SPACE. --- ,i N ON---+ 0 + / __A ,... Q ,.2:: /,. • i 1 PER 2004 ADAAG SECTION p;, _ ____ ...,0; SPACE ,4 ,, . .././ 4 K*,' •'-. ,•/Aw / x CLEAR FLOOR 60" MIN. 1-1- < 603.2.3, AN EXCEPTION IS ' " THE HIGHEST OPERABLE PART OF CONTROL, DISPENSER, SPACE .1. w w w< u) SIZE OF CLEARANCE AT REAR WALL GRAB BAR SIDE WALL GRAB BAR AT LAVATORY CLEARANCES MADE IN SINGLE OCCUPANCY ,;/ TOILET ROOMS TO ALLOW DOOR TO FIXTURE CLEAR r: AP V % / FLOORMOUNTE D TANK,TYP. WATER RECEPTACLE AND OTHER EQUIPMENT SHALL BE PLACED BETVVEEN 46" MAX. A.F.F AND 16" MIN. A.F.F. 4" MAX. PROJECTION FROM FINISHED ACCESSIBILITY WATER CLOSETS AT WATER CLOSETS WATER CLOSETS WATER CLOSETS FLOOR OR GRAOUND SPACE WHEN ANOTHER CLEAR MIN.CLR. DIM. FLOOR OR GROUND SPACE IS INWARD DOOR SWING PROVIDED OUTSIDE THE RADIUS OF THE DOOR SWING. ACCESSIBILITY TOILET ROOMS (LOCATIONS TO BE DETERMINED PER TENANT) // CLOSET MIN.CLR. DIM. OUTVVARD DOOR SWING WALL. RE: 13/A121 AT LEAST ONE OF EACH PROVIDED SHALL BE ON AN ACCESSIBLE ROUTE AND SHALL BE PROVIDED WITH 32"X52" CLEAR FLOOR SPACE. POSITIONED CENTERED FOR FORWARD OR PARALLEL APPROACH. ACCESSIBILITY DISP. CONT. REACH LIMITATIONS 9 1CD1 11 1 1= - 1 ra 11 11 r I I Nolo lin 111...,1 _ =II 11 :`?; 11111 11 11Saler I I ilillI II 11 11 1 1141 1 !,•`') I 11 litutail 11 - II 1 li lit 1,11111 =11 11 1 34" I. 1. 34" i ;10" 34" i 9 3/8" =1.-0" 19 3/8" =1I-0" 1/2" = I-0" MAX. ® (i) CLEAR FORWARD FLOOR SPACE APPROACH 0 PARALLEL APPROACH i 52" MIN. CLEAR i OVERHEAD OBJECTS / • PERP. TO WALL N \ 36" TOILET ACCESSORY ABBREVIATIONS: --4"MAX MIN. 4' PROJECTION 13Z • REVIEWED FOR ADA AMERICANS WITH DISABILITIES ACT SNDL SANITARY NAPKIN DISPOSAL SWITCHES / NOTES: FOR OBJECTS CODE COMPLIANCE 1 CH COAT DF DRINKING HOOK TPD TOILET PAPER DISPENSER FOUNTAIN TPTN TOILET PARTITION 1. INSTALL BLKG. IN WALL AT ALL - HIGHER THAN THERMOSTAT APPROVED b 0 :,- c., GB GRAB BAR (GB1=36" LONG, GB2=42" LONG) VGB VERTICAL GRAB BAR RECESSED AND SURFACE MOUNTED TOILET 27" TYP. \ \ - RECEPTACLE MIR MIRROR _,..._ // ACCESSORIES PROTRUDING DEc, OB Hit WC WATER CLOSET 2. FLOOR FINISH TO BE PER SCHEDULE OBJECTS LESS • PTD PAPER SCD TOILET SIGN SIGNAGE TOWEL DISPENSER SEAT COVER DISPENSER AND SPECIFICATIONS 3. WATER SUPLLY AND DRAINPIPES SHALL BE INSULATED OR CONFIGURED TO THAN 27" AREIII DETECTABLE TYP. Z DIRECTION x OF TRAVEL City of Tukwila a . BUILD - .P -- -- _ ; 60" MIN. 1111 ITel - n--Nv // PROTECT AGAINST CONTACT. NO SHARP b - 0 m Minimum Clear Width II bi ill VI 6 IT'S DEPTH MAY 2 LO- SIGN 11 , OR ABRASIVE SURFACES UNDER LAVS. PRODRUDE ANY b for Two Wheelchairs Passing spaces 60"X60" cNi _Nv - AND SINKS. ---• 0_ I 4. TOILET FLUSH CONTROL HANDLES AMOUNT '4" 0 N 1 - N SHALL BE MOUNTED FOR USE FROM THE SIDE IMF THE STALL AND NOT MORE THAN 44" b OF min. located at reasonable intervals not to exceed 200 ft. T -intersection of two corridor or walks is Clear Width of an acceptable passing place. Accessible Route b 11 o ( q 3 CLEAR FLOOR SPACE REQUIREMENTS A.F.F. PER ICC A117.1, SECTION 604.6 x b I = = ;- , ::r. b :t• , 5. SEAL ALL ACCESSORY FIXTURES WATER 2 •0 co RECEIVED r--' - ,- ., _, - ' io . - TIGHT PER IBC SECTION 1210.2, TYP. ALL SHOWERS SHALL COMPLY WITH F--- c.,b u_ 0 CITY OF TUKWILA N iN ZN, 'cr) _ . b Zo . :- ICC/ANSI- A117.1 SECTION 608. ALL SHOWER PROTRUDING OBJECTS SHALL 36" MIN. 0 1- 1- (34" C.F.S. PARALLEL JUL 13 2017 ,- FINISHES SHALL COMPLY WITH 2012 IBC NOT REDUCE THE CLEAR WIDTH OF AN >< / 0 TO WALL) SNDL • \ \ \ \ \ \ VGB \ GB \ • TPTN MIR \ 1210.3 WC/ADA ACCESSIBLE ROUTE. • 36" PREFERRED • • PERMIT CENTER TPD LAV SIGN DF SCD/ADA CH / / FLOOR z 32" MIN. LINE ADA STANDARD MOUNTING HEIGHTS TYPICAL MOUNTING HEIGHTS 1/4" =1-0" 1/2" = 1'-0" S 3/4" =1-0" JACKSON 1 ARCHITEIUURE 311 FIR IkILJN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM THE ANDOVER COMPANY, DESCRIPTION Permit Set Z DATE C‘1.) C•I vr PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JM EL ML ACCESSIBILITY DETAILS GO.06 JACKSON] MAIN ARCHITECTURE P.S. © 2016 1 B: \Washington\Tukwila\Jackson Main\Lantern Landing\2Drawings\TUJM_110S.dwg 4"x6" DOWNSPOUT 12" MAXIMUM WIRE SCREEN FOR RODENTS 6" SCHEDULE 40 PVC 45° BEND (SCH 40 PVC) SEE NOTE #2 1% MINIMUM SLOPE NOTES: 1. FOR ALL DEPTHS OF COVER LESS THAN TWO (2) FEET, PIPE MUST BE SCHEDULE 40 PVC. FOR DEPTHS OF COVER GREATER THAN TWO (2) FEET, FLEXIBLE PIPE MAY BE USED. REFER TO SPECIFICATIONS FOR ALLOWABLE PIPE TYPES. 2. A WATERTIGHT CONNECTION SHALL BE MAINTAINED WITH ANY TRANSITION FROM SCHEDULE 40 PVC PIPE TO ANY OTHER PIPE TYPE. 3. THE DOWNSPOUT. COLLECTOR DRAIN SHALL BE INSTALLED BEFORE THE DOWNSPOUTS ARE INSTALLED ON THE BUILDING. SITEWORK CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK TO AND INCLUDING THE RODENT SCREEN. BUILDING CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONNECTION AT THE POINT OF THE RODENT SCREEN. DOWNSPOUT CONNECTION DETAIL I. NOTES: N.T.S. FILTER FABRIC IN CATCH BASIN 1/8" RAISE 1/2" WIDE BORDER 1 1/4" 1 /2" 3/4" SQUARES SPACED 3/4" AS INDICATED HT. 1/8" 10" 9" 8 3/4" 1/2" 5/8" 2 7/8" 4" A IIA 7" 7 3/4" 8" 15" CAST IRON RING & COVER 1' GRADE 77 12" 0 1 1/2" CLASS "G" rz"EV ASPHALT FIBRE JOINT PACKING-- 45° ACKING45° (1/8") BEND PVC - SEWER PIPE ‘\_ 4" MIN. CONTRACTOR TO TRIM EDGES TO PREVENT TRIPPING. CLASS "B" CEMENT CONC. COLLAR CEMENT CONC. BEDDING -PLUG TO BE SEALED IN SAME MANNER AS MAIN SEWER JOINTS CLEANOUT FILTER FABRIC BAG (SEDIMENT TRAP) MIRAFI 100X OR EQUAL (MATERIAL) 1. PLACE CONCRETE BLOCKS LENGTHWISE ON THEIR SIDES IN A SINGLE ROW AROUND THE PERIMETER OF THE INLET, SO THAT THE OPEN ENDS FACE OUTWARD, NOT UPWARD. THE ENDS OF ADJACENT BLOCKS SHALL ABUT. THE HEIGHT OF THE BARRIER CAN BE VARIED, DEPENDING ON DESIGN NEEDS, BY STACKING COMBINATIONS OF BLOCKS THAT ARE 4 INCHES, AND 12 INCHES WIDE. THE ROW OF BLOCKS SHALL BE AT LEAST 12 INCHES BUT NO GREATER THAN 24 INCHES HIGH. 2. PLACE WIRE MESH OVER THE OUTSIDE VERTICAL FACE (OPEN END) OF THE CONCRETE BLOCKS TO PREVENT STONE FROM BEING WASHED THROUGH THE BLOCKS. USE HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 -INCH OPENINGS. 3. PILE STONE AGAINST THE WIRE MESH TO THE TOP OF THE BLOCKS. USE 3/4 -TO 3 -INCH GRAVEL. 4. PLACE WIRE MESH OVER THE DROP INLET SO THAT THE WIRE EXTENDS A MINIMUM OF 1 FT BEYOND EACH SIDE OF THE INLET STRUCTURE. USE HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 -INCH OPENINGS. IF MORE THAN ONE STRIP OF MESH IS NECESSARY, OVERLAP THE STRIPS. PLACE FILTER FABRIC OVER WIRE MESH. 5. PLACE 3/4 -INCH GRAVEL OVER THE WIRE MESH. THE DEPTH OF STONE SHALL BE AT LEAST 12 INCHES OVER THE ENTIRE INLET OPENING. EXTEND THE STONE BEYOND THE INLET OPENING AT LEAST 18 INCHES ON ALL SIDES. 6. IF THE STONE FILTER BECOMES CLOGGED WITH SEDIMENT, THE STONES MUST BE PULLED AWAY FROM THE INLET AND CLEANED OR REPLACED. 7. IF CATCH BASINS ARE LOCATED IN PAVED AREA, THE CONTRACTOR SHALL INSTALL FILTER FABRIC IN THE CATCH BASIN TO PREVENT SILTATION. TEMPORARY INLET PROTECTION N.T.S. N.T.S. HOT BOX WITH OPTIONAL POWER SUPPLY EXISTING WATER METER TO REMAIN INLET SHUT OFF C2> 12" MIN. 30" MAX. DIRECTION OF FLOW WILKINS MODEL 975XL REDUCED PRESSURE PRINCIPLE ASSEMBLY OUTDOOR HORIZONTAL INSTALLATION RPPA MODEL 975XL N.T.S. Protective 4 SIGNIFICANT EXISTING TREE CONTINUOUS FENCING - MINIMUM 4' HIGH INSTALL AS SHOWN . PROTECTIVE FENCING SHALL BE LOCATED WHERE SHOWN ON PLANS: FENCE SHALL COMPLETELY ENCIRCLE TREE(S) AT THE DRIPLINE OR BEYOND. AVOID DRIVING POSTS OR STAKES INTO MAJOR ROOTS. FENCE MUST REMAIN UP THROUGHOUT PROJECT. 2. NO STOCKPILING OF MATERIALS, GRADE CHANGES, VEHICULAR TRAFFIC, OR STORAGE OF EQUIPMENT OR MACHINERYSHALL BE ALLOWED WITHIN THE LIMIT OF THE FENCING. PLEASE CALL ARBORIST FOR MITIGATION MEASURES IF FENCING MUST COME DOWN. 3. TREATMENT OF ROOTS EXPOSED DURING CONSTRUCTION: FOR ROOTS OVER 1" IN DIAMETER DAMAGED DURING CONSTRUCTION, MAKE A CLEAN STRAIGHT CUT TO REMOVE DAMAGED PORTION OF ROOT. ALL EXPOSED ROOTS SHALL BE TEMPORARILY COVERED WITH DAMP BURLAP WITH CONTINUOUS IRRIGATION, TO PREVENT DRYING. COVER WITH SOIL AS SOON AS POSSIBLE - 3" OF MULCH RECOMMENDED. S:IDSGIFORMS1TreeFencing 0812009 TREE PROTECTION N.T.S. EZ Boil Enclosures u Quick & Easy installation Drop -over design is quick and easy to install. HITT Affordable - Cost effective design is ideal for applications requiring limited access. ▪ Durable & Corrosion Resistant - Reinforced fiberglass with a smooth, UV resistant gelcoat provides a corrosion proof finish that both looks good and stands up to the elements. ▪ Superior Freeze Protection - Wall - mounted heater or self-regulating heat trace tape provides freeze protection. • Peace of Mind - ASSE 1060 certification ensures that requirements for structural strength, drainage capacity, materialconstruction, equipment access, and functional design are met. Note: Standard fiberglass color is beige (optional colors are available -see page 49 for details). Also, available as_uninsulated enclosures (see page 35). For unheated units, replace the "H" In the pa ft with an "L". Pad size=inside Dimensions + 12". Catalog Part Number Model Number Inside 1 Width (In) Inside il Inside Length (in): Height (in). Heaters) G#ass Pad Weight ti HE006020022 'HEZ.75. 7 22' s:. : 22 , I 30W' ' N/A' =! HE012d17424v HEZLVX,7.5 _ _ 13 8 I « 21 i 30W : 9 ,.HE012017021500 HEZLV.75 13 — 18 21 30W _NIA —, N/A Y�.- 26 HE014027026 HEZ1 14 28 2660W GG0260400051 - 67 HE014021027 HEZLVX1 ' 15 22 Try 27 30W N/A + 107 HE014021027500 HEZLV1 15 22 27 1 30W N/A I 43 HE012038028 HEZ2 16 41 I 29 1 90W GG022056005I 33 HEO13047020 EZ25 13 47 28 90W N/A ;' i 4. ' ""HE026070045 14EZ3 27 70 t 46 (2) 90W N/A 183 "`HE026083045 HEZ35 _ 26 83 45 ; 1500W N/A . "M`(""A 310 . i ""HE035045035 HEZ3000 35 44 i 35 1000W N/A I 122 i •'HE044053044 14E24000 44 53 i 44 i 1000W . N/A ' 173 I "'HE052061050 HEZ5000 52 61 ' 51 i 1500W N/A I 238 26 - 70 45 ? (2) 90W N/A 183 .. HNO26070045 NCHEZ3 ' HN435045035 3544 35 1000W N/A h. 122 .. HN044053044 ,NGHEZ3000 NCHEZ4000 __.._44 �. �T53 ^ _44„r,_ 1000W_ N/A 1 .m_ _ 173-. HN052061050 NC4E25000, 52 61 51 ! 1500W N/A 238 For unheated units, replace the"H" in the part# with an "L". Pad sizeginslde Dimensions t 12". "Catalog Part# L0326070045 through LE052061050 without doors are not ASSE Certified. Page 30 EZ B€ x Enclosures LIFTING HANDLE 2 PLACES ANCHOR BRACKET SLOT (1 EACH END) PAD LOCKABLE BRACKET DRAINPORT (TYPICAL) FLANGE SLOT THROUGH THE ENCLOSURE FLANGE HINGE BRACKET W/ MOUNTING HARDWARE 3/16 X 2 3/4 LG. CONCRETE SCREWS LOCKING DETAIL 2 PLACES OPTIONAL ACCESS DOOR ANCHOR BRACKET SLOT (1 EACH END) DRAINPORT (TYPICAL) HOT BOX .M.\'ai.4t.la3Wx. h ♦!aah.4.� OPEN POSITION PADLOCK (BY OTHERS) PEZ BRACKET W/ MOUNTING HARDWARE LOCKED POSITION Page 31 FLANGE LIFTING HANDLE 2 PLACES firkfnu Y ASPHALT CONCRETE OR BDUMIOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT CONCRETE 150% OF EXISTING DEPTH EXTRA RIGID BASE 518° MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY TYPICAL PATCH FOR RIGID PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT 5+8' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY / THE CITY ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH EXISTING ASPHALT PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY NOTES: TYPICAL PATCH FOR FLEXIBLE PAVEMENT sir MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE city of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION Si: 08.03 APPROVAL: B. SHELTON PAVEMENT RESTORATION N.T.S. S T3 N.T.S. `4) REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2Q11 IMP of Tukwila RIGID PIPE FLEXIBLE PIPE SUBGRADE — \ELEVATION PIPE BEDDING . PIPE AS SPECIFIED ON PLAN OR SPECS. NOTES: 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D-1557. (D.l., CONC.) (CPEP CMP, PVC) 1 T1 '"I-IlI�11t 111 1.5XI.D.+18 24" MIN. BACKFILL 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D-1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED. AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE 54" CRUSHED ROCK BEDDING TO 90%MODIFED PROCTOR PER ASTM D-1557. NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: DS -14A REVISION 08.03 APPROVAL: B. SHELTON RECEIVED PIPE TRENCH DETAILCITY OF TUKWILA APPROVED NOV 02 2017 City of Tukwila PUBLIC Works a N.T.S. OCT 242017 PERMIT CENTER 3S —14A SEE ARCHITECTURAL PLANS FOR SITE PAVING AND GRADING PLANS, DETAILS, AND ADDITIONAL INFORMATION. JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM NAVIX 11400 s.e. 8th street suite 345 THE ANDOVER COMPANY, Lil ct co ct PROJECT NO PROJECT MGR.: DRAWN BY: CHECKED BY: 50528004 JET JKG JET UTILITY IMPROVEMENT DETAILS C-1 .1 JACKSON I MAIN ARCHITECTURE P.S. © 2016 il_Bryant.Bronso 0 0 4 E c 2 to a) PLANT LIST QUANTI rY SYMBOL PLANT NAME 1 GALLON CsepP11;111 SPACING:.. 30 ACOR ACORUS GRAMIMINIUS 1 GALLON CAN IS" 00. 5 ANEM ANEMONE RUFFLED SWAN 1 GALLON 7 BERBRG BERBERIS ROSEY'GLOW 2 GALLON CAN 3' SPACING 30 BERG BERGINA CORDIFOLIA ANGEL KI55/WINTERGLOW ELEPHANT EARS 1 GALLON CAN 18' SPCAING 6 CALG CALAMAGROSTIS X KARL FOERSTER/ FEATHER REED GRASS • 1 GALLON 44 CALW CALLUNA V. HOYERHAGEN 1 GALLON 140 CARV CARER MUSKINUMENSIS'LITTLE MIDGE/ MDJATURE PALM • 1 GALLON Csp CZNG 7 CORNMF CORNUS SANGUINEA MID WINTER FIRE . 2 GALLON 4' MAX 1 ' CORNN CORNUS NUTALLII STARLIGHT/ STARLIGHT DOGWOOD 2' CALIPER/ 10-12' HEIGHT 2 COT COTINUS COGGYRIA ANCOT 'GOLDEN SPIRIT°/ GOLDEN SMOKEBUSH 15 GALLON, 1 INCH CALIPER MIN. 12 ERIC ERICA CIN. LIME SODA 1 GALLON CAN AT IS " TRI. SPACING TREE SPECIMEN CENTRAL LEADER SHALL NOT BE CUT 1/2" DIA. BLACK FLEX GARDEN HOSE WITH • 16 ga. TIE WIRE. SECURE THRU ."X°BRACE DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE PROPERTY BOUNDARY N89° 12' 04" W 170.00 SIDE YARD SETBACK: 5'-0" i—= SPECIFIED MULCH TREE WELL AROUND y-- TREE 4" DEEP MIN. 48" DIAMETER PREPARED SOIL BACKFILL . 0• JACKSON ARC�URE 311 FIR SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM "7 MeV REMOVE TOP 1/3 OF BURLAP 1-. WiDTH OF PLANTING PIT SHALL 2 TIMES LARGER THAN ROOT BALL. NOTE: refer to the Civil Engineering plans for existing tree protection and maintaining tree protection throughout construction. Refer also to the Arborists Report for additional protection requirements. }' n Emit, SCALE: N 7S • ORIENT SHRUB FOR BEST • • APPEARANCE:REMOVE ALL .BROKEN, DEAD STEMS. DO NOT'DISFIGURE PLANT IF PLANTIS BALLED AND BURLAPED THEN REMOVE TREATED BURLAP. FOLD BACK NATURAL.. BURLAP OFII TOP OF ROOTBALL. • LIGHT BOLLARDS PROVIDE SLIGHT WATERING SAUCER AROUND 5 GALLON AND LARGER PLANTS 2"147 TVP. `, 0 MIIGY.I 39 PRONMV 1 14 ERIC ERICA WHITE PERFECTION 1 GALLON CsepP11;111 48 ERICP ERICA KRAMMERS ROTE 1 GALLON 4 EUPH EUPHORBIA WULFENII 1 GALLON CAN 28 FEST FESTUCA GLAUCA BEYOND BLUE 1 GALLON 6 IRISF IRIS FOETDISSIMA 1 GALLON CAN 6 LONNH LONNICERA HENRYI/ EVERGREEN HONEYSUCKLE 1 GALLON CAN 4' ON CENTER 2 MISCR MISCANTHUS RUBRA 1 GALLON CAN 24° TRI SP 18 MISCYJ MISCANTHUS YAKU JIMA 1 GALLON 24" TRI SPACING 36 NAS NASSELLA TENUISSIMA/ MEXICAN FEATHER GRASS 1 GALLON 19 PERENN IALS DAISY, NEPETA, CAMPANULA, ' PEONIES, 1 GALLON CAN 9 PERN PERNETTYA ROSA 2 GALLON CAN 18° TRI SP 3 PERV PEROVOSKIA ATRIPLICFOLIA/ RUSSIAN SAGE 1 GALLON CAN ' XV4I'ij 12'' DEPTH PREPARED: TOPSOIL tQ ALM f>RY LIGHT BOLLARDS SEE GROiNDCOVER PLANT KEY FOR MAXIMUM TRIANGULAR SPACING $A": THIS CHART IS TO BE USED TO DEtERMINE NUMBER- OF GROI;)NDCOVER PLANTS REQUIRED IN A GIVEN AREA. 1/ 2 TULIP U z THE ANDOVER COMPANY, 57 PRUNMV PRUNUS LAUROCERACUS MT VERNON/ MOUNT VERNON LAUREL 1 GALLON CAN 18" TRI 5P. 15 PRUNO PRUNUS LAUROCERACUS OTTOLUYKEN/ OTTOLUYKEN LAUREL 24° -30" WIDTH b/b 4' SPACING 12 PYR THUJA PYRAMIDALIS EMERALD GREEN 6' 8/8 30' ON CENTER 8 RAPH RAPHIOLEPSI5 UMBELLATA MINOR 2 GALLON CAN 36° TRI SPACING 6 RHA RHODODENDRON BLUE DIAMOND 5 GALLON CAN 36 SEDER SEDUM BERTAM ANDERSON 1 GALLON CAN AT IS " OC 15 TAXCN TAXUS CUSPIDATA NANA/ COMPACT SPREADING YEW ONE GALL • CAN, 24' TR SP. 3 YUC YUCCA COLOR GUARD 2 GALLON 24° TRI SPACING 2 YUC YUCCA FILAMENTOSA BRIGHT EDGE 2 GALLON 24" TRI SPACING FOR USE WHEN PLANTS .ARE SPACED EQUIDISTANT FROM.EACH OTHER, AS IN ALL. MASSED- SHRUB/GROUNDCOVER PLANTINGS • ��1 COL Rom MULCH ' $1011.1 PLANT LIST FOR SHORELINE AREA QUANTITY SYMBOL . PLANT NAME :... ... SIZE:::'.:.1 SPACING ; i 7 AMEL AMELANCHIER PRINCESS DIANA/ SERVICEBERRY 1.5° CALIPER MULTI -I TRUNKED, 10 TO 12' HEIGHT 140 AUU ARCTOSTAHPYLOS UVA URSI / KINNINNICK 1 GALLON CAN lir TRI SP 17 CORN CORNUS STOLONIFERA / RED OSIER DOGWOOD 1.5' B/B MAX 4' TRI SP 2 CORNN CORNUS NUTALLII /PACIFIC DOGWOOD 1.5" CALIPER MULTI - TRUNKED 154 GSH GAULTHERIA SHALLON/SALAL ONE GALLON , 12' TRI SP. 8- MAH MAHONIA AQUIFOLIUM/ HOLLY LEAVED BARBERRY 5 GALLON CAN, 24 " HEIGHT, 3' TRI. SPACING 120 MAHR MAHONIA NERVOSA/ LOW OREGON GRAPE 1 GALLON . CAN, 12' TRI SP 22 PHIL PHXLADELPHUS LEWISII/ MOCK ORANGE 5 GALLON, 30' HEIGHT CAN 2.5 FEET ON CENTER 8 PHYS PHYSOCARPUS CAPITATUS/ PACIFIC NINEBARK 5 GALLON, 30° HEIGHT CAN 2.5 FEET ON CENTER 6/5/2017 9:14:46 AM Vegetation Management in the Shoreline Jurisdiction The requirements of this section apply to all existing and new development within the shoreline jurisdiction: 1. Trees and shrubs may only be pruned for safety, to maintain views or access corridors and trails by pruning up or on the sides of trees, to maintain clearance for utility lines, and/or for improving shoreline ecological function. This type of pruning is exempt from any permit requirements. Topping of trees is prohibited except where absolutely necessary to avoid interference with existing utilities. 2. Plant debris from removal of invasive plants or pruning shall be removed from the site and disposed of properly ( 3. Use of pesticides. a. Pesticides (including herbicides, insecticides, and fungicides) shall not be used in the shoreline jurisdiction except where: (1) Alternatives such as manual removal, biological control, and cultural control are not feasible given the size of the infestation, site characteristics, or the characteristics of the invasive plant species; (2) The use of pesticides has been approved through a comprehensive vegetation or pest management and monitoring plan; - (3) The pesticide is applied in accordance with state regulations; (4) The proposed herbicide is approved for aquatic use by the U.S. Environmental Protection Agency; and (5) The use of pesticides in the shoreline jurisdiction is approved in writing by the City and the applicant presents a copy of the Aquatic Pesticide Permit issued by the Department of Ecology or Washington Department of Agriculture. b. Self-contained rodent bait boxes designed to prevent access by other animals are allowed. management program or integrated pest management plan designed to ensure that water quality in the river is not adversely impacted. 1. PROVIDE EXISTING TREE PROTECTION PER DETAILS AND NOTES. PROTECT SHRUBS AND GROUNDCOVERS SHOWN TO REMAIN. PROTECT THESE AREAS FROM COMPACTION. 2. REMOVE ALL EXISTING PLANTS THAT ARE NOT SHOWN TO REMAIN. 3. NOTE THAT AN OLDER IRRIGATION SYSTEM REMAINS. THE CONTRACTOR SHALL REMOVE ANY HEADS, ETC. PRIOR TO SUBGRADING AND TiLLING. 4. REMOVE SOD IN ALL AREAS BY HAND METHODS SO AS TO NOT DAMAGE EXISTING TREE ROOTS. 5. VERIFY SUBGRADES IN NEW PLANTING AREAS ARE IN CONFORMANCE TO THE DEPTHS OF IMPORTED MATERIALS REQUIRED BY THESE NOTES AND SPECIFICATIONS. EXCAVATE TO REMOVE GRAVEL OR SUBGRADE MATERIAL. AT IMPROPER ELEVATION AND HAUL FROM SITE. • 6. OVER APPROVED SUBGRADES PROVIDE A 4" DEPTH OF CEDAR GROVE COMPOST AND ROTOTILL COMPOST INTO THE SUBGRADE TO A DEPTH OF 6 TO 8". RAKE SMOOTH AND REMOVE ROCKS OR OTHER DEBRIS GREATER THAN 1.5" IN ANY DIMENSION. 7. PROVIDE 8" DEPTH CEDAR GROVE 60/40 SOIL MIX iN ALL NEW PLANTING BEDS INCLUDING THE PREVIOUS LAWN AREA. 8. Installation of landscape plants must comply with best management practices including: (1) planting holes that are the same depth as the size of the root ball and 2 times wider than the size of the root ball; (2) root Lillis of potted and balled and burlapped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At - least the top 2/3 of burlap and all straps or wire baskets are to be removed from B&B plants prior to planting; and (3) The top of the root flare, where the roots and the trunk begin, should be about one inch from the surrounding soil. Theroot ball shall not extend above the soil surface. (4) If using mulch around trees and shrubs, maintain at least a 3 -inch mulch -free ring around the base of the plant trunks and woody stems of shrubs. If using mulch around groundcovers until they become established, mulch shall not be placed over the crowns of perennial plants. 9. MULCH SHALL BE 2" DEPTH CEDAR GROVE " LANDSCAPE MULCH". LANDSCAPE NOTES NZ• ISSEPBt IR SYMf $E 5 AMA REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2011 City of Tukwila BUiL• .�, AHL 30 1. LOCATE NEW PLANT MATERIALS SO AS TO NOT DAMAGE EXISTING TREES. DIGGING, TRENCHING OR ADDING SOIL OVER THE EXISTING ROOTS SHALL ONLY BE DONE AT THE DIRECTION OF THE LANDSCAPE ARCHITECT. 2. GROUNDCOVERS SHALL BE PLANTED AT LEAST 3 FEET FROM ANY TREES OR SHRUBS. ADJUST TRIANGULATION SPACING ACCORDINGLY. 3. LANDSCAPE ARCHITECT RESERVES THE RIGHT TO ADJUST TREE LOCATIONS. 4. TREES SHALL BE PLANTED AT A MINIMUM OF 2 FEET FROM ALL CURBS AND ENDS OF PARKING ISLANDS. 5. SHRUBS IN PARKING ISLANDS SHALL BE PLANTED AWAY FROM CURBS, SIDEWALKS ETC. AT A MINIMUM OF % THEIR MATURE HEIGHT PLUS 6" TO 12". 6. ALL PLANTING SHALL OCCUR PER PLANTING DETAILS ON THE DRAWINGS. CHANGES MUST BE APPROVED BY THE LANDSCAPE ARCHITECT AND THE CITY OF TUKWILA. s TBACK.15' •• STATE: OF . . WASHINGTON REGISTERED • DSCAP ARCH C 0 1...1 z W F- z DESCRIPTION Ilj Os. ii z z @It, z v' 1 -441 it) 1 hi -z_ 5 GALLON - CAN, 24' SNOWBERRY Z 'q4 36" TRI 5P 14 VAC VACCINIUM OVATUM / EVERGREEN HUCKLEBERRY 5 GALLON, 18" HEIGHT, MAX 4' ON I DATE d - S 180TH ST. 125' URBAN CONSERVANCY LEVEE BUFFER OUTSIDE OF PROPERTY BOUNDARY KEN LARGE Landscape Architect 21803 NE 17th Court Sammamish, Wa. 98074 17 SYMP SYMPHIOCARPUS ALBUS/ 5 GALLON CAN, 24' SNOWBERRY HEIGHT 36" TRI 5P 14 VAC VACCINIUM OVATUM / EVERGREEN HUCKLEBERRY 5 GALLON, 18" HEIGHT, MAX 4' ON CENTER Office: 425-836-4578, Cell: 206-396-7617 E-mail: klia@comcast.net ::•. • ;. : FAX: . 425-898-8923 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW KLLA JJW PERMIT CENTER LANDSCAPE SITE GRAPHIC SCALE ®. — II ■ Illi, iIiI �.r.:Ell . =I II IN ■ ■ SITE PLAN - LANDSCAPE ° =10'-0° L 1.0 PROJECT NORTH JACKSON I MAIN ARCHITECTURE P.S. ® 2016 IRRIGATION HEAD PERFORMANCE CHART , 5°Trajectory Nozzle U A Pressure Radius Flow • . Precip Precip psi . ft. gpm In/h Enth 20 0.33 030 0.57 30:. SH 15 20 25 30 3 4 4 5 0.14 0.16 0.18 0.20 0.42 0.49 0.48 056 0.54 0.63 0.60 0.70 0.47 7. 5Q 15 3 0.07 0.42 20 4 0.08 0.48 25 4 0.09 0.54 30 5 0.10 0.60 0.49 0.56 0.63 0.70 . ; • 8 Series MPR - --- 0.28 0.57 0.86 1.15 144 0.02 0.07 0.14 0.26 036 - 10°Trajectory Nozzle Pressure psi Radius ft. Flow gpm a Precip In/h A Precip In/h 8F,c,!..'.', '-''' A Precip In/h .74 1.11 1.29 .-1.29 1.49. 0.82 0.96 1.10 1.24 1.37 8H mi 15 ' 20 25 30 5' - 6 7 8 037 0,42 , 0.47 0.52 1.11 1.26 1.41 156 1.29 '1.46 1.63 1.81 "" ; • 158 ':.':'-.; z1.83 , . 8Q bi 15 20 25 30 5 6 7 8 0.18 0.21 0.24 0.26 1.08 1.26 1.44 1.56 1.25 1.46 1.67 1.81 15°Trajectory Nozzle U A Pressure Radius Flow Precip Precip psi ft. gpm !nth !nib 7 116 2,28 263 .75• - : 12 Series MPR 0.47 0.94 1.42 1.89. 2.36 --- 0.28 0.57 0.86 1.15 144 0.02 0.07 0.14 0.26 036 - 0.01 0.02 0.04 0.08 0.12 V' Trajectory Nozzle Pressure psi 30°Trajectory Nozzle Pressure psi Radius Flow ft. gpm up.:•.: a Precip In/h A Precip In/h 12F .... •• -, •.., ,, ' - ,.-15 20 0.82 0.96 1.10 1.24 1.37 9• '• 10,: •'-',";;;;i1130- •.! •..,• U „•., - ,i�755e t -r. --A 305 ' 3.70' 158 ':.':'-.; z1.83 1.51 1.65 192 2.20 2.40 15TQ 097 1.06 123 141 1.59 1 11 1.95 12TO ,.s.„ -0 i., ' ,,, .-...<.f . ' ,-, :25 ,- 15 ... - f-1-, .!''''''' .1 nfr -- ,.,,- "/ fg, 4 ' •-•.. v. ,, „, .. rP 1. ‘ •S„„! V . .., "- - ; , '., ,,. - kaV A.. 9 1.35 20 2.14 2.47 2.01 -0 4� 2.32 20 ' i' .,444.4' , i 44- 11-4.4,4, 4 a , . ' I ' ',1% , +:., ,,,, z `e,, • . ,..._,•17,4, ,....,,• .--, - - - .- ,.,,, ' i4 10 1.58 14 2.02 2.34 '-'1, , ,:::...1•P'` ,,„,--- -- 1.87 „,!!....- ,,,,,-- .„?., ''''' ' ''. ". 25 4.8 11 1.80 2.78 1.91 2.21 1.83 0 15H 30 15 12 1.95 ' 134 2.01 ' 112 . ' --... 15',... --•:-, --. . 15T 15 11 0.87 2117 2.39 . - ••. fsr,'..---: 1.00 2.01 '232 '-‘ 25 12T 1.10 15 9 0.60 2.14 2.47 30 15 20 1.58 10 0.70 2.02 2.34 15 11•.,0.65' 25 11 , 0.80 1.91 2.21 30 12 0.87 1.74 2.01 1 . �.5 15 Series MPR 0.47 0.94 1.42 1.89. 2.36 --- 0.28 0.57 0.86 1.15 144 0.02 0.07 0.14 0.26 036 - 0.01 0.02 0.04 0.08 0.12 V' Trajectory Nozzle Pressure psi Radius ft. Flow qpm A .Precip Precip In/h In/h up.:•.: - i ...,..,-. 133 2.02 2.30 2.59 2.88 0.51 0.67 0.86 1.07 1.30 , , 0.16 022 0.28. 0.34 0.42 0.82 0.96 1.10 1.24 1.37 0.08 0.11 0.14 0.18 0.22 0.53 0.61 0.70 0.79 0.88 0.03 0.04 0.05 0.06 0.07 U „•., - ,i�755e t -r. --A 305 - 5T14 ' z, *" ,---- . 3.70' 158 ':.':'-.; z1.83 1.51 1.65 192 2.20 2.40 15TQ 097 1.06 123 141 1.59 15 11 1.95 2.07 ,.s.„ -0 i., ' ,,, .-...<.f . ' ,-, :25 ,- 239 ... - f-1-, .!''''''' .1 nfr -- ,.,,- "/ fg, 4 ' •-•.. v. ,, „, .. rP 1. ‘ •S„„! V . .., "- - ; , '., ,,. - kaV A.. 3.61 3.97 4.34 .. ..,... .-- e:e- lAb.4- .i,,,54 - t 4, ''''1' ,,,,- ' :144 , , , ,,, , rf1:1 ' 1., -0.. ' ,,,,r, . .-. . ,1.1..: • '„, 41 ''':"orr 151 1.80 2.12 246 ,W.r, {...›.7 - i: 20 12 2.25 2.01 -0 4� 2.32 - • --, OQ ..•.: y , cr.,1 .,,, 4623 ' i' .,444.4' , i 44- 11-4.4,4, 4 a , . ' I ' ',1% , +:., ,,,, z `e,, • . ,..._,•17,4, ,....,,• .--, - - - .- ,.,,, ' i4 4.13 .82„ 4.,' 4 : , --- -- , --' 4•4' 2 =,. I" ej . , ! ... r ,, ,„ . ' - 25 14 2.48 1.62 '-'1, , ,:::...1•P'` ,,„,--- -- 1.87 „,!!....- ,,,,,-- .„?., ''''' ' ''. ". . ' 4 ...) ' , ' ,r,, .0, 4 4. , i,...!.V.4 ' a ProYri P 5 4,5 4.8 30 15 2.78 1.58 1.83 0 15H 15 fl - . ' ' 30 . 15T 15 11 0.87 2117 2.39 20 12 1.00 2.01 '232 '-‘ 25 14 1.10 1.62 1.87 30 15 1.23 1.58 1.83 i5Q 15 11•.,0.65' " ',. 15 ttift(orie.vmotii§ 1011 15 7 20 8 0.65 1.96 2.26 25 9 0/2 1.71 1.98 30 10 0.79 152 1.75 1 17 9:14:46 AM , 7 0.29 2.28 8 0.33 1.96 9 0.36 1.71 10 -- 039 .152 2.63 226 1.98 1.75 IRRIGATION FLOW CHART THE FOLLOWING CHART IS TO BE USED BY THE CONTRACTOR FOR SIZING LATERAL PIPE. WHEN USING THIS CHART DO NOT EXCEED A VELOCITY OF 5 FEET PER SECOND. THIS CHART REPRESENTS THE FRICTION LOSS PER 100 FEET OF PIPE. THE CONTRACTOR SHALL CALCULATE GALLONAGE USING THE HEADS SHOWN ON THE PLAN. -1LL• 0 ‘tifi • 41: tri U- Ott, tu >LL 3" MIN. s)!oo 30 -INCH LENGTH OF WIRE, COILED WATER PROOF CONNECTION (1 OF 2) VALVE BOX WITH COVER: FINISH GRADE/TOP OF MULCH REMOTE CONTROL VALVE RAINSIRD PES 914r. PVC SCH 80 NIPPLE (CLOSE) PVC SCH 40 ELL PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) BRICK (1 OF 4) 11131-.4111174 SCH 80 NIPPLE (2 -INCH LENGTH, HIDDEN) AND SCH 40 ELL PVC MAINLINE PIPE PVC SCH 40 TEE OR ELL PVC SCH 40 MALE ADAPTER 3.0 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL PVC LATERAL PIPE (Th TYR REMOTE CONTROL VALVE 10.06 2 3 4 5 0.47 0.94 1.42 1.89. 2.36 0,22 0.46 079 1.20 0.28 0.57 0.86 1.15 144 0.02 0.07 0.14 0.26 036 0.18 0.36 0.54 0.72 090 0.01 0.02 0.04 0.08 0.12 0.13 0.27 0.41 0.55 0.68 0.00 0.01 0.02 0.04 0.06 0.17 0.26 0.35 044 0.00 0.01 0.01 0.02 6 7 8 9 10 2.83 3.30 3,77 4,25 4.72 168 2.23 2.85 3.55 4.31 133 2.02 2.30 2.59 2.88 0.51 0.67 0.86 1.07 1.30 1.08 126 1.44 1.62 1.80 , 0.16 022 0.28. 0.34 0.42 0.82 0.96 1.10 1.24 1.37 0.08 0.11 0.14 0.18 0.22 0.53 0.61 0.70 0.79 0.88 0.03 0.04 0.05 0.06 0.07 U „•., - ,i�755e t -r. --A 51°- ,, ,, .,.v4, .,, _ - - 5T14 ' z, *" ,---- . 3.17 346 4.04 4.61 1.56 1.83 243 3.11 198 2.17 2.53 189 3.23 050 0.59 0.78 1.00 1.24 1.51 1.65 192 2.20 2.40 026 030 040 052 0.64 097 1.06 123 141 1.59 0.09 010 0.14 0.17 0.22 --"g:;15-'' _ ..:',P v,„, , 26- , i‘,.,;• . , a_ , 227'L32470 -C., .„-. ,.s.„ -0 i., ' ,,, .-...<.f . ' ,-, :25 ,- ,..... ,,i ,..:-.., , , - ''' , ....„--, 9,4 „.., .." .'-I',-'-' 1 ZO, ... - f-1-, .!''''''' .1 nfr -- ,.,,- "/ fg, 4 ' •-•.. v. ,, „, .. rP 1. ‘ •S„„! V . .., "- - ; , '., ,,. - kaV A.. 3.61 3.97 4.34 .. ..,... .-- e:e- lAb.4- .i,,,54 - t 4, ''''1' ,,,,- ' :144 , , , ,,, , rf1:1 ' 1., -0.. ' ,,,,r, . .-. . ,1.1..: • '„, 41 ''':"orr 151 1.80 2.12 246 ,W.r, {...›.7 - i: 2/5 3.03 3.30 358 3.86 074 0 .83 1.09 1.27 146 7. L94 2.12 2.29 2.47 0.26 0.32 0.37 043 049 -0 4� ' -...,5,.., 14J-33 t .4 , 18.37 - • --, OQ ..•.: y , cr.,1 .,,, 4623 ' i' .,444.4' , i 44- 11-4.4,4, 4 a , . ' I ' ',1% , +:., ,,,, z `e,, • . ,..._,•17,4, ,....,,• .--, - - - .- ,.,,, ' i4 4.13 .82„ 4.,' 4 : , --- -- , --' 4•4' 2 =,. I" ej . , ! ... r ,, ,„ . ' 1.66 2 2- 0ol'a' 4 "i- Ai'ff - 4 ' 2.6 33.08 .53 397 441 0.56 075 . 096 1.19 144 4:i :, - ''',=--,' •,„ 4. '-'1, , ,:::...1•P'` ,,„,--- -- tie 9- - -,•• „,!!....- ,,,,,-- .„?., ''''' ' ''. ". . ' 4 ...) ' , ' ,r,, .0, 4 4. , i,...!.V.4 ' a ProYri P 5 4,5 4.8 1 2 • . ,,...a! • ' ., , 4, : „ /1' ,,, -, i ' .' 1 r • A ,"7:: A' ''''''''• 4jp, ,,,-- .-,,,* .... ;•,-,a a 'I' r, = ''''. el, -;10:4),--J.- ,e 4:r h. 1.1: ,4' - ' ,/,‘,44.0. 711 aot a - ''4. '. 55' 1,1g , v, 0 , ,,,, , i . ..• as ,At: ao. 414 • _ , ,. ' 9, 40, , -A.; ,,,, ,.- - -./ ...,,.. ,,.- . --• .1.. . SIZE OD ID 3/4" 1.050 .930 111 1.315 1.189 1-1/4" 1.650 1.502 (.;\ IRRIGATION FLOW CHART SCALE: N.T.S. OW ito 01 11111111.1r 1-1/2" • 1.900 1.720 FINISH GRAbEiTOP OF MULCH -POP-UP SPRAY SPRINKLER a's RV'up I'M OW-) 1/2 -INCH MALE NPT x .490 INCH SWING PIPE, 12 -INCH LENGTH: PVC SCH 40 TEE OR ELL 1/2 -INCH MALE NPT x .490 INCI• PVC LATERAL PIPE TYP. POP UP SPRINKLER HEAD SCALE: N.T.S. 2" 2.375 2.149 SCALE: tit null num: lilt y" 4011.. • Stri NOTE: 1. FURNISH FITTINGS AND PIPING NOMINALLY SIZED IDENTICAL TO NOMINAL QUICK COUPLING VALVE INLET SIZE. TYF'. QUICK COUPLER FINISH GRADE/ /TOP OF MULCH QUICK -COUPLING VALVE VALVE BOX WITH COVER >- 3 -INCH MINIMUM DEPTH OF CC c'co 3/4 -INCH WASHED GRAVEL < PVC SCH 80 NIPPLE 0 (LENGTH AS REQUIRED)• P3 = PVC SCH 40 STREET ELI. CC CL 0 0 0 ct BRICK (1 OF 2) PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 STREET ELL PVC SCH 40 TEE OR ELL PVC MAINLINE PIPE PVC SCH 40 ELL 2" x 2" PRESSURE TREATED WOOD STAKE W/ STAINLESS STEEL GEAR CLAMPS OR EQUIVALENT SUPPORT SYSTEM SCALE: N.T.S. IRRIGATION NOTES 1. THERE WILL BE NO MACHINE TRENCHING ALLOWED WITHIN THE DRIPLINE OF EXISTING TREES TO BE RETAINED 2. INSPECTIONS: TO REVIEW DEPTH OF BURIAL OF PIPING, PIPE SIZING AND SYSTEM LAYOUT AS DESIGNATED ON THE APPROVED PLANS. THE SECOND INSPECTION SHALL BE A PERFORMANCE COVERAGE TEST WITH RECOMMENDED CHANGES AND ADJUSTMENTS PRIOR TO APPROVAL. IRRIGATION TESTING AND CONSERVATION 1. sBackflow testing: the backflow Protection device shall be tested each year by a licensed Backflow Tester on a designated schedule or whenever the device is moved �r repaired. The test results shall be sent within one week of the test to the property owner and to the Water District The Backflow Tester shall provide waterproof tags on the backflow device which identify the date and approvals of the test. 2. Water conservation methods: • Each irrigation zone is composed of the same kind of rotors, spray heads or micro -irrigation. • The rate at which different heads deliver water varies, so for even coverage, head types are not mixed. Also, heads are from the same manufacturers vary so all heads are of the same brand to ensure even coverage. • Head-to-head coverage is provided for proper placement of sprinkler heads to ensure even water coverage. • Spray heads to water medium- to small -sized . . . _shrub and groundcover areas. • Head placement: Heads are adjusted to prevent water from spraying onto roads and driveways and to prevent water from spraying onto the building or other obstructions. • Irrigation controller run time is adjusted for seasonal changes in weather once a month. • Irrigation system run time is in morning hours. • Historical Data: Timer setting is based upon historical weather and water use data for lawn and landscape areas to determine the amount of water required. Periodic manual override of the automatic controller settings may be required. • Rain sensor: A wireless rain sensor will shut off the system should rain exceed the amount of irrigation required for that day. VALVE PERFORMANCE CHART • PEB and PESB Series TT': Operating Range • Pressure: 20 to 200 psi (1.38 to 13.8 bar) • PRS -Dial regulates up to 100 psi (6.9 bar) • • Flow: 0.25 to 200 gpm (0.06 to 45.40 m3eh; 12 to 7571/m) • How with PRS -Dial: 5 to 200 gpm (1.14 to 45.40 m3k; 192 to 757 VT) • Water temperature: Up to 150° F (66°C) • • Ambient temperature: Up to 150° F (66°C) Electrical Specifications • 24VAC 50/60 Hz (cydes/sec) solenoid • Inrush current 0.41 A (9.84VA) at 60Hz • Holding current: 028 A (672 VA) at 60Hz • Coil resistance: 30-39 ohms PEB and PESB Series Valve Pressure Loss (psi) Flow. APInin 100-PEB 0.8 1.0 1.3 150-PEB 200-PEB 1W DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE PROPERTY BOUNDARY N89° 12' 04" W 170.00 SIDE YARD SETBACK: 5'-0" 8 REAR YARD SETBACK: 5-0" WO . .• •. • . . . . . . . . . • - . I 514001116411/4=1 .• .;soornorromois.~6 pe..-AztlIsrrOlk4 • lgRIGATION MAINL(Na, Sr.,#4. 40 PVC, Mt" MIN. Ce.Pil4 • ano • LATERAL. FifiNG "CLA,S$ 'WO pvc. •MIN. Ma ORM, CeNIVICTOR S.Ite' LATEPALS _PaR ?IFS sITEINOCA-Wr. 140 went* LES.$7.114AN '3/4" 4). sLeavitiro ...tic' it _OF itiSERT PiPeS : 1417% 3C) goes ANDS4APt coantAcrat : To co,FARtite W/Get4EFA.c0N-Racrat_poc S1$AVE L..pc•kri 44 PRIoR To. FAY IN6. ..yaR(Pf.•Las2Fire:siatzsLEsit&:. RAMS= • WO art P. 66 FOP -Uri RALGt4611010+,414-r To FENCING WreiLe top! AuS SOWN oN FLAN. NOTE EXISTING 1.1' DOUBLE CHECK VALVE ASSEMBLY FOR EXISTING IRRIGATION SYTEM. CONTRACTOR SHALL 4 PROVIDE ALL REVISIONS, TESTING AND APPROVALS OF THE DOUBLE CHECK VALVE ASSEMBLY PRIOR TO INSTALLATION OF THE IRRIGATION SYSTEM. CONTACT Mr. TODD REEDY. TUKWILA WATER DEPARTMENT AT 206-571-6309 41:,-..t4fit 15 IS opuliv.4. Nip Tilrolitt rr N11.4 Lei ta4TROUSOR W1/4=47 or4 amp_ 4046 stoma, it4SIALLATION W/ 42eNaMI4alt`RICAL 15 ssT FoR R,WR11-DupPLY, • D I C pi eurERectorio.t.Les7. c•crintou.fe AHP VW:ELS% PINSENS0R MOUNTED ON TRCOF Ra-Wi, EXISTING ZONS. wIREs )Ntrat44 rDowN ESPMD.0 STATIoN milimm.11111411% lke.1 FRaivfiRestreAgi et..Ec cattparr FoR ALL vAt_va R:ANGFArei724 or -24 R1318F (Pr1L-ure'l 81) Radius Flow predp. (iami Pressure Radius Flow Predp. Willi) 270° 22 239 a66 0/6 Arc Psi ft. 9PrIl u 16 1/3 a61 0.70 16 1.60 0.61 0.70 10 it 111 DOWN e 11 30Psi ft. gpm220.70 0.81 Arc I ii oi a liiii 35 23 2.55 0.63 0.73 360° 30 1.85 0.61 0.70 40 23 2.73 0.64 0.73 35 1817 1.96 061 0.70 i 1 1 45 24 2/6 0.61 0.70 4i:`-- 40 45 18 2.07 061 on 24 2.80 0.61 0.70 ."?)P 5505 18 2.17 0.61 0.70 0 50 dfF 55 240° 30 21 2.15 0.70 0.81 40 22 2.20 0.66 0.76 23 230 0.63 0.73 35 (17'24') 45 23 2.35 0.64 0.73 50 Arc Pressure Radius Row Predp.(in/h) 24 2.42 0.61 0.70 Psi ft. gpm Art A 55 24 2.45 0.61 0.70 40 22 3.24 100 iii 35 22 1.93 0.66 0.76 360° i(5) 21 210° 30 21 ..-- 1.87 0.70 0.81 43 23 2.06 0.64 0.73 23 ' 2.02 0.63 0.73 50 23 3.46 ,-- 0 45 50 55 23 3.67 55 24 2.13 0.61 0.70 24 2.14 0.61 0.70 24 3.87 24 4.06 4ST .. .., , - - - ___ 180° 30 21 13 --- „,-, 35 22 113.451 00:6760 00:8761 Nootse:gAuall rReostpaarycin: tested 4;14( rn10 eiteanro)fpopthzps 40 23 1.69 0.63 0.73 45 23 1.83 0.64 0.73 baslesedtegon 4. T..: A Triangular spacing based on 50% diameter of throw 50 24 1.91 0.61 0.70 Performance data taken in zero wind conditions 55 24 1.98 0.61 0.70 150° 30 21 1.34 070 0.81 • R-VANI724 and R1724F. Do not reducethe radius below 17: • R-VAN1 8 and R1318F: Do not reduce the radius below IX CB -..-- 4 '4,4, •14 -,,-; I • 40 45 2.3 1.44 0.63 0.73 •• includes interpolation • 23 1.46 0.64 0.73 ..-... fc 50 24 1.53 0.61 0.70 & D I ...„,.. a ar, 35 22 138 0 66 076 • R-VAN14: Do not reduce the radius below 8! 0 io I li I 60° 30 21 0 24 .05 53 0.70 0.81 35 22 0.55 0.66 0.76 Adjustment: Adjustment: I liffi""r4 , I •40 23 0.58 0.63 0.73 I CCIKIRO IRRI6Val.._• o .\ ,\ , 50 45 23 0.58 0.64 0.73 24 0.61 0.61 0.70 4' I RV( INAUL/44__13ED ' il 1 I WPM - . 45° 55 24 0.61 0.61 am . -4...0. + I 35 22 0:42 0.66 0:76 - I L J • 40 23 0.43 0.63 0.73 50 24 0.46 0.61 0.70 45 23 0 44 0 64 0 73 -I 55 24 0.46 0.61 0.70 I I ! 24 1.52 0.61 0.70 55 21 1.07 0.70 0.81 120° 30 40 23 1.15 0.63 V3 35 22 1.10 0.66 0.76 45 23 1.17 0.64 0.73 Full -Circle Radius 50 24 0.98 0.61 0.70 55 St Er."' -''''''":1-'r I 1 . D 15 R VAN A I I- ..,-. 3 t..., ROOF LINE ABOVE 50 24 122 OM 0.70 Adjustment: d. El, 122 0.61 0.70 r0 211 0.73 on 0.81 HALF -TONE DASH 90° 40 23 0.85 0.63 0.73 INDICATES EDGE OF 2 :- Si• tialtro 000131E c+IECK • Asseitiscr ittwiN 1 >4.. 35 22 0.78 0.66 0.76 45 23 0.91 0.64 0.73 4 ree, 01.5E)/ •011- 38 Ci 1 I', • .,•••;•!,;3.4 . 171 LIGHT BOLLARDS • • a. s • 4 20 .,61 ay. . _ _FA • • a dr a le • • • te, 0. DARK DASHED LINES 17 •INDICATE 2'-0" CURB OVERHANG FOR 18 6 5 • 19- ';'••-VALVE 5.... PARKED VEHICLES 3 4 15 IS 10 AD& G We MEISS - VALVE itv NEW POLE LIGHT a-ararra 200' SHORELINE OVERLAY BOUNDARY/ URBAN CONSERVANCY LEVEE - OUTSIDE BUFFER REVIEWED FOR CODE COMPLIANCE APPROVED 40 171,ZIPLUIS PK -1 DEC 08 2011 City of Tukwila BUILD1N • • STATE OF WASHINGTON REGISTERED DSCAPE ARCHITECT KENNETH E. MIA LANDSCAPE ARC INC. CERTIFICATE #301 •1 I Boumpikw • 4.8 SITE PLAN - LANDSCAPE S 180TH ST. re..e.1111 125' URBAN CONSERVANCY LEVEE BUFFER OUTSIDE OF PROPERTY BOUNDARY , \1 • KEN LARGE Landscape Architect 21803 NE 17th Court Sammamish, Wa. 98074 IRRISArioN PLAN 1" = 10'-0" It Office: 425-836-4578, Cell: 206-396-7617 E-mail: kila@comcast.net FAX: 425-898-8923 RECEIVED CITY OF TUKWILA OCT 24 2�17 PERMIT CENTER • GRAPHIC SCALE EMI MIN El 111 IEE 1111 111 10 . • 20 30 40 JACKSON I A R C U R E 311 FIR 11.1t. SOUTH SEATTLE, WA 981 04 t 206.324.4800 WWW.JACKSONMAIN.COM ci THE ANDOVER COMPANY, DESCRIPTION .0 k I DATE a -- ..c PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW KLEA JJVV IRRIGATION PLAN 1 =I 1 0 cn2 L LI 0 0 0 4 E' a> 0 E U 0 0 0 c CO a) conU r 0 N EXIST. ELECT. VAULT TO REMAIN 411•11100 •••••1111•11111111111111••• PROPERTY BOUNDARY _N89° 12' 04" W 170.00 SIDE YARD SETBACK: 5'-0" 410•111111* •111•11•1 IMMIM ,11, IMMO SE EXISTING CHAIN LINK FENCE TO BE REMOVE IN ITS ENTIRETY DEMOLISH 10'-0" OF CURB LENGTH FOR NEW TRASH ENCLOSURE 0 DEMO EXIST. LANDSCAPE-4- ( ANDSCAPE —I t 3'-93/4" Ai • • • • • • • REMOVE EXISTING CHAIN LINK GATE IN ITS ENTIRETY EXISTING PERIMETER CONC. CURBS TO REMAIN DEMO`EXIST LANDSCAPE. REMOVE EXISTING PAINTED STRIPES AND REPAINT FRESH, TYPICAL EXIST. CATCH BASIN TO REMAIN IN PLACE Fvot\I-r YARD SETBAC6'K. b' ammo WAIN .1. WOOD N • DEMO\EXIST CONC:`'�D '''' • DEMOLISH CURB AND CONC. PADS ALONG NORTH EDGE OF PARKING LOT EXIST. CATCH BASIN — TO REMAIN IN PLACE EXISTING PERIMETER CONC. CURBS TO REMAIN NO CHANGE TO EXISTING �a TOPOGRAPHY ANDOVER PARK E EASEMENT GRANTED TO: WASHINGTON NATURAL CAS CO. PURPOSE: GAS PIPELINES OR PIPELINES AND APPURTENANCES RECORDING DATE: MARCH 30, 1995 RECORDING NO.: 9503300235 DEMOLISH EXIST. CONCRETE ENTRY PAD AND ADJACENT ADA ALIGHTMENT EXISTING PYLON SIGN AND FOUNDATION TO BE REMOVED. MAINTAIN EXIST. CONDUIT AND ELECTRIC SERVICE BELOW GROUND FOR EXTENSION TO NEW MONUMENT SIGN LOCATIONS MORN `\ EX1SF., I'`..._ \LAND'S.CAPIA�G�TO', REMAIN PSTREET \kQRN€R., \,, EXIST. STREET TREE TO REMAIN EASEMENT GRANTED TO: PACIFIC TELEPHONE AND TELEGRAPH PURPOSE: POLES WITH NECESSARY WIRES, CABLE, AND FIXTURES RECORDING DATE: AUGUST 19, 1929 RECORDING NO.: 2554741 EXIST. STREET TREE TO REMAIN EXIST. STREET TREE TO REMAIN REMOVE EXIST. LIGHT POLE CONDUIT AND WIRING TO REMAIN IN PLACE EXIST. STREET TREE TO REMAIN CONTRACTOR TO COORDINATE WITH CITY OF TUKWILA AND PROTECT UNDERGROUND UTILITIES FIRE HYDRANT - EXISTING EASEMENT GRANTED TO: PUGET SOUND POWER AND LIGHT PURPOSE: UNDERGROUND ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM, TOGETHER WITH ALL NECESSARY OR CONVENIENT APPURTENANCES. RECORDING DATE: AUGUST 16, 1995 RECORDING NO.: 8508160779 10" PALM TREE TO BE REMOVED ................. - - - — PROJECT NORTH SITE DEMOLITION PLAN =10'-0" 00. 400. 00. S 180TH ST. REMOVE EXIST. LIGHT POLE CONDUIT AND WIRING TO REMAIN IN PLACE 125' URBAN CONSERVANCY BUFFER OUTSIDE OF PROPERTY BOUNDARY EASEMENT GRANTED TO: CITY OF TUKWILA PURPOSE: PUBLIC SIDEWALKS AND UTILITIES RECORDING DATE: NOVEMBER 30, 1995 RECORDING NO.: 9511300500 GRAPHIC SCALE 111111111 MUM 111.11 • 111 =MI el■ ■ ■■ 0 10 20 30 40 SITE DEMOLITION PLAN LEGEND: DEMOLISHED SITE SHEET NOTES: 1 ALL EXISTING UTILITIES, CABINETS, AND VAULTS TO REMAIN IN PLACE ON SITE UNLESS NOTED OTHERWISE. 2. ALL STREET TREES TO REMAIN IN PLACE. 3. NO CHANGE TO EXISTING TOPOGRAPHY. 4. ALL EXISTING PARKING STRIPING TO REMAIN AS -IS UNLESS NOTED OTHERWISE. 5. ALL EXISITNG BELOW -GRADE DRAINAGE SYSTEMS TO REMAIN IN PLACE WITHOUT CHANGE. REVIEWED FOR 'CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila l 1 •,► 0 q3 RECEIVED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER JACKSON I ARCHI.TE J URE 311 FIR A'�` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, V z 0 z LANTERN F- cn W co < r a_ o 0< z —I Q co N DESCRIPTION Permit Set z r DATE 7/14/2017 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJ B JJW SITE DEMOLITION PLAN A01300 JACKSON I MAIN ARCHITECTURE P.S. © 201 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:18 AM EXIST. CMU WALLS TO REMAIN @ NORTH FACE OF BUILDING 17'-6" 2.2 4, 7'-0" -9" 9'-11" 15' - 10" 4, 8'-0" 3'-0" 0 c) EXIST. COL. TO REMAIN TRENCH FOR NEW GRADE BEAM PLACEMENT 25' - 0" EXIST. COL. TO REMAIN DEMO EXIST. FLOOR SLAB AND ADJACENT GRADE THIS AREA FOR NEW FOOTING. SEE STRUCTURAL FOR SPECIFIC DIMENSIONS. EXIST. FLOOR ELEV 26.45' \\\\ EXIST. LOOR LEV 26.53' \\\\ 25' - 0" - rs SLAB DEMOLITION PLAN 1l8" =1'-0" PROJECT NORTH EXISTING FFE = 26.45' T N HO> W O W k N M \I TRENCh FOR NEW GRADE BEAM PLACEMENT EXIST. COL. TO REMAIN EXIST. TILT -UP WALLS TO REMAIN EXISTING FFE = 26.53' REMOVE ALL FLOOR FINISHES. PATCH FLOOR DAMAGE AND PREPARE SURFACES FOR NEW TENANT FINISHES 7 EXIST. TILT -UP WALL TO REMAIN U LOCATION OF PRIOR RECESS IN FLOOR. DEMO EXIST. SLAB & FOOTING AND REPLACE SLAB TO MATCH ADJACENT EXISTING. Nx%)** x NN4IN.x x I EXIST. OLUMN TO BE DEM LISHED DEMO XIST. COLUMN AND FO TING PREVI USLY ABAND NED RESTRO MS IN THIS AiREA. POSSIBLE EXISTING SEWER TIE-IN. -\71 \� \r DEMO APPROX. 2'-0" XI -0" AREA O t® FLOOR SLAB AT FUTURE COLUMN LOCATIONS TO EXPOSE EXIST. FOOTING FOR BASE PLATE CONNECTION. CONFIRM COLUMN LOCATIONS WITH STRUCTURAL FOUNDATION PLAN. DEMO dXIST. COLUMN AND FOOTING DEMO S B FOR NEW COLUM FOOTING SEE STR CTURAL FOR DIMENSIONS 3'-0" &.xx LAN AI DEMO SLAB IN THIS LOCATION TO MATCH NEW BUILDING PERIMETER 8'-0" 4 REMOVE EXIST. FIRE RISER FROM CURRENT LOCATION AND RELOCATE. C") 3' - 4 3/8" DEMO FULL LENGTH OF TILT -UP CONC. EAST WALL IN ITS ENTIRETY, INCLUDING WINDOWS AND FRAMES AND FOOTING BELOW GRADE. REMOVE EXIST. FOOTING BELOW ALL DEMOLISHED WALLS, U.N.O. NEW EDGE OF SLAB ALONG SOLID LINE EDGE OF EXIST. BUILDIN LINE INDICATES INTERIOR EDGE OF DEMOLITION FOR NE1,1( FOOTING PLACEMENT. CONFIRM LOCATION WITH STRUCTURAL FOUNDATI N PLAN. REMOVE EXIST. FOOTING BELOW ALL DEMOLISHED WALLS, U.N.O. 1- L kr 0 CO N M ti 0 Eo T co N CO w 0 LO CO CO C.3 SLAB DEMOLITION PLAN LEGEND: EXISTING CONC. SLAB DEMOLISHED CONC. SLAB NEW EDGE OF SLAB LINE/ BUILDING FOOTPRINT SHEET NOTES: 1. DEMOLISH ALL EXISTING SLAB, FOOTINGS, AND STEM WALLS OUTSIDE OF NEW BUILDING FOOTPRINT. 2. DEMOLISH SECTIONS OF EXISTING FLOOR SLAB WITHIN NEW BUILDING FOOTPRINT AS SHOWN FOR PLACEMENT OF NEW STRUCTURAL COLUMN FOOTINGS, GRADE BEAMS, AND WALL STRIP FOOTINGS. 3. SLAB AREAS SHOWN FOR DEMOLITION WITHIN THE NEW BUILDING FOOTPRINT ARE APPROXIMATE ONLY. REFERENCE STRUCTURAL FOUNDATION PLAN TO CONFIRM LOCATIONS OF ALL FOOTINGS AND CUT EXISTING SLAB AS NECESSARY. 4. NEW EDGE OF SLAB TO ALIGN WITH GRID LINES UNLESS NOTED OTHERWISE. 5. REMOVE ALL TENANT FLOOR FINISHES THROUGHOUT AND PREP FOR NEW FINISHES. CAP EXISTING SEWER LINES AND UTILITES IN PLACE. * CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL SHORING OR BRACING TO SUPPORT AREAS OF DEMOLITION AND AREAS OF NEW WORK 17- 0193 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 00 2,017 City of Tukwila NI 5. RECEWED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER JACKSON I ARCHITEIRTURE 311 FIR' • y `11.1t.1 SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, z J Ct w F - z J F- CO fY co w Q co r 00 • O) O • � O Q z J_ M N � -3- F- DESCRIPTION Permit Set 0, z DATE I 7/14/2017 4879 4' RE If' STATE REGISTERED HITECT PERCIOt F WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW SLAB DEMOLITION PLAN A0.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 �I C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:20 AM EXISTING BUILDING PHOTOS OEXIST. FIRE RISER TO BE RELOCATED METAL RACKING IN EAST END OF WAREHOUSE © OVERALL VIEW FROM SOUTH OVIEW FROM EAST LOOKING NW OVIEW FROM EAST TOWARD ENTRANCE OEXIST. PYLON SIGN ▪ MME DEMOLISH EXIST. ELECTRICAL EQUIP. ALONG WEST WALL. DEMO SIDE WALL BACK TO FIRST VERTICAL REINFORCEMENT PER STRUCTURAL 138'-0" 4 18'-6" 4, 36' - 6" 18'-6" 13' - 6" 25' - 3" 25' - 9" EXIST. CMU WALLS TO REMAIN @ NORTH FACE OF BUILDING 4, EXIST. CMU WALL TO REMAIN EXIST. COL. TO REMAIN DEMO EXISTING CMU BLOCKWALL. CONTRACTOR TO PROVIDE CONTINUAL SHORING FOR ROOF STRUCTURE UNTIL NEW WALL IS IN PLACE. PROJECT NORTH EXIST. COL. TO REMAIN EXIST. FFE = 26.45' EXIST. COL. TO REMAIN EXIST. DOORWAY AND FRAME TO BE REMOVED CONTRACTOR TO PROVIDE CONTINUOUS SUPPORT FOR UNBRACED WALLS TYPICAL FLOOR DEMOLITION PLAN 118" =1'-0" Cr) 0 REMOVE ALL RACKING IN BACK OF HOUSE AREAS, TYP. DEMOLISH FULL HEIGHT OF WALLS AND PARAPETSI IN THESE LOCATIONS EXIST. TILT -UP WALLS TO REMAIN DEMOLISH EXISTING COLUMN EXIST. TI [-!,JP WALL TO PREVIOUSLY ABANDONED RESTROOMS IN €_• 1j TH[S AREA. 4'-2 X iL DEMOLISH TILT -UP CONC. WALL AS NEEDED FOR PLACEMENT OF NEW FOOTING. CONFIRM DIMENSION WITH STRUCTURAL FOUNDATION PLAN REMOVE EXIST. METAL RACKING MOUNTED INTO CONC. FLOOR SEE PHOTO "B" THIS SHEET REMOVE EXIST. FIRE RISER FROM CURRENT LOCATION AND RELOCATE. SEE PHOTO "A" THIS SHEET DEMOLISH CONC. COLUMNS SHORE EXISTING ROOF STRUCTURE WEST OF GRIDLINE 2 UNTIL NEW STRUCTURAL SUPPORT IS IN PLACE POSSIBLE EXISTING SEWER TIE-IN. DEMOLISH EXISTING COLUMN SAW CUT 6'-4"WI IDE X 7'-2 1/2" HIGH DOUBLE DOOR ROUGH OPENING INTO EXIST. 6" CONC. TILT -UP WALL PER STRUCTURAL. EXIST. FFE = 26.53' DEMOLISH EXIS TING COLUMN REMOVE ALL EXISTING TENANT INFILL, INCLUDING: PARTITION WALLS, LAY -IN CEILING, DOORS, FIXTURES AND FURNITURE, LIGHTING, ELECTRICAL COMPONENTS, CONDUIT, MECHANICAL UITS, AND DUCTWORK. REMOVE ALL WALL AND FLOOR FINISHES A 4D PREP FOR NEW FINISH S BY TENANT DEMO. EXIST. MENS AND WOMENS RESTROOMS IN THIS AREA. REMOVE ALL WALLS, PARTITIONS, AND FIXTURES DOWN TO SLAB. SEE DESIGN/BUILD I INSTRUCTIONS SEWER LINES 'LUMBING DESIGN FOR ON CAPPING EXIST. IR EXTENDING TO NEW RESTROOM LOCATIONS DEMO. FULL LENGTH OF SOUTH TILT -UP WALL IN ITS ENTIRETY, INCLUDING FOOTINGS. Ji it /1 REMOVE EXIST. FOOTING BELOW ALL DEMOLISHED WALLS, UNLESS NOTED OTHERWISE. DEMOLISH FULL LENGTH OF TILT -UP CONC. EAST WALL IN ITS ENTIRETY, INCLUDING WINDOWS AND FRAMES AND FOOTING BELOW GRADE. SEE PHOTO "D" THIS SHEET. DEMOLISH EXIST. ROUND ENTRY VESTIBULE, ADJACENT WALLS, AND FOOTINGS. SEE PHOTO "E" THIS SHEET. REMOVE EXIST. FOOTING BELOW ALL DEMOLISHED WALLS, UNLESS NOTED OTHERWISE. DEMOLISH EXIST. CMU WALL STRUCTURE ON EAST AND SOUTH. 0 M Fh 0 M N CV N Cb FLOOR DEMOLITION PLAN LEGEND: EXISTING WALL DEMOLISHED WALL SHEET NOTES: 1. SEE STRUCTURAL FOUNDATION PLAN FOR NEW FOOTING LOCATIONS 2. SEE SITE PLAN FOR LOCATION OF NEW DUMPSTER ENCLOSURE WITHIIN EXIST. CURBLINE TO WEST. 3. SEE SLAB DEMOLITION PLAN FOR RELATED SLAB WORK. 4. REMOVE ALL REMAINING FIXTURES AND DISPLAYS AND DISPOSE PER OWNER'S DIRECTION. 5. ALL LIGHTS, SWITCHING, AND CONDUIT TO BE FULLY REMOVED BACK TO MAIN PANEL. 6. REMOVE ALL DOORS, WINDOWS, FINISHES, ELECTRICAL CONDUIT, FIXTURES, UTILITIES, AND BELOW-GTADE FOOTINGS AT WALLS MARKED FOR DEMOLITION. 7. CAP ALL PLUMBING AND SEWER LINES IN PLACE BELOW THE SLAB SURFACE. PREP SLAB TO BE PATCHED FOR NEW SMOOTH SURFACE READY FOR TENANT FLOOR FINISHES. 8. CONTRACTOR TO PROVIDE SHORING FOR ALL UNBRACED WALLS. 9. CONTRACTOR TO PROVIDE BRACING/SHORING AS NECESSARY TO SUPPORT REMAINING STRUCTURE AT AREAS OF DEMOLITION. F7OI3 REVIEWED FOR CODE COMPLIANCE APPROVED DEC OB 2017 City of Tukwila BUIL RECEIVED CITY OF TUKWILA JUL 132017 PERMIT CENTER JACKSON I ARCHI<TE1 U RE 311 FIR[la SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM z THE ANDOVER COMPANY, V z z -J z W F- z F - GO SC 0-00 c CD o • � • <— z J_ Q C N D DESCRIPTION Permit Set z `- I DATE r- 0 N v izz 4879 �-E TATE REGISTERED _ . ITECT RCICH ASH€NGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW FLOOR DEMOLITION PLAN A0.02 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:21 AM Pkp- ElE34) DEMO EXIST. RTU AND CURB DEMO EXIST. RTU AND CURB r •I L_ ROOF DEMOLITION PLAN =1'-0” DEMO EXIST. RTU'S AND CURBS, TYP. REMOVE AL EXISTING LIGHTING BALLASTS, CONDUIT, VENTS, AND GAS FUEL LINES FROM ROOF. ROOF STRUCTURE AND SHEATHING TO REMAIN. REMOVE EXIST. BUILT-UP ROOF SURFACE DOWN TO SHEATHING AND PREP FOR INSTALL. OF NEW RIGID INSULATION AND WATERPROOF TPO MEMBRANE. CONTRACTOR TO INSPECT FOR DAMAGE TO SHEATHING/STRUCTURE WHILE SHEATHING IS EXPOSED AND REPORT CONDITION TO ARCHITECT. DEMO EXIST. RTU AND CURB LJ - SHORE it H. ROOF. STRUCTURE AS'. . . NECESSARY -� EXIST. GLULAM AT GRIDLINE 2 TO REMAIN IN PLACE FULL HEIGHT OF WALLS, INCLUDING PARAPETS, TO BE DEMOLISHED IN THESE AREAS PER A0.02. SHORE ADJACENT HIGH ROOF STRUCTURE AS NECESSARY TILL CONSTRUCTION OF NEW MASONRY WALLS p€IMOLISIi:RQOF., STRUCTURE IN ITS. ENTIRETY- EAST OF\GRIDLINE..:2 \ • `. DEMO EXIST ..\ \ RTU AND CURB \` i ` ROOF AND\STRUC URE TO BE • REMOVED IN.ITS EETIRETY\AT \\ \LOWERtPORTION, OF BUILDING „RE VIOVE'NEW RTU)`I 'THIS* •\ \\ LOCATIQN AMID KEEP.FOR\\ ..... REINSTALLATION PER..\ 1/A2 02 ANt NDESIGN/BUILD \ MECH.. DRAW.' GS \ Ir L_ J DEMO EXISTING HIGH ROOF AND STRUCTURE SOUTH OF GRIDLINE C AND SHORE AS NECESSARY. THIS AREA TO BECOME PART OF NEW LOWER ROOF PER 1/A2.02. DEMO ALL EXISTING FASCIA, LIGHTING, AND COPING ELEMENTS AROUND BUILDING UNLESS NOTED OTHERWISE. DEMO EXISTING ROOF TURRET PROJECT NORTH bi ROOF DEMOLITION PLAN LEGEND: EXISTING ROOF DEMOLISHED ROOF SHEET NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED DEC OS 2017 • City of Tukwila BU RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON I ARCHI.TEI URE 311 FIR ' '` ►11,1UN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, LANTERN LANDING F- w ct co <a. 00 r O • � 0< z J_ Q C'7 � CV F- DESCRIPTION `� -- 13o' - u.. _ / / 18' - 6" 36' - 6" 18' - 6" 13' - 6" 25' - 3" 25' - 9" r DEMO EXIST. RTU AND CURB DEMO EXIST. RTU AND CURB r •I L_ ROOF DEMOLITION PLAN =1'-0” DEMO EXIST. RTU'S AND CURBS, TYP. REMOVE AL EXISTING LIGHTING BALLASTS, CONDUIT, VENTS, AND GAS FUEL LINES FROM ROOF. ROOF STRUCTURE AND SHEATHING TO REMAIN. REMOVE EXIST. BUILT-UP ROOF SURFACE DOWN TO SHEATHING AND PREP FOR INSTALL. OF NEW RIGID INSULATION AND WATERPROOF TPO MEMBRANE. CONTRACTOR TO INSPECT FOR DAMAGE TO SHEATHING/STRUCTURE WHILE SHEATHING IS EXPOSED AND REPORT CONDITION TO ARCHITECT. DEMO EXIST. RTU AND CURB LJ - SHORE it H. ROOF. STRUCTURE AS'. . . NECESSARY -� EXIST. GLULAM AT GRIDLINE 2 TO REMAIN IN PLACE FULL HEIGHT OF WALLS, INCLUDING PARAPETS, TO BE DEMOLISHED IN THESE AREAS PER A0.02. SHORE ADJACENT HIGH ROOF STRUCTURE AS NECESSARY TILL CONSTRUCTION OF NEW MASONRY WALLS p€IMOLISIi:RQOF., STRUCTURE IN ITS. ENTIRETY- EAST OF\GRIDLINE..:2 \ • `. DEMO EXIST ..\ \ RTU AND CURB \` i ` ROOF AND\STRUC URE TO BE • REMOVED IN.ITS EETIRETY\AT \\ \LOWERtPORTION, OF BUILDING „RE VIOVE'NEW RTU)`I 'THIS* •\ \\ LOCATIQN AMID KEEP.FOR\\ ..... REINSTALLATION PER..\ 1/A2 02 ANt NDESIGN/BUILD \ MECH.. DRAW.' GS \ Ir L_ J DEMO EXISTING HIGH ROOF AND STRUCTURE SOUTH OF GRIDLINE C AND SHORE AS NECESSARY. THIS AREA TO BECOME PART OF NEW LOWER ROOF PER 1/A2.02. DEMO ALL EXISTING FASCIA, LIGHTING, AND COPING ELEMENTS AROUND BUILDING UNLESS NOTED OTHERWISE. DEMO EXISTING ROOF TURRET PROJECT NORTH bi ROOF DEMOLITION PLAN LEGEND: EXISTING ROOF DEMOLISHED ROOF SHEET NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED DEC OS 2017 • City of Tukwila BU RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON I ARCHI.TEI URE 311 FIR ' '` ►11,1UN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, LANTERN LANDING F- w ct co <a. 00 r O • � 0< z J_ Q C'7 � CV F- DESCRIPTION Permit Set O Z Z ,- DATE 1" -- CS 0 r 4879 REGISTERED HITECT r� ERCICH STATE'' WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW ROOF DEMOLITION PLAN A0.03 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:23 AM EXIST. ELECT. VAULT TO REMAIN 0 A1.01 ▪ ENLARGED ▪ SITE PLAN NORTH A1.02 ENLARGED SITE PLAN SOUTH 10' X 30' LOADING AREA DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE EXISTING CHAIN LINK FENCE REMOVED IN ITS ENTIRETY NEW CONC. BLOCK TRASH ENCLOSURE SEE TRASH ENCLOSURE AREA CALCULATION THIS SHEET. PROJECT NORTH r PROPERTY BOUNDARY N89° 12' 04" W 170.00 SIDE YARD SETBACK: 5'-0" DASHED LINE INDICATES EDGE OF ROOF OVERHANG ABOVE 5' - PERIMETER OF EXISTING BUILDING GROSS FLOOR AREA, EXIST. 12,900 SF FFE 26.53' EASEMENT GRANTED TO: WASHINGTON NATURAL CAS CO. PURPOSE: GAS PIPELINES OR PIPELINES AND APPURTENANCES RECORDING DATE: MARCH 30, 1995 RECORDING NO.: 9503300235 14" LINDEN TREE TO REMAIN EASEMENT GRANTED TO: PACIFIC TELEPHONE AND TELEGRAPH PURPOSE: POLES WITH NECESSARY WIRES, CABLE, AND FIXTURES RECORDING DATE: AUGUST 19, 1929 RECORDING NO.: 2554741 LIGHT BOLLARD 16" LINDEN TREE TO REMAIN LIGHT BOLLARD LANDING EXIST. CATCH BASINS TO REMAIN IN PLACE ANDOVER PARK E HALF -TONE DASH INDICATES EDGE OF ROOF LINE ABOVE I I I I I I I DARK DASHED LINES INDICATE 2'-0" CURB OVERHANG FOR PARKED VEHICLES BIKE RACK NO CHANGE TO EXISTING TOPOGRAPHY, TYP. 16" LINDEN TREE TO REMAIN A1.01 ENLARGED is SITE PLAN NORTH A1.02 ENLARGED SITE PLAN SOUTH 24" LINDEN TREE TO REMAIN 200' SHORELINE OVERLAY BOUNDARY/ URBAN CONSERVANCY LEVEE - OUTSIDE BUFFER LIGHT BOLLARD EXIST. CATCH BASINS TO REMAIN IN PLACE L. L tAK BACK 16- EASEMENT GRANTED TO: PUGET SOUND POWER AND LIGHT PURPOSE: UNDERGROUND ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM, TOGETHER WITH ALL NECESSARY OR CONVENIENT APPURTENANCES. RECORDING DATE: AUGUST 16, 1995 RECORDING NO.: 8508160779 B U ARY MIND 11011° ow' SITE PLAN_PERMIT " =10'-0" 00. .00 i i i gam. oar FIRE HYDRANT - EXISTING RIMED 125' URBAN CONSERVANCY BUFFER OUTSIDE OF PROPERTY BOUNDARY amm S 180TH ST. 1 EASEMENT GRANTED TO: CITY OF TUKWILA PURPOSE: PUBLIC SIDEWALKS AND UTILITIES RECORDING DATE: NOVEMBER 30, 1995 RECORDING NO.: 9511300500 GRAPHIC SCALE inuMmMlisiMEMEIMEN 0 10 20 30 40 SITE PLAN LEGEND: EXISTING WALL NEW WALL EXISTING TOPO. CONTOUR PERIMETER OF EXISTING BLDG. 26 RECYCLING STORAGE AREA CALCULATION: PER TMC 18.52.080, REQUIREMENT FOR RECYCLCING STORAGE SPACE IN RETAIL USE = 5 SF PER 1,000 SF OF BUILDING GROSS FLOOR AREA BUILDING GROSS FLOOR AREA = 13,380 SF 13.38 X 5 = 67 SF REQUIRED RECYCLING STORAGE AREA PROVIDED = 80 SF SHEET NOTES: 1. SEE LANDSCAPE PLAN FOR ADDITIONAL INFORMATION ON PLANTING TYPES AND LOCATIONS. 2. 2'-0" CURB OVERHANG USED FOR PARKING SPACES PER TUKWILA MUNICIPAL CODE TMC 18.56.040 ITEM 2. 3. EXISTING TOPOGRAPHY UNCHANGED. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 City of Tukwila BUILDING_ 0 1 -5 CIN OF TUKWRECEIVED ILA JUL 13 2011 PERMIT CENTER JACKSON I ARCHIT EUURE 311 FIR IkItiN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U T THE ANDOVER COMPANY, z a z J L.L W I - z J H W ✓ • OO r a_ 00 • O7 W Q O O Q z -J Qco a� DESCRIPTION Permit Set I O z , DATE 7/14/2017 4879 REGISTERED ARCHITECT AAV REI. PERC STAT -I J F WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJ B JJW SITE PLAN A1 .00 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:24 AM EXIST. GAS METER TO REMAIN EXTEND NEW CONC ENTRY PAD FROM EDGE OF EXISTING AND MATCH EXISTING SURFACE ELEVATION 19' 5.8 29' 19' 18' 7' 1' 10' PROPERTY BOUNDARY N89° 12' 04" W 170.00 ENLARGED SITE PLAN LEGEND: NEW WALL NEW CONCRETE PAD, SIDEWALK, AND CURB WgelM SHEET NOTES: 1. SEE LANDSCAPE PLAN FOR ADDITIONAL INFORMATION ON PLANTING TYPES AND LOCATIONS. 2. WHERE CONC. CONTROL JOINTS ARE NOT DIMENSIONED, ALIGN WITH EDGE OF ADJACENT BUILDING CONSTRUCTION AS INDICATED. EXIST. GAS VALVE TO REMAIN 0A1 I • SIDE YARD SETBACK: 5'-0" I I I I I I • , SIGNAGE JUNCTION BOX SEE LIGHTING SCHEDULE ON LIGHTING PLAN FOR INFO Q QiQCo O C Z CV CO W d- a° O 8 CK CO o 0_ NEW ROLL -UP DOOR EXIST. CHAIN LINK FENCE TO REMAIN EXIST. UTILITY VAULT TO REMAIN --0.4 EXIST. TRANSFORMER PAD AND BOLLARDS TO REMAIN EXIST. UTILITY VAULT TO REMAIN EXIST. CONC. LANDING TO REMAIN PROJECT NORTH r A1.02 ENLARGED % SITE PLAN SOUTH CEO CEO GEC IMO CEO CD CEO ENLARGED SITE PLAN - NORTH 3/16" =1'-0" 01:11 CEP CEO CID Clit II elmsems cm cm ems = CE CEO CCE ama ams emm am ems IZID 4= = ems ass ess ams ems sem CID CEP CIE CED CEP CID CID =ID IED ces ems CEP CC 4MID CIE CEP CIE IED CEP am cm) FFE 26.53' 0 PROPOSED MONUMENT SIGNE SUBMITTED UNDER SEPARATE PERMIT. CONTRACTOR TO PROVIDE CONDUIT AND CIRCUITS FOR ILLUMINATED MONUMENT SIGN 0 ISSEVATOM ■ 0 NEW LIGHT BOLLARD 26.53' 26.52' LANDING NEW LANDSCAPING EXIST. WATER METER TO REMAIN EXIST. 14" LINDEN TREE TO REMAIN EXIST. SANITARY LINE ACCESS TO REMAIN EXIST. TRAFFIC SIGNAL BOX TO REMAIN kr 0 EXIST. STREET LIGHT TO REMAIN EXIST. LIGHTING BOX TO REMAIN EXIST. 16" LINDEN TREE TO REMAIN . SLO ?E D:N • • NEW 6': CON . CURBS ' STARTS AT T bS, INTERSECT! N:AND''.° 'CONTINUES . ESTWARD 40'-31/4" 25.31' PAVEMENT & LANDING NEW 6" CONC. CURB SEE DETAIL 7/A1.03 LANDSCAPE STRIP EITHER SIDE OF RAMP NEW LIGHT BOL • RD 26.52 LANDING 26.531 FFE 25.90 PAVEMENT NEW I( LIGHT BOLLARD —NEW 6'-0" CONC. CURB STOP Sim r G0.06 G0.06 ADA PARKING SIGN SEE DETAILS 26 & 28/G0.06 I EDGE OF CONC. ALIGNED WI H CENTERLINE OF MULLION C< NE1A) LANDSCAPING I GED CE0 • NEW 6'-0" CONC. CURB STOP NEW LIGHT BOLLARD NEW 6'-0" CONC. CURB STOP 14'-0" U 3 ? EXIST. PARKING AREA TO BE RESURFACED r ao N N 0 Co EXIST. IRRIGATION CONTROL VALVE TO REMAIN EXIST. CONC. BOLLARDS TO REMAIN EXIST. 6" CONC. CURB TO REMAIN IN PLACE Sim J CEO CEO CEO CED CD CID CID CID CID IIED CD CE 4ED CE0 CID EXIST. CONC. CURB TO REMAIN IN PLACE EXISTING CATCH BASIN TO REMAIN CZO CEP GED = CID CID CEO CEP CEP CD CEO CEO 4ED CED CZ, CZII CE =a CCM 4= CE CEO ems CCEI CiD a CZ) CIS CID CID CZO CEO CEO 4= CEP CID CIE CEP CEP 4=IO CZ, CID CEP 4=0 CEO CM CID 4=0 CI A1.02 ENLARGED SITE PLAN %!. SOUTH I I I I I I -7 I I I I NEW LANDSCAPING EXIST. WATER METER TO REMAIN EXIST. 16" LINDEN TREE TO REMAIN REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DLVJSI 0) A.1 00 D RECEIVED CITY OF TUKWILA JUL 132017 PERMIT CENTER JACKSON I ARCH1TE UAE 311 FIR •Y` )LSOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM z THE ANDOVER COMPANY, 0 Z z J LANTERN VJ • co W 0O LV Q O O < Z —� Q � M N D DESCRIPTION 25. ' o Cn ; 11\ikv. PAVENT & LAN ► O z 40'-31/4" 25.31' PAVEMENT & LANDING NEW 6" CONC. CURB SEE DETAIL 7/A1.03 LANDSCAPE STRIP EITHER SIDE OF RAMP NEW LIGHT BOL • RD 26.52 LANDING 26.531 FFE 25.90 PAVEMENT NEW I( LIGHT BOLLARD —NEW 6'-0" CONC. CURB STOP Sim r G0.06 G0.06 ADA PARKING SIGN SEE DETAILS 26 & 28/G0.06 I EDGE OF CONC. ALIGNED WI H CENTERLINE OF MULLION C< NE1A) LANDSCAPING I GED CE0 • NEW 6'-0" CONC. CURB STOP NEW LIGHT BOLLARD NEW 6'-0" CONC. CURB STOP 14'-0" U 3 ? EXIST. PARKING AREA TO BE RESURFACED r ao N N 0 Co EXIST. IRRIGATION CONTROL VALVE TO REMAIN EXIST. CONC. BOLLARDS TO REMAIN EXIST. 6" CONC. CURB TO REMAIN IN PLACE Sim J CEO CEO CEO CED CD CID CID CID CID IIED CD CE 4ED CE0 CID EXIST. CONC. CURB TO REMAIN IN PLACE EXISTING CATCH BASIN TO REMAIN CZO CEP GED = CID CID CEO CEP CEP CD CEO CEO 4ED CED CZ, CZII CE =a CCM 4= CE CEO ems CCEI CiD a CZ) CIS CID CID CZO CEO CEO 4= CEP CID CIE CEP CEP 4=IO CZ, CID CEP 4=0 CEO CM CID 4=0 CI A1.02 ENLARGED SITE PLAN %!. SOUTH I I I I I I -7 I I I I NEW LANDSCAPING EXIST. WATER METER TO REMAIN EXIST. 16" LINDEN TREE TO REMAIN REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DLVJSI 0) A.1 00 D RECEIVED CITY OF TUKWILA JUL 132017 PERMIT CENTER JACKSON I ARCH1TE UAE 311 FIR •Y` )LSOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM z THE ANDOVER COMPANY, 0 Z z J LANTERN VJ • co W 0O LV Q O O < Z —� Q � M N D DESCRIPTION Permit Set 0 O z — w Q ti 5 N 0 ti 4879 e REGISTERED ITECT CC TATE PERCIC WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW ENLARGED SITE PLAN - NORTH A1.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 7/12/2017 9:17:25 AM • A1.01 ' ENLARGED ' SITE PLAN NORTH Ieim can— r I I I I I I I I I I i I I I I I I I I I I I O 18'-6" 6'-6" MED IMOD 411D 4111 4121 42ED MED 4MED 4111 4.6 28'-0" 1' - 0" 9'-8" 9'- 10" 148'-0" \ \ 3'-0" 6'-6" 1'-0" 17' - 6" 7'-0" 9'-11" 23'-10" 2'-0" CEO = MED41111 41101 4MID 4= CID CB22 4r A1.01 e• ENLARGED SITE PLAN NORTH el, CMS SCSI DSCAP NG I I I I NEW POLE LIGHT AND HEAD SEE LIGHTING SCHEDULE ON LIGHTING PLAN FOR INFO I 1 I I I I I I I I I I - J ALIGN NORTH -SOUTH CONTROL JOINTS WITH CENTERS OF DOORFRAMES AND MULLIONS. DERO "ROLLING RACK" BIKE RACK MODEL NO. RR2H COLOR: FLAT BLACK SURFACE MOUNT LIGHT BOLLARD FFE 26.53' NEW LANDSCAPING 26.53' FFE 26.52' LANDING EXIST. 24" LINDEN TREE TO REMAIN EXIST. EXTERIOR CURBLINE TO REMAIN IN PLACE 3' - 9 1/2" NEW LIGHT BOLLARD NEW LANDSCAPING EXIST. PARKING AREA TO BE RESURFACED EXIST. CURBLINE TO REMAIN IN PLACE PROJECT NORTH NEW CONCRETE PAD AND RAMP WITHIN EXISTING CURBLINE EXIST. CURB TO REMAIN IN PLACE CONTINUE NEW CU IN ALIGNMENT WITH REMAINING CURBLIN TO THE WEST NEW ACCESSIBLE PARKING STALL AND ALIGHTMENT 26.14' FFE NO CHANGE TO TOPOGRAPHY R:PAINT EXIST. PARKING TRIPING IN SAME LOCA EXIST. WATER STAND PIPE AND POST INDICATOR VALVE TO REMAIN 0 1 i 1 EXIST. CATCH BASIN TO REMAIN ELECT. SUPPLY FOR DEMOLISHED EXIST. PYLON SIGN TO REMAIN IN PLACE FOR REROUTE TO NEW MONUMENT SIGN LOCATION. E LOCATIONS NEW POLE LIGHT A SEE LIGHTING SCHE LIGHTING PLAN FOR REPA►NT EXIS D HEAD ULE ON NFO SIGNAGE JUNCTION BOX SEE LIGHTING SCHEDULE ON LIGHTING PLAN FOR INFO EXIST. CURBLINE TO EXIST. TELEPHONE MANHOLE TO REMAI EXIST. HYDRANT TO REMAIN EW LANDSCAPING EDGE OF SIDEWALK REMAIN IN PLACE EXIST.TRAFFIC SIGNAL BOX TO REMAIN IN P CE i droo i ago NEW POLE LIGHT AND HEAD EXIST. UTILITY MANHOLES TO REMAIN INPLACE EXIST.WATER VALVES TO REMAIN IN PLACE EXIST. TRAFFIC SIGNAGE TO REMAIN ENLARGED SITE PLAN - SOUTH 3/16" =1'-0" J EXIST. GAS VALVES TO REMAIN EXIST. POWER BOXES AND UTILITY VAULTS TO REMAIN EXIST. POWER AND UTILITY BOXES AND CONTROL PANELS TO REMAIN EXIST. TRAFFIC SIGNAL BOXES TO REMAIN EXIST. ROUND CONC. BOLLARD TO REMAIN EXIST. LIGHTING BOX TO REMAIN EXIST. TRAFFIC SIGNAL BOX TO REMAIN REVIEWED FOR CODE COMPLIANCE APPROVED DECO 2017 ENLARGED SITE PLAN LEGEND: NEW WALL NEW CONCRETE PAD, SIDEWALK, AND CURB SHEET NOTES: City of Tukwila Nei I,_ 1. SEE LANDSCAPE PLAN FOR ADDITIONAL INFORMATION ON PLANTING TYPES AND LOCATIONS. 2. WHERE CONC. CONTROL JOINTS ARE NOT DIMENSIONED, ALIGN WITH EDGE OF ADJACENT BUILDING CONSTRUCTION AS INDICATED. RECEIVED CITY OF-TUKWILA JUL 13 2017 PERMIT CENTER JACKSON I APCHLTEIURE 311 FIR £ �' ` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, V z z J LANTERN W • co 11. 76 • O) W Q > 0 zz� Q co CO ND 1— E- DESCRIPTION Permit Set 16- z DATE 7/14/2017 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW ENLARGED SITE PLAN - SOUTH A1 .02 JACKSON I MAIN ARCHITECTURE P.S. © 2016 0 w c 0 m a) 0 0 0 U) c a) E U 0 0 0 0 m c as m U) a) U) D s 2' EQ 1 1/2" 0 METAL RAIL KYNAR PAINTED COLOR TBD BY ARCHITECT MEDIUM BROOM FINISH PERPENDICULAR TO RAMP SLOPE CONC. STAIRS HANDRAIL A1.03 ENTRY STEPS - ENLARGED PLAN 3/4" =1'-0" MAXIMUM SLOPE OF A RAMP THAT SERVES ANY EXIT WAY, PROVIDES ACCESS FOR PERSONS WITH PHYSICAL DISSABILITIES OR IS IN THE PATH OF TRAVEL SHALL BE ONE FOOT RISE IN TWELVE FEET OF HORIZONTAL RUN (8.33% GRADIENT) RAMP SECTION - TRANSVERSE IJJ a. 0 >- 0 z 0 m 6"0 CONC. FILLED STEEL BOLLARD EMBED STEEL PLATE WITH HOLE FOR CANE BOLT CAP STONE JOINT CONC. APRON SURFACE TO HAVE TROWEL FINISH EMBED STEEL PLATE WITH HOLES FOR CANE BOLTS BLEND ASPHALT WITH EDGE OF APRON EACH SIDE EMBED STEEL PLATE WITH HOLE FOR CANE BOLT 6"0 CONC. FILLED STEEL BOLLARD DASHED LCINE INDICATES EDGE OF FOOTING BELOW TRASH ENCLOSURE - ENLARGED PLAN 1/4" =1,-0" 1 1/2" 0 METAL RAIL KYNAR PAINTED COLOR TBD BY ARCHITECT 1 1/2" DIA HANDRAIL CPMT. AT RAMP (BOTH SIDES) WITH 12" EXT. TOP AND BOTTOM. PAINT, TYP. 1 1/2" DIA. STL PIPE RAILING VERTICALS SET IN SLEEVES IN TOP OF CONC. WITH 1 1/2" DIA. STL. TOP BOT. RAIL CONT. WITH PAINTED FIN. 7'-6" MIN. (NTS) SLOPED PRE -CAST CONC CAP 1" CHAMFER (3) #3 BAR TIES @ 1/2" O.C. TOP OF BASE 3" CLEAR (TYPICAL) n d< '-0" MIN. (NTS) ANCHOR BOLTS AS REQ'D BY LIGHT POLE MFR (6) #5 BARS VERT. EQUALLY SPACED CONC. BASE a- • I I I 24" DIA. I I I 11 #3 BAR TIES @ 18" O.C. EXTERIOR FURNISHING_ LIGHT POLE BASE 1/2" =1'-0" 6'-6" T.O. CMU 4" CONC. SLAB BROOM FIN. W/6x6-W1.4xW1.4WWM DUMMY JOINT RADIUS CORNER (2) - #4 CONT. CONC. PARKING CURB (WHERE INDICATED ON PLAN) #4 BAR ANCHOR PINS, 14" LONG #3 CONT. BASE COURSE EQ 0'-11" 0'-115/8' x a' - 0 3/4" NOSE RAMP. (BROOM FINISH) GRADE OR ASPHALT- SEE PLAN DOWELS PER STRUCTURAL 3/8" FOAM EXPANSION BOARD CONCRETE RETAINING WALL PER STRUCTURAL DRAWINGS CAST IN PLACE CONC. GRAVEL BASE COURSE RAMP RAILING DETAIL - FOOTING 1 1/2" DIA. ST. PIPE RAIL W/1 INTERMEDIATE RAIL AS INDICATED W/ VERTICALS AT MAX. 8'-0" OC ON EA. SIDE OF RAMP. 4" CLEAR MAX. RAMP PER PLAN L L J FULLY GROUTED GROUND FACE INTEGRAL COLOR CMU WITH "DRYBLOCK" ADDITIVE MUTUAL MATERIALS COLOR: "MOUNTAIN BROWN" FOOTING BELOW GRADE TRASH ENCLOSURE - ELEVATION - SIDE 1/4" =1-0" 15 A1.03 SLOPED PRE -CAST CONC. CAP 6' - 6" T.O. CMU •• C 1' - 0" EXT. 12" ON EA SIDE BOLT HANDRAIL TO TOP OF RAMP AT EA. VERTICAL TO MERR ADA REQUREMENTS FOR LAT. FORCE RAMP RAILING DETAIL 1/2" =1'-0" L — J 8" GROUTED CMU WALL TYP. W/ (2) #4 VERTICAL BARS AT 32" O.C. AND (2) CONT. #4 HORIZONTAL BARS AT BOND BEAMS AS SHOWN ti ll d I I i i • • • I L — J KYNAR PAINTED 3X3X1/8" STEEL ANGLE FRAME WITH METAL SIDING PANEL, CANE BOLT ANCHOR, AND PAD LOCK LATCH DIAGONAL STEEL BRACING FOOTING BELOW GRADE • TRASH ENCLOSURE - ELEVATION - FRONT 1/4" =1-0" SLOPED PRECAST CONC. CAP CMU TO HAVE CLEAR SEALER APPLIED AS FINISH COAT ON INTERIOR OF ENCLOSURE 5" CONC. SLAB WITH TURN DOWN EDGE. PROVIDE W.W.M. THROUGHOUT AND (2) #4 REBAR CONT. AS SHOWN. PROVIDE 6" CONPACTED FREE -DRAINING BASE COURSE 60 1 .p .11 .I i; N CSrDr :r j i . . ° 'J• •+�r •-• i•.rr•rr'r es.'; -• ' i 'r -r ••• /�,/• +• • •• • ••• +•D+•, •7 ••1• v+•+DD D D OD OrO•••••rr• ••r•r•p° : •D' OO °. (2) #4 RE -BAR AT •+'•`!,�+';�i1X 17•9O +Dikl. •►+D's,D,i k,,,Oi t..6p5p:+•p••••p p+.D`<;O+.' ;:ii;:;. a,^QrnffQ I II �SFOOTING AS SHOW-ellei •1'7 I ;541(..... . : v.: .I..: .= - • 4146a_i--1III 1 1 11 1 1 1 1 11 1 +++ iI t �iV aTDglilf1I 111 111 111 111 111111 11111 111 111 111 111 111 111 111 - CMU II - TRASH ENCLOSURE - SECTION 3/4" =1,-0" 11) 1 2" • III I IlIl III_ III I 1I- 6" 24" /2 PAVING & CURBING CONCRETE CURB 11/2" = 1-0" WELD COLLAR TO CANE BOLT BTWN. GUIDES, COLLAR IS TO PREVENT CANE BOLT FROM BEING REMOVED A.C.PAVING 6" CLEARANCE / i TOP OF WALL 3 1/2" x 3 1/2" x 3/8" GALV. STEEL ANGLE FRAME ALL AROUND, PAINT TO MATCH METAL PANEL 3" DEEP, 18 GA. GALV. METAL PANELS, WELDED TO STEEL ANGLE FRAME /7 // /A WELD 1/2" DIA. BAR ON ANGLE FOR CANE BOLT REST 3/8" x 2" STEEL STIFFENER BAR WELDED TO ANGLE FRAME EMBEDDED STEEL PLATE W/ HOLES FOR CANE BOLTS. CONC. SLAB SLOPED TO FRONT TRASH ENCLOSURE GATE DETAIL 3" =1,-0" CMU WALL 3" x 3 1/2" x 1/4" GALV. STL. ANGLE TO MATCH FULL GATE HEIGHT, 1/2" NELSON STUDS WELDED @ 1'-0" OC, PAINT TO MATCH CMU. 3 1/2" x 3 1/2" x 3/8" GALV. STL. ANGLE FRAME ALL AROUND, PAINT TO METAL PANEL. 3/8" x 2" CROSS BAR STIFFENER WELDED TO STL. ANGLE FRAME GALV. MTL PANELS, VULCRAFT TYPE 3N, 3" DEEP 18 GA. OR EQUAL, SUBMIT COLOR FOR APPROVAL. 4" x 8" x 3/8" STEEL PLATE W/ HOLES FOR CANE BOLTS EMBED IN CONC. SLAB W/ STUDS 9 /7 // J.0 31 /7 /7 CANE BOLTS AT LOWER FRAME, SECURE TO 1/4" PLATE TO ANGLE FRAME. HEAVY DUTY HINGES, 1 1/2" PAIR PER DR, WELD TO STEEL ANGLES TRASH ENCLOSURE_GATE DETAIL PLAN 3" =1-0" f REVIEWED FOR ODE COMPLIANCE APPROVED DEC 0 8 2017 2'-0" BUMPER 8'-0" OVERHANG—►I I cv CONC. CURB 4" WHITE STALL LINES PAINTED ON PAVEMENT City of T ukwila "COMPACT" STENCILED IN WHITE LETTERS ONTO PAVING 8" HIGH AND CENTERED WITHIN STALL PER TUKWILA MUNICIPAL CODE 18.56.090 11 00,5 RECEIVED )CITY OF TUKWILA i' JUL 13 2017 PERMIT CENTER COMPACT 0 rzr 0o COMPACT PARKING STALL - 90 DEGREE 1/4" = 1'-0" JACKSON N I ARCHITEIRTURE 311 FIR A'VNUN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, V z 0 z LANTERN DESCRIPTION Permit Set O z — DATE 7/14/2017 REGISTERED HITECT PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW SITE DETAILS A1 .03 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt 7/12/2017 9:17:30 AM a _ a• 4 4 Sim 0 10X10 HSS COLUMN PER STRUCTURAL COLUMN BASE PLATE EMBEDDED IN CONC. BELOW JOG SLAB AROUND COLUMN AS SHOWN TO ENSURE PROPER CONCRETE COVERAGE OF COLUMN AND BASE PLATE BELOW GRADE -0--ENSURE 3" MIN. CONC. COVERAGE SEPARATING STEEL MEMBERS FROM ADJACENT EARTH SLAB DETAIL @ LANTERN CORNER 3� COLUMN 3/4" =1'-0" I I I REAR YARD SETBACK: NEW COLUMNS PER STRUCTURAL ALONG GRIDLINE C EQ EQ FFE 26.53' USE LEVELING COMPOUND TO RAISE ENTIRE LOWER SLAB AT NORTH PORTION OF BUILDING TO MATCH EXISTING SLAB IN SOUTH PORTION OF BUILDING. FFE 26.53' THROUGHOUT. ecif a EXIST. COLUMN TO REMAIN EXIST. COLUMN TO REMAIN NEW COLUMN PER STRUCTURAL o' (0'-8" 10'-8" EJ 0 0 0 0 0 0 O EXIST. COLUMN TO REMAIN Er) 10'-8" p>cm\ 0w\ LUUw\ El EXIST. °\ —© _j0>w\ >C O J w� w EXISTING CMU BLOCK WALL TO REMAIN IN PLACE EXIST. FLOOR FLOOR ELEV 26.53' ELEV 26 45' \\\\\ EQ 0 0 0 EQ 0 0 0 0 0 0 0 FFE 26.53' EXISTING 6" CONC. TILT -UP WALL TO REMAIN IN PLACE 10'-8" O PROPERTY BOUNDARY N89° 12' 04" W 170.00 SIDE YARD SETBA K: 5'-0" EXIST. COLUMN I TO REMAIN �PATCH AND GRIND EXISTING CONC. FLOOR SLAB TO BE FLAT AND SMOOTH. TYP. ENTIRE BLDG FLOOR SLAB. (1/8" +/- IN 10'-0") CONTRACTOR TO OVERCUT EXIST. SLAB AS NECESSARY TO PLACE NEW FOOTINGS, GRADE BEAMS, AND COLUMN BASE PLATES, TYPICAL U.N.O. SEE STRUCTRUAL FOR LOCATIONS AND SIZES. ROW OF NEW COLUMNS PER STRUCUTURAL SPACED AS SHOWN NORTH ALONG TILT -UP WALL TO GRIDLINE C NEW COLUM AND FOOTIN NEW CLOUMN AND FOOTING NEW COLUM AND FOOTIN PER STRUCT RAL 0'-5" 'Q' Q ' 3'-11" - 8" 4 4'-61/2"J - 90 - • °4 '-41/4" ( 0' - 4 1/4" d 4 . -c-J' - aD 0 0 d0 J d . • n • 4- ti • . - '<CJ -_ a 0 fV N 18'-0" NEW COLUMN TO SUPPORT EXIST. GLULAM AT GRIDLINE 3 PER STRUCTURAL •d d EDGE OF SLABE 4" NORTH OF GRIDLINE A Tr - I NEW COLUMN PER STRUCTURAL NEW COLUMN PER STRUCTURAL NEW COLUMN PER STRUCTURAL NEW COLUMN PER STRUCTURAL NEW COLUMN PER STRUCTURAL • • • • • NEW COLUMN PER STRUCTURAL 4 4 3 A2.00 Sim 4 0 \ 0 \ CV B I~ z L SLAB PLAN LEGEND: EXISTING CONC. SLAB NEW 5" CONC. SLAB SHEET NOTES: PROJECT NORTH 1. EDGE OF SLAB IS ALIGNED WITH GRIDLINE IN ALL LOCATIONS UNLESS NOTED OTHERWISE. 2. COLUMN CENTERLINES TO BE OFFSET FROM GRIDLINES AND EDGE OF SLAB AS DIMENSIONED. 3. NEW SLAB SHOWN OVER AREAS EXCAVATED TO PLACE NEW FOOTINGS PER SLAB DEMO PLAN AND STRUCTURAL FOUNDATION PLAN. 4. CONTROL JOINTS IN NEW SLAB AREAS TO BE PLACED AT ALL RE-ENTRANT CORNERS AND NO FURTHER THAN 12'-0" APART ON LONG SPANS. 1 lq� REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 • City of Tukwila EUI a.. RECEIVED CITY OF TUKWILA JUL 132017 PERMIT CENTER JACKSON I APCHI•TkE1 URE 311 FIR' YfislUN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U Z THE ANDOVER COMPANY, DESCRIPTION Permit Set Id DATE N- 0 N d' F- 4879 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJ B Checker SLAB PLAN A2.00 JACKSON I MAIN ARCHITECTURE P.S. © 2016 7/12/2017 9:17:32 AM A TIE DOWNSPOUTS INTO EXISTING STORMWATER LINE, TYP. 1 1.7 148'-0" 3'-0" 18'-6" 6'-6" 28' - 0" 1'-0" 1'-0" 8'-8" /rK 9'- 10" 6'-6" 1' - 0" 2'-0" - 9" 17'-6" 7'-0" 9'-11" 15'-10" 8'-0" - 2" - 0" 4" TO FACE OF CM 1 • b FFE 26.53' 7 COD COD EXISTING DOORWAY TO REMAIN 1 A4.01 im FRAME IN EIXIST. DOORWAY A8.02 A8.02 EXISTING DOORWAY TO REMAIN r --- RELOCATE P LACE MEN DIMENSION CONFIRME FIRE RISER. AND— TO BE PER PLUMBING DESIGN. COO COP COD Cr011 6' - 0" 6' - 0" 4' N / EQ EQ 24 11 CO Zo FFE 26.53' 1.0 4' - 0" EXISTING DOORWAY TO REMAIN A4.01 5' - 8" Eo TIE DOWNSPOUTS INTO EXISTING STORMWATER LINE, TYP. NEW 4X4 STEEL COLUMNS PER STRUCTURAL Sim RE: WALL SECTION FOR WOOD WALL TYPE ABV. 0 3' - 0" 3 4 0 N - Eo 6' - 0 1/8" 111 1/2" PROJECT NORTH Eo FLOOR PLAN LEGEND: EXISTING WALL NEW WALL SHEET NOTES: 1. SEE SLAB PLAN FOR DIMENSIONED COLUMN LOCATIONS. 2. OUTSIDE FACE OF STUDS, CMU, AND STOREFRONT MULLIONS TO ALIGN WITH GRIDLINES IN ALL LOCATIONS UNLESS NOTED OTHERWISE. 3. ALL DIMENSIONS PROVIDED ARE TO ALIGN WITH FACE OF STUDS, CMU, OR STOREFRONT MULLIONS, UNLESS NOTED OTHERWISE. 4. TYPICAL WALL ASSEMBLIES TO HAVE GWB INSTALLED AS PART OF TENANT FITOUT. 5. SEE SHEET A8.01 FOR WALL ASSEMBLIES. 6. SEE SHEET A7.01 FOR DOOR AND STORERONT SCHEDULES 1 0 0'5 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 City of Tukwila RECEIVED CITY OF TUKWILA JUL 1 3 2017 PERMIT CENTER JACKSON I ARCHITEIRTURE 311 FIR ILJUN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM THE ANDOVER COMPANY, LANTERN Ct co CO DESCRIPTION I Permit Set z I DATE I 7/14/2017 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB Checker FLOOR PLAN A2.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.rvt r Ib IEn 2.2 1.7 28'-0" 1'-0" 3'-0" 6'-6" PROPERTY BOUNDARY N89° 12' 04" W 170.00 SIDE YARD SETBACK: 5'-0" CD U) =SLOPE ALL CRICKETING AT 1/4" PER 1'-0", TYPICAL 17' - 7" AT SCUPPER 17' - 7" AT SCUPPER P II 0 N 17'-7"AT SCUPPER INFILL DEMOLISHED RTU CURB ROOF ACCESS HATCH 17' - 7" AT SCUPPER PROJECT NORTH J 1 ROOF PLAN 1/8" =1-0" / 4 \4.03 3 A4.01 A NEW RTU'S PER MECH. DESIGN J J U- Ow J O <0 fIO 0 0 0 01- z Z C INFILL DEMOLISHED RTU CURB ROOF VENTS - RESTROOM LOCATIONS TO BE CONFIRMED BY TENANT NEW BRAK METAL COPING AT P ALL NEW AND EXIST! G PARAPET WALLS, UNLESS NOTED OTHERWIS. INFILL DEMOLISHED RTU CURB EXIST. ROOF TRUCTURE WITH EW TPO MEMBRANE OVER R-30 RIGID INSUL. INFILL DEM RTU CURB LISHED 44) o-. r 0. L c6) DOWNSPOUT \, DOWNSPOUT ROOF VENT - RESTROOM LOCATIONS TO BE CONFIRMED BY TENANT NEW ROOF STRUCTURE TPO MEMBRANE OVER R-30 RIGID INSUL. SLOPE 1/2" / 1'-0" DOWNSPOUT BUILDING FOOTPRINT BELOW 4'-0" INFILL DEMOLISHED RTU CURB { CRICKET ON HIGH END OF RTU CURB, TYP. SLOPE 1/4" / 1'-0" w O 0 SCUPPER AND DOWNSPOUT 40' - 0" SLOPE 1/4" / w O 0 NEW CANOPY AT ENTRYWAY '-51/2' u. • i 6'-0' • NEW CANOPY AT ENTRYWAY 0 C) M 4'-0" n -n BUILDING FOOTPRINT BELOW r O CO D i ANGLED CURB ALONG LENGTH OF ROOF EDGE STOCURB AT GUTTER ON LOW END OF ROOF BUILDING FOOTPRINT BELOW SLOPE 3/4" /1-0" GUTTER AND DS W/ SPLASH BLOCK NEW TPO ROOF OVER R-30 RIGID INSUL. STOP CURB AT GUTTER ON LOW END OF ROOF SHEET NOTES: - (A '1 I ANGLED CURB ALONG LENGTH OF ROOF EDGE I- L 1 >- 0 z 0 m >I- 0 W a a CO 1 U) 0 i 1. RTU LOCATIONS ARE APPROXIMATE. COORDIANTE FINAL LOCATIONS WITH TRUSSES AND GLULAMS BELOW. 17 1 3 REVIEWED FOR CODE COMPLIANCE . PPROVED DEC 082011 City of Tukwila RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON I ARCHI..TE�� UAE 311 FIR' ' 'A'� ` 'L SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, Z 0 Z 1_L w F- z —J V J w - co • Obi a_ 17-6 • O) > < o OQ ZJ Q co Co CV DESCRIPTION Permit Set 33' - 0" .r---I- — �O — — _— -— H — --'— I It z +I I I DATE N- E N r=7 -- q r M \IEW TPO ROOF w 0 J OVER R-30 RIGID INSUL. at PROTECTION B (10 YEAR MIN. WA ANGLED CURB 1/4" ARD RANTY) LONG LENGTH OF R010 EDGE I I r O CO D i ANGLED CURB ALONG LENGTH OF ROOF EDGE STOCURB AT GUTTER ON LOW END OF ROOF BUILDING FOOTPRINT BELOW SLOPE 3/4" /1-0" GUTTER AND DS W/ SPLASH BLOCK NEW TPO ROOF OVER R-30 RIGID INSUL. STOP CURB AT GUTTER ON LOW END OF ROOF SHEET NOTES: - (A '1 I ANGLED CURB ALONG LENGTH OF ROOF EDGE I- L 1 >- 0 z 0 m >I- 0 W a a CO 1 U) 0 i 1. RTU LOCATIONS ARE APPROXIMATE. COORDIANTE FINAL LOCATIONS WITH TRUSSES AND GLULAMS BELOW. 17 1 3 REVIEWED FOR CODE COMPLIANCE . PPROVED DEC 082011 City of Tukwila RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON I ARCHI..TE�� UAE 311 FIR' ' 'A'� ` 'L SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, Z 0 Z 1_L w F- z —J V J w - co • Obi a_ 17-6 • O) > < o OQ ZJ Q co Co CV DESCRIPTION Permit Set z I DATE N- E N r=7 -- PROJECT PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW ROOF PLAN A2.02 JACKSON I MAIN ARCHITECTURE P.S. © 2016 a) 0 c 0 0 c m E U 0 0 c 0 w c 0 L CO r - 7/12/2017 9 4'-0" TYP. SHEET NOTES: 1. HARDIE SOFFIT PANELS ARE TO BE SPACED AT FULL MODULE LENGTHS OF 4' - 0" O.C. UNLESS NOTED OTHERWISE. 2. WHERE HARDIE SOFFIT ADJOINS A HARDIE REVEAL PANEL WALL, ALIGN SOFFIT PANEL JOINTS WITH VERTICAL REVEALS IN WALL. 3. THIS SCOPE OF WORK CONSISTS OF BUILDING SHELL ONLY. MECHANICAL, ELECTRICAL, AND PLUMBING DISCIPLINES WILL BE PROVIDED AS SEPARATE, DEFERRED SUBMITTALS. EXISTING GLULAM TO REMAIN EXISTING GLULAM TO REMAIN NEW RTU LOCATION ALIGN WITH TRUSSES BELOW TYP. EDGE OF SOFFIT z Lu 0 I- CO w m CD I- 1= m X w EXISTING GLULAM TO REMAIN CUT SOUTH END BACK TO REST ON NEW STRUCTURAL SUPPORT REFLECTED CEILING PLAN- NORTH 2 LANTERN SOFFIT DETAIL 1 1/8" =1-0" z 2 UI 0 H m w co m H z H m X W EDGE OF SOFFIT. SEE DRAWING 2 THIS SHEET FOR COMPLETE LANTERN SOFFIT LAYOUT �a® CANOPY 4'-0" EDGE OF MTL. CANOPY EXISTING GLULAM TO REMAIN raINIAM..2..D$0..ARMEMAMM6oiftog:Ma..0)40, ROOF HATCH NEW RTU LOCATION ALIGN WITH TRl1SSFS RFI OW EXPOSED METAL TRU AND ROOF DECK STEEL BEAM PER STRUCTURAL STEEL BEAM PER STRUCTUR EDGE OF ROOF OVERHANG EDGE OF SOFFIT REFELCTED CEILING PLAN - SOUTH LANTERN SOFFIT DETAIL 1/8" =1-0" EDGE OF ROOF OVERHANG STEEL BEAM PER STRUCTURAL 2' - 5 7/8" EDGE OF SOFFIT. SEE DRAWING 3 THIS SHEET FOR COMPLETE LANTERN SOFFIT LAYOUT CANOPY EDGE OF ROOF OVERHANG EDGE OF MTL. CANOPY REFLECTED CEILING PLAN 1/8" =1'-0" i PROJECT NORTH REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 3 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER JACKSON I A .OHI<TE( UAE 311 FIR' ' '�' ` NUN SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U Z THE ANDOVER COMPANY, z a Z LANTERN H w L.1- co 10 Q r 0_ 10 <- Z —I Q M N � N DESCRIPTION Permit Set O z ,- DATE 7/14/2017 4879 111PREG STATE REGISTERED AB ilTECT • •( PERCICH ASHINGTON PROJECT NO.: 17053 PROJECT MGR.: JJW DRAWN BY: BJB CHECKED BY: JJW REFLECTED CEILING PLAN A2.10 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\Bryant.Bronson\Documents114-001_Andover Retail_Bryant.Bronson.nit 7/12/2017 9:17:40 AM CYAD I-) J WEST ELEVATION 1/8" =1'-0" 20' - 0" T.O. PARAPET • CANOPY BRACE SPACING 20' CENTERED W/IN CANOPY G 12' - 10 1/2" T.O. CANOPY FASCIA SOUTH ELEVATION A 1 _ HIMEMEEMEM ��EMEMEM 1 MEEBEM1111112111 IMEMEMEMEMEMEEMEEMEEMEMEMENEMEMiralasmMENEMEEMEPHIEMEEEEEEMMEIInaNEE fikrtfill• COLLECTOR AND DOWNSPOUT, TYP. HARDIE PANEL REVEALS PLACED AT 4'-0" O.C., TYP. • 12' - 10 1/2" T.O. CANOPY FASCIA 10' - 0" C.L. OF LIGHT FIXTURE ALIGN VERTICAL HARDIE REVEAL WITH CENTER OF STOREFRONT - \ T •, / E • 0 0 r - I -T B D • w W T TW T T G = N 0 w CANOPY BRACE SPACING 8' G • 4'-0" TYP. M a w 0 • T E 0 T / T • A 11 1 I I 111 '1 11 CENTER HARDIE PANEL OVER ENTRY DOOR D T T T T G a w l 0 0 IW , 10 I \ N LEVEL 1 0'-0" BRAKE METAL WRAP AROUND NEW ROOF FASCIA PAINTED TO MATCH COLOR "BLACK RASPBERRY" 12' - 10 1/2" T.O. HSS LEVEL 1 0'-0" 1/8" =1'-0" TPO ROOF AND PRE - FINISHED GRAVEL STOP EDGE METAL / CAN 8' PY BRACE PACING 8' 8' BRAKE METAL WRAP AROUND NEW ROOF FASCIA PAINTED TO MATCH COLOR "BLACK RASPBERRY' 12' - 10 1/2" T.O. HSS LEVEL 1 0'-0" CV NLI 61 N '■E F COLI■ � ■�1� MEMMEM� NIMIPMEMIMEMEEMEI ■1■ MEM ni ■ MO A11i —�■ =,1 ■MOMMENimemerm ■ • ■ E MEM =ME■ mho. ■i■1mi 1191 A6i■�■�� 12' - 7" T.O. FASCIA i■ �■ IMEN i1 I■ NEM MEM -� -■ ■- i—■ M■ ■i■ MEE —■ -■ =■ MEE -------MI ------- EMEEMU 11=M1FMejil EM M=111 MEM ■E= -------- .-------u EMEM •=1•1 immi 111 =_■ ■__ ■ M. F =Min EMU■EM M=ME MEM. ■moi.......__ =—��..Mni ■EMM MIME MEMM MIME ■EMEMI ALIGN HARDIE REVEALS WITH WINDOW EDGES CENTER HARDIE PANEL OVER ENTRY DOOR EAST ELEVATION 1/8" =1'-0" B D 1 1 1 11111'l 1 • I I 1 1 ° 4'-0" TY 3.4 4 A lJ 4'-0" TYP. HSS BEAM WRAPPED WITH RIGID INSUL. AND PREFINISHED ALUM. BRAKE SHAPE MATCH COLOR "BLACK RASPBERRY" NORTH ELEVATION 1/8" = 1'-0" 11 I 1 I I 1 I 1 I 1 1 1 I 1 I I I I r 1 1 111 T.O. PARAPET- VERIFY iekk 20' - 0" LEVEL 1 0'-0" gl MATERIALS LEGEND SYMBOL MATERIAL A HARDIE REVEAL COLOR PLUS PANEL SYSTEM OVER 3/4" FURRING STRIPS INTEGRAL COLOR: AUTUMN TAN, SMOOTH FINISH PAINT ALUMINUM REVEAL COMPONENTS SHERWIN WILLIAMS "BLACK FOX" SW 7020 B MUTUAL MATERIALS 12" GROUND FACE CMU COLOR "MOUNTAIN BROWN" PLACED IN RUNNING BOND MORTAR COLOR: MATCH TO BLOCK C KAWNEER STOREFRONT SYSTEM PRE -FINISHED BLACK D PPGNITRO SOLARBAN 60 INSULATING GLASS UNIT EXTERIOR LITE: ATLANTICA INTERIOR LITE: CLEAR E PPGNITRO SOLARBAN 60 INSULATING GLASS UNIT EXTERIOR LITE: CLEAR INTERIOR LITE: CLEAR F ELASTOMERIC PAINT BENJAMIN MOORE "WHEELING NEUTRAL" HC -92 G PREFINISHED BRAKE METAL MATC BENJAMIN MOORE "BLACK RASPBERRY' 2072-20 H PREFINISHED BRAKE METAL MATCH SHERWIN WILLIAMS "BLACK FOX" SW 7020 HARDIE SOFFIT UNVENTED, SMOOTH FINISH PAINTED BENJAMIN MOORE "BLACK RASPBERRY" SATIN FINISH J HOLLOW METAL DOOR AND FRAME PAINTED SHERWIN WILLIAMS "BLACK FOX", SATIN FINISH SW 7020 T TEMPERED GLAZING SHEET NOTES: 1. CENTER VERTICAL HARDIE PANEL REVEALS OVER STOREFRONTS TO ENSURE SYMMETRICAL SPACING OF REVEALS AT ENDS OF STOREFRONT, TYP. 2. SEE SHEET A7.01 FOR STOREFRONT SCHEDULE. 3. LIGHT FIXTURES SHOWN FOR REFERENCE ONLY. MEP DESIGN WILL BE DESIGN/BUILD DEFERRED SUBMITTAL. 4%• 01 q3 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 • City of Tukwila RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON ARCNITE1%USE 311 FIRSOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U Z THE ANDOVER COMPANY, V Z CD z LANTERN F - w op w x-00 Lt wQ 0< Z —j Q� co y N DESCRIPTION Permit Set I Or. z DATE 7/14/2017 4879 REG STATE • REGISTERED A' HITECT PERCICH ASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB Checker EXTERIOR ELEVATIONS A3.01 JACKSON 1 MAIN ARCHITECTURE P.S. © 2016 _Bryant.Bronso a) a) 0 0 17)a a) E U 0 0 0 c 0 m cB m a`) Cl) 0 N CD N 0 N N L \1w.." xxXXXX XX' EXISTING HIGH ROOF STRUCTURE TO REMAIN EXISTING SPACE TO REMAIN `-------------- �rAVAVI V o, - _ — - - -- I I I I I I I 2 A4 01 EAST - WEST BUILDING SECTION 1/8" =1'-0" 15' - 1" T.O. BEAM I 4 I I I I I A4.02 I CND CIO I I I I I I I I I I I I I I TrJ EAST - WEST BUILDING SECTION (5 THROUGH THROUGH LOW ROOF . 1/8" =1'-0" 17' - 4 3/8" T.O. BEAM 4.03 LEVEL 1 0'-0" EXISTING SPACE TO REMAIN Sim CAD E` [ I I I I I I I I I I I r I 12' - 10 1/2" T.O. HSS �1 NORTH - SOUTH BUILDING SECTION @ NORTH LANTERN 1/8" =1-0" 4.6 CEP CI= �x�tnxn�x_xxxxxxxxxx xxr 16' - 3" T.O. BEAM 12'-101/2"T.O l A. HSS I I I I Sim I I I I L MIMI =MD : •�aMa o�.aaMa110,17021r6!r1Wa��s..................... t. I. J LEVEL 1 0'-0" 15'-1" T.O. BEAM EAST -WEST BUILDING SECTION AT S. `3) LANTERN 1/8" =1'-0" NEW ROOF AND STRUCTURE 24' - 6" T.O. BEAM 3 A4.02 LEVEL 1 0'-0" s�7.:• • .oir Ai Man • �:�!�.��6• •-t74 I rat. �A� I I 1 1•AII 4 11WA 4P2 I I 1•11 I - i I LS1J 26' - 3 1/2" T.O. BEAM 12'-101/2" T.O. HSS NORTH -SOUTH BUILDING SECTION LEVEL 1 0'-0" 1/8" =1'-0" • Sim 3 A4.02 Sim 16 A8.03 24' - 6" T.O. BEAM irgmieia,.„..mate• Ursa_ — ecar __v.. iiirxeri.v.a.f.471if miler 'mkt' -- — EXISTING ROOF STRUCTURE TO REMAIN ri mi mi EXISTING ROOF AND STRUCTURE WEST OF GRIDLINE 2 TO REMAIN EXISTING GLULAM BEAM TO REMAIN 1 1_- I �_LT I- -T� T I 5 I 26' - 7” T.O. BEAM A4.02 18' - 3 1/4" T.O. EXIST. GLULAM I- I I I I I I 12' - 10 1/2" T.O. HSS 1—KAWNEER 601T STOREFRONT SYSTEM AT NORTH LANTERN I EAST -WEST BUILDING SECTION THROUGH HIGH ROOF _J LEVEL 1 0'-0" 1/8" =1'-0" SHEET NOTES: 17 SEE EXTERIOR ELEVATION FOR FENESTRATION INFORMATION. REVIEWED FOR CODE COMPLIANCE APPROVED DEC O82017 Ciy of Tukwila BUILTr RECEIVED CITY OF TUKWILA JUL 13 2011 PERMIT CENTER JACKSON AF.CHITEl( UAE 311 FIR° £Y` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, LLI ct 00 Q _c Q a- OO J C� W< 0 0< z Q �r. co N D W F - z J DESCRIPTION Permit Set O z {DATE 7/14/2017 4879 REG REGISTERED A: ITECT I, PERCICH STATE - WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB JJW BUILDING SECTIONS A4.01 JACKSON I MAIN ARCHITECTURE P.S. C' 2 ai 0 N N JACKSON I ARCHITEUURE 311 FIR LL SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, z CD z -J LANTERN w r OD Q00 � a_ OO w< O <- z —J Q M � N D DESCRIPTION Permit Set ® 6"jr I 0 8 0.7 26' - 7" T.O. BEAM ii ©17\ Or z • 3" A8.02 k 611 l DATE _ _ _ I CZ= 4:111111 _ _•:... e _ 00♦�♦♦�♦♦♦♦♦♦OHO♦♦�♦�♦�♦�♦�♦�♦�s�♦�♦�♦�♦O1. ♦♦♦O�♦�O..4,-..-4.4 -...ii ��° ♦�e!ii::::•..:♦:v_..:•:--- -- — 24' - 6" T.O. 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III III III III III III TILT -UP RECEIVED ILA CITY OF TU • ; 1®4 1 1®;� _ 21 13 2011 A8.02 JUL I I I I I I 1 1 I I—III III III III III III— PERmrr CENTER WALL SECTION @EAST ENTRANCE WALL SECTION @ SOUTH EAST CMU 3/4” =1' 0" � 3/4" =1'-0" 3/4" =1'-0" 3/4" = 1' 0" 3/4" =1'-0" JACKSON I ARCHITEUURE 311 FIR LL SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, z CD z -J LANTERN w r OD Q00 � a_ OO w< O <- z —J Q M � N D DESCRIPTION Permit Set Or z l DATE 0 N cl ti 4879 REGISTERED HITECT a2 A PERCICH WASHINGTON PROJECT NO.: 17053 PROJECT MGR.: JJW DRAWN BY: BJB CHECKED BY: Checker WALL SECTIONS A4.02 JACKSON I MAIN ARCHITECTURE P.S. © 2016 JACKSON I A RCHLTEIUURE 311 FIR •�` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U T THE ANDOVER COMPANY, a co <°° Q Q W W Q 0 O < z� Q § N z W i— z J DESCRIPTION 0 • G.8 3 4 TOP C ORD o— z DATE 7/14/2017 o. 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BEAM — 2c7\2c7\r 14 014 'WI _I I 1 i i 1 4, 01q3 - REVIEWED FOR CODE COMPLIANCE , = 1` �� 1 APPROVED DEC 0 8 2017 City of Tukwila BUILDIN Q----, - r an eon MD Hger4 • A MD OM 13 0 � 1 A8.02 LEVEL 1 LEVEL 1 LEVEL 1 i LEVEL 1 ' - 11111°1-°"1 _ °< •a `�.: � _ ° 9 ° aa' �- . -. = —= 0'-0" a .,a.. _ 0'-0" - . b ° a <° �a9. — 0'-0" a •_ 8III --°- — .bI r -r•1;•+.;•{gy • 4, , - `- = —• }� (q '�� "—` 4AW ��.yi�' lhf, `�s°pf T VV— 1 1 I I I I 1 iii i 1 1— — Iii • "Y� o — o . n.- _ _. —ir '7 •° ii: r I I Tr 1brbrb�b •• �.• �-.• r• - "' '" a: `—_ —I `�br'fir'• — • 0. — WEI epee 111 t6r MLA :ii —III III II iiI—i_�•��<��.�; CMU WALL @ LOADIING iIi iii iii iii BAY ii iii iii IIT Iii WALL SECTION iii iii iii Til iliIli—iii iii Iii JUL 13 2017 PERMIT CENTER , , , ,. , ,, „ ,,, , , , ,, , , III—Ili III III III 1 l i l II— NEW CMU WALL NORTH _, Section 13 3/4" =1'-0" 3/4" = 1-0" 3/4" =1-0" 3/4" =1'-0" JACKSON I A RCHLTEIUURE 311 FIR •�` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U T THE ANDOVER COMPANY, a co <°° Q Q W W Q 0 O < z� Q § N z W i— z J DESCRIPTION Permit Set o— z DATE 7/14/2017 4879 REGISTERED ARCHITECT 'EG STATE . PERCICH WASHINGTON PROJECT NO.: 17053 PROJECT MGR.: Designer DRAWN BY: Author CHECKED BY: Checker WALL SECTIONS A4.03 JACKSON I MAIN ARCHITECTURE P.S. © 2016 ronson.ry Bronson\Documents\14-001 Andove 7/12/2017 9:17:50 AM OPENING WIDTH 1' PAD LOCATION ADDITIONAL SHAFT BRACKETS FOR DOORS OVER 18'-3" WIDE 1' 1' 1' HEADROOM SQUARE AND PLUMB STEEL JAMB HEADER OPENING HEIGHT SECTIONAL STEEL TRACK ELEVATION 1" =1-0" OPENING HEIGHT MIN.HEADROOM BACKROOM = OPENING HEIGHT + 18" HEADPLATE VERTICAL TRACK ASSEMBLY JAMB BRACKETS HORIZONTAL TRACK ASSEMBLY 7� SECTIONAL STEEL LIFT TRACK 1" =1-0" CENTERLINE OF SHAFT DIMENSION 6"W X 8"H STEEL PAD FOR SPRING ANCHOR BRACKET MOUNTING HORIZONTAL TRACK SUPPORT NORTH LANTERN DOOR - HEAD DETAIL 1 1/2" =1'-0" 3.2 EAST STOREFRONT DOOR - SILL DETAIL 1 1/2" =1'-0" REQ'D SIDEROOM� OPENING WIDTH SIDEROOM X2 SECTIONAL STEEL TRACK PLAN =1-0" HOT -DIPPED GALVANIZED ROLL -FORMED STEEL CENTER STILE BEYOND PANEL HEIGHT NOMINAL 26 GAUGE EXTERIOR STEEL WEATHERSTRIP 2" PANEL THICKNESS INSULATED STEEL DOOR PANEL 1 1/2" = 0 6'-0" DOOR TYPE "A" ALUMINUM STOREFRONT DBL. DOOR WITH PANIC HARDWARE DOOR LEGEND DOOR TYPE "B" HOLLOW MTL. DOOR IN MTL. FRAME DOOR SCHEDULE MARK DOOR �\ Hardware Set REMARKS / / / / / THICK NESS MATERIAL FINISH / GLAZING MATERIAL X1 6' - 0" 8' - 0" / ALUMINUM PREFINISHED BLACK A PPG SOLAR BAN 60 / 7/14/2017 KAWNEER 500 SERIES WIDE STILE, BLACK X2 5' - 9 1/4" 8' - 0" \ ALUMINUM PREFINISHED BLACK A PPG SOLAR BAN 60 /> \ X3 6' - 0" 8' - 0" 1' - 0 3/4" ALUMINUM PREFINISHED BLACK \ PPG SOLAR BAN 60 / KAWNEER 500 SERIES WIDE STILE, BLACK X4 3' - 0" ,/ 0' - 2" HOLLOW MTL. PAINTED "BLACK FOX" B J HOLLOW MTL. DOOR TYPE "A" ALUMINUM STOREFRONT DBL. DOOR WITH PANIC HARDWARE DOOR LEGEND DOOR TYPE "B" HOLLOW MTL. DOOR IN MTL. FRAME DOOR SCHEDULE MARK DOOR FRAME Hardware Set REMARKS WIDTH HEIGHT THICK NESS MATERIAL FINISH TYPE GLAZING MATERIAL X1 6' - 0" 8' - 0" 1' - 0 3/4" ALUMINUM PREFINISHED BLACK A PPG SOLAR BAN 60 ALUMINUM 7/14/2017 KAWNEER 500 SERIES WIDE STILE, BLACK X2 5' - 9 1/4" 8' - 0" 1' - 0 3/4" ALUMINUM PREFINISHED BLACK A PPG SOLAR BAN 60 ALUMINUM KAWNEER 500 SERIES WIDE STILE, BLACK X3 6' - 0" 8' - 0" 1' - 0 3/4" ALUMINUM PREFINISHED BLACK A PPG SOLAR BAN 60 ALUMINUM KAWNEER 500 SERIES WIDE STILE, BLACK X4 3' - 0" 7' - 0" 0' - 2" HOLLOW MTL. PAINTED "BLACK FOX" B N/A HOLLOW MTL. EXISTING TO BE REPLACED X5 3' - 6" 6' - 8" 0' - 2" HOLLOW MTL. PAINTED "BLACK FOX" C N/A HOLLOW MTL. EXISTING TO BE REPLACED X6 12' - 0" 10' - 0" 0' - 3" ROLLING G N/A EXISTING TO BE REPLACED PANEL X7 6' - 0" 6' - 8" 0' - 1 3/4" HOLLOW MTL. PAINTED "BLACK FOX" D N/A HOLLOW MTL. EXISTING TO BE REPLACED, 1 -HR FIRE RATED X8 3' - 0" 7' - 0" 0' - 2" HOLLOW MTL. PAINTED "BLACK FOX" C N/A HOLLOW MTL. EXISTING TO BE REPLACED, 1 -HR FIRE RATED HARDWARE SCHEDULE GROUP #1 SALES AREA DOUBLE DOORS (KAWNEER 500 HUNDERED SERIES, WIDE STILE) GROUP # 2 REAR EGRESS DOORS 1 - LOCK INDICATOR SET 1 - PANIC HARDWARE SET (INTERIOR) 2 - ALUMINUM DOOR PULLS (INTERIOR/EXTERIOR) 1 - ALUMINUM THUMB LATCH RELEASE HANDLE (EXTERIOR) 6 - HINGES 3 - HINGES 6 - SILENCERS 3 - SILENCERS 2 -CLOSERS 1 - CLOSER 1 - WEATHERSTRIPPING 1 - WEATHERSTRIPPING 2 - SWEEPS 1 - SWEEP 1 - PEEP HOLE HARDWARE SPECIFICATIONS HINGES: BALL BEARING HINGES: PBB BB81 SILENCER: IVES NO. 20 4 1/2" X 4 1/2" FINISH: SATIN CHROME PRIVACY LOCK SET: "SCHLAGE" AL4OS FINISH: SATIN CHROME WEATHERSTRIPPING: REESE DS75 FINISH: ALUMINUM STOREROOM LOCK SET: "SCHLAGE" AL8OBD FINISH: SATIN SWEEP: REESE 377 FINISH: ALUMINUM CHROME PANIC HARDWARE SET: GLOBAL DOOR CONTROLS PEEP HOLE: DOORSCOPE DW/1000 MG 36" ALUM. TOUCH BAR CLOSER: DOR-O-MATIC SC81 FINISH: ALUMINUM THUMB LATCH SENTRY SAFETYTRIM RELEASE HANDLE #98TP1 LOCK INDICATOR SET INTERNATIONAL LI -4089 DOOR NOTES 1. ALL EXTERIOR METAL DOORS WILL BE MADE OF COMMERCIAL GRADE STEEL (14 OR 16 GAUGE STEEL PANELS) 2. EACH EXTERIOR METAL DOOR REQUIRES NON -DRILLABLE SECURITY HINGES, 180 DEGREE 2 1/2" REVERSE VIEWER (DOORSCOPE DW/1000 MG) AND HYDRAULIC DOOR CLOSER. 3. PAINT EXTERIOR METAL DOORS AND FRAMES SHERWIN WILLIAMS "BLACK FOX" SW 7020. 4. CONTRACTOR TO VERIFY ROUGH OPENING SIZE FOR EXISTING METAL DOORS TO BE REPLACED. 5. SINGANGE AT MAIN ENTRY (DOUBLE) DOORS INDICATING "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS" TO BE COORDIANTED AND INTALLED DURING TENANT IMPROVEMENT PHASE AT A LATER DATE. 6. SUBMIT ANY PROPSED ALTERNATES TO ARCHITECT FOR REVIEW. GENERAL DOOR NOTES (APPLIES TO ALL DOORS) 1. HARDWARE SCHEDULE TO BE SUBMITTED TO THE LOCAL JURISDICTION FOR APPROVAL. 2. ALL DOOR HARDWARE TO SPACES REQUIRED TO BE ACCESSIBLE SHALL BE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE & WHICH DOES NOT REQUIRE TIGHT GRASPING PINCHING OR TWISTING OF WRIST TO OPERATE. 3. NO THUMB LATCHES OR KEYED CYLINDER DEAD BOLTS ALLOWED ON ANY DOORS UNLESS OPERATED BY A SINGLE ACTION WITH A LEVER. 4. ALL THRESHOLDS TO SPACES REQUIRED TO BE ACCESSIBLE TO BE MAXIMUM 1/2" IN HEIGHT 5. FORCE REQUIRED TO OPERATE DOORS: INTERIOR - 5.0 POUNDS MAX . FIRE DOOR - 15.0 POUNDS MAX.(SBC 1008.1.3) 6. SEE PLANS FOR DIRECTION OF DOOR SWING. 7. RESTROOM DOORS TO HAVE 1/2" UNDERCUT 8. PROVIDE REDUCER STRIP @ DOORS @ FLOORING TRANSITIONS 9. PROVIDE TEMPERED SAFETY GLAZING @ ALL GLAZING. 10. ALL EXTERIOR DOORS & DOORS BETWEEN CONDITIONED & UNCONDITIONED AREAS SHALL BE WEATHER-STRIPPED & INSULATED PER ENERGY CODE CALCULATIONS 11. ALL EXTERIOR DOORS TO HAVE THRESHOLDS & DOOR SWEEPS. 12. DOOR FRAMES TO HAVE SHIMS, A35 CLIPS, OR OTHER MEANS OF SUPPORT @ THE FLOOR SO THAT THE WEIGHT OF THE DOOR DOES NOT PULL FRAME DOWN. 13. ALL EXIT DOORS SHALL BE SUCH THAT CAN BE OPENED FROM THE INSIDE WITHOUT KEY, SPECIAL KNOWLEDGE, OR EFFORT. 14. EXTERIOR DOORS & OPENINGS REQUIRED BY THE FIRE CODE OR BUILDING CODE SHALL BE MAINTAINED READILY ACCESSIBLE FOR EMERGENCY ACCESS BY THE FIRE DEPARTMENT. 15. "KNOX KEY BOXES" SHALL BE PROVIDED AT BOTH TENANT ENTRIES 16. ALL RATED DOORS, INCLUDING THOSE WITH GLAZING SHALL BEAR APPROVAL AGENCY RATING LABELS 17. DOOR FRAMES & HARDWARE ON RATED DOORS SHALL BE LISTED FOR THOSE RATINGS. 18. ALL RATED DOOR ASSEMBLIES THAT ARE NOT AUTOMATIC -CLOSING, TO BE SELF-CLOSING (HYDRAULIC), SELF -LATCHING. 19. FIRE DOOR ASSEMBLIES REQUIRED TO HAVE A MINIMUM FIRE PROTECTION RATING OF 20 MINUTES WHERE LOCATED IN CORRIDOR WALLS OR SMOKE BARRIER WALLS HAVING A FIRE -RESISTANCE RATING IN ACCORDANCE WITH SBC TABLE 715.4 SHALL BE TESTED IN ACCORDANCE WITH NFPA 252 OR UL 10C W/O THE HOSE STREAM TEST (SBC 715.4.3) 20. FIRE DOOR ASSEMBLIES SHALL ALSO MEET THE REQUIREMENTS FOR A SMOKE- AND DRAFT- CONTROL DOOR ASSEMBLY TESTED IN ACCORDANCE WITH UL 1784. LOUVERS SHALL BE PROHIBITED. INSTALLATION OF SMOKE DOORS SHALL BE IN ACCORDANCE WITH NFPA 105. (SBC 715.4.3.1). 21. IN A 20 -MIN FIRE DOOR ASSEMBLY, THE GLAZING MATERIAL IN THE DOOR ITSELF SHALL HAVE A MINIMUM FIRE PROTECTION RATING OF 20 MINUTES AND SHALL BE EXEMPT FROM THE HOSE STREAM TEST. GLAZING MATERIAL IN ANY OTHER PART OF THE DOOR ASSEMBLY, INCLUDING TRANSOM LITES AND SIDELITES, SHALL BE TESTED IN ACCORDANCE WITH NFPA 257, INCLUDING THE HOSE STREAM TEST, IN ACCORDANCE WITH IBC SECTION 715.5 (IBC 715.4.3.2) 22. FOR FIRE -PROTECTION RATED GLAZING, THE LABEL SHALL BEAR THE FOLLOWING FOUR-PART IDENTIFICATION: " D -H OR NH -T OR NT -XXX." "D" INDICATES THAT THE GLAZING SHALL BE USED IN FIRE -DOOR ASSEMBLIES AND THAT THE GLAZING MEETS THE FIRE RESISTANCE REQUIREMENTS OF THE TEST STANDARD. "H" SHALL INDICATE THAT THE GLAZING MEETS THE HOSE STREAM REQUIREMENTS OF THE TEST STANDARD. "NH" SHALL INDICATE THE GLAZING DOES NOT MEET THE HOSE STREAM REQUIREMENTS OF THE TEST. "T" SHALL INDICATE THAT THE GLAZING MEETS THE TEMPERATURE REQUIREMENTS OF IBC SECTION 715.4.4.1. "NT" SHALL INDICATE THAT THE GLAZING DOES NOT MEET THE TEMPERATURE REQUIREMENTS OF IBC SECTION 715.4.4.1. THE PLACEHOLDER "XXX" SHALL SPECIFY THE FIRE -PROTECTION RATING PERIOD, IN MINUTES.(IBC 715.4.7.3.1) STOREFRONT SCHEDULE MARK MANUFACTURER MODEL DESCRIPTION SF1 KAWNEER KAWNEER-VG-451T-SSC PREFINISHED BLACK, THERMALLY BROKEN MULLIONS EXTERIOR LITE: CLEAR, INTERIOR LITE: CLEAR SF2 KAWNEER KAWNEER-TRIFAB-601T-IS PREFINISHED BLACK, THERMALLY BROKEN MULLIONS EXTERIOR LITE: ATLANTICA, INTERIOR LITE: CLEAR DOOR TYPE "C" HOLLOW MTL. DOOR IN MTL. FRAME 0 N- 6'-0" DOOR TYPE "D" HOLLOW MTL. DBL. DOOR IN MTL. FRAME DOOR TYPE "E" INTERIOR SOLID CORE WD. DOOR IN MTL. FRAME D 8'-91/2" [ DOOR TYPE "F" STEEL FRAMED HINGED DBL. DOOR AT TRASH ENCLOSURE 14'-0" EVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila ,U III r)!E IP: DiSii =".._ RECEIVED CITY OFTt3KWILA JUL 13 2011 DOOR TYPE "G" INSULATED OVERHEAD ROLLING DOOR PERMIT CENTER JACKSON I AF,CNI•TEI USE 311 FIR SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 z a z J 1..1_ w F- z J w r co Q 00 op a. 00 Eta) wQ O 0< z� Q CO "A"' N F- .- L1.1 - DESCRIPTION Permit Set / / / / \ \ \ \ / .w \ / 0 7/14/2017 \ \ \ / \ / DOOR TYPE "D" HOLLOW MTL. DBL. DOOR IN MTL. FRAME DOOR TYPE "E" INTERIOR SOLID CORE WD. DOOR IN MTL. FRAME D 8'-91/2" [ DOOR TYPE "F" STEEL FRAMED HINGED DBL. DOOR AT TRASH ENCLOSURE 14'-0" EVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila ,U III r)!E IP: DiSii =".._ RECEIVED CITY OFTt3KWILA JUL 13 2011 DOOR TYPE "G" INSULATED OVERHEAD ROLLING DOOR PERMIT CENTER JACKSON I AF,CNI•TEI USE 311 FIR SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 z a z J 1..1_ w F- z J w r co Q 00 op a. 00 Eta) wQ O 0< z� Q CO "A"' N F- .- L1.1 - DESCRIPTION Permit Set .w 0 7/14/2017 4879 REGISTERED ARCHITECT RE STAT A. PERCICH WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 JJW BJB Checker DOOR AND WINDOW SCHEDULE A7.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 2 LO N 1 - JACKSON I ARCHI,TE�k UAE 311 FIR° �'�` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 oo < co 12 w O) W < o 0< z -J Q co N z W F- z J DESCRIPTION Permit Set I SCHEDULE OF MATERIALS SCHEDULE OF MATERIALS GENERAL WALL TYPE NOTES 1. APPLY PVA PRIMER @ WARM SIDE (INTERIOR) OF WALL ASSEMBLY. IF BOTH FACES OF WALL FACE ARE WARM SIDES, PVA PRIMER IS NOT NECESSARY. 2. 5/8" WATER-RESISTANT GYPSUM WALLBOARD @ FACE OF WALL FACING WET AREAS. ENSURE THAT GYPSUM WALLBOARD IS ALSO TYPE X AS REQUIRED BY APPROVED ASSEMBLY. 3. ALIGN STUDS. PROVIDE ADDITIONAL GWB IF NECESSARY TO ALIGN FACE OF FINISHES. 4. FOR FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALLS REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS, PROVIDE PERMANENT STENCILING OR IDENTIFYING SIGNS ABOVE ANY ABUTTING DECORATIVE CEILINGS, WITHIN ACCESSIBLE CONCEALED FLOOR, FLOOR - CEILING OR ATTIC SPACES PER 2015 WSBC SEC. 703.7. THIS SIGN TO BE REPEATED EVERY 30 FEET MEASURED HORIZONTALLY ALONG THE WALL OR PARTITION. THE LETTERING FOR THIS SIGN SHOULD NOT BE SMALLER THAN 1/2" IN HEIGHT. A SAMPLE STATEMENT FOR THIS SIGN IS AS FOLLOWS: "THIS IS A 2 -HOUR SHAFT WALL (FIRE BARRIER). PROTECT ALL OPENINGS OR PENETRATIONS." CHANGE THE UNDERLINED WORDS TO SUIT THE TYPE OF WALL AND ITS RATING. INTERIOR EXTERIOR 1 2PROVIDE / v 11 I�' / . 5 1 7/16" HARDIE PANEL REVEAL SYSTEM 3/4" X 3" PRESSURE TREATED Ali 1 2X6 WOOD STUD FURRING 18" O.C. 1 2 DATE 0 N Tr � 3 2 @ CONCRETE MASONRY UNITS: 8" GROUTING AND REBAR PER 11 [ 2 FURRING STRIPS COVERED WITH MIN. 3 I 6 1/16" EPDM MASTIC APPLIED STRIPS STRUCT 4 I 1 1 I �/ ���- 7 : 3 4 5 BUILDING PAPER 1/2" PLYWOOD 2X6 WOOD STUDS 18" O.C. wis INTERIOR 3 2X4 WOOD STUD FURRING @ 18" O.C. INTERIOR INTERIOR EXTERIOR INTERIOR 6 @ 5 1/2" GLASS FIBER INSULATION M5 - 8" CMU - FURRED EA. SIDE 7 INTERIOR 5/8" GYPSUM WALL BOARD W2 - 6" WOOD STUD WALL - HARDIE EXTERIOR - GWB INTERIOR SCHEDULE OF MATERIALS SCI SCHEDIliF MATERIALS SCHEDULE OF MATERIALS EXTERIOR EXTERIOR ' % EXTERI 1 �� 1 7/16" HARDIE PANEL REVEAL SYSTEM ' �� 1 CONCRETE MASONRY UNITS: 8" THICK ' ' �' / � �� BLOCK � 1 , , ►' ►� CTE MASONRY UNITS: 8" BGROUTING AND REBAR PER STRUCTURAL /�� 2 1 . 5 3/4" X 3" PRESSURE TREATED 12I FURRING STRIPS COVERED WITH • ►,►�.�.� + �� 2 3 2 3 VAPOR BARRIER 3/8" AIR GAP 2X4 WOOD STUD FURRING @ 16" O.C. .I 6 MIN. 1/16" EPDM MASTIC APPLIED 3 4 STRIPS 3I��44 1 IIP EXTERIOR / / �� 5 IV� 4 5 BUILDING PAPER I 1/2" PLYWOOD / / �= 5 3 1/2" GLASS FIBER INSULATION EXTERIOR EXTERIOR INTERIOR 161 2X6 WOOD STUDS @ 18" O.C. EXTERIOR INTERIOR EXTERIOR INTERIOR M6 - 8" CMU - TRASH ENCLOSURE 5 1/2" GLASS FIBER INSULATION INTERIOR W3 - 6" WOOD STUD WALL - HARDIE EXTERIOR - FURRED INTERIOR EXISTING CMU WALL CONFORMS UL DESIGN NO. U905 1 HOUR FIRE -RATED CONSTRUCTION TO: M1 - 8" CMU WALL - FURRED SCHEDULE OF MATERIALS SCHEDULE OF MATERIALS EXTERIOR -----/- a INTERIOR 1 ' / . mki° �I�� N,,-,-_„2 1�. ► W �. r= �,- :� 44 , 3 4 5 1 2 3 CONCRETE MASONRY UNITS: 12" THICK BLOCK, GROUTING AND REBAR PER STRUCTURAL VAPOR BARRIER 3/8" AIR GAP 2X4 WOOD STUD FURRING @ 16" O.C. 1 as 2 - ' d- "� 3 1 2 2X4 WOOD STUD FURRING @ 18" O.C. EXISTING CONCRETE WALL: 6" TILT -UP ^ _ . P _ d . _ - INTERIOR 3 2X6 WOOD STUD FURRING @ 18" O.C. e d F - / ; �� : INTERIOR 5 3 1/2" GLASS FIBER INSULATION INTERIOR INTERIOR C1 - 6" CONCRETE SIDES WALL - FURRED BOTH EXTERIOR INTERIOR M2 - 12" CMU WALL - FURRED • SCHEDULE OF MATERIALS SCHEDULE OF MATERIALS EXTERIOR EXTERIOR �. CONCRETE MASONTY UNITS: 12" 1 - . a ".d a�• o a � -° a _ Q,; • --..v11/1 r• �- .. 2 1 2 4 EXISTING CONCRETE WALL: 6" TILT -UP VAPOR BARRIER 5 1/2" GLASS FIBER INSULATION ' I / • ► , ��� �• Foo" - 2 1 2 THICK BLOCK, GROUTING AND REBAR PER STRUCTURAL VAPOR BARRIER ►� , 61 174 ; ••--s9 ; �) i.• �. 5 INTERIOR 4 5 2X6 WOOD STUD FURRING @ 16" O.C. 5 1/2 GLASS FIBER INSULATION : . 4 INTERIOR . _ ' �- EXTERIOR INTERIOR ; REVIEWED FOR 1=1:1- EXTERIOR INTERIOR RECEIVED CODE COMPLIANCE APPROVED DEC0 2017 City of Tukwila eu . i, - , :. L M3 - 12" FURRED COARSE FACED CITY OF TUKWILA JUL 132017 PERMIT CENTER CMU WALL - C2 - 6" CONCRETE WALL - FURRED SCHEDULE OF MATERIALS SCHEDULE OF MATERIALS EXTERIOR EXTERIOR 1 1 I . 5 1 7/16" HARDIE PANEL REVEAL SYSTEM : 4, � :7 1 7/16" HARDIE PANEL REVEAL SYSTEM 1 2►' % 5 1 / ►' 1: �� OA �: ' 6 7 2 3/4" x 3" PRESSURE TREATED FURRING STRIPS COVERED WITH MIN. 1/16" EPDM MASTIC APPLIED STRIPS 2 �. �. 6 2 3/4" X 3" PRESSURE TREATED FURRING STRIPS COVERED WITH MIN. 1/16" EPDM MASTIC APPLIED STRIPS 3 I r I 7 3� r: 3 BUILDING PAPER 4 � i 3 BUILDING PAPER 4 I ;1 i1 >' � / 4, ►'' ..� : �, , �� 8 9 4 1/2" DENSGLASS SHEATHING CONCRETE MASONRY UNIT: 12" . �. I ' � 4 5 1/2" PLYWOOD VAPOR BARRIER 5 is �' ;► 1 I ►' , ►'' 1 / � 1 �� 5 6 BLOCK, GROUTING AND REBAR PER STRUCTURAL VAPOR BARRIER EXTERIOR INTERIOR 6 7 2X8 WOOD STUDS @ 18" O.C. 7 1/4" GLASS FIBER INSULATION I ,NW‘E INTERIOR EXTERIOR INTERIOR 7 8 3/8" AIR GAP 2X4 WOOD STUD FURRING @ 18" O.C. ba W1 - 8" WOOD STUD WALL - HARDIE EXTERIOR 9 '4 INTERIOR 01g 3 1/2" GLASS FIBER INSULATION M4 - 8" CMU - HARDIE EXTERIOR - FURRED INTERIOR JACKSON I ARCHI,TE�k UAE 311 FIR° �'�` SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 oo < co 12 w O) W < o 0< z -J Q co N z W F- z J DESCRIPTION Permit Set I z,— DATE 0 N Tr '1,...7., REGISTERED ARCHITECT PROJECT NO.: 17053 PROJECT MGR.: Designer DRAWN BY: Author CHECKED BY: Checker WALL ASSEMBLIES A8.01 JACKSON I MAIN ARCHITECTURE P.S. © 2016 0 a c 2 C ca col ,) I..L "1 a> 0 -o C ¢I 0 0 C a) U 0 0 C 0 C 0 C as Cl) m O JACKSON I AROHITE/ UAE 311 FIR V ` IL SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, F - z Q N co .< a- 00 (3) W Q O 0Q Z _J Q Ct) N z Ct W F- z J DESCRIPTION PAINTED METAL FLASHING 141 „ 2 1 X5,8 3 2 CO 10 MIL EXTEND TO BELOW GRADE VAPOR - BARRIER - .-,,; ..^_.. ;r,;' R-10 RIGID INSULATION • DATE AI ►1 --•�•_-- • I INSULATED GLASS PANEL I SEALANT �� I I I III III II b �= '- :� : - : - - = I • • ,y . 31:•W03+01'1H I -d d INTERIOR TOP OF STEEL rg `t 'i �•,' ; riri61 �. ---------- - ------� T •+o.+p•+o•+'�_ _ :-,'•■_ 1 -- �� .� � PAC CLAD OR APPROVED ►=��,.,���..�►..I -� Y �F, r,x, x. Asx . I / 9 j I♦1% _�U ! : v ` ( V � 11 orororor . _ I EQUAL OVER RIGID �-�j� � � I d • ��; �� 1 �� �������r�� oro•ro•r0■i, ( ;•1 �t ���� ; 1 iL_J__! i� INSULATION TYPICAL AT �■ ALL EXPOSED TUBE STEEL BEAMS AND COLUMNS _ _ =- f = ;1-� 30 ° °r; r;�`:»� !-1 -- --J=� �����, I I 1j ►■� ' < < 1� 4, - — I �� ` - , I 1 1 1 I j\\ III �� -- - a a 1 I.: -..........-4t.. f ��� _ \ 1, - - - 0 11CID 3/4" SEALANT •....., ► I� '� _ . a d -.d • �d' =d= � .`: : , .. gab _ <;°: - ; a•-• - ° ` ==<„.'•_ - -°1- a , = <' - -• -<= -0 G•8 U I < ALL EXPOSED STEEL TO �-� _ --= BE PAINTED AND WELDS ARE TO BE GROUND .I__ I I I SMOOTH 16 INTERMEDIATE TS BEAM @ LANTERN i INTERIOR \ EXTERIOR mi Sim NORTH LANTERN DETAIL - TOWER I CORNER 6 EXIST. TILT -UP WALL A8.04 DETAIL CMU WALL DETAIL 21 CMU FOOTING @LANTERNS DETAIL 11� 3/4"= 1-0 3/4" =1'-0" 1 314" = 1'-0" 1 =1 0 1"=1,_0" Sim 16 A8.03 ®® 5.8 CG2x8 6" L 6" STUD WALL 16" WITH 0 OC -410 R-19 P.W. AND BATT INSUL. AND 1/2" SHTG. WITH BLDG. FELT SIDING PER ELEVATION A. �i7rit•'i•'►i�iiiiiiiiiiiiiiii �i�i0'.X000.�0.►.�+�'0000.'O.O�ODO��OOOpi .........�0'G���►........0 ♦Oi�►i��,....�_t_t_..-. ��o_���_t_.�.���.��_��._._.���i�i�i�i?i I ____.�-�-- �:�:_ FLOOR i< A_ 4" COMP. PER NOTES CONCRETE ON GRANULAR FILL STRUCTURAL I I I ;� I \- "/ 4 `����A,sl4 4� ` , < PAINTED EXTEND METAL FLASHING TO BELOW GRADE T \ 1� , � 24' - 6" T.O. BLOCK ! ` - - _-- - -1 I / / ; . --_:..i�--i-i-iiiiiiii--- i•" iiii00.00.�0i000�♦i0000�ODO��DOOO��i .� •.t•.♦ ♦t•.�t �•�i�i�0i, �0000�'���000 Ditl�i�O��i�i�i�O��i�i�i�i�i�O��i�i�%i!i!i!i!i!i!:!:!=!:�:�2�2�_.. ♦.t t t•.yO�.O..�....i.t♦ 00000��00��000000�� d : ' INA % 11 � A,A h, A s, t ! , f4 v 1/ tFr. , , ' �' r .% i �I' 11 ,, • 3 y ,, f'/�.%,11 I I '� 1 •'.' :°,:?,:::: : ' / 1 . �- 1 11 - BEAM 1� 24 6 T.O. -+ ►�� I■11 ■ I ��I � „ -� • _, - . _ .d . 71 r. , T I ii iri � ® tt•.J�� — _ �,<,. _. _.,... .-... .*\.iff \.%/• ��?�1Y,,.:. tY+%9f!;h.q..�.� :. !r �\iii.'- ,ry:...,. ;..:.,Y ,..r: ,,s:<..:, ; . h,.:::>,:¢ .,:.>: W �,�,:.9;>:;�.>„.'���;>«:r:> ��>:�a.- / �... `Jf',:YyY.;'fift \..i::IfYYS,,, F. 1.: ,S`i�".;':':+j• ° - .-J Jed / GRADE 1 / / 1► ' ►' I.1 ' I ice-•. ' i � .li\::5:4;.4 `'6.:'l''4�tiL`'•`/''s}'?-`+'.`::'.'.^'';iy&Yii:i^:1+`f j`G f.%. :`:'<j?..:} A,j: d- ►' �� 1 11 15 1 T.O. BEAM ► ,AI�► �� �ii�-_ •°.'� - LWAMIPA •. 2x8 P.T. SILL PLATE W/ 1/2”0 .2_1... K__r...w2A.I_A I . 4 ; I x12" L. ANCHOR BOLTS 4'-0" / / j I. OC, AND MAX 12" FROM 11 I 1 < _- I - ' - END OF PLATE ,` __ - L jam+ *AV 0 dQ 4:-; R-10 RIGID INSULATION HARDIE PANEL �� INTERIOR EXTERIOR 1 _ WALL TYPE W3 4• ��� ' CONC. FOUNDATION WALL I �_ ' :. A �. I SimI 4 - ° .1. - PER FOUNDATION PLAN SOUTH LANTERN ROOFTOP KNEE WALL 1/2" PLYWOOD TYVEK /� A8.04 °•_� <=a.�<,a:� <. _ C__) - -. - '•,, a .' • - -ITI -'.• .°, :. - 11- 13' 0" T.O. EXIST. WALL - 1 — METAL FLASHING - COORD. SOUTH ELEVATION 1 1/8" X 3" P.T. PLYWD. FURRING AT CONCRETE SUBSTRATE - REQ. & EXP. ANCHOR TO STEEL 11' - 0" B.O. HARDIE PANEL - W/ STRIPS SHIM AS CONC. COLUMN EXTENSION °e1/' _, 1; s " d ;� . :a 4 °, • °' " ° <e: _ adb ' ;b �I P �I �I — I l, III TYPICAL NEW , WALL 1 I FOOTING DETAIL LOADING BAY DETAIL STOREFRONT DETAIL TO CMU TRANSITION 1" =1'-0" �_y 3/4" =1'-0" 1 1/2" = 1'-0" �1 1" =1'-0" i OUTSIDE EDGE 3.4 HSS PER 4 6 3.4 ' 2 OF STEEL BASE STRUCT. 2X8 WD. STUD WALL PLATE ALIGNED WITH HARDIE PANEL WITH EDGE OF COLUMN If - CLADDING PAINTED 0' - 4 1/4"-- INTERIOR -0 KAWNEER STOREFRONT METAL 1/4" BACKING ROD AND IS PREFINISHED COVER WALL TYPE PER METAL PLATE PLAN ' a _ � , . _ ...,;,; � I � W II 1 I �, FLASHING EXTEND - - - - - - � CAULK JOINT. TYP. EA. TO 6" BELOW GRADE I 1, F u F SIDE OF COLUMN ' n =,; 10 MIL VAPOR I I HSS COLUMN 0' - 3 MIN. CLEARANCE I \ x= COMPRESSION SLEEVE BARRIER a d „ I i `I 11 1 RIGID INSULATION ; , a , _ < •e a° TO EARTH I �,; i �� yE h �' EXTERIOR BOARD ADHERED TO HSS 6 GRANULATED .� , I r COLUMN ON EA. BASE COURSE ,,-• • % •-0 •=• ,-1/ % • • / IA` 2X BLOCKING AROUND �_ .• •• •• •• •• ,• • , 1\ \� • �� EXTERIOR SIDE �' •�,•• I - I I COLUMN �••��•��•��•��•��•��•� or - --`.' BRAKE MTL. COVER .� -• `' HSS COLUMN p °til- � ;• .„0._,,v,;., • • ;• m + + :• + • ��i I \ WRAPPED OVER RIGID II I ��` �I I • r• r• M• •. r• • 1 r4 I / 2X8 WD. STUDS SPACED INSULATION BOARD. SECTION 4 - CALLOUT 1 - Callout 1 I' ; .......0i, • ��•' ;: ' • ',-/----` - - - ;1 I / . AT 18" O.C., TYP. FULLY ENCLOSE COLUMN -�`• .•4�+ fidd a,. ••i•;s•:I••II M ( , AND INSUALTION AND GROUT BED • r• C . - r• i; r• •• �, I jam; : - o -� 4,; I n a`I°s �,�� 4, ---- I � j I L FIBERGLASS BATT INSULATION, FOLD INTO CAULKED STEEL FIN WELDED TO TUBE_ --'\„ FULL HEIGHT OF WALL, R-21 MIN. d °,, , I -- \; ENDS, TYP. ••• G 9 - dr°e I• I �� ' ! HARDIE REVEAL PANEL SYSTEM PRESSURE 'S TREATED OVER FOOTING PER L - •_ •; "< •- .• �1• A V FURRING RAPS OVER 1/2 PLYWOOD STRUCT. : - ° :. m•, d, �_J'I, _ - a° e _ s I':•`'ei FOUNDATION --` e d'i; +e +`•' 1 =•Mi INTERIOR GWB FINISH iv m O rA�� 1 1yl j w i . STEEL FOR CANOPY ROD ATTACHMENT, CONTRACTOR TO COORDINATE ATTACHMENT _ A �= `b - ' - ` 'a' .re •,' ; PLAN T : - -a • ` ' , •• w• ri C:\Users\Bryant.Bronson\Documents\14-001_Andover Retail_Bryant.Bronson.ry 7/12/2017 9:18:00 AM 1/4" (6 mm) TO 1/2" (13 mm) WOOD NAILER (SEE NOTE #6) APPROPRIATE FASTENER NE 6" PREFINISHED METAL GUTTER (SEE NOTE #5) CONTINUOUS BEAD OF ULTRAPLY TPO GP SEALANT (SEE NOTE #2) ULTRAPLY TPO MEMBRANE 1-1/4" HOT DIPPED GALVANIZED ROOF NAILS @ 4" (102 mm) O.C. MAX. STAGGERED 2 ULTRAPLY TPO BONDING ADHESIVE (ADHERED SYSTEMS ONLY) 5.5" TPO QUICKSEAM FLASHING ULTRAPLY TPO QUICKPRIME CONTINUOUS BEAD OF ULTRAPLY TPO GP SEALANT (SEE NOTE #2) FIRESTONE INSULATION 1/2" (13 mm) MIN. WALL SUBSTRATE 5 GUTTER DETAIL AT MEMBRANE ROOFING 6" = 1'-0" FIELD SEAM PLAN VIEWt PIPE FLASHING OVER FIELD SEAM ULTRAPLY TPO T-JIONT COVER OR ULTRAPLY TPO FLASHING (4" (102 mm) x 4" (102mm) MIN.) CENTERED OVER INTERSECTION. CONTINUOUS BEAD OF AP SEALANT OR HIGH GRADE SEALANT FIELD FABRICATED METAL HOOD BY OTHERS (OPTIONAL) PRE -MOLDED ULTRAPLY TPO PIPE FLASHING FIRESTONE FASTENER AND HD OR HD PLUS SEAM PLATE @ 12" (305 mm) O.C. MAX. (SEE NOTE #8) ULTRAPLY TPO QUICKPRIME ULTRAPLY TPO /BONDING ADHESIVE (ADHERED SYSTEM ONLY) \ ULTRAPLY TPO MEMBRANE I FIRESTONE INSULATION 1 ' PIPEPENETRATION IN TPO RbOFING 6" =1'-0" CONTINUOUS BEAD OF ULTRAPLY TPO GP SEALANT STAINLESS STEEL CLAMPING RING (SEE NOTE #5) 3" (76 mm) ULTRAPLY TPO GP SEALANT NOTES: 1. REFER TO FIRESTONE WEBSITE FOR THE MOST CURRENT INFORMATION. 2. GP SEALANT IS REQUIRED ALONG ENTIRE UPSLOPE EDGE OF QUICKSEAM FLASHING WHEN ROOF SLOPE IS 1" (25 MM) PER FOOT OR GREATER 3. ROUND ALL METAL CORNERS AND PLACE BACK OF GUTTER STRAP 1/4" (6 mm) BELOW TOP OF WOOD NAILAER 4. DO NOT PRE -NAIL MEMBRANE TO THE FACE OF THE WOOD NAILER. 5. CONSTRUCT AND ANCHOR GUTTER IN ACCORDANCE WITH SMACNA RECOMMENDATIONS. 6. WOOD NAILER MUST BE INSTALLED TO MEET APPLICABLE BUILDING CODES OR 200 LBS PER LINEAR FOOT MINIMUM IN ANY GIVEN DIRECTION. 7. FLANGE OF METAL GUTTER MUST BE FULLY SUPPORTED BY WOOD AND TERMINATED AT LEAST 1/2" (13mm) FROM EDGE WOOD. 8. CONTACT FIRESTONE ROOFING SOLUTION FOR BALLASTED ROOF SYSTEMS. 9. IF THE THE FLANGE OF THE METAL GUTTER IS NOT COMPLETELY COVERED WITH QUICKSEAM FLASHING, THEN AND ADDITIONAL PIECE OF QUICKSEAM FLASHING SHALL BE INSTALLED AT ALL METAL SPLICES. REFER TO UT -RE -27. NOTES: 1. REFER TO FIRESTONE WEBSITE FOR THE MOST CURRENT INFO. 2. REMOVE ALL EXISTING FLASHING, LEAD, ETC. PIPE SURFACE MUST BE FREE OF ALL RUST, GREASE, INSULATION, ETC. 3. PIPE MUST BE ANCHORED TO ENSURE STABILITY. 4. PRE -MOULDED PIPE FLASHING MAY BE CUT TO HEIGHT, BUT NO LOWER THAN REINFORCING RING (NO WRINKLES OR FOLDS UNDER CLAMPING RING). 5. APPLY GP SEALANT BETWEEN PENETRATION AND PRE -MOLDED PIPE FLASHING PRIOR TO INSTALLATION OF CLAMPING RING. REFER TO LS -9 FOR SEAM EDGE TREATMENT. 6. PRE -MOLDED PIPE FLASHING FITS 1" (25 mm) - 6" (152 mm) PENETRATIONS SIZES. 7. DO NOT USE WHEN SERVICE LINE TEMP. EXCEEDS 180°F. REFER TO UT- P-6 & UT -P-7. 8. FIRESTONE FASTENER AND HD SEAM PLATE REQUIRE FOR MAS ONLY. IF FASTENER CANNOT BE INSTALLED AS ILLUSTRATED, REFER TO DETAILS UT -P-15 & UT -P-16 CONTINUOUS BEAD OF 1111 III 1 FIRESTONE INSULATION II I! SUBSTRATE AS REQ. FOR DS1 3" AS REQ. FOR DS. 3" V/ // // // // /7 // // FACE OF BUILDING DOWNSPOUT SIZE PER PLAN • 1/4" STL PLATE DOWN SPOUT PROTECTOR 8" HIGH, SIZE TO BE 1/2" LARGER THAN DS CLEAR INTERIOR, PAINTED TO MATCH WALL - LOCATE AT BUMBER HEIGHT 1/2" x 3" ANCHOR BOLTS TYP. 4 PER SIDE PAINTED TO MATCH WALL DOWNSPOUT PROTECTOR " = 1'-0" ANCHOR BOLTS AT 36" O.C. COPING PER DETAIL 12/A8.03 SIM. CMU WALL PER PLAN ADJACENT ROOF WHERE OCCURS ROOF MEMBRANE & BASE FLASHING SYSTEM. ROOF HEIGHT VARIES PER SLOPE. VERIFY MAX HEIGHT ALLOWED PER MFR. PLYWOOD DECK 7// PARAPET DETAIL @ CMU WALL 1 1/2" =10" STANDING SEAM METAL COPING W/ PREFINISHED CUSTOM COLOR MEMBRANE ROOFING 0/ 1/4" COVER BOARD 0/ RIGID INSUL SHIM AND WOOD NAILER 22 GA METAL FASCIA W/ PREFINISHED CUSTOM COLO 1 1 r•-• OVERHANG @ LOW ROOF } 3" =1'-0" 4' METAL STUD SUPPORT WA _L GALV. METAL C SHAPE 3 X 3X 3/16" STEEL ANGLE METAL DECKING TRUSS CORD EXTENSION PER STRUCT. 3 X 2 1/2" X 3/16" STEEL ANGLE DRIP EDGE COPING RE: 1/A8.03 SIM. SHIM AND WOOD NAILER 4' METAL STUD SUPPORT WALL 22 GA PREFINISHED METAL FASCIA W/ CUSTOM COLOR 3 X 3X 3/16" STEEL ANGLE TRUSS CORD EXTENSION PER STRUCT. GALV. METAL C SHAPE 3 X 2 1/2" X 3/16" STEEL ANGLE METAL DECKING SOFFIT - RE: CEILING PLAN ROOF OVERHANG @ LANTERNS 1 1/2" =1'-0" VENTILATOR (HVAC CONTRACTOR TO VERIFY UNIT DETAIL) BASE FLASHING 2X12 CUT TO MEET ROOF SLOPE MEMBRANE ROOF RIGID INSULATION PER PLAN ROOF CURB DETAIL 3" = 1'-0" ROOF HATCH ASSEMBLY BILCO MODEL E40 36" X 36" ROOF HATCH OR APPROVED EQUAL MIN. 1/2" PLYWOOD BACKER UNIT COUNTERFLASHING 24 GA. G.I. COUNTER - FLASHING INSERT 3/8" HEAD SCREW THROUGH 5/8" STEEUNEOPRENE r% WASHER -MIN. 3 PER SIDE_— ,� TPO MEMBRANE FLASHING 3' OPENING 1 1/2" MIN. CONTINUOUS WELD TPO EDGE SEALANT (IF REQUIRED) SECURE LADDER W/ SUPPORT RAILS TO ROOF STRUCTURE ACCEPTABLE FASTENER AND PLATE 12" O.C. MAX STRUCTURAL FRAMING AT EXISTING OPENING - SEE STRUCT. DWGS 1'-6" WIDE STEEL LADDER W/ 3" C - CHANNEL SIDE RAILS AND 1" DIA. RUNGS @ 12" 0.C. PAINT PER SPEC. FOR MISC. METALS ROOF HATCH AND FLASHING 1 1/2" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082011 City of Tukwila �q RECEIVED CITY OF TUKWILA JUL 13 2017 PERMIT CENTER SEE PARAPET DETAIL FOR FLASHING MEMBRANE ROOFING ON PLYWOOD DECKING TYPICAL z 2 kr • 0 LEDGER PER STRUCT _a a -. .a� a'4 (4 SCUPPER DETAIL I 10= 1'-0" CONCRETE PARAPET, PAINT CONTINUOUS CHALK OVERFLOW OPENING TOP OF SCUPPER OPENING THROUGH WALL GALV SHT MTL SCUPPER PAINT SHT MTL DS, PAINT . SIZE PER ROOF PLAN. TIGHTLINE TO STORM DRAIN SYSTEM HARDIE PANEL SIDING— . CODE APPROVED WRB PLYWOOD SHEATHING FURRING STRIPS PER WALL TYPE VENT STRIP ROOF MEMBRANE & BASE FLASHING SYSTEM. ROOF HEIGHT VARIES PER SLOPE. 1' 111 111 - z bo 2 111_ 1 111 A8.03 WALL TO ROOF AT FIBER CEMENT SIDING SPRINGLOK FLAHING- PAINTED TO MATCH IDING 8" BATT INSULATION 5/8" TYPE X GWB JACKSON I ARCHITE (URE 311 FIR " '• ` NU SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, V z 0 z LANTERN I- w II co Q co co co Et O) w < 0 0 <C - Z a N DESCRIPTION Permit Set z DATE 0 N -a- F. F. I- 4879 REGISTERED H ITECT PRE Ct A. PERCICH STATE 41' WASHINGTON PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 17053 Designer Author Checker ROOF DETAILS =1'-0" JACKSON I MAIN ARCHITECTURE P.S. © 2016 JACKSON I ARCHITEIRTURE 311 FIR ' SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 z 0 z LANTERN F- w w co a_ (76 O • � O < z —J Q � co " N N DESCRIPTION Permit Set - -I METAL PARAPET CAP O Z ,- I DATE I` BLOCKING 0 N N- WALL SHEATHING "2X BATT INSULATION WALL TYPE PER PLAN 4 4,14", FIBER CEMENT LAP FURRING w> _� AIR BARRIER CONTINUOUS CANT STRIP _ a- ill j, SINGLE PLY ,,,_ ELASTOMERIC '..� �� MEMBRANE ROOF INSIDE CORNER TRIM X1147✓ 3 f BOARD OVERLAY #10-12 T2OW PAN HEAD SCREW 011111r1WZ .I►��kilo MINIMUM 1/16" EPDM RIGID INSULATION IAD ROOF SHEATHING I MINIMUM 3/4" FURRING � �i `111 -JOISTS JOIST HANGER 4 I� CODE APPROVED WRB (�I� 2X BLOCKING SIDING HARDIEPANEL SHEATHING 111-4411. I,, jW EXTERIOR ae_ �I /6 RAINSCREEN CORNER DETAIL PARAPET AT FIBER CEMENT SIDING 3" =1'-0" E1 / 1" =1'-0" II APPROVED WRB HARDIE PANEL SIDING-0- IDINGSCODE CODE MINIMUM 1/16" EPDM / alv- CODE APPROVED WRB I. GWB BY TENANT MINIMUM 3/4" FURRING PLYWOOD SHEATHING ' • HARDIE PANEL SIDING . . #10-12 T2OW PAN MINIMUM 1/16" EPDM! WRB TURNED •;A! �, HEAD SCREW �:. 8" BATT INSULATION VENT STRIP FURRING - . ► INTO OPENING i z 1i -iN VENT STRIP ;< Li / INCLUDE AN AIR SEAL B/W DOORikk DRIP CAP TRIM DRIP CAP TRIM WRB AND AIR SEAL BACKER ROD AND -{ -I SEALANT J DOOR OR WINDOW HEADER ALUMINIUM BACKER ROD AND SEALANT STOREFRONT SYSTEM WINDOW TYPE PER ELEVATION HEADER DETAIL /z WINDOW HEAD AT FIBER /RAINSCREEN CEMENT SIDING 3=l-0 3= -0 . WINDOW TYPE PER ELEVATION ALUMINIUM GWB BY TENANT STOREFRONT SYSTEM /11 BACKER BACKER ROD AND ROD SEALANT SEALANT \ ,,f _ c Sill J -CHANNEL TRIM BLOCK AND SHIM AS I\ REQUIRED HARDIE PANEL SIDING ►° CODE APPROVED WRB PLYWOOD . I \ 8" BATT SHEATHING MINIMUM 1/16"EPDM I INSULATION FURRING I �� WINDOW SILL AT FIBER CEMENT SIDING 3" =1'-0" VENT STRIP SOFFIT � Q 1/8" GAP #10-12 T2OW PAN _iwoo.._ HEAD SCREW MINIMUM 1/16" EPDM MINIMUM 3/4" FURRING WID�a WCODE -s • HARDIE PANEL SIDING APPROVED WRB SOFFIT -WALL VENT DETAIL 4 3" =1'-0" NOTE: ° REVIEWED FOR CODE COMPLIANCE APPROVED # ` DEC 0 8 2017 TRIPLE STUDS ARE NECESSARY TO PENETRATE TRIM AND ATTACH TO CEMENT BOARD SIDING MUST NOT CREATE A HORIZONTAL JOINT AT ALL INSECT SCREENS SHALL BE PROVIDED CEMENT CLADDING, TYP. ASSURE STUD BRIDGE FLOOR FASTENERS FLOOR LEVELS. LEVELS AT THE BASE OF FIBER INTERIOR GWB FINISH DURING T.I. PHASE City of Tukwila WOOD FRAMING TO b 141 SUPPORT VERTICAL TRIM ATTACHMENT SHEAR PANEL PER STRUCTURAL RECEIVED .g ,433,u sf ? 555,55551_5551,855`S,5 _5155s�53 < TUICWIIrA:` BUILDING PAPER CITY OF b. - .�... a . =` �- : a JUL 13 20%? PERMIT CENTER MIN. 1/16" EPDM STRIP VERTICAL TRIM 3" x 3/4" PT FURRING AT EACH STUD HARDIEPANEL SIDING CEMENT PANEL VERTICAL JOINT - WOOD 3" _ JACKSON I ARCHITEIRTURE 311 FIR ' SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U z THE ANDOVER COMPANY, 0 z 0 z LANTERN F- w w co a_ (76 O • � O < z —J Q � co " N N DESCRIPTION Permit Set O Z ,- I DATE I` 0 N N- 4879 REGISTERED ARCHITECT AJPERCICH STATE WASHINGTON PROJECT NO.: 17053 PROJECT MGR.: Designer DRAWN BY: Author CHECKED BY: Checker EXTERIOR WOOD DETAILS A8.04 JACKSON I MAIN ARCHITECTURE P.S. © 2016 C:\Users\hbyun\Documents\16-154-01 LantemLanding RI 8_hbyun.rvt 11/29/2017 2:38:26 PM GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. DEFINITIONS The following definitions are used throughout these structural notes: IBC - Governing code, including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - unless noted otherwise GOVERNING CODE All design and construction shall conform to the 2015 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DOCUMENTS Structural Documents shall be used in conjunction with Architectural Documents for all bidding and construction. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Existing structural information, designated as (E) on the structural drawings, has been compiled from information furnished by various sources and is not necessarily field -verified by the engineer. Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field -verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. DESIGN CRITERIA BUILDING CATEGORY Structural Risk Category II Importance factors for snow, wind and seismic are listed with the loading criteria. LIVE LOADS - FLOOR AND ROOF Roof: 25 psf Stores: Retail first floor 100 psf Storage: Light storage Heavy storage 125 psf 250 psf LIVE LOADS - SNOW Numbering below is per IBC Section 1603.1.3: 1. Flat -Roof Snow Load: Pf = 25 psf 2. Snow Exposure Factor 3. Snow Importance Factor: 4. Thermal Factor: Ce = 1.2 Is = 1.0 Ct = 1.0 Additional Items: Ground Snow Load: Pg = 25 psf Snow drifting load per IBC w/ ground snow load LATERAL LOADS - WIND Numbering below is per IBC Section 1603.1.4: 1. Ultimate Design Wind Speed (3 -second gust): Vult = 110 mph 2. Risk Category: II 3. Wind Exposure: B 4. Internal Pressure Coefficient = +/- 0.18 5. Kzt = 1.0 6. Components and Cladding: The following ultimate loads may be used in lieu of calculations: All wall surfaces exterior cladding exterior cladding Uplift at roof in field at edges + 22 psf - 30 psf - 22 psf within 4'-0" of Edge - 37 psf at corner within 4'-0" of Edge - 55 psf Overhangs at edges - 35psf at corner - 55 psf LATERAL LOADS - EARTHQUAKE Numbering below is per IBC Section 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameters: SS = 1.43 g; S1 = 0.533 g 4. Site Class: E; FA = 0.9; FV = 2.4 5. Design Spectral Response Acceleration Parameters: SDS = 0.858 g; SD1 = 0.853 g 6. Seismic Design Category: D 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Masonry and Concrete Shear Walls Diaphragms: Metal Deck and Wood Sheathing; 8. Design Base Shear: 143 kips 9. Seismic Response Coefficient: CS = 0.1716 10. Response Modification Coefficient: R = 5 11. Analysis Procedure: Equivalent Lateral Force Procedure (Modal Response Spectrum Analysis, Seismic Response History Procedures, Simplified Design Procedure) Additional Items: Building Location: 47.44223° N, 122.25151° W Building Height = Varies per Architect Redundancy Factors: North/South Direction = 1.25 East/West Direction = 1.25 CONTRACTOR PERFORMANCE REQUIREMENTS DESIGN DOCUMENTS Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and/or coordinate all dimensioned openings and slab edges shown on the contract documents. Some dimensions, openings and embedded items are shown on the structural drawings. Others may be required. Refer to architectural drawings for size and location of curbs, equipment pads, wall and floor openings, architectural treatment, embeds required for architectural items and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to architect for review. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be notethat the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. CONTRACTOR -INITIATED CHANGES Contractor -initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. INSPECTIONS The contractor shall coordinate with the building department for all building department required inspections. TEMPORARY SHORING AND BRACING The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. For concrete construction refer to ACI 318 - Section 6.2 "Removal of Forms, Shores, and Reshores". CONTRACTOR PERFORMANCE REQUIREMENTS (cont'd) SAFETY PROCEDURES Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and/or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. RENOVATIONS DEMOLITION Contractor shall verify all existing conditions before commencing any demolition. Shoring shall be installed to support existing construction as required and in a manner suitable to the work sequences. Demolition debris shall not be allowed to damage or overload the existing structure. Limit construction loading (including demolition debris) on existing floor systems to 40 psf. EXISTING CONCRETE Existing reinforcing shall be saved where and as noted on the plans. Saw cutting, if and where used, shall not cut existing reinforcing that is to be saved. • All new openings through existing walls, slabs and beams shall be accomplished by saw cutting wherever possible. • Contractor shall verify all existing conditions and location of members prior to cutting any openings. • Small round openings shall be accomplished by core drilling, if possible. • Where new reinforcing terminates at existing concrete, dowels epoxy grouted into existing concrete shall be provided to match horizontal reinforcing, unless noted otherwise on plans. EXISTING WOOD Contractor shall check for dryrot at all areas of new work. All rot shall be removed and damaged members shall be replaced or repaired as directed by the structural engineer or architect. EXTERIOR MASONRY INSPECTION & REPAIR All exterior masonry walls shall be inspected and repaired as follows: Scrape all loose and weakened mortar out to full depth of the deterioration; remove and replace any loose masonry units; check for loose facing brick veneers; tuck point all joints solid. All masonry restoration and repair shall be performed in such a manner that the existing structure is not weakened or left unsupported during the process of the work. All exterior appendages such as fire escapes, cornices and eyebrows shall be inspected for structural integrity and the condition of the connections to the structure. The contractor shall notify the structural engineer as to his findings. EXISTING MASONRY SHEAR TEST Allowable unreinforced masonry stresses may be determined by performing in-place shear tests. All testing is to be in accordance with the International Building Code. All testing is to be performed by an approved agency. An accurate record of all such tests and their location in the building shall be recorded and these results shall be submitted to the building official for approval as part of the structural analysis. The minimum number of tests shall be two per wall or line of wall elements resisting a common force, or one test per 1,500 sf of wall surface. The minimum number of tests and exact test location shall be determined at the building site by the structural engineer. The test shall be performed by removing the brick immediately adjacent to the test brick on the same level and inserting a hydraulic ram into this space. The mortar is to be removed at the vertical joint at the other end of the brick being tested. The load is to be applied by the hydraulic ram until failure occurs. The load shall be recorded, along with the dimensions of the test brick, its locations, and surcharge loads. The results of the test are to be submitted to the building department, along with a letter from the structural engineer outlining the proposed allowable shear stress, factor of safety and maximum actual anticipated shear stress. BUILDING MOVEMENT All non-structural wall connections shall account for construction tolerances, column shortening and beam deflections. In addition, all design components shall accommodate a typical vertical movement at each floor of 3/4" due to variable live loading. This displacement will occur at the free end of cantilever beams and at midspan of simple span beams. Non-structural walls shall accommodate typical lateral movements of 1/2" between adjacent floors perpendicular and/or parallel to the wall. Wall attachments shall not apply any lateral loads to the bottom flange of beams. If attachment is made to the bottom of beams, additional inclined struts bracing the bottom flange or other equivalent means to counteract this force shall be provided by the contractor. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING & SUBMITTAL REVIEW (including Deferred Structural Components) The contractor must review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Contractor responsible for. • Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER • Timing submittals to allow two weeks of review time for the SER and time for corrections and/or resubmittal • Conformance to requirements of the Contract Documents • Dimensions and quantities • Verifying information to be confirmed or coordinated • Information solely for fabrication, safety, means, methods, techniques and sequences of construction • Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. SUBSTITUTIONS Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re- engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and/or redesign shall be paid by the contractor. Reviews and approvals shall not be made until authorization is received. SUBMITTALS Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. if deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. • Construction sequence description • Contractor Quality Control testing procedures when required in specifications • Concrete mix designs • Concrete construction joint plans • Concrete accessories material specification, size and location • Reinforcing bar shop drawings and placing plans • Reinforcing bar mill certificates shall be available upon request • Masonry materials and mix designs • Non -shrink grout material specifications and manufacturer's installation recommendations • Fabrication shop AISC Certification • Structural steel mill certificates shall be available upon request • Structural steel shop and erection drawings • Welding Procedure Specifications • Metal deck material submittal • Metal deck layout • Deferred Structural Components listed below • Reinforcing bar other than ASTM A706 compliance with AWS D1.4 • Welding procedure for welding of reinforcement other than fillet welds • Certificate of compliance from manufacturers of prefabricated structural steel members • Certificate of compliance from manufacturers of open -web steel joists DEFERRED STRUCTURAL COMPONENTS Components referred to as Deferred Structural Components shall comply with these notes. These elements have not been permitted under the base building application. The contractor will be required to submit the component system documents to the building official for approval. The documents shall be stamped and signed by an engineer licensed by the state where the project is located. The deferred structural components shall not be installed until the design and submittal documents have been approved by the building official. SHOP DRAWINGS AND SUBMITTALS (cont'd) DEFERRED STRUCTURAL COMPONENTS (continued) Prior to building department submittal, the deferred structural components submittals shall receive cursory review by SER for loads imposed on primary structure and general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Submittals of contractor -designed components shall include the designing professional engineer's stamp and signature, as noted above. The submittal shall be approved by the component vendor prior to review by the SER. The designing professional is responsible for code conformance and all necessary connections not specifically called out on architectural or structural contract documents. Submittals shall include details of connections to primary structure that indicate magnitude and direction of all loads imposed at point of connection. Design criteria shall be provided with submittal and calculations shall be made available upon request. The following list includes the items that are defined as Deferred Structural Components. Refer to other discipline's contract documents for additional deferred components that may require structural design and details. Connections of these elements shall not induce torsion on structural members. Deferred Structural Components shall be manufactured, delivered, handled, stored, and field erected in conformance with instructions prepared by the component vendor. Deferred structural components: • Open web steel joists • Handrails, guards, grab bars, and wall mounted shower seats • Marquees, awnings, and canopies, unless detailed on Contract Documents • Fall -restraint systems • Concrete Mix Designs INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 110 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. Designated seismic systems, defined in IBC Section 1705.11.4 - IBC Section 1705.11.7 as architectural, electrical and mechanical systems and their components that require design in accordance with ASCE 7-10 Chapter 13 and have a component important factor Ip greater than one, are subject to special inspection and testing. Additional systems and components requiring special inspection and testing include: HVAC ductwork containing hazardous materials and anchorage of such ductwork, piping systems and mechanical units containing flammable, combustible or highly toxic materials, anchorage of electrical equipment used for emergency or standby power systems, interior non-bearing walls (unit weight greater than 15 psf), exterior non-bearing walls, cladding and veneer (unit weight greater than 5 psf) and their anchorage, suspended ceiling systems and their anchorage, access floors and their anchorage, and steel storage racks and their anchorage (where Ip = 1.5 at racks). Refer to IBC Section 1705 for required frequency of these special inspections and refer to IBC Section 1705.11 for required seismic qualification of designated seismic systems. Each contractor responsible for the construction of a seismic force resisting system, designated seismic system, or component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The written statement shall be in accordance with IBC Section 1704. See IBC Chapter 17: "Structural Tests and Special Inspections" for more detailed requirements. SPECIAL INSPECTIONS OF SOILS (PER IBC 1705.6) Verification and Inspection Frequency Reference Continuous Periodic 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY 1. X IBC 1910.4 ACI 318: 3.5, 7.1-7.7 2. VERIFY THAT EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X X AWS D1.4 ACI 318: 3.5.2 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X X AC1318: D.9.2 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X X ACI 318: 09.2.4 ACI 318: D9.2 5. PRIOR TO PLACEMENT OF COMPACTED FILL OBSERVE SUBGRADE AND VERIFY THAT SiTE HAS BEEN PREPARED PROPERLY X X IBC 1904.2, 1910.2, 1910.3 ACI 318: Ch.4, 5.2-5.4 PERFORM ADDITIONAL INSPECTIONS OF CONCRETE FOUNDATIONS IN ACCORDANCE WITH SEATTLE BUILDING CODE X INSPECTION OF COMPOSITE CONSTRUCTION, INCLUDING PLACEMENT OF STEEL DECK AND STEEL HEADED STUD ANCHORS SBC 1704.4 SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION (PER IBC 1705.3) Verification and Inspection Frequency Reference Continuous Periodic 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT 1. X IBC 1910.4 ACI 318: 3.5, 7.1-7.7 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b X 2. AWS D1.4 ACI 318: 3.5.2 3. INSPECTION OF ANCHOR BOLTS/RODS CAST IN CONCRETE X AISC 630-N.5.2 AC1318: D.9.2 4. INSPECTION OF ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAIN TENSION LOADS b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4a X X ACI 318: 09.2.4 ACI 318: D9.2 5. VERIFYING USE OF REQUIRED DESIGN MIX INSPECTION OF HIGH-STRENGTH BOLTING X IBC 1904.2, 1910.2, 1910.3 ACI 318: Ch.4, 5.2-5.4 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X INSPECTION OF COMPOSITE CONSTRUCTION, INCLUDING PLACEMENT OF STEEL DECK AND STEEL HEADED STUD ANCHORS IBC 1910.10 ACI 318: 5.6, 5.8 ASTM C172, C31 SEATTLE DPD DR 20-2006 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES AISC 360-N.6 AWS D1.3 X IBC 1910.9 ACI 318: 5.11-5.13 8. 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 X X ACI 318: 6.2 9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE BEING FORMED X ACI 318: 6.1.1 10. INSPECTION OF MECHANICAL SPLICING OF REINFORCING BARS X IBC 1705.1.1 ICC REPORT FOR SPECIFIED PRODUCT 11. INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND POST -INSTALLED MECHANICAL ANCHOR INSTALLATIONS X iBC 1705.1.1 ICC REPORT FOR SPECIFIED PRODUCT 12. INSPECTION OF CONCRETE REINFORCEMENT INSTALLED WITH ADHESIVE ANCHORAGE X IBC 1705.1.1 13. INSPECTION OF CONCRETE PLACEMENT DURING CONSTRUCTION X IBC 1705.1.1 14. INSPECTION OF HEADED STUDS AND DEFORMED BAR ANCHORS X IBC 1705.1.1 INSPECTIONS (cont'd) SPECIAL INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION Frequency Verification and Inspection Frequency Reference Continuous Periodic 1. INSPECTION OF FABRICATOR'S QUALITY CONTROL PROCEDURES 2. VERIFICATION OF f'm AND f aac PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THE CODE. IBC 1704.2.5 2. MATERIAL VERIFICATION OF STRUCTURAL STEEL X X AISC 630-N.5.2 3. INSPECTION OF WELDING STRUCTURAL STEEL: a. COMPLETE AND PARTIAL -PENETRATION GROOVE WELDS b. MULTi-PASS FILLET WELDS c. SINGLE -PASS FILLET WELDS > 5/16" d. SINGLE -PASS FILLET WELDS S 5/16" e. STAIR AND RAILING SYSTEM WELDS f. WELDING OF STEEL THREADED RODS AX l X X X X X AISC 360-N.5.4 AISC 360-N.5.5 AWS D1.1 4. INSPECTION OF HIGH-STRENGTH BOLTING TMS 602: 3.2D, 3.2F TMS 402: 1.16 TMS 602: 2.4, 3.4 TMS 402: 1.16 TMS 602: 3.2E, 3.4, 3.6A TMS 602: 3.3B 6. VERIFY DURING CONSTRUCTION: a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION c. WELDING OF REINFORCEMENT d. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F) AISC 360-N.5.6 5. INSPECTION OF COMPOSITE CONSTRUCTION, INCLUDING PLACEMENT OF STEEL DECK AND STEEL HEADED STUD ANCHORS 7. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS AISC 360-N.6 AWS D1.3 6. i INSPECTION OF STRUCTURAL STEEL INSTALLATION X X AISC 360-N.5 9. INSPECTION OF CONCRETE REINFORCEMENT INSTALLED WITH ADHESIVE ANCHORAGE SPECIAL INSPECTIONS OF MASONRY CONSTRUCTION (PER IBC 1705.4) Verification and Inspection Frequency Reference Continuous Periodic 1. VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE FOR SELF -CONSOLIDATING GROUT. X X TMS 602: TB4, 1.5B.1.b.3 2. VERIFICATION OF f'm AND f aac PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THE CODE. X TMS 602: TB4, 1.4B 3. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS X X TMS 602: 1.5 4. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: a. PROPORTIONS OF SITE -PREPARED MORTAR b. CONSTRUCTION OF MORTAR JOINTS c. LOCATION OF REINFORCEMENT, CONNECTORS X X X X TMS 602: 2.1, 2.6A TMS 602: 3.3B TMS 602: 3.4, 3.6A 5. PRiOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: a. GROUT SPACE b. GRADE, TYPE, AND SiZE OF REINFORCEMENT AND ANCHOR BOLTS. c. PLACEMENT OF REINFORCEMENT AND CONNECTORS d. CONSTRUCTION OF MORTAR JOINTS DATE X X X X TMS 602: 3.2D, 3.2F TMS 402: 1.16 TMS 602: 2.4, 3.4 TMS 402: 1.16 TMS 602: 3.2E, 3.4, 3.6A TMS 602: 3.3B 6. VERIFY DURING CONSTRUCTION: a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION c. WELDING OF REINFORCEMENT d. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F) X X X X TMS 602: 3.3F TMS 402: 1.16.4.3, 1.17.1 TMS 402: 2.1.7.7.2, 3.3.3.4(c) 8.3.3.4(b) TMS 602: 1.8C, 1.8D 7. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS X TMS 602: 1.4B.2.a.3, 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4 8. INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND POST -INSTALLED MECHANICAL ANCHOR INSTALLATIONS X ICC REPORT FOR SPECIFIED PRODUCT 9. INSPECTION OF CONCRETE REINFORCEMENT INSTALLED WITH ADHESIVE ANCHORAGE X IBC 1705.1.1. 10. INSPECTION OF CONCRETE PLACEMENT DURING CONSTRUCTION X IBC 1705.1.1 11. INSPECTION OF HEADED STUDS AND DEFORMED BAR ANCHORS X iBC 1705.1.1 SPECIAL INSPECTIONS OF WOOD CONSTRUCTION (PER IBC 1705.5 AND 2 1705.12.2) Verification and Inspection Frequency Reference Continuous Periodic MOISTURE CONTENT OF WOOD -FRAMED CONSTRUCTION AT TiME OF COVER X REFER TO GENERAL NOTES NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS (SPACED 4" OC OR CLOSER) WITHIN THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING DRAG STRUTS, BRACES, HOLDOWNS, SHEAR WALLS, AND DIAPHRAGMS X 1705.12.2.2 1705.5.1 FIELD GLUING OPERATIONS OF ELEMENTS WITHIN THE SEISMIC, FORCE RESISTING SYSTEM X X 1705.12.2.1 TEMPORARY AND PERMANENT MEMBER RESTRAINT/BRACING OF METAL -PLATE -CONNECTED WOOD TRUSES SPANING 60 FEET OR GREATER X X 1705.5.2 SPECIAL INSPECTIONS OF OPEN -WEB STEEL JOISTS AND JOIST GIRDERS (PER IBC 1705.2.3) Verification and Inspection Frequency Reference Continuous Periodic 1. INSTALLATION OF OPEN -WEB STEEL JOISTS AND JOIST GIRDERS a. END CONNECTIONS - WELDED OR BOLTED X SJI SPECIFICATIONS LISTED IN SECTION 2207.1 b. BRIDGING - HORIZONTAL OR DIAGONAL X 2. STANDARD BRIDGING X SJI SPECIFICATIONS LISTED IN SECTION 2207.1 3. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1 DATE X 107/14/2017 INSPECTIONS (cont'd) SPECIAL INSPECTIONS OF COLD -FORMED STEEL (PER IBC 1705.2.2) Verification and Inspection Frequency Continuous Periodic Reference 1. QUALIFICATION OF WELDING AND SPECIAL INSPECTION OF COLD -FORMED STEEL FLOOR AND ROOF DECK X 1705.2.2 SDI QA/QC GEOTECHNICAL REPORT & GENERAL CRITERIA Criteria outlined in the report listed below was used for the design of the foundations: Geotechnical Engineering Report prepared by Professional Service industries, Inc. (October 21, 2016) Contractor shall be familiar with recommendations in the above-mentioned report prior to start of construction. Allowable soil pressure and lateral earth pressure are assumed and therefore must be verified by a Geotechnical Inspector or the building official. If soils are found to be other than assumed, notify the structural engineer for possible foundation redesign. For wet weather work, see the Geotechnical Report. Unless noted otherwise, footings shall be centered below columns or walls. INSPECTIONS All prepared soil -bearing surfaces shall be inspected by the owners Geotechnical Inspector (or building official) prior to placement of reinforcing steel and concrete. Inspections shall be made per IBC Table 1705.6. BEARING VALUES All footings shall bear on undisturbed soil and shall be lowered to firm bearing if suitable soil is not found at elevations shown. Exterior footings shall bear a minimum of 18" below the finished ground surface. Footing elevations shown on plans (or in details) are minimum depths and for guidance only; the actual elevations of footings must be established by the contractor in the field working with the Geotechnical Inspector. Allowable soil pressure = 1500 psf Mat foundation allowable soil pressure = 1000 psf SUBGRADE PREPARATION_ Prepare subgrade per the Geotechnical Report. EXISTING UTILITIES The contractor shall determine the location of all adjacent underground utilities prior to any excavation, shoring, pile driving, or pier drilling. Any utility information shown on the plans and details are approximate and not verified by the SER. Contractor is to provide protection of any utilities or underground structures during construction. DRAINAGE Drainage systems, including foundation, roof and surface drains, shall be installed as directed by the Geotechnical Report. Vapor retarder placed below slab -on -grade shall conform to ASTM E 1643 and ASTM E 745. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2011 City of Tukwila BUIL r bri 0193 REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: %Structural Provisions of the international Building Code ❑ Non -Structural Provisions of the international Building Code ❑ Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the governing jurisdiction and the State of Washington. Jurisdiction Gl1' OF- TOV-LOI By S )-41,- Date l2% 1.3- REID MiDDLETON, INC. Code Review Consultant SHEET INDEX S1.01 STRUCTURAL GENERAL NOTES 51.02 STRUCTURAL GENERAL NOTES 52.00 FOUNDATION PLAN S2.00a SHEAR WALL PARTIAL PLANS & SECTIONS 52.01 ROOF FRAMING PLAN 53.00 STRUCTURAL DETAILS S4.00 STRUCTURAL DETAILS 55.00 STRUCTURAL DETAILS 56.00 STRUCTURAL DETAILS S7.00 STRUCTURAL DETAILS S8.00 STRUCTURAL DETAILS ult LIR\?..\IELDEECCrf51:::friEID REID MIDDLETON, INC. JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www lundopsahl.com z THE ANDOVER COMPANY, LANTERN LANDING F 0) W w 00 • Co a. 00 ct CS) w <C > 0 O < z -I Q M N -a- '- -- DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Ci Z CV DATE 110/06/2017 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL GENERAL NOTES JACKSON I MAIN ARCHITECTURE P.S. ® 2015 C:\Users\hbyun\Documents\16-154-01 LantemLanding R18 hbyun.rvt 11/29/2017 2:38:28 PM CONCRETE CAST -IN-PLACE CONCRETE Concrete materials shall conform to the following: Portland cement: Fly ash (if used): Slag cement (if used): Lightweight aggregates: Normal weight aggregates: Sand equivalent: Water: Air entraining admixtures: Chemical admixtures: Flowable concrete admixtures: Type 1, ASTM C150 ASTM C618 class F or C ASTM C989 lightweight aggregates shall not be used without prior approval of SER and building department ASTM C33 ASTM C33 Potable per ASTM C94 ASTM C260 ASTM C494 ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water-cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. CONCRETE STRENGTH REQUIREMENTS TABLE Location Strength f'c si (psi) Max Agg Size Max W/C RatioContent Total Air Fly Ash Content Exposure Categories and Classes F SPC 46 ksi ROUND HSS SECTIONS LEAN MIX SOIL REPLACEMENT UNDER FOUNDATIONS 1,500 SAND 1.5 SACK CEMENT - - Fl SO PO Cl FOUNDATIONS, GRADE BEAMS, STEM WALLS 4,500 1" 0.44 4.5% 15-20% Fl SO PO Cl SLAB ON GRADE, TOPPING SLAB, STAIR TREAD (EXTERIOR) 4,500 3/4" 0.42 6% - F2 SO PO Cl SLAB ON GRADE, TOPPING SLAB, STAIR TREAD (INTERIOR) 3,000 3/4" 0.44 1% - FO SO PO CO * 28 -DAY CONCRETE STRENGTH A 3 -DAY CONCRETE STRENGTH CONCRETE MIXTURES Mixes shall be proportioned to accommodate placement. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor in accordance with ACI. Mixes shall be approved by one of the following criteria: • Mix carries continuous approval from City of Seattle. • Mix design is submitted in accordance with ACI 318 Section 5.3. • Mix design is submitted in accordance with ACI 318 Section 5.4. All concrete, including slab on grade, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. Total air content shall be adjusted per ACI 318 for mix designs with smaller nominal aggregate size. The amount of entrained air shall be measured at the discharge end of the placing nozzle. Entrained air shall be as noted ± 1.0% by volume. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard -troweled finish. Trucks hauling plant -mixed concrete shall arrive on-site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. FORMWORK AND ACCESSORIES Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including testing procedures. See specifications and/or architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. See architectural drawings for exact locations and dimensions of door and window openings in all concrete walls. See mechanical drawings for size and location of mechanical openings through concrete walls. See architectural drawings for all grooves, notches, chamfers, feature strips, color, texture, and other finish details at all exposed concrete surfaces, both cast -in-place and precast. See structural details for reinforcing around openings. Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before starting construction. Erico Lenton Formsaver (ER -3967) may be used as an alternate to the roughened joint. All construction, control, and isolation joints for slabs on ground shall be in accordance with the typical details. Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Documents and suppliers' drawings before placing concrete. Wet -setting of anchor rods, reinforcing, hardware, etc. is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement. Refer to Architectural documents for waterstops, damp proofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slab joints, etc). CURING AND FINISHES Protect and cure freshly placed concrete per ACI 305 in hot conditions, ACI 306 in cold conditions, and ACI 308 "standard specification for curing concrete". All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural contract documents. At the time of application of finish materials or special treatment toconcrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. CONCRETE CRACK MAINTENANCE Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the first two years of the life of the structure; further concrete movement due to variations in temperature may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other cracking may be repaired at the owner's discretion for aesthetical reasons or performance of applied finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on which cracks to repair and on whether observed cracks may affect the strength of the structure. GROUTING STEEL BASE PLATES Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28 -day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713", Sika Corporation's "Sikagrout 212", Burke Company's "Nonferrous Nonshrink Grout", W.R. Meadows CG -86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. MASONRY CONCRETE MASONRY UNIT WALLS Concrete masonry unit walls shall be constructed of normal weight units, conforming to ASTM C90, laid in a running bond. Mortar shall be Type S per IBC 2103.9 Grout shall conform to IBC 2103.13 and ASTM C476 requirements and attain a minimum compressive strength of 2,000 psi at 28 days, design F'm = 1,500 psi. Full stresses are required. Strength shall be verified by prism testing in accordance with IBC Section 2105.2. Masonry units shall be chosen in accordance with IBC Table 2105.2.2.1.2. All preparation and placing of masonry shall conform to Section 2104 of the IBC. REINFORCEMENT IN CONCRETE AND MASONRY REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 (including supplement 51), Grade 60, Fy = 60,000 psi. REINFORCING STEEL IN DUCTILE FRAME MEMBERS Longitudinal reinforcement in ductile frame members and in wall boundary members shall comply with ASTM A706. ASTM A615 Grade 60 reinforcement are allowed in these members if (a) the actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi (retests shall not exceed this value by more than an additional 3,000 psi) and (b) the ratio of the actual ultimate tensile stress to the actual tensile yield strength is not less than 1.25. HIGH-STRENGTH THREADED BARS High-strength threaded bars (stressed and non-stressed) shall be Dywidag Threadbars with appropriate anchorage plates, nuts, and couplers as manufactured by Dywidag International Inc. WELDED WIRE REINFORCING Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6-W2.1xW2.1, UNO. DEFORMED BAR ANCHORS (DBA) Anchors shall be Nelson deformed bar anchors (ER 5217) or approved equal. Anchors shall be shop welded to plates or steel members by automatic end welding equipment. 1/2" diameter bars shall have 24" length, unless noted otherwise. PROCEDURES Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125% of the specified yield strength of the bar. Acceptable connectors shall be the Erico Lenton Plus Standard Coupler (ER -3967), Dayton Superior Bar -Lock L Series (ER -5064), or approved equal. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO- certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. ANCHORAGE Post -installed anchors shall not be installed without prior approval of engineer of record unless noted otherwise on the plans. ADHESIVE ANCHORS IN CONCRETE Adhesive anchors (threaded rods or reinforcing bar) specified on the drawings shall be installed using "HIT-HY 200" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR -3187. Rods shall be ASTM F1554 Gr.55, unless noted otherwise. Special inspection of installation is required. EXPANSION ANCHORS Expansion anchors into concrete and concrete masonry units shall be "Kwik Bolt TZ" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report Number ESR -1917, including minimum embedment requirements. At concrete masonry or brick masonry applications, bolts shall be installed into fully -grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection of installation is required. DRILLED -IN WALL ANCHORS IN MASONRY WALLS Drilled -in wall anchors installed in masonry walls shall be tested in pull-out by an approved agency. The minimum number tested shall be four per floor and roof, with two tests at walls with joists parallel to the wall. The number of tests and test locations shall be determined at the building site by the structural engineer. The test apparatus shall be supported on the masonry wall at a minimum distance equal to the wall thickness from the anchor tested. The rod shall be tested to a load determined by the structural engineer prior to testing or to failure (ultimate). Results of all tests shall be recorded. The report shall include test results as related to the wall thickness and joist orientation. The results of the test shall be submitted to the building department along with a letter from the structural engineer outlining the proposed allowable pull-out capacity, factor of safety and the maximum actual anticipated pull-out. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI/AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A-325 or A-490 Bolts" AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. FABRICATORS Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: • Participation in the AISC quality certification program. • Meeting the requirements of AISC seismic provisions for structural steel buildings, appendix Q and submitting plan documentation to the authority having jurisdiction, the engineer of record, and the owner or owner's designee. Where applicable the requirements set forth in the quality assurance requirements for wind and seismic under the criteria section of the general notes should be included in the selected method. FINISHING The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed or finished to a true plane as defined by AISC. Grind surface value equal to or less than 1,000 as defined by ANSI B46.2 (4 -inch and thinner). STEEL COATINGS AND PROTECTION Coatings and protection (weather, fire, corrosion, etc.) shall be as specified by the architect. Galvanized steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM A-153. Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and distortion during hot -dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and masonry shall be left unpainted. CORROSION CONTROL All steel noted as galvanized and any steel in ground contact or within 6 -inches of grade shall be zinc - plated (galvanized) by the hot -dipped galvanic method (or pre -approved equivalent), except where such steel is to be fully encased in concrete. Furthermore, any surface where the coating has been removed or damaged must be brushed and re -coated in clean, dry field conditions with an approved zinc -based anti -corrosion coating except where such area is to be encased in concrete. SHOP PAINTING All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" and Section 6.5 of the AiSC "Code", unless noted otherwise. The surface preparation of the structural steel prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means of welds or bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be held back 3" from the faying surface or the joint to be welded. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) Steel members exposed to view in the final building shall meet the requirements of Section 10 of the AISC Code of Standard Practice. This criteria does not apply to steel members in mechanical, electrical and storage rooms. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL (cont'd) STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification Fy ROLLED WIDE -FLANGE SHAPES A992 50 ksi SQUARE & RECTANGULAR HSS SECTIONS A500, GRADE B OR C 46 ksi ROUND HSS SECTIONS A500, GRADE B 42 ksi STEEL PIPES A53, GRADE B 35 ksi PLATES, CHANNELS, ANGLES A36, GRADE 36 36 ksi THREADED RODS A36 36 ksi ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (UNO) 36 ksi COMMON BOLTS A307, GRADE A - STRUCTURAL FRAMING BOLTS A325, TYPE 1 - TWIST -OFF TYPE TENSION -CONTROL BOLTS F1852 (A325, TYPE 1) - HEX NUTS A563 - FLAT CIRCULAR WASHERS F436 - SQUARE OR RECTANGULAR BEVELED WASHERS F436 - COMPRESSIBLE -WASHER TYPE DIRECT -TENSION INDICATORS F959 - HEADED SHEAR STUDS A29 - STEEL FRAMING The contractor shall be responsible for all erection aids and joint preparations that include, but are not limited to: erection angles, lift holes, and other aids; welding procedures; required root openings; root face dimensions; groove angles; backing bars; copes; surface roughness values; and tapers of unequal parts. METAL JOIST Open web steel joists (including bridging) shall conform to the specifications of the Steel Joist institute, latest edition, for the joist series designated on the plans. Ends of bridging rows shall be field welded to structural steel members or to plates embedded in concrete or masonry unless detailed otherwise. Joist manufacturer shall check roof joist and provide uplift bridging as required to adequately brace the bottom chord against lateral movement under wind uplift pressures (see design criteria note for wind criteria). Detailed shop drawings indicating chord and web sizes and configurations and all connections shall be submitted for each joist type to the Architect, SER and the building department for review prior to fabrication. Refer to Deferred Structural Components for additional information. Actual web configurations may vary from those indicated in structural details, unless specifically noted. Joists shall be designed for additional axial loading in top chords (imparted by supporting walls through the bearing seat into the top chord). Service level load magnitudes shall be as follows UNO: Roof Joists Wind Load = +1,500 lb Seismic Load = +1,500 lb Joist ends shall extend 4" minimum over concrete and masonry supports and shall bear fully on steel bearing plates indicated in the details. At steel beams, joists shall extend 2-1/2" minimum over beam flange. STEEL ROOF DECKING Steel deck shall be of depth and gage shown on the structural drawings. Minimum gage 20; other gages are indicated on the drawings. Units shall span over four supports, continuous over three or more spans, except where the framing does not permit. The AISI specifications shall govern the design of all deck units. Steel deck and all of its flashing shall conform to ASTM A-653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A -653-G60. All welding shall be in accordance with AWS D1.3. STEEL COMPOSITE DECK Steel deck types shall be Verco type W (ER -2078P), ASC Profiles type W (ESR -1414) or approved equal. WELDING All welding shall be in conformance with AISC and AWS standard and shall be performed by WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by WABO, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low -hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V -Notch (CVN) toughness of at least 20 foot-pounds at 0° Fahrenheit. All demand critical welds shall have a Charpy V -Notch (CVN) toughness of at least 20 foot-pounds at 0° A fahrenheit and 50 foot-pounds at 50° fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Welding procedures shall be submitted to the owner's testing agency for review prior to commencement of fabrication or erection. All complete -penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic particle tested. Reduction in testing shall be made in accordance with the Building Code and with approval from the SER. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. WELDING REINFORCING BARS Welding of grade 60 reinforcing bars (if required) shall be performed using low hydrogen electrodes and A-706 reinforcement. Welding of grade 40 reinforcing bars (if required) shall be performed using E70XX electrodes. Welding within 4" of cold bends in reinforcing steel is not permitted. See reinforcing notes for material requirements of welded bars. WELDING GALVANIZED STEEL Welding of galvanized steel shall conform to AWS specification D-19.0. Welded areas of galvanized steel shall be touched up in conformance with ASTM A-780. BOLTS All A -325N connection bolts, not part of the Seismic Load Resisting System (SLRS), need only be tightened to snug -tight (5T) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A-307 bolts shall be provided with lock washers under nuts or self-locking nuts. Connections, joints and fasteners that are part of the Seismic Load Resisting System (SLRS) shall be pretensioned (PT) high-strength bolts and shall meet the requirements for slip -critical (SC) joints, UNO. All faying surfaces shall be prepared as required for class A or better slip -critical joints. All high-strength bolts shall be installed, tightened and inspected in accordance with the AISC 348 specification for structural joints using ASTM A-325 or A-490 bolts. Slip -critical (SC) connections shall use compressible -washer -type direct tension indicators or twist -off -type tension -control bolts. WOOD MATERIAL CRITERIA Framing lumber shall be kiln dried or MC -19 (unless more stringent criteria are required in these notes or on the drawings) and graded and marked in conformance with the latest WCLIB "Standard Grading Rules No. 17 for West Coast Lumber". Furnish to the following minimum standards: 4x beams & posts, 6x posts 4x treated beams & posts, 6x treated posts 2x joists, rafters, built-up beams, headers 2x, 3x flatwise & edgewise blocking 3x nailers on steel beams 2x4, 2x6 studs 3x studs 2x4 plates 2x6 plates 2x, 3x, 4x treated plates/ledgers tongue and groove decking (non -visual) tongue and groove decking (exposed) tongue and groove decking (upper end exposed) DF #2 DF #2 DF #2 DF standard DF #2 DF stud DF #2 DF standard DF #2 DF #2 DF utility / #3 commercial dex DF #2 DF select dex MC19 MC19 MC19 MC19 MC19 MC19 MC19 KD15 KD15 KD15 MC19 MC19 MC19 MOISTURE CONTENT AND CARE OF MATERIAL DURING CONSTRUCTION All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of sawn lumber and engineered wood products to moisture during construction. Excessive changes in moisture content during construction may result in swelling and shrinkage of a single story level in the magnitude of 1/2". This may create problems where multi -story wood construction joins multi -story concrete wall construction. All wood framed construction shall have maximum moisture content not to exceed 10% at time of fur -out, which shall be verified by a testing agency hired by the Owner. These test results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation and interior drywall installation is performed. In addition, pre -loading the entire wood building with the interior drywall while the building is being dried out is recommended before wood ledgers are attached to concrete shear walls. Wood joists and beams supporting topping slabs or subjected to construction loading shall have a maximum live load deflection of 1/600. The contractor shall be responsible for ensuring that the moisture content of wood members supporting concrete or construction loads is, and remains, at 10% or less. Wood framing with higher moisture contents before, or during, the placement of topping slabs or subjected to construction loading are subject to excessive creep. Contractor to provide means to maintain the moisture content as required to prevent creep. VERTICAL SHRINKAGE Allow for 1/2" of wood shrinkage/compression at each level (including foundation). Values are cumulative for the height of the building. Building systems such as mechanical, electrical, plumbing, fire sprinklers, etc. shall have flexible components that account for the potential wood shrinkage/compression. Architectural finishes shall also account for the potential wood shrinkage/compression. TREATED WOOD All wood framing in direct contact with concrete or masonry, exposed to weather, or that rest on exterior foundation walls and are located within 8" of earth, shall be pressure -treated with an approved preservative per IBC section 2303.1.8. Cut or drilled sections of treated material shall be treated with an approved preservative per IBC section 2303.1.8. See IBC section 2304.11 for additional requirements. PLYWOOD WEB JOISTS Prefabricated plywood web joist design shown on plans is based on Trus -Joist products manufactured by the Weyerhaeuser Corporation. Alternate plywood web joist manufacturers may be used provided they conform with the ICC evaluation service reports ESR -1387 and ESR -1153 and are subject to review and approval by the Architect and Structural Engineer of Record. Alternate plywood web joists must have equivalent section properties and allowable stresses to those previously specified to be considered. Alternate joist hangers and other hardware may be substituted for items shown provided they have ICC approval for equal or greater load capacities. All joist hangers and other hardware shall be compatible in size with plywood web joist provided. All necessary bridging, blocking, blocking panels, stiffeners, etc., shall be detailed and furnished by the manufacturer. All permanent and temporary bridging shall be installed in conformance with manufacturer's specifications. The following deflection criteria shall be maintained with all alternates. • Roof total load deflections shall be limited to span/240. • Specified plywood web joists at floors have been designed for a minimum TJ -Pro rating of 40 in addition to the maximum allowable deflections noted above. Alternative framing members at shear wall rim / blocking locations may be used, provided ICC reports or manufacturer's test data are submitted. The submitted data shall verify the ability of the alternative members to provide equivalent or greater shear capacities using the specified nail and anchor sizes and spacing. WOOD STRUCTURAL PANELS Wood structural panels shall be APA rated sheathing. Plywood shall be Structural I, exterior glue, exposure 1 durability classification, in conformance with USDOC PS 1 or PS 2, ASTM D 5457 and IBC 2304.7 and table 2304.7(2). Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect. EXISTING ROOF TO REMAIN DEAD LOAD= 20 PSF LIVE LOAD = 25 PSF Load Map - Roof JOISTS TO SUPPORT WEIGHT OF COLLECTOR PER PLAN WOOD (cont'd) FASTENERS Fasteners shall conform to the following requirements, unless noted otherwise. Splitting shall be avoided at all wood fasteners: Bolts Lag screws Wood screws Nails Wood -to -wood connection bolts Steel -to -wood connection bolts Anchor rods (7" embed min) NDS section 11.1.3 NDS section 11.1.4 NDS section 11.1.5 NDS section 11.1.6 ASTM A307 ASTM A307 ASTM F1554 grade 36 with threaded ends and welded nut at end (provide higher grade at holdown rods where indicated) Thru-bolt and anchor rod holes shall be at least 1/32" but no more than 1/16" larger than bolt/rod diameter. Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws shall have a diameter of 55 to 60% of lag screw shank diameter and shall extend the length of the threaded portion of the lag screw. Fasteners exposed to earth, weather or located in pressure preservative or fire retardant treated wood shall comply with the criteria listed in the "Metal Products in Contact with Treated Lumber" section. FRAMING CONNECTORS Timber connectors called out by letters and numbers shall be "Strong -Tie" by the Simpson Strong -Tie Company. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal or greater load capacities. All connectors shall be installed in accordance with the manufacturer's recommendations. Provide number and size of fasteners as specified by manufacturer. All shims shall be seasoned and dried and the same grade (minimum) as members connected. All nails shall be as called out in the "Fasteners" section of this sheet, unless noted otherwise. All bolts in wood members shall conform to ASTM A307. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. Where connector straps connect two members, place one-half of the nails or bolts in each member. METAL PRODUCTS IN CONTACT WITH TREATED LUMBER Simpson hardware in contact with ACQ CA, or CBA pressure -preservative treated wood shall have a Zmax finish (G185 HDG per ASTM A653) or shall be post hot -dip galvanized (per ASTM A123 for connectors and ASTM A153 for fasteners) unless noted otherwise. Exception: type 304 or 316 stainless steel connectors and fasteners are required for the following applications: • ACQ CA, or CBA treatments with ammonia where members are used in exterior applications. • All ACZA treatments • Retention levels greater than 0.40 pcf for ACQ 0.41 pcf for CBA -A, or 0.21 pcf for CA -B treatments. Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot -dip galvanized connectors require fasteners galvanized per ASTM A153. Thru-bolts and anchor rods used in dry conditions shall be permitted to be of mechanically deposited zinc coated steel with coating weights in accordance with ASTM B 695, class 55 minimum. See IBC section 2304.9.5.1 and "Framing Connectors" section on this sheet for additional requirements. DEAD LOAD= 20 PSF LIVE LOAD = 25 PSF JOISTS TO SUPPORT WEIGHT OF COLLECTOR PER PLAN JOISTS TO SUPPORT WEIGHT OF COLLECTOR PER PLAN i REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION _J DEAD LOAD= 20 PSF LIVE LOAD = 25 PSF Load Map - Upper Roof JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com C z THE ANDOVER COMPANY, W ceco GD a";;;" ce O) W Q > 0 CD Q z-1 Q M � N r—I— DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Z N ,L- w 10/06/2017 107/14/2017 110/11/2016 0 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL GENERAL NOTES S1 .02 JACKSON I MAIN ARCHITECTURE P.S. ® 2015 C:\Users\hbvun\Documents\16-154-01 LantemLandina R18 hbvun.rvt 11/29/2017 2:38:31 PM FOOTING SCHEDULE Mark Width Length Depth Reinforcement F4.0 4' - 0" 4' - 0" 1' - 6" (4) #6 EW BOT F4.8 8'-2" 4'-0" 2'-0" #6T&B@12"OCEW F6.0 6'-0" 6'-0" 2'-0" (8) #6 EW BOT F7.0 7'-0" 7'-0" 2'-0" (11) #6 EW BOT SF3.5 3' - 6" - 1' - 6" #4 T&B @ 12" OC EW FOUNDATION PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOP OF FOOTING SHALL BE -1'-0" BELOW TOP OF SLAB, UNO. FOOTING ELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. FINAL ELEVATIONS SHALL BE DETERMINED BY ON-SITE VERIFICATION BY SOILS ENGINEER, BUT SHALL NOT BE SHALLOWER THAN THOSE SHOWN ON THIS PLAN. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.3. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 1.5. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, CONTRACTOR SHALL CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 1.6. WHEREVER NEW CONCRETE ABUTS EXISTING CONCRETE, ADD DOWELS TO MATCH REINFORCEMENT IN NEW CONSTRUCTION. LAP DOWELS WITH NEW REINFORCEMENT PER TYPICAL LAP SPLICE TABLE AND EMBED INTO EXISTING CONCRETE WITH EPDXY GROUT PER STRUCTURAL GENERAL NOTES. FOR BARS #5 AND SMALLER: EMBED 6" MIN; FOR BARS #6 AND LARGER: EMBED 9" MIN. 1.7 LOCATIONS ABOVE FOOTINGS WHERE NEW SLAB IS REQUIRED, USE 4" THICK SLAB w/ #4 @18" OC EA WAY CENTERED IN SLAB. DOWEL INTO EXISTING SLAB PER 53.00. 2. FOUNDATIONS 2.1. EXCAVATE, BACKFILL, AND PREPARE SOILS AS REQUIRED PER STRUCTURAL GENERAL NOTES AND GEOTECHNICAL REPORT. 2.2. REFER TO MECHANICAL AND CIVIL DRAWINGS FOR LOCATIONS OF ALL UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS WITH PIPING. 2.3. REFER TO FOOTING SCHEDULE FOR SIZES AND REINFORCEMENT AT ALL COLUMN FOOTINGS. 2.4. STEP FOOTINGS AS REQUIRED PER TYPICAL STEPPED FOOTING DETAIL. 2.5. REFER TO CONCRETE WALL REINFORCING TABLE FOR SIZES AND SPACING OF REINFORCEMENT IN ALL CONCRETE FOUNDATION WALLS, UNO. 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CO 44 6" (E) CONC WALL VIF 12" CMU SHEAR WALL CV Foundation Plan Scale: 1/8" = 1'-0" TYP 8" CMU WALL m 0 0 +p' 0 6" (E) CONC WALL VIF (E) 6" CONC WALL VIF r -- I L F6.0 r -- I TYP F7.0 78 - X7 ��\ �\8G8P H 1 L J \p` 17'-6" 7'-0" 9� 9'-11" 15'-10" 10 0.80.7 8' - 0" 2' - 0" \� I (E) SLAB ON GRADE [26' - 61/4"] 8" CMU SHEAR WALL 444 _J 8'-2" x 4'-0" x 18"D FTG (E) SLAB ON GRADE [26' - 61/4"] HSS COL ANCHOR TO EXISTING CONC WALL AT 4'-0" OC MAX, TYP / L F4.8 I L_ F4.0 4 5 S2.00a 8" CMU SHEAR WALL 12" CMU WALL r L rt L r./ 1'-0" 1'-0" 8'-8" —F4.0 12" CVIU SHEAR WALL 2 52.00y r TYP 8" CMU WALL 6 1 52.00a L \ 12" CMU SHEAR WALL 1` ti p+/ 5/ J 12" CMU SHEAR WALL 0 F6.0 A tV REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 City of Tukwila BUILDING DIVISION 1q3 JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com C) z THE ANDOVER COMPANY, z z J LL W F - z F W • co nr CO /'�/ o) 1.1� Lu<t 0 O ices z -J M Y N DESCRIPTION PERMIT SET PRE -DD SET z DATE 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO FOUNDATION PLAN S2 .00 JACKSON I MAIN ARCHITECTURE P.S. ® 2015 C:\Users\hbyun\Documents116-154-01 LantemLanding RI8 hbyun rvt 11/29/2017 2:38:32 PM 3'-0" THICK CONC MAT ti in flO (4) #7 @ WALL END #4 @ 8"OC (2) #4 HORIZ @16"OC #4 @ 8"OC 1 ti (2) #6 @ 8" OC (2) #4 HORIZ @8"OC (2) #6 @ 8" OC • L (4) #7 @ WALL END 1. 10'-8" Fn b N N 2'-8" 16'-0" 2'-8" Shear Wall Plan \ \ #9 T&B @ 9" OC EW Scale: 3/8" = 1'-0" 3.2 3O IO ✓\i \;\<'�,/' \ \, "V ,,ice ., #6 @ 12" OC T&B O "V "- C.1 / {f, { #6 @ 12" OC T&B 3'-0" THICK CONC MAT #9 T&B @ 9" CC EW 15'-101/4" (2) #6 @ EA END c7f#6@12" OC T&B 4'-0" 0010 ll L'EDI 0O❑01 t H #5 @ 48" OC #4 @ 16" OC Shear Wall Plan #6 @ 12" OC T&B EW (2) #6 (2) #6 #6 @ 12" OC T&B 0 0 ■ 0 0 #5 @ 48" OC #4 @ 16" OC 0 N 8'-0" Scale: 3/8" = 11-0" 3' - 0" THICK CONC MAT 0 0 3.2 3.1 Shear Wall Plan Scale: 3/8" = 1'-0" 2.1 , -(vs - w iV 3'-8" 10'-8" 3'-8" / , 5'-8" / 5'-10" 7'-9" 4'-5" ,c-- ZN '-- I __ — - -- — — ■ ---- — (4) #5 _ 0 110/06/2017 107/14/2017 110/11/2016 [ 0 #4@16"OC #6 f 01(4) r. 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EMBED 8" INTO (E) FTG Scale: 3/8" = 1'-0" (E) WALL TO BE GROUTED WHERE HOLLOW & REQ's REBAR DEVELOPMENT (E) 2'-0" x1'-0" STRIP FTG Section 1'-2" Ld WALL VERT REINF PER SECTION (E) WALL VERT REINF WALL HORIZ REINF PER SECTION EPDXY DOWEL TO MATCH FTG REBAR FTG PER PLAN FTG REBAR Scale: 3/4" = 1'-0" (E) SLAB ON GRADE DOWEL TO MATCH EA VERT TYP. CONC MAT FOUNDATION X' y x { x x K x V . . . . . . • . . . J I. 4 . Section Scale: 3/4" = 1'-0" t at 45 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila BUILDING DIVISION JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 wwwlundopsahl.com ci z THE ANDOVER COMPANY, LANTERN LANDING I- W tx co CL r OD ct o) 0 z� Q M c N p f— DESCRIPTION -- 3'-8" 10'-8" 3'-8" / , / / 5'-10" 7'-9" 4'-5" ,c-- ZN '-- I __ — - -- — — ■ ---- — (4) #5 _ DATE 110/06/2017 107/14/2017 110/11/2016 [ 0 #4@16"OC #6 f 01(4) r. (2) #4 HORIZ #4 @ 8" OC ,� �o @ 24" OC (2) #4 HORIZ @8"OC co (2)#6@8"OC L. M limmillMill INIFT,Piet It ' (2)#6@8"OC #4@8"OC 8 I S2.00. I Shear Wall Plan 3'-0" THICK CONC MAT #8 T&B @12" OC EW Scale: 3/8" = 1'-0" 0 20' - 0" 4'-10" 10' - 4" a 0 (2) #4 @ 8"9C (2) #4 HOIIZ @8"OC (2) #4 HORIZ @ 16"OC #4@8"OC Ti? 0 #4@8"OC (4) #6 4' - 4" (2) #4 HORIZ @8"OC (2) #6 @ 8" OC .. 41 r Shear Wall Plan Scale: 3/8" = 3'-0" THICK CONC MAT #8 T&B @12" OC EW (E) FTG (E) CMU WALL DEMO BACK TO (E) CMU VERT REINF 2'-0" THICK (3) 0 N 18'-6" PROVIDE TYP CONTROL JOINT A 0 J, 6'-6" 0 4'-0" (2) #4 @ 16" OC #4@8"OC (4) #7 @ EA END (2) #4 @ 8" OC #4@8"OC (2) #9 @ EA END Al 0 - 4„ J. 10" (2)#4@8"OC #4 (2) #9 @ EA END '-101/2" #6 @ 10"OC T&B EW 26'-0" Lsb, TYP Shear Wall Plan EPDXY DOWEL TO MATCH MAT FDN REBAR. EMBED 8" INTO (E) FTG Scale: 3/8" = 1'-0" (E) WALL TO BE GROUTED WHERE HOLLOW & REQ's REBAR DEVELOPMENT (E) 2'-0" x1'-0" STRIP FTG Section 1'-2" Ld WALL VERT REINF PER SECTION (E) WALL VERT REINF WALL HORIZ REINF PER SECTION EPDXY DOWEL TO MATCH FTG REBAR FTG PER PLAN FTG REBAR Scale: 3/4" = 1'-0" (E) SLAB ON GRADE DOWEL TO MATCH EA VERT TYP. CONC MAT FOUNDATION X' y x { x x K x V . . . . . . • . . . J I. 4 . Section Scale: 3/4" = 1'-0" t at 45 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila BUILDING DIVISION JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 wwwlundopsahl.com ci z THE ANDOVER COMPANY, LANTERN LANDING I- W tx co CL r OD ct o) 0 z� Q M c N p f— DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET ZN '-- DATE 110/06/2017 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO SHEAR WALL PARTIAL PLANS & SECTIONS S2.00a JACKSON I MAIN ARCHITECTURE P.S. ® 2015 C:\Users\hbyun\Documents\16-154-01 LantemLanding R18 hbyun.rvt 11/29/2017 2:38:36 PM 0 d 0 STEEL FRAMING PLAN NOTES 1. GENERAL 1.1. REFERENCE ROOF ELEVATION SHALL BE 16'-0", UNO. ELEVATION AT TOP OF STEEL SHALL BE 1 1/2" BELOW TOP OF DECK UNO. [-X'-X"] INDICATES ELEVATION ABOVE OR BELOW REFERENCED TOP OF STEEL. SLOPE ROOF DECK BETWEEN ELEVATIONS INDICATED. 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.3. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 1.5. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, CONTRACTOR SHALL CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 1.6. 1.7. 2. ROOF 2.1. * INDICATES COLLECTOR PART OF THE MSFRS MB MECHANICAL BEAM TO BE LOCATED AT CENTERLINE OF MECHANICAL UNIT CURB A TYPICAL STEEL DECK SHALL CONSIST OF 16 Ga 1 1/2" DEEP METAL DECK, UNO. REFER TO TYPICAL STEEL DECK DETAILS. CONTRACTOR SHALL VERIFY ALL DECK EDGE DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 2.2. ALL STEEL BEAMS SHALL BE SPACED EQUALLY, UNO. 2.3. REFER TO TYPICAL STEEL FRAMING DETAILS. 2.4. ALL COLLECTORS AT WOOD SHEATHING ARE TO HAVE (2) ROWS OF BOUNDARY NAILING. OC) \?' 9' - 11" CD CO 15'-10" 8'-0" 2.5KJOIST SUBSTITUTE, TYP -0" k 0 m l 20K7 WT6x20 12/54.00 x 0 c cV N M N 20K7 @ 6'-0" OC METAL DECK NOTE 2 JOIST TO BE LOCATED OVER TOP OF COL, TYP SIM 1 m 3North Lantern Upper Roof Framing Plan Scale: 1/8" = 11-0" (z) 1' 2.5 K JOIST SUBSTITUTE, TYP co in 0 fV CDC) 9'-8" W16x36 * 16' - 4" 2.5 K JOIST SUBSTITUTE, TYP 11/S_4.00 3' `0" f m 0 0 N z w O J V) 4' X N METAL DECK NOTE 2 WT6x20* 12/S4.00 12'-0" 20K4 @ 6'-0" OC 0 17 56.00 18/S4.00 W12x26 2.5 K JOIST SUBSTITUTE, TYP cl m 3'-9"j, 13 54.00 SIM 1 South Lantern Upper Roof Framing Plan 3'-9" Scale: 1/8" = 1-0" 0 O M m 0 c1 m N N co \ O• 0 (V o co 0 T iV 18'-6" 6'-6" 11'-0" 5.1 O O (DOC 29'-0" J1'-0" 18'-6" j, 6'-6" l3'0), 11'-0' 0'-0" 3' - 0" 17'-6" 2.2 2.1 7' - 0" 4 9'-11" 15'-10" 2x6 BEARING WALL (ABOVE), STUDS @16" OC 1+ + + + + +i+ + + + + + + + + + + 0 b 0 , 0 + + + } + # + + BLOCK DIAPHRAGM ABN = 4" OC MAX 2 BLOCK DIAPHRAGM BN=4"OC MAX 1.1+% + + + + + + + + + + + + + + ++++++}++++++++ + + + + + + + + + + + + + + + + +++++++++++++++++ + ++++++++++++++++ + +++++ ++++++++++ + ++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++++++++«++++++ + ++++++++++++++++ + + + + + + + + + + + + + + + + ++++++++++++++++ + +++++41++++++++++ ++ .++++6+++++++++ + ++ ++ + ++++++++ + + + + + + + O + + + + ▪ + + + + + + + + + + + + + + + + + + + + + + + + + + N ++++++++++++++++ + + + + + + + ++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++++ + +++++++++++41++ +++++++++++++++ + +++ ++++++++ + +++++++J+++++++++ + ▪ +▪ +++++++++++▪ +++++ ++++++++++++.,+.+++++++++++++++++++ 4 BAYS OF 4x BLOCKING @ 48"OC (3) 3/4" PLYWOOD SHEATHING W/ 10d @ 4" OC @ PANEL EDGES � + +++++++++++++++++ & 10" OC @ INTM JOINTS, TYP ++ w }+++++++}+}}+++}+ m m ++ o + + + } + } + + ++ + + } }+ EXISTING ROOF m + + +++++++++ u + + + + + ++ TO REMAIN 4.1"▪ 1 x } + + + + + + J + + + + + + N et x M CO LLI+ g(E) 20" TJI35 co ++++++++++++'i+-++++++++#++++++++++++ @ 16" OC GI + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++++}+++++++++++ + ++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + .+-.-4----4• -#+#+++}+}+}t}}}+}++ #+}+#+�#+ --,_ ++++++++.++++++++++++++++++++++++ +{+� +++,�} +++++++++ + + +++++}+`+}+`+ ++++ SIM++++++#+#+} + +++ ++++++++++++ +s,)+ 41+++++++++++++#10++++++++ ++#+• +++•+#+•+•+++•+++++#+•+++}++a++++'Li++# + + }+++++..++++++++++++ •+++++•#+}• ++++++++++�+. + + + + F + + + } + + + + + + } + + + + + ��=4+ab. .'. 4 #}+}++}++#++ �0 }+}+++}++}+}#+} + + + + + + + + + + + + + + + + + { + + } : + } + + + + « + + + + + + + + + + + + + + + + 4. + + + wC: + + + + + + + + + + + "' + + + + + + + + # + + + �+ + + + + + + + + + + + + + + + + + + + �`: + + + + + + + + + + + + + + + + + + + + + ++ }}+++#+++}+ (E) WOOD SW. REINF W/ SW6 SHEATHING /\ FULL LENGTH L ++++++COLLECTOR PER 5/58.00#+++++�+++'+++++ + i + "'+ `}-+`Y' + "F +-#-- +'-"+- + f + + ++++++++++++ ++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + F + + + + + + + + + + + + +.+ + ++++++++++++-+ F + + + + + + + + + + + + + + (E) 12" TJI35 @ 32" OC (E) WOOD SW. REINF W/ 5W6 SHEATHING FULL LENGTH BLOCK DIAPHRAGM BN = 4" OC MAX iSIM 54 00 ++++ + +++++ + + + + + + ++++ + + + + + + + + + + + # + + #++ +++ +++# }+++ + #++ J + + + +++++wictx.1F5+++++ • +s.++++ 045++4++++++ 1 10 (E) 2x8 S5.00 + 4- + + + + @ 16" OC + } +++ ++ + ++++ + ++ + +++ + ++ + ++++ + ++ it 0 O In 0 X (E) 20" TJI35 + + + + + + + + + + + +++++ +++ +++++++++ + +++++ +++ + ++++++1+++ + + + 1 + + +11 + + + +- + + + ++++ +� I+ + + + + + + + + 41 + + + + + + + + + + + + + + + + ▪ +• ++▪ ++▪ ++• +• +++• + +++++++1+++++++i + ++++++++++++ 41+++++++++++++ + ++++++++++++ + ++++++++++++ + + + + + + + + + + + + + +++++++++++ +++++++++++ + + +++++++++ ++ + ++++++++0++++ + + + + + + 41 + O + + + +++++++++ • + + + + + + + + + + + + + N + + + + + + + + + + + + + ▪ r' + + + + + +++++++ +++ + + + + + + + + w + + + + + ++++++# a + + + + + + + + + + + + + + + + + + + + + 1+ + 0 + + + + ++++++ + ++ ++++ .1-+++++++++++++++ u + + + + + + + + + + + W + + + + + + + + + + 41 + J + + + y++++++++++ + + J + + + + + + + + + + + + + + + + + + + + + + + + + + u 4' + + + +++++++++1+++ + + + + + + 4 + + + + + BLOCK DIAPHRAGM BN=4"OC, AX m w t A @ 24" OC + + + + + + + + + + + + + + + + + + + 1 + + + + + + + + + + + + 41 + + +� + + + + + + + + + + + + +1+ + + + + + + + + + + + + + + + ++++++1 + +++ 1 + + + +++++ + + ++ + + + + + + + 1+ + +1+ + + ++ + + + + +++++ +#+#+#++++++ +++ +++++++ + + + + ▪ + + ▪ +1+ ▪ + ▪ +v,./+ ▪ + + O w + ++++++++##++ + + + + J r + + + + + + ,C',+ + + + + + + + + + + + + + + + + + + + +++++++++++++++++++++ ++++++++++M+++ +++#+#+++I+`+#+#+++++#+++#+20" TJI#360++++# ##+++#++++�#+++#+#+# #++++ +#+++#+#+1+{, + + + # + + + + + + + + + + + + + + + +++++++#+++"+++++++++ + + + + { ++++ + @16"OC +++++ .+++++++++++++++++++ +++++ + + + + + + + + + + + + } + # + + + + + + + + + + + +++++ +++++++++\++++++++ ++++++++++++ + J1+4x'26+ + { + + + + /+ ✓+ + + + + + + 4 d+ # + + + + + + + + + # + 54.00 +c 0 '..----' ..rrriri..rrriiri.i.-;', W 12x26 (MB) x PRE -DD SET 5///////7///7/7.7//777/y co 3 W12x26 (MB)2, 2 c 'Cc Z N N- rr-7/...irrr.7.rr.//r7,7 W12x26 (MB) 7..1../1/../11/1..../ W12x26 (MB) �2 o 110/06/2017 107/14/2017 110/11/2016 n7"7r7r/17777/ .? L4/.luJ/7w777..771/ W 12x26 (MB) /2\ in -4. W12x26 (MB) A i O 0 co 2 to W14x26 20K4 @ 6'-0" OC ++++++ + + + + + + F + + + + + + + + + + + + + + + 1 + + + + + + + + + + 1 1 1 1 1, 1, 4 52.0- 0 a X CO 11/54.00 SIM 13 + + + + + + + # ' + + + + + + + + + + - + # 11 S6.00 W12x26 * (4) BAYS OF 4x BLOCKING @ 48" OC Roof Framing Plan Scale: 1/8" = 1'-0" METAL DECK NOTE 2 TYP SLOPE DN PER ARCH O CID 1.10 X LO X N W 12x26 54.00 0 sr (E) 18" TJ135 0 CO u O J CO 0.7 viz m @32"OC W12x26 TYP r 20K4 TYP UNO m 0 20K4 W14x26 0 WT6x20 * W18x35 12/S4.00 -16/S4.00 11/54.00 P HSS8 08x5/16 4.0 X 0 0 N 1.012 2.5 K JOIST SUBSTITUTE, TYP L 1'-0" 1'-0" 8'-8" jr X N z 9 a N W 0 0 2 1 .00 X -16/S4.00 HSS10x10x5/16 0 O a 0 0 0 14/56.00 HSS10x10x5/16 O O v, 0 -@ ?NI 0 51/8 x 16 1/2" GLB W10x30 SIM @ EVERY OTHER 2x12 Roof Framing Plan - Enlarged Plan Scale: 1/4" = 1'-0" 1D\1 1 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila BUILDING DIVISION JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 9 8134 206-402-5156 www.lundopsahl.com U z THE ANDOVER COMPANY, V z 0 z -J z Et w Z J DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Z N N- DATE 110/06/2017 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO ROOF FRAMING PLAN S2.01 JACKSON 1 MAIN ARCHITECTURE P.S. © 2015 C:\Users\hbyun\Documents\16-154-01 LantemLanding RI8 hbyun rvt 11/29/2017 2:38:38 PM REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH DIAGRAMS The following conditions must be met in order to use the Reinforcing Bar Lap Splice & Development Length Tables Reinforcing Bar Lap Splice & Development Length Tables Scale: 1 1/2" = 1'-0" SLAB ON GRADE PER PLAN (WHERE OCCURS) 3D CLR (6" MIN) D Go CONTINUE FOOTING REINF MIN #4@15"OC AT BOTTOM 2'-0"MIN ELEVATION 0 m w W W Ce a • Q N • ~ 0 z O ce= F NOTES: 1. USE THIS DETAIL FOR ALL UTILITES PASSING UNDER OR ADJACENT TO FOOTING. 2. STEP FOOTING DOWN TO PASS BELOW PIPES IF NEEDED. /6 Typical Pipe and Trench Locations Scale: 3/4" = 11-0" 3 x LARGEST HOLE DIA (MIN SPACING) CORE DRILL HOLES (MAX 12" 0) 1 3 x LARGEST HOLE DIA J m NOTES: 1. ALL BARS SHALL BE DEVELOPED & ALL SPLICES LAPPED PER ACE 318 FOR TENSION, UNO. TABLE MAY BE USED WHERE CONDITIONS MEET CRITERIA NOTED IN DIAGRAMS. 2. TABLES ARE APPLICABLE FOR NORMAL WEIGHT CONCRETE, ONLY. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONRETE CAST BELOW THEM. (WALL HORIZONTAL REINFORCEMENT IS EXEMPT) 4. WHERE BARS OF DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF: - DEVELOPED LENGTH OF LARGER BAR - SPLICE LENGTH OF SMALLER BAR 5. WHERE MINIMUM STRAIGHT BAR DEVELOPMENT LENGTH CONNOT BE ACHIEVED, USE WITH STANDARD HOOK. 6. REFER TO CONCRETE COVER TABLE FOR MINIMUM CONCRETE COVER REQUIREMENTS. REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE • T -C = 4,DUU psi caraae DU KemrorcIng Lap Splices Straight Bar Development Hooked Bar Development CLASS 1: Bars enclosed by column ties or beam stirrups Top Bars Other Bars 2 1/2" CLR. (MIN.) N Other Bars #3 23" EDGE COL. BM 17" db CLR. (MIN) 7" BAR BAR EDGE COL. BM 23" db CLR. (MIN) 18" BAR 0• • 'I' ---r Mi MEW OF CONC. TIES OR STIRRUPS REINF. OF CONC. TIES OR STIRRUPS 45" REINF. 35" 27" 1/_1r z '" SPLICED 51" CLASS 2: No enclosure 39" '1' #8 EDGE -0u V 2db CLR. (MIN) 45" BAR BAR EDGE -0u c� 2db CLR. (MIN) 66" BAR Q O • 1 • 411\REINF. /li 74" 74" OF CONC. REINF. SPLICED OF CONC. d Z u STD. HOOK 82" 82" Where conditions for Classes 1 & 2 are not met MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 Reinforcing Bar Lap Splice & Development Length Tables Scale: 1 1/2" = 1'-0" SLAB ON GRADE PER PLAN (WHERE OCCURS) 3D CLR (6" MIN) D Go CONTINUE FOOTING REINF MIN #4@15"OC AT BOTTOM 2'-0"MIN ELEVATION 0 m w W W Ce a • Q N • ~ 0 z O ce= F NOTES: 1. USE THIS DETAIL FOR ALL UTILITES PASSING UNDER OR ADJACENT TO FOOTING. 2. STEP FOOTING DOWN TO PASS BELOW PIPES IF NEEDED. /6 Typical Pipe and Trench Locations Scale: 3/4" = 11-0" 3 x LARGEST HOLE DIA (MIN SPACING) CORE DRILL HOLES (MAX 12" 0) 1 3 x LARGEST HOLE DIA J m NOTES: 1. ALL BARS SHALL BE DEVELOPED & ALL SPLICES LAPPED PER ACE 318 FOR TENSION, UNO. TABLE MAY BE USED WHERE CONDITIONS MEET CRITERIA NOTED IN DIAGRAMS. 2. TABLES ARE APPLICABLE FOR NORMAL WEIGHT CONCRETE, ONLY. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONRETE CAST BELOW THEM. (WALL HORIZONTAL REINFORCEMENT IS EXEMPT) 4. WHERE BARS OF DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF: - DEVELOPED LENGTH OF LARGER BAR - SPLICE LENGTH OF SMALLER BAR 5. WHERE MINIMUM STRAIGHT BAR DEVELOPMENT LENGTH CONNOT BE ACHIEVED, USE WITH STANDARD HOOK. 6. REFER TO CONCRETE COVER TABLE FOR MINIMUM CONCRETE COVER REQUIREMENTS. REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE • T -C = 4,DUU psi caraae DU KemrorcIng Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 23" 17" 17" 13" 7" #4 30" 23" 23" 18" 9" #5 38" 29" 29" 22" 11" #6 45" 35" 35" 27" 13" #7 66" 51" 51" 39" 16" #8 76" 58" 58" 45" 18" #9 85" 66" 66" 50" 20" #10 96" 74" 74" 57" 23" #11 107" 82" 82" 63" 25" J u 0e w io PROVIDE PIPE SLEEVES AS REQUIRED NOT LESS THAN PIPE DIAMETER PLUS 2", TYP PIPE LOCATION AT FOUNDATION WALL EXCAVATION NOT ALLOWED BELOW THIS LINE TRENCH LOCATION NOTES: 1. WALL / SLAB REINF NOT SHOWN. 2. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS & SIZES OF DRILLED HOLES TO THE ARCHITECT FOR REVIEW PRIOR TO DRILLING. 3. MAXIMUM CORE DRILLED HOLE IS 12 -INCH DIAMETER. 4. CONTRACTOR TO VERIFY THAT PROPOSED CORE DRILLED HOLES DO NOT OCCUR DIRECTLY BELOW CONCENTRATED LOADS SUCH AS POST OR BEAMS. (MIN SPACING) Typical Core Drilling Existing Walls and Slabs Scale: 1" = 1'-0" (E) SLAB ON GRADE, PATCH PER 12/53.00 GRADE BEAM PER PLAN / Lsb Grade Beam to (E) Footing Scale: 3/4" = 1'-0" // Ld (E) FTG PER PLAN EPDXY DOWEL TO MATCH GRADE BM REINF ROUGHEN CUT IN (E) CONCRETE (E) SLAB ON GRAD& W #4@18"OC #4 @ 18" OC, (2) BARS MIN EPDXY DOWEL REINFORCING INTO (E) SLAB, TYP. Typical Patching at Slab on Grade Scale: 3/4" = 1'-0" (E) SLAB ON GRADE 1/8"x1-1/2" PRE -MOLDED CONT. MASTIC JOINT STRIP (JOINT MAY BE SAW -CUT AT CONTRACTOR'S OPTION) SLAB ON GRADE PER PLAN SAWCUT 1/3 SLAB DEPTH BURKE "KEYKOLD" JOINT, STOP REINF 1" CLEAR OF JOINT EA. SIDE, 1/8" RADIUS ON EDGES WHERE SLAB IS EXPOSED CONTROL JOINT SLAB ON GRADE PER PLAN 2'-0"LAP CONSTRUCTION JOINT i NOTES: 1. SAWED JOINTS SHALL BE MADE AS SOON AS THE JOINT CAN BE CUT WITHOUT EDGES RAVELING AND WITHIN 24 HOURS OF SLAB PLACEMENT. 2. SAWED JOINTS SHALL BE FITTED WITH SEALENT AS COORDINATED WITH THE ARCHITECT. Typical Joints in Slab on Grade Scale: 3/4" = 1'-0" CONC INFILL TO MATCH (E) SLAB THICKNESS OR 6", WHICHEVER IS LESS (E) SLAB ON GRADE MAT PER PLAN GRADE BEAM PER PLAN / Lsb Grade Beam to Mat Foundation Scale: 3/4" = 1'-0" DOWEL TO MATCH GRADE BEAM REINF CONT #3 @ 12" OC #3 @ 18" OC EMBED INTO (E) SLAB w/ ADHESIVE, TYP EA SIDE OF TRENCH UJ (,===1 . . . T T — i pr Typical Slab Patch at Utility Trench Scale: 3/4" = 1'-0" PATCH PER 12/53.00 (E) SLAB ON GRADE PIPE BEDDING AND BACKFILL VAPOR BARRIER CONCRETE COVER FOR REINFORCING STEEL Reinforcing Bar Location Min Concrete Cover UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS AND LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS AND SMALLER) 1 1/2" COLUMNS AND BEAMS w/ BARS ENCLOSED IN STIRRUPS, TIES OR SPIRAL REINF 1 1/2"... SLABS, JOISTS AND INTERIOR FACES OF WALLS (#6 BARS AND LARGER) db + 5/8" SLABS, JOISTS AND INTERIOR FACES OF WALLS (#5 BARS AND SMALLER) 3/4" 2 -HOUR AND 3 -HOUR SLABS (REFER TO PLAN NOTES) CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (BARS ENCLOSED IN STIRRUPS/TIES) 1" CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (NO STIRRUPS/TIES) 2db CLEAR SPACING BETWEEN (2) OR MORE PARALLEL LAYERS 1" NOTES: 1. WHERE A THICKNESS OF COVER REQUIRED FOR FIRE PROTECTION IS GREATER THAN THAT SPECIFIED IN THIS TABLE, THE GREATER THICKNESS SHALL BE USED. Concrete Cover for Reinforcing Steel Scale: 3/4" = 1'-0" ALL SLAB REINF SHALL EXTEND THROUGH JOINTS CONSTRUCTION JOINT SHALL BE LOCATED WITHIN MIDDLE THIRD OF THE SPAN DEPTH OF KEY = 1/2 SLAB THICKNESS 2'-6"MAX 6" MIN NOTES: 1. CONTRACTOR SHALL SUBMIT LOCATIONS OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE PRIOR TO CONSTRUCTION. (10) #8 CONT Grade Beam Detail Scale: 3/4" = 1'-0" #4 TIES @ 3 1/2" OC FOR 3'-0" EA END AND @ 6" OC BALANCE Typical Slab Construction Joint Scale: 3/4" = 1'-0" z a cc w a z w a 1 12 S3.00 CUT BACK AS REQ'D AS TCS ( NOT UNDERMINE SLAB / • • HSS COL PER PLAN COL BASE PLATE PER STEEL DETAILS 7— SLAB ON GRADE PER PLAN 3" CLR- PER PLAN Typical HSS Column Footing FOOTING REINF PER PLAN Scale: 3/4" = 1'-0" (E) CONC WALL (E) CONC FTG INSULATION & PREP BELOW SLAB PER ARCH PROVIDE HOOKED BARS TO MATCH SLAB REINF AT EDGE OF SLAB SLAB ON GRADE PER PLAN Typical Slab to (E) Wall Connection Scale: 3/4" = 1'-0" w 0 w w } GIRDER REINF TIES 1 1/2" N w zz •ug F- g EXTEND ALL BEAM REINF THROUGH JOINT 15 Typical Construction Joint at Concrete Beam Scale: 3/4" = 11-0" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2011 City of Tukwila BUILDING DIVISION JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com z THE ANDOVER COMPANY, 0 z z J tL W z J h— (1) W ct LL C) LL! 0 Q Z M N — 1— DESCRIPTION PERMIT SET PRE -DD SET oi- z DATE 107/14/2017 to 0 N e-.. PROJECTNO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S3.00 JACKSON 1 MAIN ARCHITECTURE P.S. ® 2015 C:\Users\hbvun\Dncuments\16-154-01 LantemLandina R18 hhvun rvt 11/29/2017 2:38:39 PM CORNER BARS TO MATCH HORIZ REINF, HOOK 2'-0" AROUND CORNERS, — TYP (1) #5 VERT AT CORNERS, TYP LINTEL BEAMS PER SCHEDULE AT OPENINGS, TYP (1) #5 VERT AT OPENINGS, TYP BOND BEAMS FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (1) #6 VERT AT EA END EXTEND BARS 2'-6", TYP HOOK BARS IF MIN EXTENSION ,LENGTH NOT AVAILABLE BOND BEAM w/ (2) #5 CONT AT TOP OF WALL TOP OF WALL (1) #5 VERT @ 4'-0" OC MAX, TYP UNO FLOOR / ROOF w/ (2) #5 HORIZ BELOW OPENINGS, _ TYP BOND BEAM w/ (2) #5 CONT AT FLOOR/ROOF BOND BEAMS w/ (1) #5 CONT @ 4'-0" OC MAX, TYP UNO BOND BEAM w/ (2) #5 CONT AT TOP OF FOOTING NOTES: 1. SEE STRUCTURAL NOTES FOR TYPICAL REINFORCING. 2. SEE TYPICAL SECTION AND DETAILS FOR INFORMATION NOT SHOWN. 3. SEE TYPICAL CMU LINTEL BEAM DETAIL AND REINFORCING SCHEDULE FOR ADDITIONAL REINFORCING. 6. 4. WHERE BOND BEAMS IN ADJACENT WALLS OCCUR AT DIFFERENT LEVELS, RETURN ONE OF THE BOND BEAMS 2'-0" AROUND CORNERS. 5. Typical Reinforcing in CMU Walls Scale: 1/4" = 1-0" ONE BAR AT CENTER 1.5" EDGE DIST DEVELOPMENT LENGTH DEVELOPMENT LENGTH BAR SIZE CMU BLOCK SIZE 7.625 Ld (in) 11.625 Ld (in) #3 #4 #5 #6 #7 1'-0" 1'-3" 1'-11" 3'-7" 5'-0" 1'-0" 1'-0" 1'-3" 2'-4" 3'-2" 7. BAR SIZE CMU BLOCK SIZE 7.625 Ld (in) 11.625 Ld (in) #3 #4 #5 #6 #7 Typ CMU Lap Length ScheduleS 1'-7" 2'-10" 4'-5" 8'-3" 11'-2" 1'-7" 2'-10" 4'-5" 8'-3" 11'-2" DOWELS MATCH VERT REINF, TYP AT OPENINGS, LINTEL REINFORCING IS IN ADDITION TO BOND BEAM REINFORCING. FOR PARTITION WALLS (NON LOAD-BEARING) SEE TYPICAL DETAILS AT TOP. LAP SPLICE BARS AS INDICATED IN 6/54.00 Scale: 1/4" = 1'-0" DEVELOP 1.25 * YIELD STRENGTH/ OF REBAR 1/4 1/4 TYP DECK SHEAR CONN r /2" PL 5/16" JOIST PER PLAN 6" METAL DECK PER PLAN 11 + ADDITIONAL BOND BEAM PER WALL SECTION, TYP. 1.25 Ld X e- 12" Wall Collector Connection W -BEAM PER PLAN ERECTION BOLT 1/4 V <3 SIDES CJ, SEE PLANS OR WALL EL FOR LOC TOP OF FTG • • • SECTION BOND BEAM AT TOP OF WALL BOND BEAMS WHERE OCCUR PER ELEV VERT REINF PER ELEV DOWELS TO MATCH VERT REINF BOND BEAM AT TOP OF FTG KEY IN FTG PROVIDE #4X4'-0" SMOOTH DWL AT 4'-0" ACROSS CJ. PREVENT BOND BTWN BAR & GROUT W/ GREASE OR PLASTIC SLEEVE AT CONTR'S OPT, MASONRY CJ UNITS MAY BE USED IN LIEU OF DWL. VERT BARS PER "CMU NON -LOAD BRG REINF SCHED " ES OF CJ TERMINATE HORIZ REINF 2" FROM C1 NOTES: 1. CONTROL JOINT SHALL BE CONSTRUCTED AS CONTINUOUS VERTICAL HEAD JOINTS USING FULL AND HALF MASONRY UNITS. 2. MORTAR SHALL BE RAKED BACK AT LEAST 1 INCH IN DEPTH AND CAULKED PER ARCHITECTURAL DRAWINGS. 3. LOCATION OF CONTROL JOINTS TO SHOWN ON ARCHITECTURAL DRAWINGS. Typical CMU Control Joint Scale: 3/4" = 1'-0" DEVELOP 1.25 * YIELD STRENGTH/ OF REBAR TYP DECK SHEAR CONN WT PER PLAN JOIST PER PLARL DECK PER PLAN 1/2" EMBED PL 7/8 W/ (8) #4 WELDED GAGE= 3.625" @ 8" WALL GAGE= 6" @ 12" WALL Scale: 3/4" = 1'-0" CMU PER PLAN —\ BOND BM PER WALL SECTION #3 Ld[1 Ld 3" • 1/4 V 5/16 16 Wind Girder Shear Conn (A) 5/16 > HSS PER PLAN (4) PL 3/8" TO MATCH INSIDE DIMS OF HSS <TYP ADDITIONAL BOND BEAM PER WALL SECTION, TYP. (12 Roof Overhang Collector Scale: 3/4" = 1 -0 EMBED w/(4) #4 WELDED E= 3.625" @ 8" WALL GAGE= 6" @ 12" WALL 1/4 V <3 SIDES SECTION EMBED PL 18x18x1/2" (4) 3/4" 0 x 9" WTS 1 1 VERT BAR HOOK HORIZ BARS WALL END OR JAMB • NOTES: 1. VERTICAL REINFORCING NOT SHOWN. h to CORNER INTERSECTION Plan Views of Typical Horizontal Bond Beam MID -WALL INTERSECTION Scale: 3/4" = 1'-0" CMU WALL PER PLAN ——I.--- CONT. #5 —� L4x4x3/8", CONT w/ 3/4" 0 HEADED ANCHOR @16" OC EMBED 6", OR THRU BOLT w/ 1/4x1/4x4" PL WASHER ON BACK OF WALL / PUDDLE WELD PER DECK WELDING PLAN METAL DECK PER PLAN \ J , Metal Deck To Side Of Wall BRIDGING AS REQ'D BY JOIST MANUFACTURER JOIST PER PLAN Scale: 3/4" = 1'-0" BENT PL 3x X x3/8" CUT TO MATCH ROOF SLOPE TYP>1/4> 1/4 PUDDLE WELD PER DECK WELDING PATTERN PL 8x3/8" @2'-0"OC MAX w/ (2) 3/4" WELDED STUDS EMBED 6" 7C JOIST PER PLAN METAL DECK PER PLAN NOTES: 1. EMBEDS NOT TO BE LOCATED IN LAST CELL OF WALL. Top of Wall Connection BOND BEAM PL 16"x X x3/8" @JOIST w/(4)3/4" WELDED STUDS EMBED 6" Scale: 3/4" = 1'-0" BOND BEAM w/ ADD'L #5 CNTR'D TYP (3) PLACES Wind Girder Shear Conn (B) TYP DECK SHEAR CONN W -BEAM PER PLAN an MIR MR _ AIM MI MK M MIK MIS PL1/4x3x3" (E) CONC WALL Metal Deck to (E) Core Wall METAL DECK PER PLAN JOIST PER PLAN 1/4 I L6x6x3/8 w/ 7/8" 0 THROUGH BOLT SNUG TIGHT IN VERTICAL LONG SLOTS @ 24" SLOTS Scale: 3/4" = 1'-0" SHEATHING PER PLAN CMU WALL PER PLAN ADDITIONAL BOND BEAM PER WALL SECTION, TYP 4 Detail Scale: 3/4" = 1'-0" BENT PL 3/8" W/ 4" FLANGE & TYP NAILER BEAM PER PLAN W/ TYP NAILER VERT REINF HORIZ REINF CMU EQ EQ 1 BAR / CELL HORIZ REINF 3/4" CLR 3/4" CLR 2 BAR / CELL NOTES: 1. VERT REINF PER GENERAL NOTES, SECTIONS, DETAILS AND PLANS. C-5- Typical CMU Bar Placement Scale: 1 1/2" = 11-0" (E) ROOF (E) STUD WALL W/ CDX SHEATHING AND 10d NAILS @ 4" OC @ PANEL EDGES & 12" IN FIELD 1/2"0 ASTM A193 B7 EPDXY ANCHOR @ 2'-0" OC MIN EMBED 6" 3/16 \2@12'%4" EACH 3/16 /2@12"\END, TYP BEAM PER PLAN CONN PER 11/S4.00 SECTION Dk 1 EMBED PL 20x12x1/2" (6) 3/4" 0 x 9" WTS 1 r-- VERT REINF CMU n n n — ,i A Metal Deck to (E) Conc Wall @ (E) Roof SHEAR WALL SHEATHING PER PLAN (E) JOIST FLG TO BE CUT TYP DECK SHEAR CONN METAL DECK PER PLAN JOIST PER PLAN W -BEAM PER PLAN SEE 9/S4.00 FOR BALLANCE OF INFO Scale: 3/4" = 1'-0" HDU 2 w/ 5/8"0 THREADED ROD PL1/4x4x4" (E) CMU WALL (E) TJI, ADD WEB STIFFENERS (E) SHEATHING -71 Anchorage Detail Scale: 3/4" = 11-0" DEVELOP 1.25 * YIELD STRENGTH/ OF REBAR Scale: 3/4" = 1'-0" 1 1.25 Ld 1/2" 2" 2" 3" BLOCKING TOE NAIL TO (E) SHEATHING @6" OC w/ 10d NAILS CONT MST STRAP EMBEDED 6" HEADED ANCHOR ROD @ SIM REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 City of Tukwila BUILDING D.LVI LO! (E) GLB PER PLAN CMU WALL PER PLAN PL 3/8" W/ (3) 7/8"0 SC BOLTS ON INSIDE OF EA CHANNEL GLB REINF 2" TYP 2" TYP EQ EQ 3 PL 24"x11 5/8" / (6)#4@CEN ROF CMU CELLS (6 GAGE) 20 HSS COL PER PLAN Detail #2 Scale: 3/4" = 1'-0" 1/4 1/4 > <TYP 1 } t CONN PER:13/55.00 Irl !t L' �.- JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com U z THE ANDOVER COMPANY, z z cct zzN I.L w z J !— V) w ct co ct C) LLl< 0 0 Q z -J Q M Y N p DESCRIPTION REVISION 1 PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET CiM NCD DATE 111/29/2017 110/06/2017 107/14/2017 0 N e- e - 0 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S4000 JACKSON I MAIN ARCHITECTURE P.S. © 2015 C:\Users\hbyun'Documents\16-154-01 LantemLanding R18 hbyun.rvt 11/29/2017 2:38:41 PM zw 2 O1, iV Z W t/! 1/4 V TO CONCRETE • STAKE THREADS NUT PLATE WASHER 5/8"x3"x3" w/ STD HOLE BASE PLATE w/ HOLE PER NOTE 2 EMBEDMENT PROJECTION A NON -SHRINK GROUT FOR FULL BEARING ANCHOR ROD ASTM F-1554 NUT EA. SIDE OF WASHER PLATE WASHER 5/8"x3"x3" w/ STD HOLE STAKE THREADS NOTES: 1. AT CONTRACTORS OPTION LEVELING NUTS AND PLATE WASHERS MAY BE FURNISHED. 2. MAXIMUM HOLE SIZES: 1-5/16" FOR 3/4"0 ROD; 1-13/16" FOR 1"0 ROD; 2" FOR 1-1/2"0 ROD. 3. THICK PLATE WASHERS TOP AND BOTTOM, AND WELD MAY BE OMITTED AT HSS AND PIPE COLUMNS. 4. VERIFY SUFFICIENT THREAD ENGAGEMENT TO DEVELOP STRENGTH OF BOLT. Typical Anchor Rod Scale: 3" = 1'-0" 1/4 V 1/2" BEAM 1 1/2" (-1 1/2" NOTES: 1. THIS DETAIL IS ONLY FOR BEAM SIZES UNDER 24 PLF. BEARING PLATE 1/2 x BEAM WIDTH (2) 3/4"0 A307 BOLTS AT BEAM GAGE HSS COLUMN Typical Wide Flange Beam over HSS Column Scale: 1 1/2" = 1'-0" BM PER PLAN W/ TYP NAILER BENT PL PER 14/54.00 11 SHEATHING PER PLAN L4x4x5/16 W/ NAILER ,'TYP ECTIO MEE Detail CONN PER 14/S4.00 BEAM PER PLAN (E) TJI, TYP BLOCKING, TYP 1 1/2" 3" 1 1/2" 1 1/2" 1 1/2" Typical HSS Column Base Plate (4) 3/4"0 ANCHOR BOLTS AS SHOWN HSS COLUMN PER PLAN BASE PLATE 3/4" 1" NON -SHRINK GROUT FOR FULL BEARING Scale: 1 1/2" = 1'-0" BEAM 1 1/2" 1 1/2"- 1 1/2" (11/2" / 1/4 V 1/4 V BEARING PLATE 1/2 x BEAM WIDTH (4) 3/4"0 A307 BOLTS AT BEAM r;nrc HSS COLUMN PL 8x8x1/2" W/ (2) 1 "0 A307 OR (2) 7/8"0 A325 • SECTION (E) TJI BEAM SHEAR TAB CONNECTION TABLE Beam Size Required Number of 7/8" Diameter A325 Bolts (N) Wide Flange Channel W8, W10 C10 2 W12, W14 C12 3 W16, W18 C15 4 W21 - 5 NOTES: 1. SEE BEAM LEGEND FOR BEAM CONNECTION DESIGNATIONS SHOWN ON PLANS 2. SEE PLANS FOR BEAM SIZES AND SPECIAL CONNECTIONS WHERE NOTED 3. ALL BEAM -TO -BEAM CONNECTIONS ON EXTERIOR WALLS SHALL USE "TYPICAL FULL -DEPTH BEAM CONNECTION" 4. HORIZONTAL SHORT SLOTTED HOLES (SSL) MAY BE USED IN SHEAR TABS AT CONTRACTORS OPTION, UNO Typical Beam Shear Tab Connection 1/2" 1/2' TYP TYP z // SEE DETAIL A FOR ADDITIONAL INFORMATION BEAM PER PLAN Detail A: Single Plate Beam to Beam Connection PL 5/16" TYP SEE NOTE 3 Detail B: Full -Depth Beam Connection SEE DETAIL A FOR ADDITIONAL INFORMATION COPE ONLY ONE SIDE OF BOT FLANGE AND GRIND FLUSH w/ BEAM WEB EXTEND PLATE TO FLANGES OF SUPPORTING BEAM Scale: 1 1/2" = 1-0" EA SIDE SLOT COLUMN AND EXTEND PLATE THROUGH SLOTS 1/4 V 1/2" MIN BEAM REFER TO TYPICAL SHEAR TAB CONN DETAIL FOR INFORMATION NOT SHOWN, TYP HSS COLUMN NOTES: 1. USE SINGLE PLATE WHERE BEAMS OCCUR ON BOTH SIDES OF COLUMN. 2. KERF NOT REQUIRED FOR BEAMS W12 AND SMALLER, USE STANDARD PLATES WELDED TO EACH FACE OF TUBE. WELD PLATES TO HSS FACES AT TUBE CORNERS; NO KERF REQUIRED. Typical Beam to Continuous HSS Column - One Side Scale: 1 1/2" = 1'-0" BEAM PER PLAN (4) 5/16" HOLES FOR 2" SIMPSON SDS SCREWS Scale: 1 1/2" = 1'-0" (E) SHEATHING STUD WALL PER PLAN ti— 1 (E) ROOF JOIST SIMPSON WP3518 3/4"0 THREADED ROD @ 1'-0" OC STAGG'D MC18x42.7 EA SIDE NOTE: 2x6 BEARING WALL; SPACE STUDS @ 16" OC. FASTEN PER 16/5500 & 6� Detail (2) 16d @ EA STUD 10d@12"OC MAX LSTA9 @ EA STUD (E) GLB 8 3/4" x 34 1/2" Scale: 1 1/2" = 1-0" 1 HSS COL PER PLAN L3x3x3/8x4" LONG EA SIDE W/ 3/4" THREADED ROD W/ EPDXY, EMBED 4" 3 SIDES, TYP (E) SLAB ON GRADE. CUT BACK AS REQ'D TO NOT UNDERMINE THE SLAB. PATCH SLAB PER 12/53.00 Detail NON SHRINK GROUT Scale: 1 1/2" = 1'-0" PL 1/4x5 SECTION C At End of Beam 1'-0" I H ° I I I I A, B At Continuous Beam Typical Beam over HSS Column Scale: 1 1/2" = 1'-0" (E) CONC FTG (E) CONC WALL (1/4) V EA SIDE 1/4 V KERF TUBE & EXTEND PLATE THRU COLUMN (SEE NOTES) BEAM REFER TO TYPICAL SHEAR TAB CONN DETAIL FOR INFORMATION NOT SHOWN, TYP HSS COLUMN NOTES: 1. KERF NOT REQUIRED FOR BEAMS W12 AND SMALLER, USE STANDARD PLATES WELDED TO EACH FACE OF TUBE. 2. WELD PLATE TO HSS FACE AT TUBE CORNERS; NO KERF REQUIRED. Typical Beam to Continuous HSS Column \ / Scale: 1 1/2 = 11-0" (6) 5/16" HOLES FOR 2" SIMPSON SDS SCREWS PL 5/8x5 3/16 V Wb Section 1 TYP NAILER TYP SHEAR TAB PL 3/8" x 9" W/ (6) 7/8"0 THRU BOLTS @ 6" GAGE Detail -0- T T Y (E) SHEATHING PER PLAN (E) GLB PER PLAN v 2" 2" PL 1/2" w/ (2) 3/4" 0 EPDXY EMBED 6" 18\ Detail y Scale: 1 1/2" = 1'-0" 1/4 V <3 SIDES, TYP 1 JOISTS SEAT 3000Lbs HSS COL PER PLAN (E) CONC WALL Detail 1/4 CAP PL 1/2" EA JOIST SEAT LEG METAL DECK PER PLAN JOIST PER PLAN 1/4 CONNECTION PER 17/S5.00 Scale: 3/4" = 1'-0" Scale: 1 1/2" = 1'-0" krz� kr 1/4" MAX 11111111 arm r rA or/ AIWA WAWA Typical Beam Nailer Scale: 3" = 1'-0" bk 1/2"0 THREADED STUD END WELD TO STEEL @ 18" OC HEAVY HEX NUT CONT 4x WOOD NAILER WF PER PLAN LREVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www lundopsahl.com z THE ANDOVER COMPANY, LANTERN LANDING t/) w co 00 <C 0 aQ Z Q� co co p r - DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Z N, DATE 10/06/2017 107/14/2017 CO T 0 CV - e- ,- rO CB PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S5.00 JACKSON I MAIN ARCHITECTURE P.S. © 2015 CAI Inarc\hhviinWIncumAntc\1R-1R1-111 I antRml anrtinn R1R hhviin rvt 11/29/2017 2:38:44 PM L4 x? WF BEAM PER PLAN BRIDGING PER SPECIFICTIONS METAL DECK PER PLAN r n BRIDGING CONNECTION PER JOIST SUPPLIER ANCHORE BRIDGING TO PERIMETER WALL, CONNECTION PER JOIST SUPPLIER Bridging Anchorage Detail Scale: 3/4" = 1-0" r-1 CL BEAM 1/2" MAX STEEL JOIST SEE PLAN x3/16 3/16 > METAL DECK PER PLAN r—' STEEL JOIST PER PLAN WF BEAM PER PLAN NOTES: 1. PROVIDE BOLTED ERECTION CONNECTION AT JOIST NEAREST COLUMN. 2. UNO, MAY BE STAGGERED IF BRAM WIDTH IS NOT ADEQUAT FOR FULL BEARING. STEEL JOIST PER PLAN <TYP Sloped LH -Joist On Wide Flange Beam (2 Side) \. Scale: 3/4" = 1'-0" 1 ,\ CMU WALL PER PLAN (E) CONC WALL INCOMING BEAM, TYP 1 1a1 ECTIO BEAM SECTION 1 L .-. 1S Drag Beam @ (E) Conc Wall 1 1/ Scale: 1 1/2" = 1'-0" 500 LB WEB STIFFENER EXTEND JOIST 2" PAST CL WHEN JOIST FRAMES INTO ONE SIDE OF GIRDER OVERHANG WHERE OCCURS L. CL BEAM PUDDLE WELDS PER DECK WELDING PATTERN WF BEAM PER PLAN I- 6 \\ // \\ // \\ // \\ // // \\ // /// / \\ // 1�L NOTE: 1. PROVIDE BOLTED ERECTION CONNECTION AT JOIST COLUMN Sloped LH -Joist On Wide Flange Beam (1 Side Beyond) Deck To Beam Shear Connection (LH -Joists) \ } Scale: 3/4" = 11-0" METAL DECK PER PLAN STEEEL JOIST BEYOND PER PLAN > CL BEAM WT5x CONT. BETWEEN STEEL JOISTS. PUDDLE WELDS PER DECK WELDING PATTERN METAL DECK PER PLAN // // // // // // // // WF BEAM PER PLAN NOTE: 1. ADJUST DECK LAYOUT TO ALIGN FLUTE WITH WT. // // // // // // PUDDLE WELDS — PER NOTES 3, 4 & 5 CONNECT DECK — SEAMS PER NOTE 6 NOTES: 1. STEEL ROOF DECK TYPES SHALL BE 1 1/2" DECK- VERCO TYPE PLB ESR -1735 OR APPROVED EQUAL. 2. USE 16 GAGE DECK WITH MAXIMUM DECK SPAN OF 6'-0" CENTER TO CENTER (3 OR MORE CONTINUOUS SPANS). USE HEAVIER GAGE DECK AS REQUIRED WHERE SPAN CONDITIONS EXCEED THIS. 3. PROVIDE (4) 3/4"0 (1/2"0 EFFECTIVE) PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE FASTENED TO THE STEEL FRAMING. 4. PROVIDE 3/4"0 (1/2"0 EFFECTIVE) PUDDLE WELDS AT 1'-0" TO ALL FRAMING PARALLEL TO DECK FLUTES AND COLLECTORS. 5. WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME ELEVATION AS THE BOTTOM OF THE DECK, ADJUST DECK LAYOUT AND WELD DECK TO STEEL WITH SAME WELDING AS REQUIRED FOR SIDE BOUNDARIES. 6. CONNECT DECK SEAMS WITH VCS2 AT 2'-0" (PLB DECK). Typical Steel Deck Detail (PLB-36) Scale: 1 1/2" = 1'-0" (3) SIDES TYP 1/4 V 3 1/2" 6" BEAM BEAM SECTION WEB STIFFENER TYP> 1/4 V • • J I I I I I I I I I 1/2" diL PLATE 1/2 PER TABLE w/ ERECTION BOLTS J—i�— HSS COLUMN, TYP SECTION 1 STEEEL JOIST BEYOND PER PLAN METAL DECK PER PLAN TYP JOIST CONNJOIST PER PLAN I l / 1 ' , / l PL51/2x1/4" (2)16d @ EA STUD SIMPSON DTT2Z @ EA STUD STUD WALL PER PLAN Detail Scale: 1 1/2" = 1'-0" WEB STIFFENER PL 12'x1/2" w/ (4) #5 DBA DRILLED THROUGH (E) CONC WALL AND DEVELOPED INTO CMU (E) CONC WALL CMU WALL PER PLAN BEAM SECTION 6" METAL DECK PER PLAN BEAM 1/4 V 1/4 1/4 <(3) SIDES WEB STIFFENER <TO BEAM SECTION, TYP EXTEND JOIST 2" PAST CL WHEN JOIST FRAMES INTO ONE SIDE OF GIRDER > CL BEAM PUDDLE WELDS PER DECK WELDING PATTERN I 3/16 3/16 > <TYP 1-1 r-7 OVERHANG WHERE OCCURS BEAM STIFF PLATE PER TABLE w/ ERECTION BOLTS SECTION 2 1/4 HSS COLUMN PER PLAN TYP METAL DECK PER PLAN JOIST SUBSTITUTE PER PLAN (BEYOND) L3x3x1/4 @ 4'-0" OC MAX JOIST PER PLAN 60e BEAM PER PLAN TYP 3/16 3/16 Detail Scale: 1 1/2" = 1'-0" 3/16 V 2" MIN PL 4x4x1/4 TYP (3) SIDES TYP 3/16 3/16 > L3x3x1/4 @ 4'-0" OC MAX CONT 4x4x1/4 750 LB METAL DECK PER PLAN JOIST PER PLAN TYP Detail Scale: 1 1/2" = 1'-0" 3/16 3/16 > BEAM PER PLAN 3/16 /2" MIN<(3) SIDES TYP PL 4x4x1/4 TYP (2) 3/4"0 EMBED ANCHORS @ 16" OC, EMBED 6". (4) LOCATIONS TOTAL CONT PL PER 8/S6.00 CMU WALL PER PLAN NOTE: JOISTS & METAL DECK NOT SHOWN FOR CLARITY STUD WALL PER PLAN 1 WF BEAM PER PLAN • N METAL DECK PER PLAN STEEEL JOIST W/EXTENDED BOT CHORD PER PLAN NOTE: 1. PROVIDE BOLTED ERECTION CONNECTION AT JOIST COLUMN Sloped Joist On Wide Flange Beam (1 Side) Scale: 3/4" = 11-0" TYP @ ARCH OPTION PL TO MATCH HSS COPE, TYP HSS COL PER PLAN (4) PL 3/8" TO MATCH INSIDE DIMS OF HSS HSS BEAM PER PLAN PLAN 1/4 V • r-1 CL BEAM 1/2" MAX. 5500 LB @ SIM 1/4 1/4 > 2 <TYP COL CAP PL METAL DECK PER PLAN r z STEEL JOIST PER PLAN PL 3/4" (DO NOT WELD TO BOT CHORD) STEEL COL PER PLAN HSS BEAM PER PLAN HSS COL PER PLAN HSS BM PER PLAN COPE ONE SIDE TYP>5/16 5/16 Wind Girt Conn SECTION c. Scale: 3/4" = 1'-0" 1/4 1/4 METAL DECK PER PLAN PUDDLE WELDS PER DECK WELDING PATTERN JOIST OR JOIST SUBSTITUTE OVERHANG PER PLAN Detail WT PE RPLAN Scale: 1 1/2" = 1'-0" 1 M z tD T.O. JOIST EL. STEEL JOIST PER PLAN EXTEND BOT CHORD STEEL COL PER PLAN NOTES: 1. PROVIDE BOLTED ERECTION CONNECTION AS REQUIRED BY STEEL JOIST INSTITUTE, BOLTS BY JOIST SUPPLIER. Sloped Joist On Steel Column Scale: 3/4" = 1'-0" 3 SIDES, TYP W4 NOT SHOWN FOR CLARITY r-1 2" 1 -U CONNECTION PER 3/55.00 Top SECTION PL 1/2" w/ (4) 7/8" 0 BOLTS PL 3/8" Scale: 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www lundopsahl.com U z THE ANDOVER COMPANY, LANTERN LANDING DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Z N e— DATE I` 0 N co 0 0 07/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S6.00 JACKSON I MAIN ARCHITECTURE P.S. © 2015 C:\Users\hbvun\Documents\16-154-01 LantemLandina R18 hbvun.rvt 11/29/2017 2:38:47 PM Z - w z w gW a � Z UJ -4 V Z V) w w a x x z •❑ w Z w g w (1) ROW AT CENTER OF 2x (1) Row of Plate Nailing (2x Framing) x x x x x x x STITCH NAILING PER SCHED (1) ROW AT CENTER OF EA 2x (2) Rows of Plate Nailing (2x Framing) (1) ROW AT CENTER OF 1 1/4" LSL (1) Row of Plate Nailing (I -JOIST Framing) X x x x x C7 ZO J w Q Z0 w w (2) ROWS, STAGGERED IN 1 3/4" LSL 12) Rows of Plate Nailing (I -JOIST Framing) X X X x X X X x X x X (4) Rows of Plate Nailing (2x Framing) x x x x x x x (4) ROWS, STAGGERED IN 4x Le- STITCH NAILING PER SCHED x x x x x SHEARWALL SHEATHING SHEARWALL PANEL EDGE NAILIN6/S7.00 PANEL EDGE NAILING (2) ROWS, STAGGERED SHEARWALL IN EA LSL SHEATHING f4) Rows of Plate Nailing (I -JOIST Framing) Typical Shear Wall Schedule - Plate Nailing Details Scale: 1 1/2" = 11-0" Elevation View Plan View PER TABLE A NOTES:, 1. * 3" FOR SDS SCREWS, 1 1/2" FOR 16d NAILS TABLE A SHEARWALL PANEL EDGE NAILING PER6/57.00 STUD FASTENING PER TABLE A Shearwall Mark Stud Fastening SW4 (2) ROWS 16d @ 4" OC SW3 (3) ROWS 16d @ 4 1/2" OC SW2 (2) ROWS 1/4" x 3" SDS @ 4 1/2" OC SW3-2 (2) ROWS 1/4" X 3" SDS @ 3" OC SW2-2 N/A Alternative Built-up 2X Option at Abutting Panel Edge Scale: 1 1/2" = 1'-0" EN SHEARWALL SCHEDULE (DOUG FIR FRAMING) Mark Sheathing (15/32" Plywood) Nailing Framing Shear Transfer Capacity (EN) Edge Field Min Stud & Blkg @ Panel Edges 5i11 Plate Top Plates (A) 5i11 PI to Concrete (B) Rim/Joist/Blkg to Top PI (C) Sill PI To Rim/Joist/Blkg (D) Shearwall Intersections Seismic Wind SW6 (1) SIDE 10d @ 6" 10d @ 12" 2x 2x (2)2x 5/8"0 @ 3'-5" A35 @ 26" or LPT4 @ 24" 16d @ 6" or 1/4x6" SDS SCREWS @ 14" 16d @ 5" OR 1/4x6" SDS SCREW @ 13" 310 PLF 435 PLF SW4 (1) SIDE 10d © 4" 10d @ 12" 3x 2x (2)2x 5/8"0 @ 2'-3" A35 @ 18" or LPT4 @ 16" (2) ROWS 16d @ 7" or 1/4x6" SDS SCREWS @ 9" 16d @ 3" OR 1/4x6" SDS SCREW @ 8" 460 PLF 645 PLF SW3 (1) SIDE 10d @ 3" 10d @ 12" 3x 2x (2)2x 5/8"0 @ 21" A35 @ 13" or LPT4 @ 12" (2) ROWS 16d @ 6" or 1/4x6" SDS SCREWS @ 7" (2) ROWS 16d @ 5" OR 1/4x6" SDS SCREW @ 6" 600 PLF 840 PLF SW2 (1) SIDE 10d @ 2" 10d @ 12" 3x 2x (2)2x 5/8"0 @ 16" A35 @ 10" or LPT4 @ 9" (3) ROWS 16d @ 6" or (2) ROWS 1/4x6" SDS SCREWS @ 10" 1/4x6" SDS SCREW @ 5" 770 PLF 1078 PLF SW3-2 (2) SIDES 10d © 3" 10d @ 12" 3x 3x (2)2x 5/8"0 @ 15" A35 + LPT4 @ 13" (4) ROWS 16d @ 6" or (2) ROWS 1/4x6" SDS SCREWS @ 7" 1/4x6" SDS SCREW @ 3" 1200 PLF 1680 PLF SW2-2 (2) SIDES 10d @ 2" 10d @ 12" 3x 3x (2)2x 5/8"0 @ 12" A35 + LPT4 @ 10" (3) ROWS 1/4x6" SDS SCREWS @ 8" 1/4x6" SDS SCREW @ 2" 1540 PLF 2155 PLF SHEAR WALL SCHEDULE NOTES: 1. IN ADDITION TO FRAMING REQUIREMENTS OF 11/S5.01, PROVIDE FRAMING AT SHEARWALLS AS INDICATED. 2. SEE SCHEDULE FOR SHEATHING AND NAILING REQUIREMENTS. LUMBER GRADE AS INDICATED OR BETTER. STAGGER PANEL JOINT EA SIDE OF WALL WHERE SHEATHING IS REQUIRED BOTH SIDES OF WALL. 3. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL NOT BE LESS THAN SIZES INDICATED. IN LIEU OF 3x STUDS SHOWN IN DETAIL 12 MAY BE SUBSTITUTED. 4. BLOCK ALL PANEL EDGES. 5. NAIL SIZES PER NAIL SIZE TABLE. DRIVE ALL NAILS FLUSH W/ FACE OF SHEATHING. TOLERANCE +1/16" TO -0. STAGGER NAILING WHERE NECESSARY TO PREVENT SPLITTING OF LUMBER. 6. PLATES ON CONCRETE SHALL BE TREATED. SEE GENERAL NOTES. 7. CONNECT SHEATHING & STUDS AT SHEARWALL INTERSECTIONS AS INDICATED. 8. WHERE ONLY ONE HOLDOWN IS SPECIFIED, LOCATE ON OPEN -SDE OF HOLDOWN STUDS. SEE WALL ELEVATION. 9. THE PLANS AND SECTIONS SHOWN HERE SCHEMATICALLY DEMONSTRATE THE TYPICAL CONNECTION DESIGNED BY THE ENGINEER OF RECORD. ALTERNATE CONNECTIONS MUST BE APPROVED IN WRITING BY THE ENGINEER PRIOR TO CONSTRUCTION TYPICAL NAIL LENGTH TABLE Nail Size Nail Diameter Typical Nail Length (UNO) 6d 0.113"0 2" 8d 0.131"0 21 /2" 10d 0.148"0 3" 16d 0.162"0 31 /2" CORRIDOR WALL SHEARWALL SHEATHING 1 1/2" MIN ilk 1 1/2" MIN PARTY WALL SHEAR TRANSFER 'D' 3x @ SW2 & HEAVIER EN Plan View: Staggered Stud Wall Intersections SHEAR TRANSFER 'D' Plan View: Typical Shear Wall Intersections Typical Shear Wall Intersections EN SHEAR TRANSFER 'D' Scale: 3/4" = 1-0" ROUGH WINDOW SILL Horiz Rough Opening Number of Sills Re I'd End Attachment 0'-0" to 6'-0" 1 (2) 16d END NAILS > 6'-0" 2 (2) 16d END NAILS + A35 EA END @ EA SILL MINIMUM FASTENING SCHEDULE (UNO)(PER IBC 2012, TABLE 2304.10.01) NO. CONNECTION NAILING, LOCATION (UNO) 1 BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP PLATE... (3) 8d, TOENAIL EACH END 2 BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO... (2) 8d, TOENAIL EACH END 3 FLAT BLOCKING TO TRUSS AND WEB FILLER 16d FACE NAIL 4 CEILING JOISTS TO TOP PLATE (3) 10d, TOENAIL 5 CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS... (3) 16d 6 COLLAR TIE TO RAFTER (3) 10d 7 RAFTER OR ROOF TRUSS TO TOP PLATE (3) 10d, TOENAIL 8 ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO... (2) 16d, END NAIL 9 STUD TO STUD (NOT AT BRACED WALL PANELS) 16d @ 24" O.C., FACE NAIL 10 CONTINUOUS HEADER TO STUD (4) 8d, TOENAIL 11 TOP PLATE TO TOP PLATE, AT END JOINTS (8)16d, EACH SIDE OF END JOINT, FACE NAIL (MINIMUM 24" LAP SPLICE LENGT... 12 SILL PLATE TO JOIST, RIM JOIST OR BLOCKING (NOT AT BRACED WALL... 16d @ 16" O.C., FACE NAIL 13 SILL PLATE TO JOIST, RIM JOIST OR BLOCKING AT BRACED WALL PANELS (3) 16d @ 16" O.C., FACE NAIL 14 STUD TO SILL PLATE (4) 8d, TOENAIL OR (2) 16d, END NAIL* 15 TOP PLATE TO STUD (2) 16d, END NAIL 16 TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS (2) 16d, FACE NAIL 17 1" BRACE TO EACH STUD AND PLATE (2) 8d, FACE NAIL 18 1" x 6" SHEATHING OR LESS TO EACH BEARING (2) 8d, FACE NAIL 19 1" x 8" AND WIDER SHEATHING TO EACH BEARING (3) 8d, FACE NAIL 20 JOIST TO SILL, TOP PLATE OR GIRDER (3) 8d, TOENAIL 21 RIM JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW 8d @ 6" O.C., TOENAIL 22 1" x 6" SUBFLOOR OR LESS TO EACH JOIST (2) 8d, FACE NAIL 23 2" SUBFLOOR TO JOIST OR GIRDER (2)16d, BLIND AND FACE NAIL 24 2" PLANKS (PLANK & BEAM - FLOOR & ROOF) (2) 16d, EACH BEARING, FACE NAIL 25 BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS 20d @ 32" O.C., FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE... 26 LEDGER STRIP SUPPORTING JOISTS OR RAFTERS (3) 16d, EACH JOIST OR RAFTER, FACE... 27 JOIST TO RIM JOIST (3) 16d, END NAIL 28 BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS (2) 8d, EACH END, TOENAIL *USE (4) 16d END NAIL STUDS TO TOP AND SILL PLATES AT 2x10 STUDS Ix L '1 SHEAR TRANSFER 'C' Ik 1 x x J 1 J LarJ —x— n 11 n rj x 111 II lI I1 I Ll I 1 I x xl X x X X X X -�-- TTT-T r>J 1 x x H I 1 H 1 I Li 1 TI [,1 1I _ ___x_ y • xx Ix x s- x-- - I Y x txt x _ IxI 1.: k 1 x I Li x X x x x 1 X x IXIxFI X x4 =x- —x X TT_ STRAP TYPE HOLD DOWN PER PLAN SHEAR TRANSFER 'B' X T: R ./\ REFER TO 10/54.00 FOR SHEAR WALL ANCHORAGE x x x x X x x x i x x I I USE GALVANIZED NAILS II @ TREATED PLATES I I x x X x x III -1-1-1-1r-- x x PLATE WASHER 1/4x3x3 @ SHEARWALL ANCHOR BOLTS, TYP CShearWall Framing w/ Holdowns Scale: 3/4" = 11-0" x X x x x x X EDGE NAIL SW SHEATHING TO ALL HOLDOWN STUDS HOLDOWN STUDS PER PLAN 11111 TITxTTIT 1 IXIXIix I rj IXIXII x I b 1 11 Li r (2) ROWS 16d @ 8" EA HOLDOWN STUD TO ADJACENT HOLDOWN STUD STRAP TYPE HOLDOWN PER PLAN HDU HOLDOWN PER PLAN T x x x —K 1S NOTE 4 SHEATHING PANELS PER SCHED JOIST, RIM JOIST, OR BLKG. USE 1 1/4" LSL RIM, UNO REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2011 City of Tukwila BUILD! - c EDGE NAILING OR BOUNDARY NAILING, TYP STUD SIZE & PACING PER PLAN (2) ROWS OF (6) 16d EA SIDE OF UPPER JOINT @ SPLICE, TYPi 1 1 1 1 4' - 0" SPLICE, UNO FILL SOLID W/ STUDS OR BLOCKS, TYP JOINT @ c_STUD, TYP HEADER SIZE PER PLAN WINDOW TRIMMERS SEE PLAN ROUGH WINDOW SILL SEE SCHED 8 Typical Wall Framing Scale: 3/4" = 11-0" ft II II II II 0 w 0 z w cc w 0 0 w cn Zr w z _* J z 16d@12" PLATE NAIL NG AWAY FROM SPLICE, TYP 16d@12' OC TYP @ ALL KINGS & TRIMMERS KING STUDS SEE PLAN A35 WHERE REQ'D SEE SCHED STUD HEADER TRIMMERS PER PLAN (1) MIN DOOR 5/8"0AB @ 48" OC & 9" FROM ENDS OF PL. EMBED 7" OR SLAB THICK. MINUS 11, 2x TREATED PL, UNO jr- CONCRETE 11 II II II II ft I I II II II 16d @ 12" OC INTO JOIST, RIM JOIST OR BLKG FLOOR SHTG. SEE PLAN FOR NAILING (2)2x WALL TOP PLATES, UNO 16d@12" OC TOENAIL RIM JOIST TO WALL PLATES, TYP UNO ADD STUDS FOR EQUAL OR GREATER WIDTH WHERE MULTIPLE STUDS OR POSTS ABOVE, TYP 16d©12" OC TYP @ MULT. STUDS 7127: Vi IL_ eTh ;s 1.) , JACKSON 1 MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAI N.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com z ^Q^ 0 0 w a 0 z w 0 z z J z w z J 1— w • co cLco • �' LLI Q > ?� 0 aQ z� Cr) N p DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET Z N 9- DATE 110/06/2017 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S7.00 JACKSON 1 MAIN ARCHITECTURE P.S. 0 2015 C:1Users\hbvun\Documents116-154-01 LantemLandina R18 hbvun.rvt 11/29/2017 2:38:48 PM NAILING TO DIAPHRAGM DIAPHRAGM EDGE BOUNDARY (BN) DIAPHRAGM BOUNDARY DIAPHRAGM PANEL SW BELOW NAILING TO DIAPHRAGM rxT -" x "I -_ x „ :.►� X x • IX !XI I ! I !I rx 1> I X X X X BOUNDARY (BN) 1 X1 FIELD NAILING (FN) TO INTERMEDIATE FRAMING MEMBERS x FLOOR OR JOISTS NAILING TO DIAPHRAGM EDGES (EN) XI IXi X x x oi x x x Ix, x x xj 1 ! ",1 1 %1 1 xl Ix 'S 1 ! ?`,I 1 „..„Ix l 1?! ix 1 i<11 H 1 L'V )% ix 1 k1 I X x X x. x Ix X X IxI X x x x IXP x x x Xi X X x x IX12C X X ]XLX—x X IX IHXx X H TX % Y f NAILING TO DIAPHRAGM EDGES (EN) NAILING TO DIAPHRAGM BOUNDARY (BN) I COLLECTOR SW BELOW NOTES: 1. BEARING AND SHEARWALL INTERSECTIONS SHALL BE CONSIDERED DIAPHRAGM BOUNDARIES, TYP �2. TYPICAL NAILING IS 10d NAILS @ SPACING PER PLAN. Blocked Plywood Roof/Floor Sheathing Layout Scale: 3/4" = 1'-0" CMST12 ADD'TL HDU4 EA SIDE @ FIRST TWO JOISTS 2 x (FLAT) BLOCKING DIAPHRAGM TYP @ EDGES (E) SHEATHING NEW SHEATHING 15/32" TO REMAIN (VERIFY & MATCH «< EXISTING) 10d @ 4" AT EDGES OF NEW SHEATHING XX X X X X XXXX X X X X X X X X X X XXXX 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 L x x --Y-1 Y– X x X *pear X X x x - yx x x x 16d @ 6" x 2 New Sheathing @ (E) Wall Scale: 3/4 = 11-0" TO CMU WALL 28' - 0" MIN xi xl xl x XX x x x x x x x x X X x x x X X X X x x X x x x l I i X 'xl � Ix II xI I I ! !I it 11 .I II i I 15 XII xI 'Ix 1 11 k1 ii - x x x- x x x x x x x x x x x u / x X x x- x x x (E) SHEATHING (E) ROOF FRAMING, TYP (E) 2x BLKG, TYP 0 0 � 1:• -o1q 0 0 6x BLKG OR LSL TYP (E) TJI CMST12 Detail #10 Scale: 1 1/2" = 1'-0" O 0 O 0 0 0 O 0 O 0 0 0 O 0 O 0 0 0 O O 0 O 0 1f' • o�o� O 0 SIMPSON HDU4 EA SIDE, TYP I A 0 0 O 0 O 0 0 0 O 0 0 0 O 0 0 0 O 0 0 C G 0 . 0 . 0 . 0 0 0 a . 0 0 0 O C 0 . O 0 O O 0 0 0 0 O 0 CMST12 EA SIDE (2) HDU4 EA SIDE @ FIRST TWO STUDS N___ 6x BLKG, TYP (E) STUD WALL TO CMU WALL 18' - 0" MIN (E) MST48 (E) 2x BLKG @ 2'-0" OC TO BE VERIFIED AND REPLACED AS NEEDED 0 0 oNo 0 0 0 (E) 2x BLKG @ 2'-0" OC TO BE VERIFIED AND REPLACED AS NEEDED (E) TJI W/ WEB FILLER Detail #11 HDU4 EA SIDE CMST16 EA SIDE & TOP (E) MST48 0 0 O 0 0 0 O 0 0 0 0 0 o 0 0 0 0 0 0 0 (E) 2x8 W/ 2x8 SISTER (E) DBL TOP PL (E) 2x6 STUDS ti— \\_ (E) (2) 2x12 Scale: 1 1/2" = 1'-0" (E) SILL PLATE (E) FLOOR/ROOF FRAMING (VERIFY SPACING) (E) FLOOR/ROOF SHEATHING PANEL NAILING NOT SHOWN FLOOR/ROOF AREA WHERE SHEATHING IS TO BE REMOVED; REPLACE W/ 3/4" SHEATHING (MATCH EXISTING) l !I 1 ! - l it !! PERMIT SET PRE -DD SET . I� v i i ! ! 1 d N ! II it !! it l 7 1 I l 1 T. Tx-. II I C— II II li I Y x Y 110/06/2017 II II II !I ! -7,7,1 l Y Y i ! I Y Y 1 1 1 1 1 1 1 1 I I x II it II II II II II I ! I l* % I i 10d PLAN 2x FLAT — —1 11 II @ SPACING PER EA SIDE OF EDGE BLKG 1 1 I ! xl' Xi I I I x x V xl x I! II I I II x7 l x, x x x I i x x� ! 11x C x x x .11 11 NOTES: A. MINIMUM PANEL DIMENSION IS 24". WHERE REMOVED PORTION OF SHEATHING ENCROACHES INTO THIS MINIMUM DIMENSION, REMOVE PANEL BACK TO PANEL EDGE. Plan @ Floor/Roof Sheathing Scale: 3/4" = 1 3 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION JACKSON I MAIN ARCHITECTURE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 1201 First Avenue South, Suite 31C Seattle, Washington 98134 206-402-5156 www.lundopsahl.com (.5 z a- 0 0 LOU 0 0 z w F- 0 z z "J z !.L W F- z J DESCRIPTION PERMIT REVIEW RESPONSE PERMIT SET PRE -DD SET d N r DATE 110/06/2017 107/14/2017 110/11/2016 PROJECT NO.: PROJECT MGR.: DRAWN BY: CHECKED BY: 16-154-01 POP HJB PAO STRUCTURAL DETAILS S8.00 JACKSON I MAIN ARCHITECTURE P.S. © 2015