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HomeMy WebLinkAboutPermit D18-0010 - LOOMIS - CURRENCY PACKAGING, OFFICES AND TOILET ROOMSLOOMIS 15450 NELSON PL D18-0010 Parcel No: 0 City of Tukwila d Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: httD://www.TukwilaWA.eov DEVELOPMENT PERMIT 2423049090 Permit Number: D18-0010 Address: 15450 NELSON PL •. Project -Name:' LOOMIS Issue Date: 4/2/2018 : Permit Expire On'i 1 9/29/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: INDUSTRIAL CRATING & PACKIN PO BOX 88299 , TUKWILA, WA, 98188 PAUL HARRINGTON Phone: (509) 714-6301 3421 S HENRY RD, GREENACRES, WA, 99016 ACE COMMUNICATION SERVICES INC PO BOX 1286 , ROSEBURG, OR, 97470 ACECOSI036KL LOOMIS 3716 S G ST , TACOMA, WA, 98418 Phone: (503) 807-1477 Expiration Date: 9/29/2019 DESCRIPTION OF WORK: REMODEL PACKAGING FACILITY INTO CURRENCY PACKAGING WITH VAULT AND SOME OFFICES AND NEW TOILET ROOMS Project Valuation: $1,000,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIIB Electrical Service Provided by: TUKWILA Fees Collected: $16,531.71 Occupancy per IBC: F-1 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 Permit Center Authorized Signature: fitiiho 1-1 Date: $q=. 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: /fij�%'L/L — Date: Print Name: 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: 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 5: 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) 1: 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) 2: 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) o e 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 6: Maintain fire extinguisher coverage throughout. 7: 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) 30: Controlled egress and delayed egress doors shall comply with IBC Section 1010. 8: 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) 9: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 10: 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) 11: 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) 12: Every exit sign and directional exit sign shall have plainly legible letters not Tess 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) 13: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1018.1) 14: 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) 15: 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) 19: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 17: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)' 16: 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). 22: 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. 23: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 20: Local U.L. central station supervision is required. (City Ordinance #2437) 21: 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) 24: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 25: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 26: 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. 27: 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) 18: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 31: ***BUILDING PERMIT CONDITIONS*** 32: 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. 33: 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. 34: 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. 35: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 36: 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. 37: 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. 38: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 39: 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. 40: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 43: All wood to remain in placed concrete shall be treated wood. 44: Masonry construction shall be special inspected. 45: 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. 46: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 47: 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. 48: 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). 49: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 50: 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. 51: 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. 52: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4035 SI -SOILS 4026 SI-STRUCT STEEL 4004 SI -WELDING 4032 SI -WOOD CONST 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR r CITY OF TUKHOA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per>mi No. 7I' Project No. � Date Application Accepted: `( v Date Application Expires: t I.6 (For office a 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 / C 7) /'/ej4 King Co Assessor's Tax No.: '94/10 - 'f°' Suite Number: Floor: New Tenant: Yes ❑..No Site Address: /511117 //leak f &o f - Tenant Name: l/Oi�,4U S PROPERTY OWNER Name: Mix. 4444/006 7ty0 Address: 512/ 2 / � "/ `/��5o Name: Phone: 5W 3`i1 Of pax: ✓pvh4Y—(4-/ Email: � • a 6` 44 61encv`c44 Address: State: l State ZiptiAlc, City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Mix. 4444/006 7ty0 Address: 512/ 2 / � "/ `/��5o City: �� State: a- ZipG Y' Phone: 5W 3`i1 Of pax: ✓pvh4Y—(4-/ Email: � • a 6` 44 61encv`c44 GENERAL CONTRACTOR INFORMATION Company Name: Address: Architect Name: fiy..vi meyelikv j Address: 21,12 J , /t,! City: State: l State ZiptiAlc, Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:WppliationsWorms-Applications On Line\2012 Applications \Permit Application Revised - 2-7-I2.docr Revised: February 2012 bh ARCHITECT OF RECORD Company Name: j ,,,,,�,,,,�� 'I2%/7l-4 5i% -l1, Architect Name: fiy..vi meyelikv j Address: 21,12 J , /t,! ,, , / "C " City: f l State ZiptiAlc, Phone: Fax: Email: City: ENGINEER OF RECORD Name: 4.07)/n! c Address: 'pi 5,0 "6 l ( Wm Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 4.07)/n! c Address: 'pi 5,0 "6 l ( Wm City: marl Stat. Zip: ,Igyl8 Page 1 of 4 BUILDING PERMIT INFORMATIQ- 206-431-3670 O Valuation of Project (contractor's bid price): $ f OM MO Describe the scope of work (please provide detailed info ation): f <� �[atr1/1 erleadiV 14A At V40/ if- e 7)2d 'D-- Existing Building Valuation: $ Will there be new rack storage? ❑ ....Yes No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers K. Automatic Fire Alarm 0 None 0 Other (specify) * liSTAI 1 - Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 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:\ApprationsWams-Applications On Line \2012 Applicatiom\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1°1 Floor %'f2°ID / ?/ / //1 f3 P_ 2'd Floor '57° /21 9� /1/6 /C-7/78 3'* Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers K. Automatic Fire Alarm 0 None 0 Other (specify) * liSTAI 1 - Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 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:\ApprationsWams-Applications On Line \2012 Applicatiom\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO1OTION — 206-433-0179 O Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. W ter District Tukwila 0 ...Water District #125 ❑... Highline .. Water Availability Provided 0... Renton NS wer District ... Tukwila 0 ...Valley View ❑... Renton 0... Seattle 0 .. Sewer Use Certificate 0 ...Sewer Availability Provided Se i tic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond 0...Insurance 0... Easement(s) 0... Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control 0 .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0... Right-of-way Use - Profit for less than 72 hours 0... Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage 0... Abandon Septic Tank ❑... Curb Cut 0... Pavement Cut 0...Looped Fire Line ❑...Grease Interceptor ❑... Channelization ❑...Trench Excavation 0... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Water Only Meter Size " WO # ❑ .. Deduct Water Meter Size ,, ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ApplicationsWmmrAppliations On Line\2012 ApplicationsWamit Application Revised - 2-7-12.docx Revised: February 2012 LL 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 OW R UT 1 .+ t AGENT: Signature: Date: Print Name: � � � Day Telephone: �7 /6 State Zip Mailing Address: PO/ 4' - H:\AppliationsWorms-Application On Line\2012 Applicatione\Pmnit Application Revised - 2-7-12.docx Revised: February 2012 bh City Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY (. PAID PermitTRAK$12,106.99 D18-0010 Address: 15450 NELSON PL Apn: 2423049090 $10,958.33 DEVELOPMENT $10,529.61 PERMIT FEE R000.322.100.00.00 0.00 $8,574.43 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $1,950.68 TECHNOLOGY FEE $428.72 TECHNOLOGY FEE R000.322.900.04.00 0.00 $428.72 M18-0006 Address: 15450 NELSON PL Apn: 2423049090$501 87 MECHANICAL $501.87 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $468.72 PG18-0004 Address: 15450 NELSON PL Apn: 2423049090, $646.79 r: GAS $99.45 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $66.30 PLUMBING $516.54 PERMIT FEE R000.322.100.00.00 0.00 $483.39 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 TECHNOLOGY FEE $30.80 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13926 R000.322.900.04.00 0.00 $30.80 -r. $12,106.99 Date Paid: Monday, March 05, 2018 Paid By: LOOMIS Pay Method: CHECK 2888597 Printed: Monday, March 05, 2018 1:03 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I PAID $6,157.32 D18-0010 Address: 15450 NELSON PL Apn: 2423049090 $5,573.38 DEVELOPMENT $5,573.38 PLAN CHECK FEE R000.345.830.00.00 0.00 $5,573.38 EL18-0033 Address: 15450 NELSON PL Apn: 2423049090 $348.38 ELECTRICAL $348.38 PLAN CHECK FEE R000.345.832.00.00 0.00 $348.38 M18-0006 Address: 15450 NELSON PL Apn: 2423049090 $235.56 MECHANICAL $235.56 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R13259 R000.322.102.00.00 0.00 $235.56 $6,157.32 Date Paid: Tuesday, January 09, 2018 Paid By: LOOMIS Pay Method: CHECK 2882853 Printed: Tuesday, January 09, 2018 12:18 PM 1 of 1 CRWSYSTEMS INSPEC INSPECTION RECORD Retain a copy with permit TION NO. CITY OF TUKWILA BUILDING DIVISION A) 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 Permit Inspection Request Line (206) 438-9350 eNt °Otto PERMIT NO. Project: ProjectjJrni; Type of Ingection: f—� l/ a6(/l prr't�L Address: mG __=1. ik Date Caiile Special Instructions: ZA Date Wanted: 4.6a, a.m. p.m. Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. MMENTS: Inspector: n Date: 4-c3-1 REINSP ION FEE REQUIRED. Prior to next inspection, fee mustbe paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1�r)oaO 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: /WO/LS Type of Inspection: 00/0/4 .6• Address: /5'4S' Ad/04 1 Pi - Date Called: Special Instructions: Date Wanted: 3 -g"r, % a.m p.m. Requester: Phone No: ❑ Approved per applicable codes. orrections required prior to approval. COMMENTS: 43i// ,Ali Ne'l**, 5af Puv�sz� GES` te�tt Date: 3 �9 REINSPEC ION FEE REQUIRED. Prior to next inspection. fee must be Inspector: paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CTION 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 a- coo Project: 1--049,11,6 Type of Inspection: Ern s t Address: / /5-II-COA)CIS,4% fiL Date Catled: f Special Instructions: 5;WRM1 Date Wanted: a.m. p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Ca V7 // Date: 7'n n REINSPECT! QN FE g 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 btu WO Project: , / 4///S Type of Inspection: _ l"IJ0'/C1�eL� 7�i• L— Address: 154so AXA-1.) Pt. Date Called: Special Instructions: Date Wanted: . Requester: Phone No: 0 Approved per applicable codes. 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 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1_eBi'�/S' Type of Inspection: /� dr ft00/C PYSIA + 7c A) Address: 1550 442-Sitto/V AL/ Date Called: Special Instructions: Date Wanted: /0-5*`l f5 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Alb A ) r OR PI/AA) S /WA/ L1131-6 Inspector: Date: /0-5 f 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 (206) 431-3670 Project:/.0 ,,,// O r/iS T�y�pe%oof Inspection: Y� �4 :DI%Si4 t �1 eld Address', D , g,A, PL Date Called: Special Instructions: Date Wanted: � /v-q-�/i a.m1 p.m. Requester: Phone No: Ej Approved per applicable codes.pi Corrections required prior to approval. COMMENTS. 464' , 7/0 s vc- jot*v°Dsy1S 1 Inspector: D. / _zo/V__ 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 D18 -00t0 Project:a Lolbt415 Type of Inspection: waLL NS LA.La..+wrJ / jL5t ^ S. Date Called: /17 /Sori/,/17& Ire' a,ciron . /',e in,s - Special Instructions: Le J-‘.( (5 aur -e. Kel- / 14(._A Date Wanted:., 10--3- 2© a.m. P.. Requester: Phone No: [ Approved per applicable codes. [[Corrections required prior to approval. COM - �//I/ c--/-67_2-- nc 1 & 0,//no& - 3 .1- t i -f C5 4c-1--/�l /17 /Sori/,/17& Ire' a,ciron . /',e in,s - al.( i DY . th.. (op V✓1,�Z '11 pl c Le J-‘.( (5 aur -e. Kel- / 14(._A iDX-_ ie- re a Inspector' t 0-0 Date:/O�2,0 _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 -00 10 Project: Ln� �s T of Ins ctioc: e (,e,1, t6.4 Address: /5 Y5 0 AkserAl 1Altir(,L .AA) 5 mac. Special Instructions: Date Wanted : .m:� 9— -2 air p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. x -R 1 /-sal;~-�ci 137 -CA 2)(-2, rezvr Is "bi- Xa-ct Inspector: 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 IN PECTION 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 DIg-mi Project: Z-1:431\45 Type of Inspection: 5/1711-A s,' 1W' it Address: /5950 NriLA) PL, Date Called: Special Instructions: 14iti-i - St+0 K6/3t Date Wanted: :2q"'/.6 a.m., p.m. Requester: Phone No: roved per applicable codes. aCorrections required prior to approval. COMMENTS: ..S74€47'? s/17% 771/A/— Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. Ti) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D/8' -cel 0 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ss� R S Type of Inspection: i i Address:/IV /5-4/soA/e e -i Date Calle (/ci Special Instructions: Date anted: (IW—Z , -Za, �m. p.m. Re nester: Phone No: 5 - 7/41-c' 3'J ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,v)i.eva#7.&, ith • --- 7 P/2 .�- ry‹._ 1-5 v‘,utetir 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 DIS-oarb 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 ll4L of Inspectiioon:y J t e W �1.f.ta Aad1>ri Address: pDate Called: i'iiJ Special Instructions: Dateantedd: 9--t ( 71 •Ca.m._ P.m- .m.Reques e Request; Phone No: scr —7I y— (,5or1 Approve ca a e codes. ections required prior to approval. VVI 3E- E_)(44riof C.d4--(iS OK_ ./tfld4 a444 Ca .IL. ,14,Wr. /s AJd 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 L l x-001 D 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: L.b0of' IS f Type of Inspection: Ft -10\w% frbk16; sCiP"--4121 'N Address:/-7-0c.--r 6S LIST) � LIST) nJ y � i t Date Called:( 1, 10 eia Vs e-14rto -404144 couta. Special Instructions: '7,( t:✓Ot, -s U 1 5 0 l f C i .. (1 Date Wanted: 9- I7' w/( a.m. p.m. Requester: if 1 ceci GS 1WO f f.2. ,14, Phone No: Approved per applicable codes. corrections required prior to approval. COMMENTS: f frbk16; sCiP"--4121 'N 1, 10 eia Vs e-14rto -404144 couta. '7,( t:✓Ot, -s U 1 5 0 l f C i .. (1 3. 5 k - I,octi k c (AJc1 /k 5 d ,, co fr LL e' "Gk'g- .4- Nis 0 erita if 1 ceci GS 1WO f f.2. ,14, 46 UvkP ow ✓ Inspect r IU'� Date:?_ ` 7� Zd/X REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. It 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 Di '-al0 Project:/• n OOrii S Type of Inspection: Ci n tleArr--avr Address:Date 152160 /I% Called: Special Instructions: Date Wanted: q- a- Le a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: UnclJr FLoor-- Corrections required prior to approval. 1, 1,01eL to-ok Inspector: (.11 C-,4 Date: 1j.-// - Zti// REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. c2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit DIS -D010 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: L A ^ Type of specti n: 15415 0 A eL pt Date Called: Special Instructions: Date Wanted:�� LI " I+ d �`. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 INS ON 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 D18 -00i o Project: • Lot),Y) s COMMENTS: Type of Inspe ion: ,, tao�, l', Address ` ,(j5o . r� N �� t Date Called: x -o -we Cva-14fc noo Special Instructions: �� s m b- •,r M 7 fin t- Date Wanted: / /3/2Ojg ! a. p.m. Requester: Phone No: EIApproved per applicable codes. Corrections required prior to approval. c ---NDS) Date: Li J?e Z�� REINSPECTION FEE REQUIRED. Prior to next inspect'on. f must be Inspector: paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. COMMENTS: /�-it9e 'i—t nc S c.11 Pt14--C 1419pv02) - V -LL tSd 4 2 fi9-04--t- ice& i ---4/ x -o -we Cva-14fc noo Li -16 fi m b- •,r M 7 fin t- Line m - -From C', % j Lv i - o<a q, S" L; n2 *0 c L., ,we - d K • to Lie ierniy) -row c 4 1 -- 6 C Utnf 1m . C, - 10 LV2 --O& c ---NDS) Date: Li J?e Z�� REINSPECTION FEE REQUIRED. Prior to next inspect'on. f must be Inspector: paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit b i - OO i o /e PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: c, -,(c- Type of Inspection: S/ Address: Suite #: /S `/ /44---&.„,, Contact Person: Special Instructions: Permits: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: L 65-3 Date: 6/ --7//c5 Hrs.: / c $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Ora ! O oc- PERMIT NUMBERS CITY OF TUKWILA-FIRE DEPARTMENT 206-575-4407 Project: % 0Or-w, i5 Sprinklers:)(co.:, Type of Inspection: NO ( S -17 s- Address: Suite #: / yc o M2 0-1-1 Contact Person: Special Instructions: f Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers:)(co.:, Date: Fire Alarm: i Hood & Duct: hid, A3/e.- f A /1-s E -- f Pre -Fire: Permits: Occupancy Type: 5 1 Needs Shift Inspection: 7c -i Sprinklers:)(co.:, Date: Fire Alarm: i Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 5 1 Inspector: JZ.. y'Vvi 13 Date: —7/ 3+ 1 t Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER o +. INSPECTION RECORD Retain a copy with permit a-5-1 -C IO PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:_ 0 077,4-0 Sprinklers: Fire Alarm: Type of Inspe ion: / Address:_ Suite #: / $ V / �' fV JJ f ) f� Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type:. C... -"-- Jr) d, — lays, 2 dc ?co 4., 2_ 141,1l/V- ~- 0 l Cbr o. -r- Z Yw46, t R a-+ . s -- -19Mc Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type:. Inspector: (j (4. �Y 3 Date: \2 % \ \', Hrs.: 2 C... $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Department of Labor and Industries Elevator Section PO Box 44480 Olympia WA 98504-4480 Phone: (360) 902-6130 FAX (360) 902-6132 www.Lni.wa.gov/TradesLicensing/Elevators CONVEYANCE INSTALLATION APPROVAL BY BUILDING OFFICIAL > This form brings to your department's attention that the conveyance listed below is proposed for installation in an existing building within your jurisdiction. > Your approval of this form is required and must accompany the installer's Installation Application. > Notify the installer if you have any regulations that would prohibit this installation. Do not approve this form. *Note To Building Officials: The elevator section will approve LULA (Limited Use Limited Application Elevators) for existing buildings, on a case by case basis. A LULA elevator does meet the minimum cab size requirements for new construction required to be accessible, per WAC 296-96. RECEIVED If you have any questions, please contact us at the address or telephone number ab eP' OF TU K V: L. A Indicate the equipment being installed. ❑ Inclined Wheelchair Lift pR� ❑✓ Vertical Wheelchair Lift The travel shall not exceed 14 ft. ASME A18.1 Rule !TIT CENTER APR 2 7 2018 0 Inclined Chair Lift • Limited use/limited application (LULA) elevator *Does NOT meet accessibility requirements for new construction. All conveyances must be installed per code. Any deviation from the code shall require a variance from the Department of Labor and Industries Elevator Section prior to a permit being issued. Name and License # of Installer of Conveyance Advantage Elevator #ADVANES929WJ Telephone Number 425-806-6044 Building name where conveyance is located Loomis Armored Telephone Number/Location Contact (253) 365-3843 / Chuck Skaggs Street Address 15450 Nelson Place City, State, Zip code Tukwila, WA 98188 ❑ Approved ❑Not approved ACKNOWLEDGED BY: Title Phone Number Date Print name of building official Signature of building official F621-056-000 conveyance installation approval by building official 05-2010 REVISION NO. I bVt'nblD M 7 ADVANTAGE ELEVATOR/ACCESSIBILITY SYSTEMS CORP. PO BOX 2978 ARLINGTON, WA 98223 (425) 806-6044 FAX: (360) 658-7050 April 23, 2018 Joshua Forrester Ace Communications Services, Inc. PO Box 1286 Roseburg, OR 97470 info@advantageelevator.com www.advantageelevator.com RE: Price quote for Bruno commercial VPL for Loomis project - enclosed Dear Josh, This is our quote for a Bruno Commercial VPL. The model is a VPL-3312B and includes the following features: • Designed to commercial specifications (meets USA ADA requirements) • Enclosed in clear plexiglass panels • Tower/Mast on right hand side • Lifting height up to 12' 3" (2 landings) • ACME Screw Drive System RECEIVE) • DC battery powered unit CITY OF TUKWILA • Pit: 3" deep APR 2 7 2018 • 750 Ib capacity • Speed: 10 fpm PERMIT CENTER • Input power source: 120VAC, 3A, single phase, 60 Hz • Drive: 1.0 HP, 24VDC • Battery backup package • 36" x 54" platform same side on/off platform • Platform Control: Lighted and keyed control panel with constant pressure rocker switch and emergency stop with audio visual alarm; keylock— off removable • ADA compliant hands free phone • Non-skid platform • Top landing gate (2nd floor) — 36"w x 42"h with EMI Interlock; AUTOMATIC gate opener; clear plexiglass; right hand swing REVISION N0, I 2 • Platform door (1st floor) — 36"w x 80"h; aluminum door with clear plexiglass; with EMI Interlock; AUTOMATIC door opener; left hand swing • Hall Call Stations: wall (surface) mounted on upper and lower levels; keylock - off removable • Manufacturer 2 year Warranty on major components; one year on parts • Freight • Supplies and labor for installation Work to be done by others: Electrical supply and lockable fused disconnect Cement pit Phone monitoring system for ADA hands-free phone PRICE AND PAYMENT TERMS: This Bruno enclosed commercial VPL is before permit & sales tax. Permit fee is $642.80 and sales tax at 10% ii411111111bringing the total tt111011111 Our payment terms are 50% down with 45% due upon substantial installation completion and the balance of 5% (retainage) payable per GC contract. Thank you for this opportunity to meet your needs! Don't hesitate to call me with any questions at 425-359-7798 or the office at 425-806-6044. Regards, Marty McKinney President Commercial Vertical Platform Lifts RECEIVED CITY OF TUKWILA APR 272018 PERMIT CENTER REVISION N0,_1_ NA/ 00 a BRUNO for your independence VPL-3300B Series For 30 years, Bruno has provided accessibility solutions for people challenged by limited mobility. Safety and dependability are hallmarks of the Bruno name, and all Bruno vertical platform lifts (VPLs) are made in the USA and suitable for indoors or outdoors. Bruno's VPL-3300B series wheelchair lift includes four effective solutions for Americans with Disabilities Act (ADA) compliance in churches, schools or businesses: • Enclosed • Unenclosed • 3 -Gate (Toe guard) • Shaftway/Hoistway All Bruno VPLs are designed in accordance with ASME A18.1, section 2 and can be used in most applications to meet ANSI A117.1 National Accessibility Guidelines. a ENCLOSED (pictured right) Bruno's enclosed vertical platform lift is self- contained, lightweight and easy to install — no hoistway/shaftway construction needed. Aesthetically -pleasing with full size Plexiglass door and panel inserts, Bruno's enclosed vertical platform wheelchair lift combines an attractive design, dependable performance and ADA compliance. Access up to 14 ft. 3 -GATE (TOE GUARD) (pictured top of previous page) The 3 -gate (toe guard) lower enclosure system provides a full barrier at the lower landing with no access under the lift for maximum safety. Like all Bruno VPLs, the 3 -gate is driven by a reliable, quiet ACME screw -driven DC motor with full- time battery operation for access even during power outages. Access up to 53 in. UNENCLOSED (pictured bottom of previous page) The unenclosed vertical platform lift is an affordable, space saving solution for ADA compliance that is often used for providing access to stages, porches or short distances. Check to ensure a standard unenclosed platform lift is allowable under local code. Access up to 60 in. SHAFTWAY/HOISTWAY (not pictured) Bruno's shaftway VPL is placed inside a shaftway (also known as a hoistway) built by others. The shaftway VPL includes a drive mast, passenger platform, doors and gates. Access up to 14 ft. ASME A18.1 requires any VPL over 60 in to be enclosed. It's a great alternative to an elevator. It's less obtrusive and more affordable than a traditional elevator, so we can put the savings toward other areas of need. We also like that it's totally open so you can see the kids and make sure they are ok. -Tara Villaobos Distric Administrator Learn more at www.bruno.com Standard features • Access up to 14 ft • Keyed, constant pressure rocker switch control on platform • Emergency stop switch and audio/visual alarm • Top and bottom limit switches • Bottom platform safety panel • 42 in (1067 mm) high, solid, side platform walls • 36 in x 54 in (914 mm x 1372 mm) non-skid platform • Automatic folding ramp (unenclosed unit only) • Fixed ramp (enclosed and 3 -gate — no pit) • 750 Ib (340 kg) lifting capacity • Reliable, quiet ACME screw -driven DC motor with full-time battery operation offers access even in a power outage — Models VPL-3353B & VPL-3375B 1/2 hp DC motor (includes 17AH batteries); models VPL-3310B, VPL-3312B, and VPL-3314B 1hp DC motor (includes 34 AH batteries) • Gold Warranty: Two years on major components; one year on parts Options • Top landing gate includes call/send controls with key and mechanical or electrical interlock • Cold Weather Package, tested to improve performance. (recommended if operating temperature is below 20'F/ -7°C) • Several platform sizes and configurations • Rocker switch or paddle controls on the platform • Rocker switch or paddle landing controls • Flush mount doors with interlock • Power assisted door/gate operator • ADA compliant telephone kit • Platform gate (unenclosed application) • Plexiglass panels: clear or bronze • Secondary grab rail • Flood zone tower • Flood zone sensor kit • Braille plate kit • Pit Switch ISO 9001:2000 KEWCERTIFICATE BRUNO for your independence Bruno Independent Living Aids, Inc. 1780 Executive Drive, Oconomowoc, WI 53066 www.bruno.com © Bruno Independent Living Aids, Inc. 2017 2017-04-11-Commercial-VPL.indd • MKT-CVPL-TT Project Summary, pg 1 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info PROJ-SUM form shall be provided as a cover sheet for all compliance form submittals. Project Title shall match project plans title block. Project Title: LOOMIS WAREHOUSE REMODEL Date 1/5/2018 Project Street Address: 15450 NELSON PLACE For Building Department Use r 1L, 112 Project City, County, Zip: TUKWILA WA Project Owner or Rep: PAUL HARRINGTON Jurisdiction: CITY OF TUKWILA 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 ECtting Building Building Addition Retrofit • • Change of Occupancy Building Change in Space Conditioning O . Alteration Historic • el Building Elements Scope - Select al nat apply Building Envelope Water Systems Lighting Systems ■ All Service Hot Mechanical Systems Electrical Systems Occupancy Type ° All Commercial 0 Group R - R2, R3, & R4 O Mixed Use over 3 stories and all R1 Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Space Conditioning Categories Select all that apply to the scope of project Fully Conditioned Semi-heated2 Space Category3 Refrigerated Spaces rl'rtt oIsetand ..) t- u i 3 .. CODE COMPLIANCE Low Energy Eligible Low Energy Spaces A APPROVED capacity MAR 28 ?.010 `kf Equipment building t ,s Unconditioned Low energy heating/coolin•g ■ Wireless service Greenhouse4 equipment shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area h 1 111/ oI I j�.�invll0 Protect Grog's Conditioned Floor Area o MI Iry rlvr in r-11%/blew 2 58,950 Vii— ,_ 27,800' - General Compliance Path ® Compliance Method 1 - General 0 Compliance Method 2 - Total Building Compliance Method 1 - Projects shall demonstrate compliance with all applicable mandatory and prescriptive 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, and MECH. Compliance Method 2 - 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 TBP submittal: PROJ-SUM, ENV -CHK, LTG -EXT, LTG -CHK, and all MECH forms except MECH-ECONO and MECH-VENT (pending). Note 1 - Refrigerated Spaces - They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2 - Semi -heated Spaces - If heated with equipment other than electric resistance may take an exemption for wall insulation. All other envelope assemblies shall comply with the thermal envelope provisions. Note 3 - Exemptions For Low Energy Spaces - Low Energy spaces are exempt from all provisions in WSEC Section C40COVED, however all other applicable provisions in the Code do apply including lighting, mechanical, service water Note 4 - Eligible Space Conditioning For Low Energy Greenhouses - Greenhouses are defined as spaces that ma • zTiW�LA environment that is used exclusively for cultivation, protection and maintenance of plants. Cooling with ou side air and orevaporative cooling, and any form of heating equipment, are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. JAN v 0 2018 JAN 09 bits-00010 PERMIT CENTER Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: LOOMIS WAREHOUSE REMODEL Date 1/5/2018 C406 Additional Efficiency Package Options Summary A minimum of two Options are required for new construction, and change in space conditioning or occupancy projects. Select all Options included in the current project scope. Also select Options complied with under previous projects (shell and core, other tenant Buildings with multiple tenant spaces may comply with different options (mix & match). Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Building level efficiency options: Current Scope Previous Projects C406.8 Enhanced envelope performance • • C406.9 Reduced air infiltration • • C406.5 On-site renewable energy ■ • Building area level efficiency options C406.2 More efficient HVAC equipment • • C406.6 Dedicated outside air systems (DOAS) C406.7 Reduced energy use in service water heating • • C406.3 Reduced lighting power 0 • C406.4 Enhanced digital lighting controls . . C406 Comments: • • Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Info Applicant Info. Provide contact information for individual who can respond to inquiries about information provided. Project Title: LOOMIS BUILDING REMDOEL Date 01/05/2018 Company Name: SOUTH HENRY STUDIOS For Building Department Use Company Address: 3421 S HENRY ROAD Applicant Name: PAUL HARRINGTON Applicant Phone: 509714 6301 Applicant Email: PHARRINGTON@SOUTHHENRY.COM Project Description ■ New Building ■ Addition 0 Alteration ■ No Envelope Scope Envelope Project Scope Select all that apply. Use - Commercial + Group R MI All Commercial ■ Group R - CommerciaQ Mixed • ■ ■ ■ Semi -heated Refrigerated Cooler Refrigerated Freezer Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing project, provide a brief summary of the approach to whole building compliance. THIS IS A REMODEL OF AN EXISTING PACKAGING FACILITY. WE ARE REPLACING IN KIND OVER HEAD DOORS AND MAN DOORS. WE ARE ALSO INFILLING TWO EXISTING DOORS AND A WINDOW. WE ARE REDUCING THE AMOUNT OF SINGLE GLAZED ALUMINUM STOREFRONT AND REPLACING WITH FRAMED INSLUATED WALLS AND VINYL WINDOWS Air Barrier Testing Air barrier testing is required for all new construction projects. Testing criteria is 0.40 cfm/ft2under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that measured air leakage of building envelope scope Air Infiltration ONLY ■ Air barrier testing per Section C402.5.1.2 included in project ■ Additional Efficiency Package Option - C406.9 Reduced p INTERIOR REMODEL Testing not required. Explanation: Compliance Documentation Scope and Method Scope of This Calculation ■ New Building ■ Addition El Alteration ■ No Envelope Scope Target Insulation Allowance Sets the title and calculations in the compliance forms. Selection required to enable forms. ® Fully Conditioned - Commercial, Group R, Mixed Use Semi -heated Refrigerated Cooler Refrigerated Freezer If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV -SUM form Rows 16-46 and either an ENV -PRESCRIPTIVE form, or ENV -UA + ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Selection required to enable forms. 0 Prescriptive ® Component Performance Component Performance Calculation Adjustments 10% higher UA allowed Envelope - 15% lower UA required ■ Change of Occupancy (C503.2) / Conditioning (C505) - ■ Additional Efficiency Package Option - C406.8 Enhanced Additions 0 Addition stand alone 0 Addition + Existing Addition stand alone - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV -UA per instructions for addition stand alone projects. Addition + existing - Complete ENV -UA per instructions for addtion + existing projects. Alterations - Fenestration and Skylight WWR and SRR not increased - Vertical Fenestration WWR and/or SRR increased - Complete Vertical fenestration and skylight areas as EXISTING. and/or SSR exceeds 5%, refer to C503.3.2 complete ENV -UA per instructions for alteration o Replacement windows only, or resulting ■ Total building WWR increased by alteration building SRR increased by alteration existing -to -remain wall, roof, vertical total building WWR exceeds 30% via component performance, total building WWR <_ original WWR ■ III skylights only, or resulting Total total building SRR <_ original SRR and Skylight Area Calculation not required. Fenestration and Skylight Area Calculation. Enter total Enter total altered envelope assembly areas as NEW. If resulting and C503.3.3 for prescriptive compliance alternatives. If complying + existing projects. Envelope Summary, pg. 2 ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: LOOMIS BUILDING REMDOEL Date 01/05/2018 Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter envelope sf values directly into this section of ENV -SUM for vertical fenestration, skylights, net walls and roof. For Additions and Alterations, refer to these sections in ENV -SUM for further instructions.44,000 Component Performance - When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter envelope sf values for all assemblies into the form. Envelope information from ENV -UA will auto -fill into this section of ENV - Total Vertical Fenestration Area (rough opening) NET Exterior Above Grade Wall Area Total Skylight Area (rough opening) NET Exterior Roof Area New 0 0 0 0 Existing 1,000 23,500 0 44,000 Total 1 000 23 500 0 Vertical Fenestration -to- 4.1% Wall Ratio (WWR) Skylight -to -Roof Ratio (SRR) ( ) Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance NO SKYLIGHT PROPOSED. COMPILIES WITH MAXIMUM ALLOWANCE. Vertical Fenestration Alternates 0 High performance fenestration U -factors and SHGC per C402.4.1.3 0Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone (DLZ) areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylight zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Net floor area definition in Chapter 2. 0 In buildings >_ 3 stories, 25% or more of NET floor area is in DLZ per C402.4.1.1 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within DLZ 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 In these spaces a minimum of 50% of the floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for requirements. SRR = Skylight to roof ratio 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. Indicate aperture with "AP" prefix (AP 1.1%) Space Space Area (ft2) DLZ Area (ft2) SRR or Aperture Exception Envelope Exemptions Low Energy and Semi -heated Spaces Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi - heated spaces heated by systems other than electric resistance are exempt from wall insulation provision only per C402.1.1.1. Complete Low Energy and Semi -Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Equipment buildings are exempt from the thermal envelope provisions per C402 1 2 The following shall be met to be eligible: building size <_ 500 sf, average wall/roof U- factor <_ U-0.20, electronic equipment load >- 7 watts/sf, heating system output capacity <_ 17,000 btu/h. Cooling system capacity not Wall Insulation R -Value Roof Insulation R -Value Overall Average U -Factor Equipment Building Envelope Electronic equipment power (watts/sf) Heating system output capacity (Btu/hr) Cooling capacity (Yes/No) • Envelope Requirements Summary, pg 1 ENV -REQ 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration. Refer for Prescriptive Compliance to Tables C402.1.3, C402.1.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements for each envelope element type and applicable exceptions. Refer to Section C410 for all applicable information for refrigerated spaces. Prescriptive Path Table C402.1.3 Notes 1,7 Insulation Minimum R -Value Table C402.1.4 Notes 1,2 Assembly Maximum U -factor Occupancy Group All Other Group R All Other I Group R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building (with thermal spacer block) Note 3 R-25 + R-11 Ls R-25 + R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 U-0.027 Walls, Above -grade Mass R-9.5 c.i. Note 6 R-13.3 c.i. U-0.104 Note 6 U-0.078 Mass transfer deck slab edge No R -Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-19 c.i. U-0.052 U-0.052 Steel Framed R-13 + R-10c.i. R-19 + R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/ int. frame R-21 w/ int. frame U-0.054 U-0.054 Below Grade Wall Note 4 Same as above grade Same as above grade Floors Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38 + R-10 c.i. R-38 + R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab -On -Grade Floors Unheated R-10 for 24 in. (from top of slab) F-0.54 F-0.54 Heated Note 5 R-10 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R -Value for prescriptive compliance U-0.37 U-0.37 Nonswinging (Roll -up or sliding) R-4.75 1 R-4.75 U-0.34 U-0.34 Table C402.4 - 0-30% of wall area, or 30%-40% per Section C402.4.1.1 DLZ or Section C402.4.1.4 DORS Section C402.4.1.3 High Performance Fenestration Option - 0-40% of wall area Fenestration Assembly Maximum U -factor Notes 1,2 Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing (fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing (operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF<0.2: north - SHGC=0.53; all other SHGC=0.4 0.2 <_ PF < 0.5: north - SHGC-0.58; all other - SHGC-0.48 PF >_ 0.5: all orientations - SHGC-0.64 PF<0.2: north - SHGC=0.46; all other SHGC=0.35 0.2 <_ PF < 0.5: north - SHGC-0.51; all other - SHGC-0.42 PF >_ 0.5: all orientations - SHGC-0.56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R -Value Assembly Maximum U -factor Freezers - Walk-in and Warehouse Roof / Ceiling R-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 Door - transparent reach -in triple -pane, heat -reflective treated or gas Floor R-28 U-0.035 Coolers - Walk-in and Warehouse Roof / Ceiling R-25 U-0.039 Wall R-25 U-0.039 Door R-25 U-0.039 Door - transparent reach -in double -pane, heat -reflective treated & gas fill, or comply with freezer door req. Floor No Requirement Envelope Requirements Summary, pg 2 ENV -REQ 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Definitions: Ls = Liner system -- A continuous membrane installed below the purlins and uninterrupted by framing members. Uncompressed, unfaced insulation rests on top of the membrane between the purlins. Refer to Section A102.2.5.4. c.i. = Continuous insulation -- Insulation that is continuous across all structural members without thermal bridges other than service openings and penetrations by metal fasteners with a x -sectional area of less than 0.04% of the opaque surface area of the assembly. Components with more than 0.04% metal penetrations may be eligible to follow the alternate CI values below. int = Intermediate framing -- Includes insulated headers, corners and interior partition wall to exterior wall intersections. Refer to Section A103.2 for framing definitions. Footnote Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table. This footnote summary provides only abbreviated details from these footnotes. Refer to 2015 WSEC for complete footnote information. Note 1 - Assembly descriptions can be found in Chapter 2 and Appendix A. Note 2 - Use of assembly U -factors, C -factors and F -factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3 - For metal building roofs where using R -value compliance method, a thermal spacer block with minimum thickness of 1/2 -inch and minimum R -value of R-3.5 is required. Otherwise use the U -factor compliance method. Note 4 - Where heated slabs are below -grade, they shall comply with the F -factor requirements for slab -on -grade heated slabs. Note 5 - Heated slab F -factors shall be determined specifically for heated slabs. Unheated slab F -factors shall not be used. Note 6 - CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable footnote are met. Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7 - Components with continuous insulation but with metal penetrations / connections may be eligible for alternate continuous insulation R -values if all provisions in applicable footnote are met. Refer to alternate prescriptive R -values in table below and Footnote G in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R -values This alternate nominal R -value compliance option is allowed for projects complying with all of the following: 1. The ratio of the cross-sectional area, as measured in the plane of the surface, of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0.0004 (0.04%), but less than 0.0012 (0.12%). 2. The metal penetrations of otherwise continuous insulation are isolated or discontinuous (e.g., brick ties or other discontinuous metal attachments, offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure). No continuous metal elements (e.g., metal studs, z-girts, z -channels, shelf angles) penetrate the otherwise continuous portion of the insulation. 3. Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g., brick ties or other discontinuous metal attachments, offset brackets, etc.) of otherwise continuous insulation. In addition, calculations shall be provided showing the ratio of the cross-sectional area of metal penetrations of otherwise continuous Assemblies with continuous insulation (see definition) Alternate option for assemblies with metal penetrations, greater than 0.04% bait less than 0.0846 Alternate option for assemblies with metal penetrations, greater than or equal to 0.08% but Less than 0.1244 R -9.5d R-11.9ci R-13ci R-11_4ci R-14.3ci R-15.7ci R-13.3ci R-16.6ci R-18 zci R-15.2ci R-19.Oci R-21ci R-306 R -3&i R-42ci R-386 R -48d R-53ci R -13+R -7.5d R-13+R-9.4ci R-13+R-10.3ci R-13 +R -loci R-13+R-12.5ci R-13 +R-13.84 R-13+R-l2id R-13 + R-15.6ci R -13+R -17.2c R-13+R-13ci R -13+R -16.3d R-13+R-17.9ci R-19+R-8.5ci R-19 + R-10.6ci R-19 +R -11.7d R-19 +R -loci R-19 + R-17.5ci R-19 +R -19.2d R-19+R-16ei .R-19+R-20ci R-19+R-22ci R -20+R -3.8d R-20+R4.gd R-20.+R-5.3ci R-21 +R -5d R-21 + R-6.3ci R-21 + R -6.9d End of Envelope Requirements Summary Prescriptive Path, pg. 1 ENV -PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 Target Insulation Allowance Prescriptive Compliance Not Selected For Building Department Use Fenestration Area as % gross above -grade wall area 4.1% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM User Note Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R -values per Table C402.1.3 or U -factors / F -factors per Tables C402.1.4 and C402.4. A single project may comply via R -values for some envelope assemblies and U -factors / F -factors for others. Note compliance method taken for each assembly in spaces provided. Building Component Provide plan/detail # of assembly and description R -Value Method for Prescriptive Compliance U-Factor/F-Factor Method for Prescriptive Compliance Cavity Ins. R -Value uonnnuous Ins. (CI) R -Value r° Area or metal Penetrations in Cl2 Assembly U -Factor U -Factor Source3 Roofs 0 0 0 0 a m 2 cc y) N a 7 L 0 U_ Q Opaque Walls - Above Grade15 0 0 0) Fa 2 Wood/Oth5 WALLS BETWEEN PACKAGING AREAS AND TRUCK BAY 21 0 0.0 0.04% 0.079% N u) m 2 FURRING AT EXISITN TILT UP WALLS 13.0 0.0 0.04% - 0.079% 17)c P5 I- 0 Group R Walls15 Tli0 0 N al 2 3elow Grade Wall E E 0 0 ir 0. 0 0 0 w 0 O LL N (1) as 2 m N E 0 Prescriptive Path, pg. 2 ENV -PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 Fenestration Area as % gross above -grade wall area 4.1% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then the project must comply via Component Performance and provide ENV -UA and ENV-SHGC forms. For Building Department Use Building Component Provide plan/detail # of assembly and description R -Value Method for Prescriptive Compliance U-Factor/F-Factor Method for Prescriptive Compliance Perim. Ins. R -Value Full Slab CI R -Value F -Factor F -Factor Source10 Slab -on -grades 0 0 m -o m m Provide ID from door schedule and description Ins. R -Value Assembly U -Factor U -Factor Sourcell Opaque Doors c 0) c rn O 134 155 OVERHEAD DOOR REPLACEMENT 0.380 0.370 MFR MFR Solar Heat Gain Coefficient (SHGC) U -Factor for Prescriptive Compliance Provide ID from window schedule and description rrojection Factor (PF) if applicable12 unemauon (N or SEW)13 Assembly SHGC" Assembly U -Factor U -Factor Source" Vertical Fenestration m 2 0 Z N SEW 0.40 0.40 0.38 0.38 MFR TESTED MFR TESTED Metal, fixed dere ath a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as re 0) rn T rn N a H Miscellaneous - Refrigerated Spaces Provide plan/detail # of assembly and description Ins. R -Value Assembly U -Factor U -Factor Source iv^ N 0 _O LL u Provide ID from window schedule and description Cooler / Freezer Double Pane Glass Triple Pane Glass Inert Gas Filled Heat Reflective Treated Glass 0) c N 0 0 0 c 0 Note 1 - Insulation that is continuous except for fasteners may be entered here if the cross-sectional area of metal penetration through otherwise continuous insulation is less than 0.12/. Note 2 - Alternate prescriptive continuous insulation R -values per Table C402.1.4, Footnote F may be used if the cross sectional area of metal penetrations exceeds 0.04% but is less than 0.12%. Calculations are required to use these alternate R -values. Note 3 - Opaque assembly U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Specify the table number or calculation page number. Note 4 - Thermal spacer blocking and liner system are required for prescriptive R -Value compliance in metal building roof assemblies. Note thermal spacer thickness and R -value in roof assembly description. Note 5 - Intermediate framing is required for prescriptive R -Value compliance in wood -framed wall assemblies. Note 6 - Proposed CMU mass walls in non -Group R that meet Table C402.1.4 Footnote C requirements can enter the target prescriptive U -value of 0.104. Note 7 - Mass transfer slab edges must be covered with an assembly having an overall U -factor of 0.2. Note 8 - Refer to Table C402.1.3, Footnote E for prescriptive R -Value requirement for steel floor joist assemblies. Note 9 - Prescriptive slab -on -grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. Note 10 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 11 - 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 12 - Refer to Equation C4-6 Projection Factor Calculation. Note 13 - N = Oriented within 45 degrees of true north, SEW = All other orientations. Note 14 - Fenestration assembly U -Factor and SHGC 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. Note 15 - List all above -grade Group R mass walls and steel frame walls in Group R Walls section. List commercial above grade walls and all other Group R above grade walls in Opaque Walls - Above Grade. Note 16 - Refrigerated Coolers - All cooler roof, wall and door assemblies shall comply with the prescriptive R -values or U -factors per C410. Enter proposed information under the most similar assembly type. Slab edge insulation for slab -on -grade floors shall comply with C402. Floors that separate a cooler from a non -cooler space (unconditioned and conditioned) shall be insulated per C402. Vertical fenestration (not within cooler doors) shall comply with the prescriptive R -values or U -factors per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 17 - Refrigerated Freezers - All freezer roof, wall and door assemblies shall comply with the prescriptive R -values or U -factors per C410. Enter proposed information under the most similar assembly type. Freezer floor insulation shall comply with C410. Insulation is required under the entire freezer floor. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as and comply with the requirements for a freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as required for a freezer 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 Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 Target Insulation Allowance Fully Conditioned Space - Commercial, Group R, Mixed Use For Building Department Use Calculation Adjustments None Applied Fenestration Area as % gross above -grade wall area 4.1% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM For Stand-alone Projects130.4 Existing -to -remain Areas Vertical Fenestration Net Wall User Note Skylights Net Roof Building 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 1 aai O R= R= R= 0.027 Above Deck Insulation U-0.027 a 03 5 R= R= R= 0.031 1 Metal Building U-0.031 '' cc .o R= R= R= 0.027 1 1 Joist/single rafter U-0.027 r Q R= R= R= 0.021 1 Single raft, attic, other U-0.021 Opaque Walls - Above Grade4,6 I m R= R= R= 0.055 Steel/metal frame U-0.055 .o m R= R= R= 0.052 Metal Building U-0.052 Wood/Oth R= R= R= 0.054 Wood Frame, other U-0.054 M m 2 R= R= R= 0.104 1 Mass Wall U-0.104 "1 IC F R= R= R= 0.200 1 Mass Transfer Deck U-0.20 D o 0 - 0 R= R= R= 0.078 1 Group R Mass Wall U-0.078 Below Grade Walls41 E o 0 R= R= R= 0.104 Assumed to be Mass Wall U-0.104 Group R R= R= R= 0.078 Assumed to be Mass Wall U-0.078 Floors N a R= R= R= 0.031 Mass Floor U-0.031 a E Li- R= R= R= 0.029 1 Joist/Framing U-0.029 Page 1 Subtotal rea UA rea Component Performance Compliance (UA) #N/A Component Performance Path, pg. 2 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 Fenestration Area as % gross above -grade wall area 4.1% Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Building Component Ins. R Plan/Detail # F -factor Source & Table # 8 F -factor Proposed UA x Perimeter = FP(F x P) Target UA F -factor x Perimeter = UA (U x A) Slab -on -grade Unheated R= R= R= 0.540 Slab -On -Grade F-0.54 m = R= R= R= 0.550 1 I 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) Doors6,9 c csi c cn 134,155 MFR DATA 42 #N/A 0.370 42 15.5 Opaque Swing Doors U-0.37 m O OVER HEAD DOORS MFR DATAT 1008 #N/A 0.340 1008 342.7 Opaque rollup & sliding U-0.34 Vertical Fenestrations,,° Non -Metal DOORS IN OFFICE AREA MFR DATA 210 #N/A 0.30 1 210 63.0 Non -Metal Frame U-0.30 Metal, fixed 0.38 Metal Frame, Fixed U-0.38 a 0 Trim 2 0.40 1 1 Metal Frame, Operable U-0.40 Mtl entrance 0.60 Metal Entrance Door U-0.60 w m .T Y cn All Types 0.50 1 All types U-0.50 Refrigerated Space Freezer CI 1 Plan/Detail # Floors 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) `5 a oo d Il ti- R= R= R= 1 Freezer Floor TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Area' UA 1260 #N/A 1260 #N/A Area' UA 1260 421 1260 421 Component Performance Compliance (UA) #N/A Refrigerated Space Windows In Doors 11.12 Plan/Detail # Description cooler / Freezer uouOIe Fane Glass I nple Fane Glass Inert (as Filled Heat Reflective Treated Glass Glazing in Doors `o 0 0 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 be 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 0.104. Note 4 - Semi -heated spaces - For spaces eligible for this wall insulation exception, the UA calculation excludes all wall assemblies. However, wall area values are required to run the window -to -wall ratio calculation. Enter into form all wall types in the semi -heated space. Enter the sf area of each wall type and enter "1" for the U -factor. Note 5 - Mass transfer slab edges must be covered with an assembly having an overall 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 above grade 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. Note 11 - Refrigerated Coolers - Target U -factors for cooler roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F -factors for slab -on -grade floors are per C402. Target U -factors for floors that separate a cooler from a non -cooler space (unconditioned and conditioned) are per C402. Target U -factors for vertical fenestration (not within cooler doors) are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 12 - Refrigerated Freezers - Target U -factors for freezer roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target U -factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab -on -grade or exposed floor, this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In -Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 13 - Stand alone projects - Enter total existing -to -remain sf areas for net above grade walls (including opaque doors), net roof, vertical fenestration and skylights in section provided at top of ENV -UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14 - Addition + Existing, Alteration + Existing, Addition + Alteration + Existing projects - Enter sf areas and estimated U -factors for all existing -to - remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U -factor Source & Table # column. Enter UA information for new addition and altered envelope assemblies in Building Components section. Existing and new information will auto fill into the Vertical Fenestration and Skylight Area Calculation section of ENV -SUM as all NEW. Does not affect calculation results. Building Permit Plans Checklist, pg. 1 ENV 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 -CHK Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 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 budding Department Notes SCOPE na C402.1.1 Low energy spaces Identify low energy spaces 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 Identify semi -heated spaces 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 Identify walk-in and warehouse cooler and freezer spaces on plans C101.4.1 Mixed occupancy Identify spaces with different occupancy requirements on plans Yes C503.2 Change of space conditioning Identify on plans existing unconditioned spaces changing to semi -heated or conditioned space, and existing semi -heated spaces changing to conditioned space; provide calculations for existing and final level of space conditioning, and calculations that demonstrate alteration complies with current WSEC A301, A302 na C505.1 Change of occupancy Identify on plans existing F, S and U -occupancy spaces undergoing a change in occupancy; provide calculations that demonstrate alteration complies with the current WSEC . Identify on plans pre -2002 Group R spaces undergoing a change to a commercial occupancy; provide calculations that demonstrate alteration complies with the current WSEC Identify on plans non -Group R occupancy spaces undergoing a change to Group R; provide calculations that demonstrate alteration 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 G002 If complying via total building 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 G002 Yes C303.1.3 C402.4.3 Fenestration product rating Fenestration products shall be labeled with rated U -factor, SHGC, VT, and leakage rating G002 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; G002 Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered na 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; A401, A402 Indicate framing materials on wall sections; Indicate method of framing for wood construction 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 Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 2015 WSEC Compliance Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 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 G002, A303 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 na 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 A401, A402 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 and 2 story buildings; 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 Increased prescriptive maximum vertical fenestration area with high- Indicate high performance U -factors and SHGC values in fenestration schedules; Indicate if an area -weighted U -factor is used for multiple fenestration elements within the same fenestration category per Table C402.3; provide U -factor calculations 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 na 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 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; G002 Indicate if an area -weighted U -factor is used for multiple fenestration elements within the same fenestration category per Table C402.3; provide U -factor calculations 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 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 ENV-CHK Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 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; for each space identify the space use, floor area, floor to ceiling height, whether skylights are installed, and any exception taken; Provide calculations for percentage of conditioned floor area located within a daylight zone including skylight and eligible sidelight daylight zones; Provide calculations for percentage of skylight area in each space over 2,500 sf, OR; Provide calculations for skylight effective aperture (Equation C4-5) for each space over 2,500 sf; Indicate haze factor of skylight glazing material or diffuser ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED ENVELOPE PERFORMANCE na C406.8 Enhanced envelope performance To comply with additional efficiency package option, demonstrate envelope insulation compliance via component performance; provide ENV- UA / ENV-SHGC compliance forms; verify that building total UA is 15% lower than the Code target UA AIR LEAKAGE na C402.5.1.1 Air barrier construction and sealing Identify location and provide diagram of continuous air barrier in 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 conditioned space by 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 Yes C402.5.5 C403.2.4.3 Outdoor air intakes, exhausts and relief openings Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust openings; M1.01 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 Yes C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors A303 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 location of 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 0.40 cfm/ft2 (1.5 Us*m2) at 0.3 in. wg (75 Pa), 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 building owner. Building Permit Plans Checklist, pg. 4 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 ENV-CHK Revised Oct 2017 Project Title: LOOMIS WAREHOUSE REMODEL Date 01/05/2018 Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes ADDITIONAL EFFICIENCY PACKAGE OPTION - REDUCED AIR INFILTRATION na C406.9 Reduced air infiltration To comply with additional efficiency package option, indicate in project documents that the air barrier test results shall not exceed 0.25 cfm/ft2 (0.94 Us'm2) at 0.3 in. wg (75 Pa); indicate air barrier test report shall be submitted to the jurisdiction and building owner once test is completed ALTERATIONS Yes C503.1 C503.3.1 Roof alteration - insulation For a roof alteration where existing ceiling cavities are exposed, indicate cavities are insulated to full depth at R-3 per inch A402, A403 For a roof covering replacement where insulation is installed entirely above the roof deck, indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 na C503.1 Wall and floor alteration -insulation For a wall or floor alteration (floor over outdoor or unconditioned space) where existing envelope cavities are exposed, indicate cavities are insulated to full depth at R-3 per inch na C503.3.2 Addition of vertical fenestration Where the addition of new vertical fenestration results in total building window-to-wall ratio (WWR) exceeding the maximum allowed per C402.4.1, demonstrate method of compliance (vertical fenestration alternate per C503.3.2, or component performance compliance with target area adjustment for the total building) na C503.3.3 Addition of skylights Where the addition of new skylights results in total building skylight-to-roof ratio (SRR) exceeding the maximum allowed per C402.4.1, demonstrate component performance compliance with target area adjustment for the total building PROJECT CLOSE OUT DOCUMENTATION Yes C103.6.3 Project close out Indicate in plans that project close out documentation is required including documentation applicable WSEC envelope compliance forms and calculations, and requirements fenestration NFRC rating certificates G002 If "no" is selected for any question provide explanation: End of Building Permit Plans Checklist 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all RI Mechanical Summary MECH-SUM Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 2015 Washington State Energy Code Compliance Project Information Project Title: Loomis US - Tukwila, WA Date 1/7/2018 Applicant information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Dept. Use Company Name: Loomis US Company Address: 15450 Nelson Place Tukwila, WA 98188 Applicant Name: Mark Kartchner PE Applicant Phone: 509-922-0383 Project Description Briefly describe mechanical systems in the text box provided ❑ Total Bldg Performance (TBP) This path includes all mandatory provisions per C401.2 Option 2. MECH-SUM, MECH-CHK, and C407 Energy Analysis forms required. in New Building 0 Building Addition B1 Tenant Improvement 0 System Retrofit • No System Changes FILa, Design Load Calculations heating, cooling or includes all applicable El Load calculation summary • ■ MECH-LOAD-CALC Form Provide design load calculations for all mechanical systems and equipment serving the building ventilating needs. if a load calculation summary is provided with the permit documents that compliance information then the MECH-LOAD-CALC form is not required. Mechanical Schedules forms are not required, El Mechanical Plans • MECH-EQ Forms (TBD) Indicate location of equipment compliance information. If provided on plans then MECH-EQ however, include on plans all applicable compliance information listed in MECH-EQ tables. Dedicated Outdoor Air System Requirements and High Efficiency VAV Alternate fire station occupancies) air in a manner that does heating or cooling is required. Exception 1) of DOAS (C403.6, Exception library or fire station) ■ DOAS Is required per C403.6 effective July 1, 2017 (office, retail, education, library and All occupied, conditioned areas shall be served by a DOAS that delivers required ventilation not require space conditioning fan operation. Space conditioning fans cycled off when no • Ventilation provided via natural ventilation per 2015 IMC in lieu of DOAS (6403.6, 0 Ventilation and space conditioning provided by a HEVAV system per C403.7 in lieu • DOAS included in project, although not required (occupancy not office, retail, education, 1 DOAS related allowances included in project: REVIEWED I FOR 0402;4.1:4 with 100%, of ar!ritult`).ifii810E ra "' `7�y"6YV13.asi ■ Prescriptive vertical fenestration maximum area allowance increased to 40%a pper conditioned floor area in building served by DOAS. ,t %-tFiI,F:.� • Exception to air economizerper C403.3 Exception 1, include MECH-ECONO form.p p' Fan Poweri MAR 2 8 ?M10 exceeds 5hp. horsepower threshold. OT I i/ kVA la f Project includes HVAC air distribution systems that provide heating and/or cooling If yes, provide a MECH-FANSYS -SUM tomFr 0 For one or more systems, the total fan motor nameplate hp of all fans in HVACsystem if yes, provide a seperete MECH-FANSYS form for each HVAC system exce"eding the,5 Refer to Section C403.2.11 and MECH-FANSYS-DOC for requirements and exceptlon34 HVAC Hydronic Systems Ell Ikohydrooic systems ❑ Hydronic chilled water ■ Water -loop heat pump • Hydronic heating water • Geothermal 0406 Additional Efficiency Options - Mechanical or air -to -water heat 15% more efficient than have FEQ a 71 and must be required ventilation air in a RECEIVED C �"e D R CE Y E��/l, i�eteTeWON /� IA • C406.2 More efficient HVAC equipment and fan systems Requires 90% of heating and cooling capacity to be equipment listed in tables C403.2.3(1)-(9) pumps and heat recovery chillers. All equipment listed in tables C403.2.3(1)-(7) must be minimum requirements. All stand alone supply, retum, and exhaust fans over 1hp must selected within 10% of maximum total or static pressure. • 0406.6 Dedicated outdoor air system (DOAS) Requires 90% of conditioned floor area to be served by a DOAS per C403.6 that delivers manner that does not require space conditioning fan operation. • C406.7 Reduced energy in service water heating Requires 90% of floor area be in occupancy types listed in C406.7.1 and that 60% CSV provided by heat pump, waste heat recovery or solar water -heating systems. bE800io JAN 092018 PERMIT CENTER 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all RI Mechanical Summary, pg. 2 MECH-SUM Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 2015 Washington State Energy Code Compliance Service Water Heating Systems Equipment Type (s) ❑ Hot water heating tank(s) 0 Instantaneous from space heat boiler or water systems In No service Dedicated boiler • Heat exchange central hot water/steam Distribution Type (s) • Circulation System • On -demand Commissioning Commissioning is required El Mechanical systems If required, commissioning Exceptions to commissioning for: per C408.2 shall be performed requirements: of all mechanical Btu/h heating. Mechanical water heating not required. water heating systems per C408.4 applicable systems regardless of individual equipment capacity. systems in the building do not exceed 240,000 Btu/h commissioning not required. does not exceed 200,000 Btu/h. Service water heating ■ Service for all space conditioning systems system in building • Total output capacity cooling or 300,000 ❑ Capacity of largest service systems commissioning Low Energy and Semi -Heated Spaces (Note 6 and 7 Space Type Location in Plan(s) Space(s) Served Area Served, square feet Heating Capacity, Btu/h (Note 4) Cooling Capacity, Btu/h (Note 5) Peak Space Conditioning Capacity, Btu/h-sf Compliance Check Notes Note 4 - Provide total installed heating output capacity of systems serving Low Energy or Semi -Heated space(s) in btuh. Note 5 - Provide total installed cooling capacity of system serving Low Energy space(s) in Btu/h. Not allowed for semi -heated spaces. Enter 0 if no cooling. Note 6 - Refer to Section C402.1.1 Low Energy Building. Walled peak space conditioning capacity, heating or cooling, may not exceed 3.4 Btu/est Note 7 - Refer to Section C402.1.1.1 and Semi -Heated Space definition in Chapter 2. Total heating output capacity may not exceed 8 Btu/hest Only systems without electric resistance heating and no cooling are eligible for the wall insulation exception under semi -heated. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 5 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Loomis US - Tukwila, WA Date 1/7/2018 The folowing information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicablev Code Section Code Provision Information Required - Must be in permit documents Location In Building Department Equipment - Sizing, Performance and Type NA C403.1 Exempt process equipment Identify equipment to be used In manufacturing, industrial or commercial processes that do not provide space conditioning; Identify provisions applicable to this equipment per C403.1 exception Yes C403.2.1 Load calculations Provide load calculations performed per ASHRAE Std 183 or equivalent, using design parameters per C302 and Appendix C; include bad adjustments to account for energy recovery Yes C403.2.2 Equipment and system sizing Indicate that output capacities of heating and cooling equipment and systems are no greater than the smallest available equipment size that exceeds the calculated bads; note exceptions taken Yes C403.2.3 C403.2.3.2 0403.2.13.1 HVAC equipment performance requirements (efficiency) Provide equipment schedules on plans or complete MECH-EQ forms indicating type, capacity, rated and WSEC minimum efficiencies for all heating and cooling equipment; include supply and OSA cfms and operating hours for all air systems; identify heating and cooling equipment that does not have a corresponding WSEC minimum efficiency (manufacturer rated) Yes C405.8 C403.2.14 Electric motor efficiency List al motors i 1/12 hp (that are not integral to a rated piece of equipment) in the mechanical or electrical equipment schedules on plans; indicate hp, rpm, number of poles and rated etflclency, or exception applied For fractional hp motors (1/12 - 1 hp), indicate whether they are an electronically commutated motor, have rated efficiency of at least 70%, or exception taken For as HVAC fan systems that provide heating and / or cooling, provide system total nameplate hp in MECH-FANSYS-SUM form NA C403.2.11.1 Fan power limitation For a applicable HVAC systems with total fan motor hp > 5hp, verify fan system motor hp or bhp complies with fan power limits per equations in Table C403.2.11.1(1), provide MECH- FANSYS form for each system NA 0403.2.11.2 Motor nameplate hp For all applicable HVAC systems with total fan motor hp > 5hp, Indicate fan motors specified are the smallest available motor hp sae greater than fan bhp. note exceptions taken NA 0403.2.11.3 Fan efficiency For al applcable HVAC systems with total fan motor hp > 5hp, identify in equipment schedule all fans required to comply with fan efficiency grade and indicate rated FEG is t 67, or exception taken; indicate these fans are sized so total efficiency Is within 15% of the fan maximum total efficiency NA 0403.2.11.4 Group R occupancy exhaust fan efficacy For al exhaust fans < 400 dm in Group R occupancies, indicate in equipment schedule the fan flow rate and efficacy (cfm/watt), or exception taken; refer to Table 0403.2.11.4 (CE -57) NA C403.2.13 Variable flow capacity - fans For fan motors t 7.5 hp, indicate method of variable flow control (VSD or equivalent method) In equipment schedule, or exception taken; for equivalent method for an HVAC system refer to HVAC System Controls for additional requirements NA C403.2.3 Maximum air cooled chiller capacity For chiled water plants and buildings with > 500 tons of cooling capacity, indicate air-cooled chiller capacity Is 5 100 tons, or exception taken NA NA C403.4 Large capacity cooling systems For buildings with t 300 tons of cooing capacity, Indicate method of multi -stage or variable capacity control (VSD, multiple staged compressors, or max capacity of any single unit < 66% of the total) NA NA C403.2.3.1 Non-standard water-cooled centrifugal chillers For water-cooled centrifugal chillers not designed for operation at standard conditions, provide calculations documenting maximum fun load and part load rated equipment performance requirements NA NA C403.2.13.1 C403.4.3.2 Centrifugal fan open -circuit cooling towers For open -circum centrifugal fan cooling towers with t 1,100 gpm capacity, indicate cooing towers comply with efficiency requirements for axial fan open circuit tooting towers NA For single boilers with > 500,000 Btu/h capacity, indicate multi -stage or modulating burner NA NA C403.4.2 C403.4.2.5 Large capacity boiler systems For boiler system (single or mullple) with > 1,000,000 Btu/h capacity, indicate turndown ratio per Table C403.4.2.5 and method (multiple single input boilers, modulating boilers, or combination) NA NA C403.2.13 Variable flow capacity - pumps For pump motors t 7.5 hp, indicate method of variable flow control (VSD or equivalent method) in equipment schedule, or exception taken; for equivalent method for a hydronic system refer to Hydronic System Controls for additional requirements NA NA C403.2.3 Gas and oil -fired forced air fumace and unit heaters For forced air fumaces with capacity a 225,000 Btu/h and all unit heaters, indicate in equipment schedule intermittent ignition or IID, flue or draft damper, and rated Jacket loss NA Yes C403.2.4.8 Combustion heating equipment For combustion heating equipment with output capacity > 225,000 Btu/h, indicate modulating or staged combustion control M4.01 NA C403.2.3.3 Packaged electric heating / cooling equipment Verify at packaged electric equipment with > 6,000 Btu/h cooling capacity and any amount of heating Is a heat pump; include in equipment schedules NA C403.2.12 Heating outside a building Indicate systems providing heating in non -enclosed outdoor occupied spaces are radiant systems; refer to HVAC System Controls for additional requirements NA C403.2.7.1 Kitchen exhaust hoods Indicate on plans the type, duty and exhaust air rate of each kitchen hood, refer to HVAC System Controls for additional requirements Yes C403.2.4.3 and Outdoor supply air, exhaust Indicate relief dampers rating, locations of OSA Intake, and exhaust and relief outlet dampers on plans; indicate whether dampers are Class 1 motorized, or gravity and exception taken (include leakage cfm/sf); refer to HVAC System Controls for additional requirements for OSA dampers Yes C403.2.4.3 Indicate Retum air dampers dampers eligible locations of return air dampers that are integral to economizer operation; verify are motorized; indicate whether dampers are Class 1, or within packaged equipment for leakage rating exception (include leakage rating, cfm/sf) NA C403.2.4.3 Stanway dampers and shaft vent indicate location of staiway and shaft vent dampers on plans; verify dampers are Class 1 motorized; refer to HVAC System Controls for additional requirements NA C403.2.4.4 Zone For isolation dampers are locations Controls systems serving areas > 25,000 sf or spanning more than one floor, that include areas that expected to be occupied non -simultaneously; identify isolation zone areas on plans and of associated isolation dampers In HVAC distribution system; refer to HVAC System for additional requirement$ NA 0403.2.3.4 Humidification For economizer, taken cooling systems with humldlicatkm equipment that are also required to have air Indicate humidifier Is adiabati (direct evaporative or fog atomaatlon), or exception 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 8 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washintton State Energy Code Compliance Fomis for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Loomis US - Tukwila, WA [Date 1/7/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (ves.no.nal Code Section Code Provision Information Required - Must be In pemtit documents I Location in Documents I Building Department Notes Additional Efficiency Package Option, More Efficient HVAC Equipment & Fan Performance - Must comply with alt 3 provisions to be eligible NA C406.2.1 C403.2.3 HVAC system selection To comply with additional efficiency package option, calculate the percentage of heating and cooling equipment in the project (based on output capacity) that do not have a corresponding WSEC listed efficiency shall be less than 10% to comply_ NA C408.2.2 C403.2.3 Minimum equipment efficiency To comply with additional efficiency package option, indicate that at listed heating and cooling equipment have a rated efficiency that exceeds WSEC listed efficiency by at least 15% NA C408.2.3 C403.2.11 3 Minimum fan efficiency To comply with additional efficiency package option, Indicate rated FEG of stand alone fans is a 71; indicate these fans are sed so the fan efficiency at design conditions is within 10% of the maximum total or static efficiency HVAC System Controls Indicate locations of thermostatic and humidity control devices and the zones they serve on plans, including perimeter system zones Yes C403.2.4.1 Thermostatic controls (thermostats and humidistats) Where adjacent (neighboring) zones are controlled by separate thermostats (including perimeter systems used to offset heat gain or loss), and are connected by permanent openings > 10% of ether zone sf area, indicate controls configured to prevent adjacent zones from operating in conflicting modes (one in heat, other in cool); applies to adjacent perimeter zones, adiacent nonperkneter zones, and adjacent perimeter and nonperkneter zones If applying Exception 2 to nonperineter zones adjacent to perimeter zones, indicate that setpoints and deadband settings in these zones are coordinated so cooing in a nonperimeter zone does not occur until the temperature in that zone Is 5°F higher than the adjacent perimeter zone temperature in heating NA C403.2.4.1.1 Heat pump supplementary heat Indicate staged heating operation with compression as the first stage of heating and supplemental heating controlled with outdoor lock -out temperature set to 40°F or less YES 0403.2.4.1.2 Deadban4 Indicate zone thermostatic controls configured with 5°F minimum deadband for systems that control both heating and cooling NA C403.2.4.1.3 Setporit overlap restrictionserve If separate heating and cooling systems with separate thermostatic control devices are used to a zone, indicate locations of both thermostatic control devices and the zone they serve on plans (thermostats) indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and cooling YES C403.2.4.2 C403.2.4.2.1 C403.2.4.2.2 Automatic setback and shutdown Indicate zone thermostatic controls configured with required automatic setback and manual override functions, setback temperatures, and control method (automatic time clock or programmable controls); note exceptions taken YES C403.2.4.2.3 Automatic (optimum) start Indicate system controls that adjust equipment start time required to bring each area served up to design temperature lust prior to scheduled occupancy Yes C403.2.4.3 Outdoor supply air dampers Indicate automatic controls configured 10 close OSA damper during unoccupied equipment operation; not inciudkng economizer cooling, night flush or IMC required OSA / exhaust NA C403.2.4.3 Stairway and shaft vent dampers Indicate method of activation of stairway and shaft vent dampers (fire alarm or interruption of power) NA C403.2.4.4 Zone isolation controls For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; indicate controls that allow for independent space conditioning of isolation zones; or exception taken NA 0403,2.12 Heating outside a building Indicate occupancy sensing or timer switch controls configured to automatically shut off heating system when area served Is unoccupied NA C403.2.4.5 Snow melt systems Indicate automatic controls configured to shut off system when pavement temperature exceeds 50°F and no preclpttatlon is falling, and when outdoor air temperature exceeds 40°F NA 0403.2.4.8 Freeze protection system controls Indicate automatic controls to shut off system when outdoor temperature exceeds 40°F, or conditions protect fluid from freezing NA C403.2.4,9 Group R1 hotel! motel guest rooms least For hotels and motels with over 50 guest rooms, indicate automatic controls serving guest rooms that are capable of setback (heating) and set-up (cooling) of temperature setpoint by at 5°F; indicate control method - activated by room entry or occupancy sensor 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 7 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State EnerzCode Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Tide: Loomis US -Tukwila, WA Revised January 2017 Date 1/7/2018 The following Information is necessary to check a permft application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Code Section Code Provision Information Required - Must be in permit documents Location In Building Department C403.2.4.10 0403.2.4.11 Group R2 / R3 dwelling units, Group R2 sleeping units For primary space conditioning system, indicate 5-2 programmable thermostats capable of two setback periods per day; for all thermostats Indicate purpose (heating only, cooling only, or both), required temperature ranqe and at minimum a 10°F deadband; or exception taken u _ Indicate method of ventilation air delivery (natural or mechanical) for each zone Yes ��6 C403.2.11..11. 4 Ventilation If mechanically delivered, indicate that systems are configured to provide not more than 150% of, but at least the minimum required volume of outdoor alt to each zone per IMC, ASHRAE 62.1 or other applicable code (WAC, OSHA, etc); or exception taken If delivered via natural ventilation, identify required elements per iMC including minimum openable area to the outdoors or qualifying adloNing spaces YES C403.2.6.2 Demand controlled ventilation Identify spaces > 500 sf with occupant load > 25 people/1,000 sf per IMC; for each space indicate whether it is served by an HVAC system with total design OSA > 3,000 cfm, and / or the system has airside economizer or automatic modulating OSA dampen indicate OSA controls are configured to provide demand controlled ventilation or provide supporting documentation for applied exception NA C403.2.6.3 Occupancy sensors For gyms, classrooms, auditoriums and conference rooms > 500 sf, indicate occupancy -based OSA control when space is unoccupied and method (closes OSA damper or shuts -off equipment); or alternate means provided to automatically reduce OSA when space is partially occupied NA C403.2.6.4 C403.2.6.4.1 Enclosed loading dock ventilation For enclosed loading docks, indicate ventilation / exhaust system method of activation (gas detection system for CO and NO2, or occupancy sensors), and control method (staged or modulating) NA C403.2.6.4 C403.2.6.4.2 Enclosed parking garage ventilation For enclosed palling garages, indicate ventilation / exhaust system activated by gas detection system for CO and NO2, and control method (staged or modulating); or exception taken NA C403.2.7.1 Kitchen hoods Provide calculations that show a balanced accounting of total kitchen exhaust (include an hoods) with % of: supply air, transfer air from adjacent spaces, and make-up air; 11 apptcabie, indicate that direct make-up air to each hood does not exceed 10% of hood exhaust exhaust For kitchens with total hood exhaust exceeding 2,000 dm, indicate exhaust air rate per Table C403.2.7.1 and comp/lance method (DCV, energy recovery, or transfer air that would otherwise be exhausted) NA C403.2.7.2 Laboratory exhaust systems Refer to Systems Requiring Energy Recovery for requirements NA C403.2.13 Variable flow capacity - HVAC system fans For HVAC fan motors s 7.5 hp, indicate method of variable flow control (VSD, or equivalent control method that reduces design air volume by 50% at 1/3 static design pressure); note exception taken NA C403.3.1 DX air handler variable cooling control Integrated For DX air handlers with economizer and cooling capacity t 65,000 Btu/h, indicate number of cooling stages provided and method (multiple compressors and / or variable speed compressors); indicate minimum displacement (capacity reduction) as % of full load (Under Economizer) Indicate control method (cooling capacity controlled in response to space temperature, space temperature controlled by modulating suppN airflow, or both) For DX air handling units with cooling capacity a 65,000 Btulh and evaporative and chilled water air handling units with fan 2 0.25 hp, indicate whether system is single zone or multiple zone and related control method (cooling capacity controlled in response to space temperature, space temperature is controlled by modulating supply airflow. or both) NA C403.2.11.5 Fan airflow control For mechanical cooing systems (Includes DX and chilled water coils) that control cooling capacity in response to space temperature - Provide a minimum of two stages of fan control; indicate minimum fan speed is 5 66% of full speed drawing 5 40% of full speed fan power during periods of low cooling or ventilation only temperature to fan For other mechanical cooling systems (includes DX and chilled water coils) that control space by modulating airflow (In lieu of. or in addition to, controlling capacity in response space temperature) - Provide fan controls for modulating supply airflow, indicate minimum speed is 5 50% of full speed drawing 5 30% of full speed fan power during periods of low coolino or ventilation only: or exception taken Provide central and zone level DDC controls as required based on system application, capacity or size thresholds and other qualification per Table C403.2.4.12.1 C403.2.4.12 DDC system capabilities Identify araohical an DDC system input / output control points; indicate capability for trending and display Ducting Systems C403.2.8.1 Indicate on plans that alt ductwork is constructed and sealed per IMC Yes C403.2.8.3 Duct construction For OSA ductwork, also Indicate on plans that ductwork meets as leakage requirements per C402.5 and vapor retarder requirements per the IBC YES 0403.2.8.3 Duct pressure classifications Identify location of low, medium and high pressure ductwork on plans NA C403.2.8.3.3 High pressure duct leakage test Indicate high pressure duct leakage testing requirements on plans; provide test results to jurisdiction when completed 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 8 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and a9 R1 Revised Janua Protect Title: Loomis US - Tukwila, WA Date 1/7/2018 The following Information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable vgs.(rp.nal Code Section Code Provision Information Required - Must be in permit documents Location in curgenJs� Building Department Nolo For supply and retum ductwork located in unconditioned space or outdoors, indicate R -value of insulation on ductwork on plans; identify climate zone; note exceptions taken YES 0403.2.8.1 C403.2,8.2 Dud insulation For supply ductwork located in conditioned space, identify if design supply temperature is < 55°F or> 105°F and indicate R -value of insulation on this ductwork on plans; note exception taken _plans For OSA ductwork, shafts and plenums, indicate R -value of insulation on these elements on per Table C402.1.3 for steel -framed walls: note exception taken Piping Systems NA C403.2.9 Piping insulation indicate design temperature range of fluid conveyed in piping and thickness of insulation (in inches) on hydronlc piping plans, or exception taken NA C403.2.9.1 Piping insulation exposed to weather Indicate method of protection of pipe insulation from damage / degradation on hydronic piping plans Economizers Identify in equipment schedules on plans or in MECH-EQ forms at cooling systems requiring air economizer controls NA C403.3 Air economizer required Provide MECH-ECONO form indicating systems utilizing air economizer exceptions, including those wigs waterside economizer in lieu of air economizer, indicate on plans eligible exception(s) taken and measures to comply with exception(s) NA C403.3.1 Integrated economaer operation - air and water Indicate arc and water -side economizers are configured for partial cooling operation even where additional mechanical cooling is required to meet the load NA C403.3.2 Economizer heating system impact - air and water Verify control method of HVAC systems with economizers does not increase building heating energy usage durtnq normal operation NA C403.3.3.1 Air economizer capacity Indicate modulating OSA and retum alt dampers are configured to provide up to 100% OSA for cooling NA C403.3.1 C403.3.3.2 Integrated air economizer Verify mechanical cooling controls are interlocked with air economaer controls so the outside air damper remains In 100% open position when mechanical cooling is also required to meet the cooing bad until the leaving at temperature is < 45°F For systems with coating capacity t 65,000 Btu/h, verify that control of economaer dampers is not based only on mixed air temperature; or exception taken NA C403.3.3.3 Air economizer high Ionil controls Indicate high limit shut-off control method and required high limit per Table 0403.3.3.3 NA C403.3.4.1 Water economizer capacity For eligible systems where water -side economizer may be provided in Neu of air economaer, Indicate system is capable of 100% design cooling capacity at 50°F db/45°F wb OSA temperatures NA C403.3.4.2 Water economizer maximum pressure drop Indicate pressure drop across precooling coils and heat exchangers in water economizer system do not exceed pressure drop limit NA 0403,3,1 DX air handling equipment control For DX air handlers with economizer and cooling capacity t 65,000 Btu/h, refer to HVAC System Controls for requirements NA 0403.2.4.7 DX equipment economizer fault detection and diagnostics For DX air handlers with economizer and cooling capacity 2 54,000 Btu/h, provide a fault detection and diagnostics (FDD) system to monitor economizer system operation and report faults > .. - -- — Systems Requiring Energy Recovery Energy For systems with design OSA > 5,000 dm, or design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations NA 0403.5.1 recovery (ER) - ventilation /exhaust systems For rooms served by multiple systems with aggregate design OSA > 5,000 cfm, or aggregate design supply air cfm and % OSA exceeding the values in Tables 0403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations Indicate ER rated effectiveness that increases OSA enthalpy by t 50% based on delta between OSA and retum air enthalpies at design conditions NA 0403.2.7.2 Laboratory exhaust systems (energy recovery) For buildings with total lab exhaust > 5,000 dm, indicate method of energy recovery used to pre -condition laboratory make-up air; ER effectiveness (min 25°F); or alternative method per exception NAV exhaust. semi -conditioned makeup. or GERM calculation) NA C404.10.4 (under Pools and permanent spas exhaust systems For buildings with pools or spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); or exception taken C404.11) (energy recovery) Indicate ER system has the rated effectiveness and Is configured to decrease the exhaust air temperature at design conditions by a 36°F Energy recovery - For buildings with on-site steam heating systems, indicate condensate water ER NA 0403.5.2 steam condensate systems For buildings that use off-site generated steam where condensate is not retumed to the source, Indicate on-site condensate water ER 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 9 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Fors for Commercial Buildings including R2 & R3 over 3 stories and alt R1 Revised Janua. Project Title: Loomis US - Tukwila,WA !Date 1/7/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable ( no., a) y@$ Q Code Section Code Provision Information Required - Must be in permit documents Location in Ip ocuments Budding Department _Votes NA C403.5.3 Energy recovery - For buildings with food service, meat or deli departments that have a 500,000 Btulh of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy (service water heating, space heating. or dehumidification reheating) cooler / freezer condensers For buildings with 2 40,000 sf conditioned floor area and with 2 1,000,000 Btu/h of remote refrigeration capacity for coolers /freezers, indicate condenser ER and use of captured energy for service water heating and also for space heating, or dehumidification reheating NA C403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design service hot water load > 250,000 Btu/h, indicate condenser ER to pre -heat service water, or exception taken. Provide calculations showing the amount of recovered heat that is uthzed W0% of peak heat reiedigUoad pr pre heat rvice wales r to 85°Fl Hydronic System Controls NA C403.2.13 C403.4.2.7 Variable flow control - hydronic For hydronic system pump motors 2 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires a 30% design wattage at 50% design fluid flow); note exception taken system pumps Identify whether hydronic coils have DDC controls and associated manner of pump speed control (differential pressure, zone hydronic demand, etc)_ For boilers that provide building heating, indicate controls that provide heating water temperature setback based on outdoor temperature NA C403.2.5 C403.4.2.4 Hydronic system setback load For heating and chilled water systems a 300,000 Btu/h, indicate systems are configured to automatically reset supply water temperature based upon demand; or exception taken. If system pump motor hp a 3 hp, also indicate controls automatically reduce flow by 2 50%. and part controls For chilled water systems (a 300,000 Btu/h, pump motor hp a 3 hp) that serve water-cooled unitary air conditioners, indicate VSD or staged pumps in chilled water system and heat rejection bop that reduce pump flow so that one control valve is nearly wide open, or to maintain a minimum differential pressure; or exception taken NA C403.4.2 Boiler sequencing indicate automatic controls that sequence operation of multiple boilers NA C403.4.6 Hot gas bypass limitation For cooling equipment with hot gas bypass, provide either multiple step unloading or continuous capacity modulation; indicate bypass capacity per Table C403.4.6 NA C403.4.2.2 Two -pipe changeover systems Indicate changeover deadband (min 15°F), heating / cooling mode scheduling and changeover temperature range (limit 30°F) NA C403.4.2.6 Chiller / boiler plant pump isolation Indicate controls are configured to automatically reduce overall plant flow and shut-off flow through individual chillers and boilers when not In use NA 0403.2.13.1.1 C403.4.3.1.1 Heat rejection equipment - For cooling towers with fan motors 2 7.5 hp, indicate VSD and method to adjust fan speed (adjusted based on leaving fluid temperature or condenser temperature /pressure of heat rejection device) C403.4.3.1.2 variable flow control For multiple-celt heat rejection equipment with VSD, indicate controls that ramp alt fans in unison NA C403.4.3.3 Heat rejection equipment - cooing tower flow tumdown Indicate open -circuit cooling towers with multiple pumps or VSD control are designed so alt ceps can be run in parallel NA C403.4.2.3.1 Water bop heat pump - deadband Indicate capability of central equipment to provide minimum 20°F water supply temperature deadband between heat rejection and heat addition modes; or exception taken NA C403.4.2.3.2.1 Water imp heat pump - heat rejection equipment, Zone 4 Indicate type of cooling tower (open- or closed-circuit) In equipment schedule; indicate method used to limit system heat loss when heat rejection is not needed NA C403.4.2.3.2.2 Water loop heat pump - heat rejection equipment, Zone 5 For open- or closed-circuit cooling towers, provide a heat exchanger that separates the cooling tower and heat pump loop NA C403.4.2.3.3 isolation Water loop heat pump - valves For hydronic heat pump systems with total system power > 10 hp, indicate 2 -way isolation valves preach heat pump and variable flow system control Dedicated Outdoor Air Systems (DOAS) - Optional through 6/30/16, Prescriptive 7/1/2016 NA C403.6 C403.6.3 Dedicated outdoor air systems For buildings with office, retail, education, library and fire station spaces, identify these spaces on plans; indicate that ventilation air in each occupied space is provided via a DOAS system; or document compliance with C403.6.3 impracticality; or exception taken (buildings complying with C402.4.1.4 or C406.6 may not utiflze exceptions) NA 0403.6.1 Energy recovery ventilation DOAS withdelta For all DOAS systems, indicate exhaust alt ER method; or exception taken with supporting calculations. Indicate ER rated effectiveness that increases OSA enthalpy by a 50% based on between OSA and return air enthalpies at design conditions. NA C403.6.2 Heating / cooling system Indicate equipment associated with the delivery of zone level heating and cooling (fans, hydronic pumps, primary air dampers, etc) are configured to shut off, and central equipment is configured to tum down, when there is no call for heating or cooling in the zone they serve controls with DOAS If applying Exception to heating / cooling fans used for alr mixing in the space during deadband periods, include fan watts per cfm In equipment schedule 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and aII R1 - Page 10 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Enerav Code Compliance Forms for Commercial Buildings includlna R2 & R3 over 3 stories and alt R1 Revised Janua Project Title: Loomis US - Tukwila, WA Date 1/7/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (Y4ckanompl,,.._. Code Section Code Provision Information Required - Must be in permit documents Location in Documen Building Department Nom NA C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestrati9g.tlr Indicate that alt occupied, conditioned spaces are served by a DOAS per C403.6 _ Additional Efficiency Package Option, Dedicated Outside Air Systems (DOAS) NA C406.6 Building provided with DOAS To comply with additional efficiency package option, indicate that 90% or more of all occupied, QOndiionest sre Ws areerved by a_POAS per 0403.6 Multiple Zone Air Systems NA C403.4.4 Air systems serving mukipie zones Identify supply air systems serving multiple zones and the zones they serve on plans; indicate whether system is VAV and method of primary air control; or provide supporting documentation for applied exception to VAV Provide equipment schedules on plans or MECH-EQ form that list all VAV air terminals and types NA C403.4.4 VAV systems serving multiple zones For each air terminal include: maximum airflow rates for primary supply air during zone peak heating and zone peak cooling; maximum airflow during reheating, recooiing or mixing; minimum airflow rate to maintain required ventilation, and the basis for these values; if IMC or ASHRAE 62.1 multiple zone equation is basis for minimum flow rates, provide calculation on plans NA C403.4.4.1 Single duct VAV terminal units Indicate single duct terminal units are configured to reduce primary supply air before reheating or mooring NA 0403.4.4.2 Dual duct systems - terminal units For systems with separate warm air and cool air ducts, indicate terminal units are configured to reduce the flow from one duct to minimum before mixing with air iron the other duct VAV system stalk Indicate locations of duct static pressure sensors on plans; include at least one sensor per major duct branch; verify controller setpoint pressure at each sensor is s 1.2 Inch wg. NA C403.4.1.1 C403.4.1.2 pressure sensors - sensors and DDC set points For systems with zone level DDC, indicate controls are configured to monitor zone damper positions and reset static pressure setpoint based on the zone requiring most pressure; include control logic that automatically detects and generates an alarm if any zone excessively drives reset Ionic, and allows buldina operators to exclude zones from reset logic NA C403.4.4.3 Multiple -zone VAV system ventilation optimization controls taken For systems with zone level DDC controls, indicate controls are configured to automatically reduce outdoor airfiow in response to changes in system ventilation efficiency, or exception NA C403.4.4.4 VAV system supply air reset Indicate controls automatically reset supply alt temperature in response to building loads or outdoor air i?m. tutre', or ercottorj taken . _ Y Multiple Zone HVAC Systems, High Efficiency VAV - Required for systems utilizing C403.6 DOAS Exception 2, must comply with all 16 provisions NA C403.7, Item 1 Air economizer Indicate system Is configured for 100% air economizer operation and complies with all related economizer requirements per C403.3 (without economizer exceptions) NA C403.7, Item 2 Direct digital controls (DDC) Provide DDC controls for al components of system; identify all DDC system input 1 output control points; Indicate capability for trending and graphical display NA C403.7, Item 3 Outdoor airflow measurement and reduction For systems with minimum OSA > 2,500 cfm, indicate outdoor airflow monitoring station that measures OSA Intake under all load conditions; Indicate control sequence that increases or reduces system OSA cfrn based on VAV terminal feedback of ventilation efficiency (per C403.4.4.3 without exceptions) or DCV (per C403.2.6.2) NA C403.7, Item 4 Supply airflow measurement For systems with minimum OSA > 2,500 cfm, indicate supply airflow monitoring station capable of measuring supply air delivered to VAV terminals under all load conditions NAwhichever C403.7, hem 5 Zone isolation and maximum area served Verify maximum area served by a single HEVAV system is s 50,000 sf, or one entire floor, is greater, in addition if a system serves > 25,000 sf, that Includes areas that are expected to be occupied non -simultaneously, indicate zone isolation controls per 0403,2.4.4 NA C403.7, Item 6 Interior / exterior zone temperaturePPly air Verify that VAV terminals serving iderlor cooling driven loads are sized per design supply air temperature that Is 5°F higher than VAV terminals serving exterior zones NA C403.7, Item 7 Maximum air terminal inlet velocity Identify air terminals with minimum primary airflow setpoints > 50% of maximum setpoint in equipment schedule or MECH-EQ form; indicate air terminal inlet velocity does not exceed 900 fpm NA C403.7, Item 8 Sequence of operation Indicate DDC system sequences of operation are designed and configured per ASHRAE GPC 36 NA C403.7, Item 9 Maximum allowable system brake horsepower Verify fan system bhp is S 90% of the bhp limit per Option 2 equation in Table C403.2.11.1(1), provide MECH-FANSYS form for each system NA C403.7, Item 10 Fan -powered terminal unit motor and control Indicate at series andparallel terminal fans have electronically commutated motors; indicate DDC control system is configured to vary air terminal fan speed as a function of the load; indicate fan speed during periods of low heating, low cooling, or ventilation only is s 66% of peak deslon air flow or provide supporting documentation for applied exception 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stones and all R1 - Page 11 of 20 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Enemy Code Compliance Forms for Commercial Buiidanas including R2 & R3 over 3 stones and all R1 Revised Janu Project Title: Loomis US - Tukwila, WA 1Date 1/7/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes.no.to) Code Section Code Provision Information Required - Must be In permit documents _ __ Location in Building Department NA 0403 7 nem 11 Application of single duct and fan -powered terminal units .ao Indicate VAV terminal types on pians; verify fan -powered terminal units only serve perimeter zones with envelope bads; verify all other zones are served by single duct terminal units _.-motes _ _ NA C403.7, nem 12 Fan powered terminal unit primary air reset Indicate DDC controls are configured to automatically reset the primary supply air cfm setpoint of al fan -powered terminal units to the minimum required to maintain ventilation during occupied heating or deadband, based upon the VAV air handling unit OSA ventilation fraction NA C403.7, Item 13 High occupancy space controls For spaces > 150 sf with occupant density 2 25 people / 1000 sf, indicate space is served by a dedicated terminal unit with DCV control that resets terminal unit ventilation setpoint; also Indicate occupancy sensor control that automatically reduces minimum ventilation to zero and sets back room heating and cooling setpoints by t 5*F NA C403.7, Item 14 Dedicated HVAC systems For server, electronic equipment, telecom or similar spaces with cooling bMt, > 5 f, indicate spaces are served by independent HVAC systems that are separate from HPVAV systems serving rest of building; indicate dedicated HVAC systems have air economizer controls or energy recoveryper C403.3 Exception 9 - Indicate whether systems are served by a high efficiency heating water plant, or a high efficiency chilled water plant NA C403.7' Central efficiency 11 complying via high efficiency heating water plant: Indicate all VAV terminals have hydronlc heating cots served by heating water system with either gas-fred boler(s) with thermal efficiency a 90%, air -to -water heat pumps, or heat recovery dhlllaers Item 15 plant If complying via high efficiency chilled water plant: Indicate all VAV air handlers have cooling coils served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25% per Table C403.2.3(7) (note water-cooled IPLV Is max, all others are min); indicate smallest chiller or compressor in plant Is s 20% of total plant capacity, or provide thermal storage sized for 5 20% of total plant capacity C403.7, Item 16 Fault detection and diagnostics Indicate DDC system includes a faun detection and diagnostics (FDD) system configured to monitor operation and provide faun reporting of required parameters for all VAV alt handlers and YAV air terftinal units in the HpvA1( system HVAC Equipment Energy Use Metering NA C409.3.1 HVAC equipment energy use metering For new buildings > 50,000 sf and building additions > 25,00 0 sf, verify energy use metering of all equipment used to provide space heating and cooling, dehumidification and ventilation will be orovided oer x409: indlcate eauioment el giblleiar exceptkm Documentation and System Specific Requirement To Support Commissioning Scope Indicate that all mechanical systems, equipment, and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned; NA 0408.2 of mechanical systems commissioning For buildings with t 240,000 BSAtotal output cooling capacity ort 300,000 Btu/h total output heating capacity, indicate that all mechanical systems regardless of individual capacity are required to be commissioned; or provide building heating / cooling capacity calculation demonstrating eligiblliiy for exception Indicate In plans and specifications that Cx per C408 Is required for all applicable mechanical systems; NA C403.2.10 C408.1.1 C408.1.2 C408.1.4.2 Commissioning requirements in construction documents Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activities, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of Interest plan (if required); C103.6 Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner Prior to the final mechanical inspection. Yes 0408.2.2 Air system and hydropic system balancing Indicate in plans that air and fluid flow rates shall be tested and balanced within the tolerances defined in the specifications; indicate systems shall be balanced Ina manner to first minimize throttling losses, then adjusted to meet design flow conditions No C408.2.2.1 Air system balancing devices Indicate devices that provide the capability to balance all supply air outlets, zone terminals and air handling equipment requiring system balancing No C408.2.2.2 Hydronic system balancing devices Indicate devices that provide the capability to isolate, balance and measure flow across aN hydronlc equipment requkinq system balancing including heating and cooling coils and pumps NA C408.2.3 Functional performance /t sting crftpri6_ Identify in plans and specifications the intended operation of ail equipment and controls during aQ moles of ogerpjlon, IOptrstkig j6tef-.2inp between new jand existinp-t2-r ylaig;:Y eIn •- . . . .. _ _ _ . _ _ .. _ Project Close Out Documentation YES C103.6 Documentation and project close out submittal requirements Indicate in plans that project close out documentation and training of building operations personnel is required for ailmechanical components, equipment and systems govemed by this code; indicate close out documentation shall include: record documents, O&M manuals, aooficable WSEC comollance forms and calculations 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 12 of 20 Service Water Heating Permit Plans Checklist SWH-CHK 2015 Washington State Enemy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and al R1 Revised Janu Project Title: Loomis US - Tukwila, WA 'Date 1/7/2018 The following information is necessary to check a permit application for compliance with the meo haniciai systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable D0 00,P) Code Section Code Provision Information Required�Must be In permit documents Locetlon to j7�cyrQgnts Guiding Department -- __-, ._. . _ _ _ Equipment - Sizing, Performance and Type NA C404.2 SWH equipment type and efficiency Provide equipment schedule on plans Indicating type and capacity; indicate efficiency complies with required federal standard NA 0404.2.1 High Input -rated SWH systems For individual SWH equipment serving an entire building with 2 1,000,000 Btu/h capacity, indicate thermal efficiency a 90%; or exception taken For buildings with aggregate capacity of at SHW equipment 2 1,000,000 Barth(exclude < 100,000 Btu/h equipment from threshold calculation), indicate average capacity weighted thermal efficiency 2 90%; or exception taken If applying Exception 1 for site -solar or site -recovered energy, provide calculations and source of annual service water heating energy use estimate NA C404.4 Heat traps Indicate piping connected to equipment have heat traps on supply and discharge NA C404.5 Insulation under electric water heater _ For electric water heaters located in unconditioned spaces or on concrete floors, indicate R-10 insulation under a_guipn qnt _ _ - u Piping Systems YES C404.8 Insulation of piping Indicate thickness of piping insulation on plans per Table C403.2.9; verify insulation is provided - from the water heater to the final fixture in a line, from the Inlet / outlet piping at water heater to heat trap (up to 8 feet), and on piping that is heat traced; note exceptions taken YES I.— .. C404.3 Efficient SWH supply piping Indicate method of compliance on plans for all piping runs connecting service hot water source to hot water fixture (maximum pipe length or maximum pipe volume method per Table ft04, .1j: groyide caJcujatjops fgr ell olpingruge,d lumen ithe tojal length end / ojyok,(me - Service Water Heating System Controls NA C404.7.1 C404.8 Heated water circulating systems For circulation systems with dedicated retum piping, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand and when the desired water temperature is met For circulatlon systems with cold water supply piping serving as the retum, indicate controls are configured to automaticaly start pump based on demand for hot water and shut-off pump when there Is no demand, or when temperature of water entering the cold water supply pipe is 2 104°F NA C404.7.2 Heat trace system controls For heat trace systems provided to maintain temperature of service hot water in piping, indicate controls are configured to de -energize system when there is no demand for hot water and when the desired water temperature is met NA C404.7.3 Controls for hot water storage For systems with separate water heater and storage tank, Indicate controls are configured to limit operation time of pump after end of heating cycle to s 5 minutes NA 0403.2.13 C403.4.2.7 Variable tow control - For SWH, pool / spa and pressure boosting pump motors 2 7.5 hp, Indicate method of variable flow control (VSD or equkralent method that requires 2 30% design wattage at 50% design fluid Clow); note exception taken pumps Identify basis of pump speed control (differential or static pressure setpoint, pressure, zone WI OMEN, 4tcL. , - - __. _ _ . _ _ Pools and Permanent Spas - Equipment and Controls (Sections are under C404.11) NA C404.10.1cy Pool heating equipment efficien Provide equipment schedule on plans indicating type and capacity for all pool heating equipment; Indicate efficiency complies with required federal standard; for heat pump water heaters indicate COP 2 4 NA C403.2.13 Variable flow control - pumps Refer to Service Water Heating System Controls NA C404.10.1 C404.10.2 Pool heater on / off controls indicate automalc on / off control based on scheduling and readily accessible on / off switch on heater that operates independent of thermostat setting; note exceptions taken NA C404.10.3 For all pools and in -ground permanent spas, indicate a vapor retardant cover on plans Pool covers For a1 pools and In -ground spas heated to > 90°F, indicate cover shall Include insulation 2 R- 12 NA 0404.10.3 Pool assembly insulationFor provided a1 pools and in -ground spas heated to > 90°F, Indicate on plans that sides and bottom are with insulation 2 R-12 NA C404.12 portable Energy consumption of indicate spas portable spa compiles with Association of Pool and Spa Professionals APSP-14 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 13 of 20 Energy Recovery (ER) Systems - Service Water Heating and Pool Systems NA 0404.10.4 (Section under Pools and permanent spas exhaust systems For buildings with pools or permanent spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); or exception taken 040411) (energy recovery) Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by t 36°F NA C403.5.3 Energy recovery - For buildings with food service, meat or deli departments that have 2 500,000 Btu/h of remote refrigeration capacity for coolers /freezers, indicate if condenser ER will be used to pre -heat service water cooler / freezer condensers For buildings with t 40,000 sf conditioned floor area and with t 1,000,000 Btu/h of remote refrigeration capacity for coolers /freezers, indicate if condenser ER will be used to pre -heat service water NA C403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and > 1,500,000 Btu/h of heat rejection capacity and design SWH load > 250,000 Btu/h, indicate condenser ER to pre -heat service water, or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre -heat service water to 85°F). NA C404.10 Drain water heat recovery units For systems incorporating drain water ER, indicate system design complies with CSA 855.2 (or GSA 5§.1 for Gnaw? R):Jndjcite a 1: i waterside PIMS,wre bs5 at esjgn tiow is < si Service Water Heating Energy Use Metering NA C404.9 SWH energy usage in dwelling units For Group R-2 multi -family buildings with central SWH systems, provide metering of hot water energy usage per dwelling unit; Indicate metering and data reporting method NA C409.3.2 SWH equipment energy use metering For new buikilogs > 50,000 sf and building additions > 25,000 sf, with total SWH equipment caper:4 2 50 kW (t 170,600 Btu/h), verily energy use metering of all SWH equipment will be provided Der C409 Additional Efficiency Package Option, Reduced Energy Use In Service Water Heating - Must comply with both provisions to be elig Q ble NA 0406.7.1 Eligible building type To comply with additional efficiency package option, verify that 2 90% of the conditioned floor area of the building is one or more of the occupancies identified in this section, OR; Provide whole building energy analysis per C407 that demonstrates the SWH load in the building is t 10% of total building energy loads C406.7.2 To comply with addlllonal efficiency package option, provide documentation that verifies 2 60% of building annual SWH energy is provided by high efficiency sources (heat pump water heater with COP 2 3, waste heat recovery, solar water -heating system); NA C403.5.4 Load fraction For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design service hot water bad > 250,000 Btu/h (per C403.5.4); provide documentation that verifies t 100% of building annual SWH energy Is provided by condenser energy recovery or other higkefficienyy squrye Documentation and Specific System Requirements to Supporting Commissioning Scope of service water Indicate that at SWH equipment and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned;+D7 NA C408.4 heating systems commissioning For buildings where the largest SWH system has 7 200,000 Btu/h total output capacity, indicate that all SWH systems regardless of individual capacity are required to be commissioned. Scope Indicate that at pool and permanent spa water heating systems regardless of Individual capacity are required to be commissioned; NA 0408.4.1.3 of pool and permanent spa systems Indicate that energy recovery equipment that heats pool water regardless of capacity Is required to be commissioned; commissioning Identify all pool heating and energy recovery equipment and controls that the WSEC defnes as being capable of and / or configured to perform specific functions. Indicate in plans and specifications that Cx per C408 is required for all applicable service water heating systems; YES C404.13 C408.1.1 0408.1.2 C408.1.4.2 Commissioning requirements in construction documents Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activates, responsibilities of the Cx team, schedule of activities including verification of project dose out documentation per C 103.6, and conflict of interest plan (if required); C103.6 Include In general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the flat mechanical inspection. YES C408.4.1 Functional performance testina criteria Identify in plans and specifications the intended operation of at equipment and controls during all modes of operation. including jnterfacina between new and existing -to -remain systems Project Close Out Documentation YES C103.6 Documentation and project close out submittal requirements Indicate in plans that project close out documentation and training of binding operations personnel is required for at SWH components, equipment and systems governed by this code; indicate close out documentationshall include: record documents, O&M manuals, applicable YiriSF.CSA1PPIlap ,f9m3s al)d GaJcutong 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan System Power Allowance MECH-FANSYS-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings inducing R2 & R3 over 3 stories and all R1 Rev Project Tide: Loomis US - Tukwila, WA Date 1/7/2018 For Building Dept. Use HVAC Air Distribution System Schedule List all HVAC systems that have the capability to provide heating and/or cooling to the spaces they serve. System or Primary Supply Fan ID Speed Control (Note 1) Description (Note 2) System Total Nameplate HP (Note 3) Fan Power Calculation Required (Note 4) RTU -1 CV RTU 1 No RTU -2 CV RTU 1 No RTU -3 CV RTU 1 No EF -1 CV VEHICLE EXHAUST SYSTEM 1 No EF -2 CV VEHICLE EXHAUST SYSTEM 1 No EF -3 CV VEHICLE EXHAUST SYSTEM 1 No EF -4 CV VEHICLE EXHAUST SYSTEM 1 No EF -5 CV VEHICLE EXHAUST SYSTEM 1 No EF -6,7 CV RESTROOM EXHAUST 1 No EF -8,9 CV RESTROOM EXHAUST 1 No Note 1- Constant Volume (CV), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per 0403.2.11.1 Exception 1. Single zone VAV systems shall comply as CV. Note 2 - Describe system type and list all fans (or groups of fans) associated with the delivery and removal of conditioned air by the system. Include all supply, retum/relief, exhaust and exhaust hoods (>1 hp), make-up air, dedicated outside air (DOAS), booster fans, and series fan -powered terminals. VAV parallel fan powered terminals and economizer relief fans do not need to be included if the fans do not operate at peak conditions. Note 3 - Enter the total nameplate hp of all fans associated with the delivery and removal of conditioned air by the system. Note 4 - This form automatically identifies whether a MECH-FANSYS form is required to demonstrate compliance with the fan power allowance (Yes), or this information is not required because the system has a combined total nameplate motor hp that is 5 hp or less (No) MECH-FANSYS Forms A MECH-FANSYS form shall be provided for each system with total nameplate hp greater than 5 hp. Select (Add Fan System Form) to generate an additional form. Added forms can be deleted with button in cell E32 of the added form. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan System Power Allowance MECH-FANSYS 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Loomis US - Tukwila, WA Date 1/7/2018 A separate MECH-FANSYS form must be completed for every HVAC system that exceeds the 5 hp threshold. For Building Dept. Use Fan System ID System Supply Fan Speed Control Constant Volume (CV), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per C403.2.11.1, Exception 1 Com liance O tion P P Compliance is based upon either the fan motor nameplate horse power (Option 1), the fan brake horsepower (Option 2), or C403.7 high ef'icieny VAV fan brake horsepower (10% less than Option 2). The bhp calculation provides adjustments for special equipment per Table C403.2.11.1(2). Fan System Supply CFM Totalflow 8,000 in Fan Equipment Schedule below, provide maximum design supply airflow rate (CFM) of all supply fans serving the conditioned space in Fan Equipment Schedule below. Fan System CFM Total is the supply airflow of the central air handler at peak design conditions. Additional volumetric air provided at zone fan terminals, booster fans, or through induction is not included in the supply CFM total. However, the fan power of this equipment is included in the HP and BHP calculations. Fan System Supply CFM Total is automatically calculated by the form. Fan Equipment Schedule Fan ID and Location Fan Type Quantity of Fan Type Total CFM (Note 1) _ Total Nameplate HP (Note 2) Total BHP (Note 3) RTU -1 SUPPLY 1 1,600 1.5 RTU -2 SUPPLY 1 4,000 3 RTU -3 SUPPLY 1 2,400 2 EF -1 EXHAUST 1 1,500 0.25 EF -2,3,4,5 EXHAUST 1 5,625 1.5 EF -6,7 EXHAUST 1 300 0.15 EF -8,9 EXHAUST 1 50 0.004 Note 1- Total CFM is the maximum CFM of the listed fan(s) when Total Proposed: design 8.4 I operating at peak operating conditions. Note 2 - Total namplate hp of the listed fan(s). Total Allowance: Note 3 - Total brake horsepower (bhp) of the listed fan(s) at peak I design operating conditions. Not required if Nameplate HP compliance option chosen. Compliance Message: Enter speed control in B6 Brake Horsepower Allowance Adjustments Device Type Description and Location CFM thorough this device (CFMD) Assigned Pressure Drop, PD in W.C. (Note 6) Calculated Pressure Drop, PD in w.c. (Note 7) Adjustment, A in bhp (Note 8) Note 4 - Bhp allowance for energy recovery devices and run around coil loops includes both air Total Adjustment (bhp): the device. Note 5 - Energy recovery effectiveness is defined as change in the enthalpy of the outdoor air supply divided by the enthaply difference between the outdoor air and return air at design conditions. Note 6 - Assigned pressure drop (PD) adjustment per Table C403.2.11.1(2). Note 7 - Pressure drop (PD) adjustment shall be calculated per the applicable method defined in Table C403.2.11.1(2) based on specific system conditions. Note 8 - A = PD * CFMD/4131 where A is the allowed system brake horse power adjustment, PD is pressure drop allowance, and CFMD is the cfm through the device. Unit 1 DINNING ROOM - NOT APPLICABLE System Checksums By Kartchner Engineering COOLING COIL PEAK Peaked at Time: Mo/Hr: 7 / 18 Outside Air: OADB/WB/HR: 76 / 60 / 53 Space Plenum Sens. + Lat Sens. + Lat Btu/h Btu/h Envelope Loads Skylite Solar Skylite Cond Roof Cond Glass Solar Glass/Door Cond Wall Cond Partition/Door Floor Adjacent Floor Infiltration Sub Total =_> Internal Loads Lights People Misc 0 0 0 14,184 214 1,119 0 0 0 -675 14,841 6,440 34,480 396 Sub Total =_> 41,316 Ceiling Load Ventilation Load Adj Air Trans Heat Dehumid. Ov Sizing Ov/Undr Sizing Exhaust Heat Sup. Fan Heat Ret. Fan Heat Duct Heat Pkup Underflr Sup Ht Pkup Supply Air Leakage 799 0 0 8 Grand Total => 56,964 CLG SPACE PEAK Mo/Hr: 7 / 19 { OADB:74 Net Percent, Total Of Total; Btu/h (%)! Ol O 6 24 O 2i 0 0, 0 1' 311 111 5 7i 1. 0 0 0 0 3,556 3,556 0 14,184 0 214 376 1,495 0 0 0 0 -675 3,932 18,773 Space Percent Sensible Of Total Btu/h (%) Envelope Loads 0 0 Skylite Solar 0 0 j Skylite Cond 0 0 Roof Cond 14,333 32 175 0'j 1,150 3 0 0! 0 Oj 0 0! 45 0 15,702 35 15 i 4 7! 1 ! Glass Solar Glass/Door Cond Wall Cond Partition/Door Floor Adjacent Floor Infiltration Sub Total =_> Internal Loads 0 6,440 6,440 Lights 0 34,480 21,012 People 0 396 396 Misc 0 41,316 69 I 27,849 63 ! Sub Total =_> i 0 i 805 2 ! Ceiling Load 01 0 0 { Ventilation Load 0 0 0 l Adj Air Trans Heat Ov/Undr Sizing 8 pi Exhaust Heat OA Preheat Diff. RA Preheat Diff. Additional Reheat Underfir Sup Ht Pkup I Supply Air Leakage I 100.00 ' Grand Total =-> -799 0 0 0 0 0 01 8 01 -132 -132 0 0 0I 0 0 01 0 0 O 0 01 0 0 0! i 3,001 59,965 100.00' 44,363 HEATING COIL PEAK Mo/Hr: Heating Design OADB: 26 Space Peak Space Sens Btu/h Coil Peak Percent Tot Sens Of Total Btu/h (%) 0 0 O 0 O -2,614 0 0 -4,511 -4,511 -1,212 -1,627 O 0 -2,393 -2,393 0 0 -4,317 -4,317 -12,433 -15,462 0 0 0 0 -637 0 0 -28,807 -41,877 0.00 0.00 3.46 0.00 5.97 2.16 0.00 3.17 0 5.72 20.48 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 -28,807 104 0 0 -31,335 0.00 0.00 0 38.16 -0.14 0.00 0.00 41.50 0 0.00 0 0.00 -75,499 100.00 Main Cig Aux CIg Opt Vent Total COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR ton MBh MBh cfm °F °F gr/Ib Leave DB/WB/HR °F °F gr/Ib 5.0 60.0 47.3 1,955 76.4 63.0 66.0 54.4 52.5 56.7 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 60.0 Project Name: Loomis, Tukwila Dataset Name: LOOMIS TUKWILA HEATING.TRC AREAS Gross Total Glass Floor 1,887 Part 0 Int Door 0 ExFlr 109 Roof 1,778 Wall 1,194 ft2 (%) 0 0 399 33 Ext Door 44 44 100 Rooftop Multizone TEMPERATURES Cooling Heating SADB 54.4 89.5 Ra Plenum 76.3 68.9 Return 76.4 68.9 Ret/OA 76.4 68.9 Fn MtrTD 0.0 0.0 Fn BIdTD 0.0 0.0 Fn Frict 0.0 0.0 AIRFLOWS Cooling 1,955 1,955 1,955 0 0 0 89 0 2,044 89 0 0 0 0 Diffuser Terminal Main Fan Sec Fan Nom Vent AHU Vent Infil MinStop/Rh Return Exhaust Rm Exh Auxiliary Leakage Dwn Leakage Ups Heating 1,955 1,955 1,955 0 0 0 89 0 2,044 89 0 0 0 0 ENGINEERING CKS % OA cfm/ft2 cfm/ton ft'/ton Btulhr-ft2 No. People Cooling 0.0 1.04 391.23 377.62 31.78 86 Heating 0.0 1.04 -40.01 HEATING COIL SELECTION CapacityCoil Airflow Ent MBh cfm °F Main Htg Aux Htg Preheat Humidif Opt Vent Total -75.5 0.0 0.0 0.0 0.0 -75.5 Lvg °F 1,955 54.4 89.5 O 0.0 0.0 O 0.0 0.0 O 0.0 0.0 0 0.0 0.0 TRACE® 700 v6.3.2 calculated at 04:35 PM on 12/27/2017 Alternative -1 System Checksums Report Page 1 of 4 System Checksums By Kartchner Engineering Unit 2 RTU -1 COOLING COIL PEAK Peaked at Time: Mo/Hr: 8 / 15 Outside Air: OADBM/B/HR: 78 / 64 / 66 Space Sens. + Lat Btu/h Envelope Loads Skylite Solar Skylite Cond Roof Cond Glass Solar Glass/Door Cond Wall Cond Partition/Door Floor Adjacent Floor Infiltration Sub Total =_> 0 0 0 0 0 1,669 205 0 0 0 642 2,515 1,148 Plenum Sens. + Lat Btu/h 0 0 816 0 0 332 Internal Loads Lights 14,328 0 People 11,860 0 Misc 259 0 Sub Total =_> 26,447 0 Ceiling Load 385 -385 Ventilation Load 0 0 Adj Air Trans Heat 0 Dehumid. Ov Sizing Ov/Undr Sizing 0 Exhaust Heat -67 Sup. Fan Heat Ret Fan Heat 0 Duct Heat Pkup 0 Underflr Sup Ht Pkup Supply Air Leakage 0 Grand Total => 29,348 696 CLG SPACE PEAK Mo/Hr: 7 / 16 OADB: 79 Space Percent Sensible Of Total Btu/h (%) Envelope Loads 0 0 ; Skylite Solar 0 0 1 Skylite Cond 0 0 i Roof Cond 0 Glass Solar 0 Glass/Door Cond 1,6327 Wall Cond 205 Partition/Door 0 Floor 0 Adjacent Floor 977 Infiltration 2,813 Sub Total ==> Net Percent! Total Of Total Btu/h (%)1 0 0 0 01 816 31 0 01 0 01 2,000 7 205 1 0 01 0 0 642 21 3,663 121 14,328 481 11,860 391 259 1 26,447 881 0 0 0 0!, 0 01 0 0'! 0 01 -67 01 0 01 0 01 0 0 0 0! 0 0i i 14,328 6,456 259 21,044 0i: 1 11 0i 0 41 12! Internal Loads 59 1 27 '! 1! 871 Lights People Misc Sub Total ==> HEATING COIL PEAK Mo/Hr: Heating Design OADB: 26 Space Peak Space Sens Btu/h 461 2 1 Ceiling Load 0 0 Ventilation Load 0 0 1 Adj Air Trans Heat Ov/Undr Sizing 0 0 1 Exhaust Heat 10A Preheat Diff. IRA Preheat Diff. i Additional Reheat Underlie' Sup Ht Pkup Supply Air Leakage 30,043 100.00 24,318 100.00 Grand Total > 0 Coil Peak Percent Tot Sens Of Total Btu/h (%) 0 0.00 O 0 0 -622 O 0 0 0 -1,569 -1,881 -1,228 -1,228 -1,531 -1,531 0 0 -10,148 -10,148 -14,477 -15,410 0 0 0 0 -430 0 0 -9,986 -24,893 0.00 1.46 0.00 0.00 4.42 2.88 3.60 0 23.83 36.19 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0 -9,986 23.45 75 -0.18 0 0.00 0 0.00 -17,264 40.54 0 0.00 0 0.00 -42,586 100.00 Main Clg Aux Clg Opt Vent Total COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR ton MBh MBh cfm °F °F gr/lb Leave DBIWBIHR °F °F grbb 2.5 30.0 24.7 1,206 75.3 62.6 65.8 56.7 54.1 59.4 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 30.0 Project Name: Loomis, Tukwila Dataset Name: LOOMIS TUKWILA HEATING.TRC AREAS Gross Total Glass Floor 4,198 Part 727 Int Door 0 ExFIr 70 Roof 416 Wall 915 ft2 (%) 0 0 0 0 Ext Door 0 0 0 Rooftop Multizone TEMPERATURES Cooling SADB 56.7 Ra Plenum 75.3 Return 75.3 Ret/OA 75.3 Fn MtrTD 0.0 Fn BIdTD 0.0 Fn Frict 0.0 Heating 88.8 69.7 69.7 69.7 0.0 0.0 0.0 AIRFLOWS Cooling Heating 1,206 1,206 1,206 1,206 1,206 1,206 O 0 0 0 0 0 210 210 0 0 1,416 1,416 210 210 O 0 0 0 0 0 0 0 Diffuser Terminal Main Fan Sec Fan Nom Vent AHU Vent Infil MinStop/Rh Return Exhaust Rm Exh Auxiliary Leakage Dwn Leakage Ups ENGINEERING CKS % OA cfmlft2 cfm/ton ft2/ton Btu/hr-ft2 No. People Cooling 0.0 0.29 481.66 1,676.79 7.16 25 Heating 0.0 0.29 -10.14 HEATING COIL SELECTION CapacityCoil Airflow Ent MBh cfm °F Main Htg -42.6 Aux Htg 0.0 Preheat 0.0 Lvg °F 1,206 56.7 88.8 O 0.0 0.0 O 0.0 0.0 Humidif 0.0 0 0.0 0.0 Opt Vent 0.0 0 0.0 0.0 Total -42.6 TRACE® 700 v6.3.2 calculated at 04:35 PM on 12/27/2017 Alternative -1 System Checksums Report Page 2 of 4 Unit 3 RTU -3 System Checksums By Kartchner Engineering COOLING COIL PEAK Peaked at Time: Outside Air: Space Sens. + Lat. Envelope Loads Skylite Solar Skylite Cond Roof Cond Glass Solar Glass/Door Cond Wall Cond Partition/Door Floor Adjacent Floor Infiltration Sub Total =_> Btu/h 0 0 0 0 0 2,441 308 0 0 940 3,688 Internal Loads Lights 17,519 People 36,943 Misc 614 Sub Total =_> 55,076 Ceiling Load Ventilation Load Adj Air Trans Heat Dehumid. Ov Sizing Ov/Undr Sizing Exhaust Heat Sup. Fan Heat Ret Fan Heat Duct Heat Pkup Underfir Sup Ht Pkup Supply Air Leakage Grand Total -> 194 0 0 0 Mo/Hr: 7 / 14 OADB/WB/HR: 79 / 64 / 67 Net Percent! Total Of Total Btu/h (%)i Plenum Sens. + Lat Btu/h 0 0 0 0 0 487 0 487 CLG SPACE PEAK 0 0 0 0 0 2,928 308 0 0 940 4,175 0 17,519 0 36,943 0 614 0 55,076 93 ! -194 0 O 0 0 0'1 0 01 0 01 0 01 -34 -34 01 0 0 0 0 01 0 0 Oi 0 0 0 0 0 0 0! Oi 0; 0 5 1! Oj 0! 21 7 1 30 62'1 1! Mo/Hr: 7/ 15 OADB: 80 Space Sensible Btu/h 0 0 0 0 0 2,265 308 0 0 1,337 3,910 17,519 20,846 614 38,979 Percent Of Total ! Envelope Loads 01 Skylite Solar 0 Skylite Cond 0 i Roof Cond 0 I Glass Solar 0 ! Glass/Door Cond 5 I Wali Cond 1 Partition/Door 01 Floor 0 Adjacent Floor 31 infiltration 01 Sub Total =_> j Internal Loads 41 1 Lights 48 i People 1 i Misc 91 Sub Total =_> 180 0 j Ceiling Load 0 0 1 Ventilation Load 0 0 Adj Air Trans Heat Ov/Undr Sizing 0 0 j Exhaust Heat OA Preheat Diff. RA Preheat Diff. Additional Reheat HEATING COIL PEAK Mo/Hr: Heating Design OADB: 26 Space Peak Space Sens Btu/h Underflr Sup Ht Pkup Supply Air Leakage 58,958 259 59,218 100.00 43,069 100.00 Grand Total =_> 0 0 0 0 0 0 0 0 0 -2,418 -2,900 -1,845 -1,845 -2,728 -2,728 0 0 -12,409 -12,409 -19,400 -19,882 Coil Peak Percent Tot Sens Of Total Btu/h (%) 0 0.00 0.00 0.00 0.00 0.00 3.89 2.48 3.66 0 16.65 26.68 0 0 0 0 -210 0 0 -20,977 -40,587 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 -20,977 36 0 0 -33,705 0.00 0.00 0 28.15 -0.05 0.00 0.00 45.22 O 0.00 O 0.00 -74,528 100.00 Main Cig Aux Clg Opt Vent COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR ton MBh MBh cfm °F °F gr/lb Leave DBIWB/HR °F °F gr/lb 4.9 59.2 43.0 1,661 75.1 62.6 66.0 51.4 50.0 52.2 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 Total 4.9 59.2 Project Name: Loomis, Tukwila Dataset Name: LOOMIS TUKWILA HEATING.TRC AREAS Gross Total Glass Floor 5,133 Part 1,315 Int Door 0 ExFIr 124 Roof 0 Wall 1,410 Ext Door 0 ft2 (%) 0 0 0 0 0 0 Rooftop Multizone TEMPERATURES Cooling SADB 51.4 Ra Plenum 75.1 Return 75.1 Ret/OA 75.1 Fn MtrTD 0.0 Fn BIdTD 0.0 Fn Frict 0.0 Heating 92.2 69.9 69.9 69.9 0.0 0.0 0.0 AIRFLOWS Cooling 1,661 1,661 1,661 0 0 0 257 0 1,918 257 0 0 0 0 Diffuser Terminal Main Fan Sec Fan Nom Vent AHU Vent lnfil MinStop/Rh Return Exhaust Rm Exh Auxiliary Leakage Dwn Leakage Ups Heating 1,661 1,661 1,661 0 0 0 257 0 1,918 257 0 0 0 0 ENGINEERING CKS Cooling Heating 0.0 0.0 0.32 0.32 336.67 1,040.16 11.54 -14.52 84 % OA cfmlft2 cfm/ton ft'/ton Btulhr•ft2 No. People HEATING COIL SELECTION CapacityCoil Airflow Ent MBh cfm °F Main Htg -74.5 Aux Htg 0.0 Preheat 0.0 Lvg °F 1,661 51.4 92.2 0 0.0 0.0 0 0.0 0.0 Humidif 0.0 0 0.0 0.0 Opt Vent 0.0 0 0.0 0.0 Total -74.5 TRACE® 700 v6.3.2 calculated at 04:35 PM on 12/27/2017 Alternative -1 System Checksums Report Page 3 of 4 System Checksums By Kartchner Engineering Unit 4 RTU -2 COOLING COIL PEAK Peaked at lime: Mo/Hr: 7 / 17 Outside Air: OADB/WB/HR: 78 / 62 / 58 Space Sens. + Lat. Btu/h Envelope Loads Skylite Solar Skylite Cond Roof Cond Glass Solar Glass/Door Cond Wall Cond Partition/Door Floor Adjacent Floor Infiltration Sub Total =_> Internal Loads Lights People Misc Sub Total =_> Ceiling Load Ventilation Load Adj Air Trans Heat Dehumid. Ov Sizing Ov/Undr Sizing Exhaust Heat Sup. Fan Heat Ret. Fan Heat Duct Heat Pkup Underflr Sup Ht Pkup Supply Air Leakage Plenum Sens. + Lat Btu/h 0 0 0 0 0 7,327 178 0 26 0 2,359 450 368 0 0 0 -302 2,629 7,777 13,905 52,812 2,642 69,359 0 0 0 0 2,578 -2,578 0 0 0 62 -447 0 0 0 Grand Total => 74,628 4,752 CLG SPACE PEAK HEATING COIL PEAK Mo/Hr: 7 / 17 Mo/Hr: Heating Design OADB: 78 I OADB: 26 Space Percent Space Peak Coil Peak Percent Sensible Of Total I Space Sens Tot Sens Of Total Btu/h (%) Btu/h Btu/h (%) Net Percenti Total Of Total; Btu/h (%) 0 0 0 01 7,327 178 26 2,809 368 0 0 -302 10,406 Envelope Loads 0 01 Skylite Solar 0 0 Skylite Cond 91 0 0 Roof Cond 0 178 0 Glass Solar 01 26 0 Glass/Door Cond 41 2,376 4 Wall Cond 01 368 1 Partition/Door 01 0 0 Floor 0 1 0 0 Adjacent Floor 01 704 1 Infiltration 131 3,653 7 Sub Total =_> I 13,905 181 13,905 52,812 67' 31,920 2,642 31 2,642 69,359 871 48,467 0 0 2,570 0 0'� 0 01 0 01 62 01 -447 -11 0 0' 0 0 0 0, 0 01 0 01 Internal Loads 25 Lights 58 People 5 Misc 89 Sub Total =_> 5 Ceiling Load 0 0 Ventilation Load 0 0 Adj Air Trans Heat Ov/Undr Sizing 62 0 Exhaust lileat 1 OA Preheat Diff. RA Preheat Diff. Additional Reheat Underflr Sup Ht Pkup Supply Air Leakage 79,380 100.001 54,751 100.00 Grand Total =_> 0 0 0.00 O 0 0.00 0 -5,903 6.70 0 0 0.00 -302 -302 0.34 -2,887 -3,452 3.92 -2,209 -2,209 2.51 0 0 0.00 0 0 0 -9,849 -9,849 11.18 -15,247 -21,715 24.66 O 0 0.00 0 0 0.00 0 0 0.00 O 0 0.00 -2,166 0 0.00 0 0 0.00 0 0 0 -27,596 -27,596 31.34 376 -0.43 0 0.00 0 0.00 -39,122 44.43 0 0.00 0 0.00 -45,009 -88,058 100.00 Main Clg Aux Clg Opt Vent Total COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR ton MBh MBh cfm °F °F gr/Ib 6.6 79.4 59.5 2,130 77.0 632 66.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 6.6 79.4 Leave DB/WB/HR °F °F gr/lb 51.6 50.2 52.4 0.0 0.0 0.0 0.0 0.0 0.0 Project Name: Loomis, Tukwila Dataset Name: LOOMIS TUKWILA HEATING.TRC AREAS Gross Total Glass ft2 (%) Floor 4,074 Part 1,574 Int Door 0 ExFIr 0 Roof 4,074 Wall 1,688 Ext Door 23 0 0 0 0 23 100 Rooftop Multizone TEMPERATURES Cooling SADB 51.6 Ra Plenum 77.0 Return 77.0 Ret/OA 77.0 Fn MtrTD 0.0 Fn BIdTD 0.0 Fn Frict 0.0 Heating 89.2 68.3 68.3 68.3 0.0 0.0 0.0 AIRFLOWS Cooling 2,130 2,130 2,130 0 0 0 204 0 2,334 204 0 0 0 0 Diffuser Terminal Main Fan Sec Fan Nom Vent AHU Vent Infil MinStop/Rh Return Exhaust Rm Exh Auxiliary Leakage Dwn Leakage Ups Heating 2,130 2,130 2,130 0 0 0 204 0 2,334 204 0 0 0 0 ENGINEERING CKS % OA cfmtft2 cfm/ton ft2/ton Btu/hr-ft2 No. People Cooling 0.0 0.52 322.00 615.88 19.48 130 Heating 0.0 0.52 -21.61 HEATING COIL SELECTION CapacityCoil Airflow Ent MBh cfm °F Lvg Main Htg -88.1 2,130 51.6 89.2 Aux Htg 0.0 0 0.0 0.0 Preheat 0.0 0 0.0 0.0 Kumidif 0.0 0 0.0 0.0 Opt Vent 0.0 0 0.0 0.0 Total -88.1 TRACE® 700 v6.3.2 calculated at 04:35 PM on 12/27/2017 Altemative -1 System Checksums Report Page 4 of 4 For Ty Civil LLC. FILM, Loomis US 15450 Nelson Place Tukwila, WA 98188 Prepared for: South Henry Studios Prepared: December 20, 2017 By: Danny Patterson, P.E. I) Ig -Cillo Rev 1: 2/9/18 Incorporate plan review comments Rev 2: 3/5/18 Added south wall grade beam/ftgs RECEIVED CITY OF TUKWILA MAR 16 2018 PERMIT CENTER 1 of 64 DESIGN CRITERIA TABLE 2015 WASHINGTON STATE BUILDING CODES 'G City of Tukwila )51 Division/Permit Center 6300 Southcenter Blvd. #100 Tukwila, WA 98188 (206) 431-3670 �,,---LA w9s O/ �y� J 44Building \ t11` 290B TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA (WASHINGTON) GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN CATEGORY (f) SUBJECT TO DAMAGE FROM Speed (mph) (d) Topographic effects (k) Special wind Region (1) Wind- borne debris zone (m) Weathering (a) Frost line Depth (b) Termite (c) 25 110 NG NO NO D2 MODERATE 12 NA WINTER DESIGN TEMP (e) ICE BARR ER UNDERLAYMENT REQUIRED (h) FLOOD HAZARD (9) AIR FREEZING INDEX (i) MEAN ANNUAL TEMP (i) 20 NO (See map) All counties not listed 51.4 deg. For SI: 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the shall be filled in with the weathering index, "negligible," "moderate" or "severe" for concrete as determined 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 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 d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map determined on a site-specific basis in accordance with Section R.301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2 -percent values Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local f. The jurisdiction shall fill in this part of the table with the seismic design category determined from g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and 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, effects of ice damming, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the i. The jurisdiction shall fill in this part of the table with the 100 -year return period air freezing index 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 (Base 32°F)." k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate I. In accordance with Figure R301.2(4)A, where there is local historical data documenting unusual wind "YES" and identify any specific requirements. Otherwise, the jurisdiction shall indicate "NO" in this m. In accordance with Section R301.2.1.2.1, the jurisdiction shall indicate the wind-borne debris wind of the table. 1 structural requirements of this code. The weathering column from Figure R301.2(3). The grade of masonry units shall shall fill in the frost line depth column with the minimum depth there has been a history of local subterranean termite damage. [Figure R301.2(4)A]. Wind exposure category shall be for winter from Appendix D of the International Plumbing Code. weather experience as determined by the building official. Section R301.2.2.1. National Flood Insurance Program (date of adoption of the first code (c) the panel numbers and dates of the currently effective FIRMs where there has been a history of local damage from the jurisdiction shall fill in this part of the table with "NO." (BF -days) from Figure R403.3(2) or from the 100 -year (99 percent) Climatic Data Center data table "Air Freezing Index -USA Method damage to buildings due to topographic wind speed-up effects, the "NO" in this part of the table. conditions, the jurisdiction shall fill in this part of the table with part of the table. zone(s). Otherwise, the jurisdiction shall indicate "NO" in this part 'DRAWING# DCD H012 DATE 8/3/2017 4 1 For Ty Civil, LLC. December 20, 2017 The attached calculations include the engineering design performed for the remodeled Loomis US building located at 15450 Nelson Place, Tukwila, WA 98188 Project Description and Background The project involves expanding an existing partial mezzanine within the existing building. The mezzanine framing will consist of wood framed floor supported by glulam girders and posts. New footings will be required at the post locations and some lightly loaded bearing walls will bear on the existing slab. The lateral system consists of long gypsum sheathed shear walls in all directions. Design Codes 2015 International Building Code ASCE/SEI 7-10 ACI 318-14 Concrete NDS Wood Design 2015 Design Criteria Floor Live Load: 125 psf (light storage) Importance Factor: 1.0 Seismic Design Category: D Site Class: D Importance Factor: 1.0 Short Period Acceleration: 1.442 Spectral Response Acceleration: 0.536 Allowable Soil Bearing: 1500 psf (Assumed per IBC Ch. 18) 3 of 64 For Ty Civil LLC. Project No. 16-07-05 Customer: South Henry Studios Date 02/19/18 By: KJH Job Description: Loomis Warehouse Gravity Loads Mezzanine Dead Loads: Flooring Sheathing, 5/8" th Insulation Joists Gypsum ceiling Misc. Weight (psf) 2.5 1.8 1.2 3.0 2.8 3.7 Total Mezz Dead Load 15.0 Floor Live Load (storage) 125.0 Wall Dead Loads: 2x6's Sheathing, 15/32" Gypsum board Insulation Misc Total Wall Load 1.5 1.5 2.8 1.2 3 10 Joists Main mezz area Span Spacing Dead Live Total East mezz area Span Spacing Dead Live Total 38.0 ft 2.0 ft 12.5 ft 2.0 ft Isolated Ftg Reactions (large): Isolated Ftg Reactions (small): Allowable Bearing Total req'd area (large) Square Footing Size Total req'd area (small) Square Footing Size Typical Interior columns: Grid C Bearing Wall: Trib Width Dead Live Reaction Slab bearing pressure (18" wide ftgs) 4.5' cantilever 49.0 k 23.9 k 1500.0 psf 32.7 ft 5.7 ft 16.0 ft 4.0 ft Use 6'SQ Footings Use 4'SQ Footings 49 k GL 6.75x6.75 Cols 7.5 ft 112.5 plf 937.5 plf 1050 plf 700 psf Provide 18" wide by 12" deep strip footings with (2) #4 rebar at bottom 4 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 14 FEB 2018, 9:43AM Wall Footing Description : File = C:\Users\khaiar\DOCUME-1\TEMPJ0-112017\TUKWIL-1\CaIcsIWAREHO-1.EC6 Strip wall footing Code References ENERCALC INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor AutoCalc Footing Weight as DL Dimensions Footing Width Wall Thickness Wall center offset from center of footing • 2.50 ksi • 60.0 ksi = 3,122.0 ksi • 145.0 pcf = 0.90 • 0.750 = 0.00140 = 1.0:1 1.0:1 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 Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Adjusted Allowable Bearing Pressure 1.50 ft Footing Thickness = 12.0 in 6.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 in • 1.50 ksf = No = 250.0 pcf • 0.30 ft ksf = ft ksf ft = 1.50 ksf Reinforcing Bars along X -X Axis Bar spacing = Reinforcing Bar Size = 12.00 # 5 Applied Loads +z P : Column Load OB : Overburden V -x M-zz Vx applied = D Lr L S W E H 0.1130 0.9370 in above top of footing k ksf k k -ft 5 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 14 FEB 2018, 9:43AM Wall Footing Description : Strip wall footing DESIGN SUMMARY Factor of Safety Item File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Applied Capacity Design OK Governing Load Combination PASS PASS PASS n/a n/a n/a Overturning - Z -Z Sliding - X -X 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 Capacity No Overturning No Sliding No Uplift Governing Load Combination PASS PASS PASS PASS PASS 0.4667 Soil Bearing 0.01131 Z Flexure (+X) 0.000704 Z Flexure (-X) n/a 1 -way Shear (+X) 0.0 1 -way Shear (-X) Detailed Results Soil Bearing 0.70 ksf 0.1362 k -ft 0.008475 k -ft 0.0 psi 0.0 psi 1.50 ksf 12.046 k -ft 12.046 k -ft 75.0 psi 0.0 psi +D+L+H +1.20D+0.50Lr+1.60L+ +0.90D+E+0.90H n/a n/a Rotation Axis & Load Combination... ,+D+H +D+L+H , +D+Lr+H ,+D+S+H , +D+0.750Lr+0.750L+H , +D+0.750L+0.750S+H , +D+0.60W+H , +D+0.70E+H , +D+0.750Lr+0.750L+0.450W+H , +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 Overturning Stability Actual Soil Bearing Stress Actual 1 Allowable Gross Allowable Xecc -X +X Ratio 1.50 ksf 0.0 in 0.07533 ksf 0.07533 ksf 1.50 ksf 0.0 in 0.70 ksf 0.70 ksf 1.50 ksf 0.0 in 0.07533 ksf 0.07533 ksf 1.50 ksf 0.0 in 0.07533 ksf 0.07533 ksf 1.50 ksf 0.0 in 0.5438 ksf 0.5438 ksf 1.50 ksf 0.0 in 0.5438 ksf 0.5438 ksf 1.50 ksf 0.0 in 0.07533 ksf 0.07533 ksf 1.50 ksf 0.0 in 0.07533 ksf 0.07533 ksf 1.50 ksf 0.0 in 0.5438 ksf 0.5438 ksf 1.50 ksf 0.0 in 0.5438 ksf 0.5438 ksf 1.50 ksf 0.0 in 0.5438 ksf 0.5438 ksf 1.50 ksf 0.0 in 0.04520 ksf 0.04520 ksf 1.50 ksf 0.0 in 0.04520 ksf 0.04520 ksf 0.050 0.467 0.050 0.050 0.363 0.363 0.050 0.050 0.363 0.363 0.363 0.030 0.030 Units : k -ft Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd k -ft Side ? or Top ? inA2 Gvrn. As inA2 Actual As Phi*Mn inA2 k -ft Status , +1.40D+1.60H , +1.40D+1.60H , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+0.50Lr+1.60L+1.60H , +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60L+0.505+1.60H , +1.20D+1.60Lr+0.50L+1.60H , +1.20D+1.60Lr+0.50L+1.60H , +1.20D+1.60Lr+0.50W+1.60H , +1.20D+1.60Lr+0.50W+1.60H , +1.20D+0.50L+1.60S+1.60H , +1.20D+0.50L+1.60S+1.60H , +1.20D+1.60S+0.50W+1.60H , +1.20D+1.60S+0.50W+1.60H , +1.20D+0.50Lr+0.50L+W+1.60H +1.20 D+0.50Lr+0.50L+W+1.60H , +1.20D+0.50L+0.50S+W+1.60H , +1.20D+0.50L+0.50S+W+1.60H 0.01318 0.01318 0.1362 0.1362 0.1362 0.1362 0.05034 0.05034 0.0113 0.0113 0.05034 0.05034 0.0113 0.0113 0.05034 0.05034 0.05034 0.05034 -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 0.2016 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 % 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 6 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 14 FEB 2018, 9:43AM Wall Footing Description : Strip wall footing +1.20D+0.50L+0.70S+E+1.60H 0.05034 -X Bottom , +1.20D+0.50L+0.70S+E+1.60H 0.05034 +X Bottom File = C:\UserslkhaiarlDOCUME-1 \TEMPJO-112017\TUKWIL-11CaIcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 0.2016 Min Temp % 0.2016 Min Temp % 0.31 12.046 OK 0.31 12.046 OK 7 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 14 FEB 2018, 9:43AM D Wall Footing Description : Strip wall footing Footing Flexure File = C:\Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k -ft Side ? or Top ? inA2 inA2 inA2 k -ft Status , +0.90D+W+0.90H +0.90D+W+0.90H , +0.90D+E+0.90H +0.90D+E+0.90H One Way Shear 0.008475 -X Bottom 0.2016 Min Temp % 0.31 0.008475 +X Bottom 0.2016 Min Temp % 0.31 0.008475 -X Bottom 0.2016 Min Temp % 0.31 0.008475 +X Bottom 0.2016 Min Temp % 0.31 12.046 OK 12.046 OK 12.046 OK 12.046 OK Units : k Load Combination... Vu @ •X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 osi 75 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.705+E+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+W+0.90H 0 psi 0 osi 0 psi 75 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 75 psi 0 OK 8 of 64 For Ty Civil LLC. Project No. 16-07-05 Date 12/21/17 By: KJH Ck. By Customer Job Description: Loomis Warehouse Beam 1 (long span mezz girder) Span 18.5 ft Distributed loads Trib width 18.0 ft DL 270 plf LL 2250 plf GL63/4x22.5 Beam 2 (short span mezz girder) Span Distributed Toads 14.5 ft Trib 18.0 ft DL 270 plf LL 2250 plf GL63/4x22.5 Beam 3 (Grid C header) Span Distributed loads 3.0 ft Trib 7.5 ft DL 113 plf LL 938 plf (2) 2x10 DFL #2 Short Joists Span 13.0 ft 5 ft cantilever Distributed loads Trib 1.3 ft DL 20 pif LL 166 pif 2x12 DFL #2 @ 16" oc Beam 4 (east stairway bm) Span 12.5 ft Distributed loads Trib 2.0 ft DL 30 plf LL 250 plf 9 of 64 41, For Ty Civil, LLQ. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Punted: 21 DEC 2017, 1:51 PM Wood Beam Description : Mezzanine Main Beams (BM 1) CODE REFERENCES File = C:1Users\khaiarlDOCUME-11TEMPJ0-1120171TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : DF/DF :24F -V4 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling D(0.27(2.25) 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 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0ksi Density 31.20pcf Applied Loads 6.75x22.5 Span = 18.250 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, L = 2.250 , Tributary Width = 1.0 fl DESIGN SUMMARY 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 0.994 1 6.75x22.5 2,210.55 psi 2,223.54 psi +D+L+H 9.125ft 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 0.490 in Ratio = 0.000 in Ratio = 0.549 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span # M V 447 >=360 0 <360 399 >=240. 0 <240.0 Design OK 0.682 : 1 6.75x22.5 180.69 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Cd CFN Ci Cr Cm Ct CL Moment Values M fb Shear Values F'b V fv F'v +D+H Length = 18.250 ft +D+L+H Length =18.250 ft +D+Lr+H Length =18.250 ft +D+S+H Length =18.250 ft +D+0.750Lr+0.750L+H Length = 18.250 ft +D+0.750L+0.750S+H Length =18.250 ft 1 0.118 0.081 1 0.994 0.682 1 0.085 0.058 1 0.093 0.064 1 0.618 0.424 1 0.672 0.461 0.90 0.926 0.926 1.00 0.926 0.926 1.25 0.926 0.926 1.15 0.926 0.926 1.25 0.926 0.926 1.15 0.926 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 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 11.24 236.84 104.91 2,210.55 11.24 236.84 11.24 236.84 81.50 1,717.12 81.50 1,717.12 0.00 2001.19 0.00 2223.54 0.00 2779.43 0.00 2557.08 0.00 2779.43 0.00 2557.08 0.00 1.96 0.00 18.30 0.00 1.96 0.00 1.96 0.00 14.21 0.00 14.21 0.00 19.36 0.00 180.69 0.00 19.36 0.00 19.36 0.00 140.36 0.00 140.36 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 10 of 64 4.; For Ty Civil, LLC. Wood Beam Description : Load Combination Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Mezzanine Main Beams (BM 1) Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Printed: 21 DEC 2017, 1:51PM File = C:1UserslkhaiarlDOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +D+0.60W+H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.250 ft 1 0.067 0.046 1.60 0.926 1.00 1.00 1.00 1.00 1.00 11.24 236.84 3557.67 1.96 19.36 424.00 +D+0.70E+H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.250 ft 1 0.067 0.046 1.60 0.926 1.00 1.00 1.00 1.00 1.00 11.24 236.84 3557.67 1.96 19.36 424.00 +D+0.750Lr+0.750L+0.450W+H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.250 ft 1 0.483 0.331 1.60 0.926 1.00 1.00 1.00 1.00 1.00 81.50 1,717.12 3557.67 14.21 140.36 424.00 +D+0.750L+0.750S+0.450W+H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.483 0.331 1.60 0.926 1.00 1.00 1.00 1.00 1.00 81.50 1,717.12 3557.67 14.21 140.36 424.00 +D+0.750L+0.750S+0.5250E+H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.483 0.331 1.60 0.926 1.00 1.00 1.00 1.00 1.00 81.50 1,717.12 3557.67 14.21 140.36 424.00 +0.60D+0.60W+0.60H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.040 0.027 1.60 0.926 1.00 1.00 1.00 1.00 1.00 6.74 142.11 3557.67 1.18 11.62 424.00 +0.60D+0.70E+0.60H 0.926 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.040 0.027 1.60 0.926 1.00 1.00 1.00 1.00 1.00 6.74 142.11 3557.67 1.18 11.62 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.5486 9.192 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 22.995 22.995 Overall MINimum 1.478 1.478 +D+H 2.464 2.464 +D+L+H 22.995 22.995 +D+Lr+H 2.464 2.464 +D+S+H 2.464 2.464 +D+0.750Lr+0.750L+H 17.862 17.862 +D+0.750L+0.750S+H 17.862 17.862 +D+0.60W+H 2.464 2.464 +D+0.70E+H 2.464 2.464 +D+0.750Lr+0.750L+0.450W+H 17.862 17.862 +D+0.750L+0.750S+0.450W+H 17.862 17.862 +D+0.750L+0.750S+0.5250E+H 17.862 17.862 +0.60D+0.60W+0.60H 1.478 1.478 +0.60D+0.70E+0.60H 1.478 1.478 D Only 2.464 2.464 Lr Only L Only 20.531 20.531 S Only W Only E Only H Only 11 of 64 • 41 For Ty evil, LC. Wood Beam Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : Stair Beam (BM 4) CODE REFERENCES Printed: 21 DEC 2017, 1:51 PM File = C:\Users\khaiar\DOCUME-1\TEMPJO-112017\TUKWIL-1\Calcs\WAREH0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : DF/DF : 24F - V4 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling D(0.03) L(0.25) 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 950.0ksi Ebend- yy 1,600.0ksi Eminbend - yy 850.0ksi Density 31.20pcf i Applied Loads Uniform Load : D = 0.030, L = 0.250 , DESIGN SUMMARY 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 2-2x12 Span = 12.50 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width =1.0 fl 0.432 1 2-2x12 1,037.04 psi 2,400.00psi +D+L+H 6.250ft 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 0.216 in Ratio = 0.000 in Ratio = 0.241 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 695 >=360 0 <360 621 >=240. 0 <240.0 Design OK 0.251 : 1 2-2x12 66.42 psi 265.00 psi +D+L+H 11.588 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V fv F'v +D+H Length = 12.50 ft 1 0.051 0.030 +D+L+H Length = 12.50 ft 1 0.432 0.251 +D+Lr+H Length = 12.50 ft 1 0.037 0.021 +D+S+H Length = 12.50 ft 1 0.040 0.023 +D+0.750Lr+0.750L+H Length = 12.50 ft 1 0.269 0.156 +D+0.750L+0.750S+H Length = 12.50 ft 1 0.292 0.169 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.15 1.000 1.000 1.25 1.000 1.000 1.15 1.000 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 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 0.59 111.11 5.47 1,037.04 0.59 111.11 0.59 111.11 4.25 805.56 4.25 805.56 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 0.00 0.16 0.00 1.49 0.00 0.16 0.00 0.16 0.00 1.16 0.00 1.16 0.00 7.12 0.00 66.42 0.00 7.12 0.00 7.12 0.00 51.60 0.00 51.60 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 12 of 64 4i, For Ty Civil, LLC. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : Load Combination Segment Length Stair Beam (BM 4) Span # Max Stress Ratios Printed: 21 DEC 2017, 1:51 PM File = C:\Users\khaiar\DOCUME-11TEMPJ0-112017\TUKWIL-11Calcs\WAREH0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 M V Cd CFN Ci Cr Cm C t CL Moment Values Shear Values M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.029 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 111.11 3840.00 0.16 7.12 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.029 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 111.11 3840.00 0.16 7.12 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.210 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 805.56 3840.00 1.16 51.60 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.210 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 805.56 3840.00 1.16 51.60 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.210 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 805.56 3840.00 1.16 51.60 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.017 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 66.67 3840.00 0.10 4.27 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.017 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 66.67 3840.00 0.10 4.27 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.2415 6.296 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 1.750 1.750 Overall MINimum 0.113 0.113 +D+H 0.188 0.188 +D+L+H 1.750 1.750 +D+Lr+H 0.188 0.188 +D+S+H 0.188 0.188 +D+0.750Lr+0.750L+H 1.359 1.359 +D+0.750L+0.750S+H 1.359 1.359 +D+0.60W+H 0.188 0.188 +D+0.70E+H 0.188 0.188 +D+0.750Lr+0.750L+0.450W+H 1.359 1.359 +D+0.750L+0.750S+0.450W+H 1.359 1.359 +D+0.750L+0.750S+0.5250E+H 1.359 1.359 +0.60D+0.60W+0.60H 0.113 0.113 +0.60D+0.70E+0.60H 0.113 0.113 D Only 0.188 0.188 Lr Only L Only 1.563 1.563 S Only W Only E Only H Only 13 of 64 x For Ty Civil, LLC. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 21 DEC 2017, 1:51 PM Wood Beam Description : Mezzanine Main Beams (short span) (BM 2) CODE REFERENCES File = C:1Users\khaiarlDOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Load Combination IBC 2015 Wood Species : DF/DF Wood Grade : 24F - V4 D(0.27) L(2.25) 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 950.0ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20 pcf x 7 6.75x22.5 Span = 14.50 ft Applied Loads 7 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, L = 2.250 , DESIGN SUMMARY ........._ 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 Tributary Width = 1.0 fi 0.613 1 6.75x22.5 1,395.44 psi 2,275.28psi +D+L+H 7.250ft 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 0.195 in Ratio = 0.000 in Ratio = 0.219 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span # M Load Combination Segment Length V Cd CFN Ci Cr 891 >=360 0 <360 795 >=240. 0 <240.0 Design OK 0.507 : 1 6.75x22.5 134.35 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Cm C t CL Moment Values M fb F'b Shear Values V fv F'v +D+H Length = 14.50 ft +D+L+H Length = 14.50 ft +D+Lr+H Length = 14.50 ft +D+S+H Length = 14.50 ft +D+0.750Lr+0.750L+H Length = 14.50 ft +D+0.750L+0.750S+H Length = 14.50 ft 1 0.073 0.060 1 0.613 0.507 1 0.053 0.043 1 0.057 0.047 1 0.381 0.315 1 0.414 0.342 0.90 0.948 0.948 1.00 0.948 0.948 1.25 0.948 0.948 1.15 0.948 0.948 1.25 0.948 0.948 1.15 0.948 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 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 7.10 149.51 66.23 1,395.44 7.10 149.51 7.10 149.51 51.45 1,083.96 51.45 1,083.96 0.00 2047.75 0.00 2275.28 0.00 2844.10 0.00 2616.57 0.00 2844.10 0.00 2616.57 0.00 1.46 0.00 13.60 0.00 1.46 0.00 1.46 0.00 10.57 0.00 10.57 0.00 14.39 0.00 134.35 0.00 14.39 0.00 14.39 0.00 104.36 0.00 104.36 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 14 of 64 For Ty Ciuil, LC. Wood Beam Description : Load Combination Segment Length Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Mezzanine Main Beams (short span) (BM 2) Span # Max Stress Ratios M V Cd CFN Ci Cr Printed: 21 DEC 2017, 1:51PM File = C:1Users\khaiarlDOCUME-11TEMPJO-1120171TUKWIL-11CaIcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Moment Values Shear Values Cm C t CL M tb F'b V fv F'v +D+0.60W+H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.041 0.034 1.60 0.948 1.00 1.00 1.00 1.00 1.00 7.10 149.51 3640.45 1.46 14.39 424.00 +D+0.70E+H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.041 0.034 1.60 0.948 1.00 1.00 1.00 1.00 1.00 7.10 149.51 3640.45 1.46 14.39 424.00 +D+0.750Lr+0.750L+0.450W+H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.298 0.246 1.60 0.948 1.00 1.00 1.00 1.00 1.00 51.45 1,083.96 3640.45 10.57 104.36 424.00 +D+0.750L+0.750S+0.450W+H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.298 0.246 1.60 0.948 1.00 1.00 1.00 1.00 1.00 51.45 1,083.96 3640.45 10.57 104.36 424.00 +D+0.750L+0.750S+0.5250E+H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.298 0.246 1.60 0.948 1.00 1.00 1.00 1.00 1.00 51.45 1,083.96 3640.45 10.57 104.36 424.00 +0.60D+0.60W+0.60H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.025 0.020 1.60 0.948 1.00 1.00 1.00 1.00 1.00 4.26 89.71 3640.45 0.87 8.64 424.00 +0.60D+0.70E+0.60H 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.025 0.020 1.60 0.948 1.00 1.00 1.00 1.00 1.00 4.26 89.71 3640.45 0.87 8.64 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.2186 7.303 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 18.270 18.270 Overall MlNimum 1.175 1.175 +D+H 1.958 1.958 +D+L+H 18.270 18.270 +D+Lr+H 1.958 1.958 +D+S+H 1.958 1.958 +D+0.750Lr+0.750L+H 14.192 14.192 +D+0.750L+0.7505+H 14.192 14.192 +D+0.60W+H 1.958 1.958 +D+0.70E+H 1.958 1.958 +D+0.750Lr+0.750L+0.450W+H 14.192 14.192 +D+0.750L+0.750S+0.450W+H 14.192 14.192 +D+0.750L+0.750S+0.5250E+H 14.192 14.192 +0.60D+0.60W+O.60H 1.175 1.175 +0.60D+0.70E+0.60H 1.175 1.175 D Only 1.958 1.958 Lr Only L Only 16.313 16.313 S Only W Only E Only H Only 15 of 64 FrTy civil, LLQ. Wood Beam Description : Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Grid C header (BM 3) CODE REFERENCES Printed: 21 DEC 2017, 1:51PM File = C:1UserslkhaiarlDOCUME-11TEMPJO-1120171TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb - Tension Fb - Compr Fc - PrII Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads D(0.112) L(0.937) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi 2-2x10 Span = 3.0 ft E : Modulus of Elasticity Ebend- xx 1,600.0ksi Eminbend - xx 580.0ksi Density 31.20 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1120, L = 0.9370 , Tributary Width = 1.0 fi DESIGN SUMMARY 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 Maximum Forces & 0.334 1 2-2x10 331.02 psi 990.00 psi +D+L+H 1.500ft 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 0.005 in Ratio = 0.000 in Ratio = 0.006 in Ratio = 0.000 in Ratio = Stresses for Load Combinations 6635 >=360 0 <360 5926 >=240. 0 <240.0 Design OK 0.231 : 1 2-2x10 41.60 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Ci Cr Cm Ct CL Moment Values Shear Values M fb F'b V fv F'v +D+H Length = 3.0 ft 1 +D+L+H Length = 3.0 ft 1 +D+Lr+H Length = 3.0 ft 1 +D+S+H Length = 3.0 ft 1 +D+0.750Lr+0.750L+H Length =3.0ft 1 +D+0.750L+0.750S+H Length = 3.0 ft 1 0.040 0.027 0.90 1.100 1.100 0.334 0.231 1.00 1.100 1.100 0.029 0.020 1.25 1.100 1.100 0.031 0.021 1.15 1.100 1.100 0.208 0.144 1.25 1.100 1.100 0.226 0.156 1.15 1.100 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 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 0.13 35.34 1.18 331.02 0.13 35.34 0.13 35.34 0.92 257.10 0.92 257.10 0.00 891.00 0.00 990.00 0.00 1237.50 0.00 1138.50 0.00 1237.50 0.00 1138.50 0.00 0.08 0.00 0.77 0.00 0.08 0.00 0.08 0.00 0.60 0.00 0.60 0.00 4.44 0.00 41.60 0.00 4.44 0.00 4.44 0.00 32.31 0.00 32.31 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 16 of 64 4 Fir Ty Civil, LLC" Wood Beam Description : Load Combination Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Grid C header (BM 3) Max Stress Ratios Printed: 21 DEC 2017, 1:51PM File = C:1Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.022 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 35.34 1584.00 0.08 4.44 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.022 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 35.34 1584.00 0.08 4.44 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.162 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.92 257.10 1584.00 0.60 32.31 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.162 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.92 257.10 1584.00 0.60 32.31 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.162 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.92 257.10 1584.00 0.60 32.31 288.00 +0.600+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.013 0.009 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 21.21 1584.00 0.05 2.66 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.013 0.009 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 21.21 1584.00 0.05 2.66 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.0061 1.511 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.574 1.574 Overall MINimum 0.101 0.101 +D+H 0.168 0.168 +D+L+H 1.574 1.574 +D+Lr+H 0.168 0.168 +D+S+H 0.168 0.168 +D+0.750Lr+0.750L+H 1.222 1.222 +D+0.750L+0.750S+H 1.222 1.222 +D+0.60W+H 0.168 0.168 +D+0.70E+H 0.168 0.168 +D+0.750Lr+0.750L+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.5250E+H 1.222 1.222 +0.600+0.60W+0.60H 0.101 0.101 +0.60D+0.70E+0.60H 0.101 0.101 D Only 0.168 0.168 Lr Only L Only 1.406 1.406 S Only W Only E Only H Only 17 of 64 41 For 1'y Civil, LLQ. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 21 DEC 2017, 1:51 PM Wood Beam Description : short joists CODE REFERENCES File = C:\Users\khaiar\DOCUME-1\TEMPJ0-112017\TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.02) L(0.166) 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580ksi Density 31.2 pcf Repetitive Member Stress Increase i D(0.02) L(0.166) i 2x12 Span = 12.750 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.1660 , Load for Span Number 2 Uniform Load : D = 0.020, L = 0.1660 , DESIGN SUMMARY 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 2x12 Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 fi Tributary Width = 1.0 fi 0.992 1 2x12 1, 026.44 psi 1,035.00 psi +D+L+H 5.413ft 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 0.222 in Ratio = -0.089 in Ratio = 0.249 in Ratio = -0.100 in Ratio = Maximum Forces & Stresses for Load Combinations 687 >=360 1348 >=360 613 >=240. 1202 >=240. Design OK 0.591 : 1 2x12 106.30 psi 180.00 psi +D+L+H 11.824 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Shear Values V fv F'v +D+H Length = 12.750 ft Length = 5.0 ft +D+L+H Length = 12.750 ft Length = 5.0 ft +D+Lr+H Length =12.750 ft 1 0.118 0.071 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.29 110.37 2 0.102 0.071 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.25 94.81 1.000 1.00 1.15 1.00 1.00 1.00 1 0.992 0.591 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.71 1,026.44 2 0.852 0.591 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.33 881.78 1.000 1.00 1.15 1.00 1.00 1.00 1 0.085 0.051 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.29 110.37 0.00 931.50 931.50 0.00 1035.00 1035.00 0.00 1293.75 0.00 0.00 0.13 11.43 0.08 11.43 0.00 0.00 1.20 106.30 0.76 106.30 0.00 0.00 0.13 11.43 0.00 162.00 162.00 0.00 180.00 180.00 0.00 225.00 18 of 64 4 � For Ty y Civil LLC. } Wood Beam Description : Load Combination Segment Length Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition short joists Span # Max Stress Ratios M V Cd CFN Ci Cr Printed: 21 DEC 2017, 1:51PM File = C:1UserslkhaiarlDOCUME-11TEMPJO-1120171TUKWIL-11CaIcs1WAREH0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Moment Values Shear Values Cm C t CL M fb F'b V fv F'v Length = 5.0 ft 2 0.073 0.051 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.25 94.81 1293.75 0.08 11.43 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.093 0.055 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.29 110.37 1190.25 0.13 11.43 207.00 Length = 5.0 ft 2 0.080 0.055 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.25 94.81 1190.25 0.08 11.43 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.616 0.367 1.25 1.000 1.00 1.15 1.00 1.00 1.00 2.10 797.42 1293.75 0.93 82.58 225.00 Length = 5.0 ft 2 0.529 0.367 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.81 685.04 1293.75 0.59 82.58 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.670 0,399 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.10 797.42 1190.25 0.93 82.58 207.00 Length = 5.0 ft 2 0.576 0.399 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.81 685.04 1190.25 0.59 82.58 207.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.067 0.040 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.29 110.37 1656.00 0.13 11.43 288.00 Length = 5.0 ft 2 0.057 0.040 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.25 94.81 1656.00 0.08 11.43 288.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.067 0.040 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.29 110.37 1656.00 0.13 11.43 288.00 Length = 5.0 ft 2 0.057 0.040 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.25 94.81 1656.00 0.08 11.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.482 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.10 797.42 1656.00 0.93 82.58 288.00 Length = 5.0 ft 2 0.414 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.81 685.04 1656.00 0.59 82.58 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.482 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.10 797.42 1656.00 0.93 82.58 288.00 Length = 5.0 ft 2 0.414 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.81 685.04 1656.00 0.59 82.58 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.482 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.10 797.42 1656.00 0.93 82.58 288.00 Length = 5.0 ft 2 0.414 0.287 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.81 685.04 1656.00 0.59 82.58 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.040 0.024 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 66.22 1656.00 0.08 6.86 288.00 Length = 5.0 ft 2 0.034 0.024 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.15 56.89 1656.00 0.05 6.86 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.040 0.024 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 66.22 1656.00 0.08 6.86 288.00 Length = 5.0 ft 2 0.034 0.024 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.15 56.89 1656.00 0.05 6.86 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.2492 5.912 0.0000 2 0.0000 5.912 +D+L+H -0.0997 Support notation : Far left is #1 Values in KIPS 0.000 5.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.003 2.298 Overall MINimum 0.065 0.148 +D+H 0.108 0.247 +D+L+H 1.003 2.298 +D+Lr+H 0.108 0.247 +D+S+H 0.108 0.247 +D+0.750Lr+0.750L+H 0.780 1.785 +D+0.750L+0.750S+H 0.780 1.785 +D+0.60W+H 0.108 0.247 +D+0.70E+H 0.108 0.247 +D+0.750Lr+0.750L+0.450W+H 0.780 1.785 +D+0.750L+0.750S+0.450W+H 0.780 1.785 +D+0.750L+0.750S+0.5250E+H 0.780 1.785 +0.60D+0.60W+0.60H 0.065 0.148 +0.60D+0.70E+0.60H 0.065 0.148 D Only 0.108 0.247 Lr Only L Only 0.896 2.051 S Only W Only E Only 19 of 64 4 4 ForT C' yjviL C. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 21 DEC 2017, 1:51 PM Wood Column Description : Grid C studs Code References File = C:\Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 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 - Tension 900 psi Fv 180 psi Fb - Compr 900 psi Ft 575 psi Fc - Prll 1350 psi Density 31.2 pcf Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Basic 1600 1600 Minimum 580 580 Applied Loads Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 1600 ksi 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in 8.250 in^2 20.797 in^4 1.547 in^4 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 NDS15.3.2 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 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 17.875 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.2250, L = 2.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla 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 Load Combination Results 0.3363: 1 +D+L+H Comp Only, fc/Fc' 0.0 ft 2.243 k 0.0 k -ft 0.0 k -ft 808.37 psi 0.0:1 +0.60D+0.70E+0.60H 10.0ft 0.0 psi 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at ft above base for load combination : Along X -X in at ft above base for load combination : Other Factors used to calculate allowable stresses ... Bending Compression Tension Load Combination Maximum Reactions Load Combination C D CP Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location Note: Only non -zero reactions are listed. X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Axial Reaction @ Base Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance 20 of 64 44 For Ty Civil, LLC. Wood Column Description : Sketches Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Grid C studs Printed: 21 DEC 2017, 1:51 PM File = C:\Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11CalcsIWAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 0 Y 2x6 1.50 in 1X 2.225k Height = 10.0 ft Loads are total entered value. Arrows do not reflect absolute direction. 21 of 64 For Ty civil, LL. Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 21 DEC 2017, 1:51 PM Wood Column Description : typical interior column Code References File = G:\Users\khaiar\DOCUME-11TEMPJO-1\20171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 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 DF/DF Wood Grade 24F - V4 Fb - Tension 2400 psi Fv 265 psi Fb - Compr 1850 psi Ft 1100 psi Fc - Prll 1650 psi Density 31.2 pcf Fc - Perp 650 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Basic Minimum Applied Loads Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix 1800 1600 1800 ksi 950 850 ly 6.75x7.5 Western GLB 6.750 in 6.750 in 45.563 inA2 172.995 in^4 172.995 in^4 Allow Stress 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 ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Y -Y (depth) axis : 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No Unbraced Length for X -X Axis buckling = 10.0 ft, K = 1.0 Unbraced Length for X -X Axis buckling = 10.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 98.720 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 10.0 ft, D = 5.10, L = 42.70 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla 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 Load Combination Results Load Combination Maximum Reactions 0.7482: 1 +D+L+H Comp Only, fc/Fc' 0.0 ft 47.899 k 0.0 k -ft 0.0 k -ft 1,405.0 psi 0.0:1 +0.60D+0.70E+0.60H 10.0 ft 0.0 psi 424.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at for load combination : Along X -X in at for load combination : Other Factors used to calculate allowable stresses ... Bending ft above base ft above base 0.0 k 0.0 k Compression Tension CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location Load Combination Note: Only non -zero reactions are listed. X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Axial Reaction @ Base Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance 22 of 64 For Ty Civil, LLC. Wood Column Description : Sketches Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition typical interior column Printed: 21 DEC 2017, 1:51 PM File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 0 0 ro Y 6.75x7.5 6.750 in X Heiaht = 10.0 ft 47.B0k Loads are total entered value. Arrows do not reflect absolute direction. 23 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 10 FEB 2018, 3:11PM Steel Column Description : steel column option Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Steel Section Name : HSS6x6x3/16 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Allowable Strength 46.0 ksi 29,000.0 ksi Applied Loads Column self weight included : 145.30 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 5.10, L = 42.70 k DESIGN SUMMARY 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. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.5197 : 1 +D+L+H 0.0 ft 47.945 k 92.263 k 0.0 k -ft 18.486 k -ft 0.0 k -ft 18.486 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 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750 L+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 Maximum Reactions 0.057 0.520 0.057 0.057 0.404 0.404 0.057 0.057 0.404 0.404 0.404 0.034 0.034 PASS PASS 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 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top PASS PASS 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 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base +D+H k k 5.245 k 24 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 10 FEB 2018, 3:11PM Steel Column Description : steel columns Maximum Reactions File = C:lUserslkhaiarlDOCUME-11TEMPJ0-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction. @ Base @ Top Axial Reaction @ Base +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +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 Maximum Deflections for Load Combinations k k k k k k k k k k k k k k k k k k k 47.945 k 5.245 k 5.245 k 37.270 k 37.270 k 5.245 k 5.245 k 37.270 k 37.270 k 37.270 k 3.147 k 3.147 k 5.245 k 42.700 k k k k k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 25 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 10 FEB 2018, 3:11PM Steel Column Description : steel columns Steel Section Properties : HSS6x6x3/16 File = C:\Users\khaiar\DOCUME-1\TEMPJO-1 \20171TUKWIL-1 \Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Depth Design Thick Width Wall Thick Area Weight Ycg 6.000 in I xx = 22.30 in^4 0.174 in S xx = 7.42 inA3 6.000 in R xx = 2.370 in 0.187 in Zx = 8.630 inA3 3.980 inA2 I yy = 22.300 in^4 14.530 plf S yy 7.420 inA3 R yy = 2.370 in 0.000 in J = 35.000 in^4 C = 11.800 inA3 47.80k Height =10.0 ft Loads are total entered value. Arrows do not reflect absolute direction. 26 of 64 General Footing Description : Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Interior 4ft sq footing Code References Printed: 10 FEB 2018, 3:09PM File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor 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 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 = 2.50 ksi = 60.0 ksi = 3,122.0 ksi 145.0 pcf 0.90 = 0.750 0.00180 1.0:1 1.0:1 No 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 0.30 0.0 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft Reinforcing 4.0 ft 4.0 ft 12.0 in 12.0 in 12.0 in 1.0 in 3.0 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 4 # 5 4 # 5 n/a n/a n/a Se oni_ooeing to tL L -L JeGttOfl L N n9 la ♦R P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 2.40 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 0.0 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 27 of 64 General Footing Description : Interior 4ft sq footing DESIGN SUMMARY Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Min. Ratio Item Printed: 10 FEB 2018, 3:09PM File = C:\Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-1\CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Applied Capacity Design OK Governing Load Combination PASS 0.9540 Soil Bearing 1.431 ksf PASS n/a Overturning - X -X 0.0 k -ft PASS n/a Overturning - Z -Z 0.0 k -ft PASS n/a Sliding - X -X 0.0 k PASS n/a Sliding - Z -Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.2082 Z Flexure (+X) 2.508 k -ft PASS 0.2082 Z Flexure (-X) 2.508 k -ft PASS 0.2082 X Flexure (+Z) 2.508 k -ft PASS 0.2082 X Flexure (-Z) 2.508 k -ft PASS 0.2019 1 -way Shear (+X) 15.142 psi PASS 0.2019 1 -way Shear (-X) 15.142 psi PASS 0.2019 1 -way Shear (+Z) 15.142 psi PASS 0.2019 1 -way Shear (-Z) 15.142 psi PASS 0.2556 2 -way Punching 38.333 psi Detailed Results Soil Bearing 1.50 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 12.046 k -ft 12.046 k -ft 12.046 k -ft 12.046 k -ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi +D+L+H about Z -Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20 D+0.50Lr+1.60L+1.60 H +1.20 D+0.50 Lr+1.60 L+1.60 H +1.20 D+0.50Lr+1.60L+1.60H +1.20 D+0.50 Lr+1.60 L+1.60 H +1.20 D+0.50 Lr+1.60 L+ 1.60 H +1.20 D+0.50 Lr+1.60 L+1.60 H +1.20 D+0.50 Lr+1.60 L+ 1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60 L+1.60H Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ LocationActual 1 Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.150 0.150 n/a n/a 0.100 X -X, +D+L+H 1.50 n/a 0.0 1.431 1.431 n/a n/a 0.954 X -X, +D+Lr+H 1.50 n/a 0.0 0.150 0.150 n/a n/a 0.100 X -X, +D+S+H 1.50 n/a 0.0 0.150 0.150 n/a n/a 0.100 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.111 1.111 n/a n/a 0.741 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 1.111 1.111 n/a n/a 0.741 X -X, +D+0.60W+H 1.50 n/a 0.0 0.150 0.150 n/a n/a 0.100 X -X, +D+0.70E+H 1.50 n/a 0.0 0.150 0.150 n/a n/a 0.100 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.111 1.111 n/a n/a 0.741 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.111 1.111 n/a n/a 0.741 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.111 1.111 n/a n/a 0.741 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.090 0.090 n/a n/a 0.060 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.090 0.090 n/a n/a 0.060 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.150 0.150 0.100 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.431 1.431 0.954 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.150 0.150 0.100 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.150 0.150 0.100 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.111 1.111 0.741 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.111 1.111 0.741 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.150 0.150 0.100 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.150 0.150 0.100 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.111 1.111 0.741 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.111 1.111 0.741 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.111 1.111 0.741 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.090 0.090 0.060 Z -Z, +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.090 0.090 0.060 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 28 of 64 General Footing Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : Interior 4ft sq footing Footing Flexure Flexure Axis & Load Combination D Printed: 10 FEB 2018, 3:09PM File = C:Wserslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.2361 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK 29 of 64 General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Interior 4ft sq footing Flexure Axis & Load Combination 4 Printed: 10 FEB 2018, 3:09PM File = C:\Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.2361 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 2.508 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 2.508 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60L+0.50S+1.60H 2.508 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60L+0.50S+1.60H 2.508 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.9227 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.9227 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.2024 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.2024 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.9227 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.9227 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.2024 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.2024 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.9227 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.9227 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.9227 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.9227 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.9227 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.9227 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.1518 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.1518 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.1518 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.1518 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.2361 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.2361 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.508 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 2.508 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 2.508 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 2.508 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.9227 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.9227 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.2024 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.2024 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.9227 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.9227 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.2024 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.2024 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.9227 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.9227 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.9227 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.9227 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.9227 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.9227 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.1518 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.1518 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.1518 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.1518 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H +1.20D+0.50Lr+1.60 L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50 L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H 1.43 psi 1.43 psi 1.43 psi 1.43 psi 1.43 psi 75.00 psi 0.02 0.00 15.14 psi 15.14 psi 15.14 psi 15.14 psi 15.14 psi 75.00 psi 0.20 0.00 15.14 psi 15.14 psi 15.14 psi 15.14 psi 15.14 psi 75.00 psi 0.20 0.00 5.57 psi 5.57 psi 5.57 psi 5.57 psi 5.57 psi 75.00 psi 0.07 0.00 1.22 psi 1.22 psi 1.22 psi 1.22 psi 1.22 psi 75.00 psi 0.02 0.00 5.57 psi 5.57 psi 5.57 psi 5.57 psi 5.57 psi 75.00 psi 0.07 0.00 1.22 psi 1.22 psi 1.22 psi 1.22 psi 1.22 psi 75.00 psi 0.02 0.00 5.57 psi 5.57 psi 5.57 psi 5.57 psi 5.57 psi 75.00 psi 0.07 0.00 5.57 psi 5.57 psi 5.57 psi 5.57 psi 5.57 psi 75.00 psi 0.07 0.00 5.57 psi 5.57 psi 5.57 psi 5.57 psi 5.57 psi 75.00 psi 0.07 0.00 0.92 psi 0.92 psi 0.92 psi 0.92 psi 0.92 psi 75.00 psi 0.01 0.00 0.92 psi 0.92 psi 0.92 psi 0.92 psi 0.92 psi 75.00 psi 0.01 0.00 30 of 64 General Footing Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : Interior 4ft sq footing Two -Way "Punching" Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50 L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+0.50L+1.60S+1.60H +1.20 D+1.60S+0.50W+1.60H +1.20 D+0.50 L r+0.50 L+W+1.60 H +1.20 D+0.50L+0.50S+W+1.60H +1.20 D+0.50L+0.70S+E+1.60 H +0.90D+W+0.90H +0.90D+E+0.90H Printed: 10 FEB 2018, 3:09PM File = C:\Users\khaiar\D000ME-1\TEMPJO-112017\TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 All units k Vu 3.61 psi 38.33 psi 38.33 psi 14.11 psi 3.09 psi 14.11 psi 3.09 psi 14.11 psi 14.11 psi 14.11 psi 2.32 psi 2.32 psi Phi*Vn 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00psi 150.00 psi 150.000Si 150.00psi 150.00psi 150.00psi Vu ! Phi*Vn 0.02407 0.2556 0.2556 0.09404 0.02063 0.09404 0.02063 0.09404 0.09404 0.09404 0.01547 0.01547 Status OK OK OK OK OK OK OK OK OK OK OK OK 31 of 64 General Footing Description : Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Interior 6ft sq footing Code References Printed: 10 FEB 2018, 3:05PM File = CaUsers\khaiar\DOCUME-11TEMPJo-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 D Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor 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 Dimensions 2.50 ksi 60.0 ksi = 3,122.0 ksi 145.0 pcf = 0.90 0.750 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 = Reinforcing = 0.00180 = 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 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft 6.0 ft 6.0 ft 12.0 in 12.0 in 12.0 in 1.0 in 3.0 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 6.0 # 5 6.0 # 5 n/a n/a n/a 6-#5888 X -X Section Looking to OZ 6-65 Bars P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 5.10 42.70 k ksf k -ft k -ft k k 32 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 10 FEB 2018, 3:05PM General Footing Description : Interior 6ft sq footing DESIGN SUMMARY Min. Ratio Item File = C:1UserslkhaiarlDOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Applied Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9820 n/a n/a n/a n/a n/a 0.5364 0.5364 0.5364 0.5364 0.4595 0.4595 0.4595 0.4595 0.5974 Detailed Results Soil Bearing Soil Bearing Overturning - X -X Overturning - 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 1.473 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 6.462 k -ft 6.462 k -ft 6.462 k -ft 6.462 k -ft 34.463 psi 34.463 psi 34.463 psi 34.463 psi 89.604 psi 1.50 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 12.046 k -ft 12.046 k -ft 12.046 k -ft 12.046 k -ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi +D+L+H about Z -Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20 D+0.50Lr+1.60L+1.60H +1.20 D+0.50Lr+1.60L+1.60H +1.20 D+0.50Lr+1.60L+1.60H +1.20 D+0.50 L r+ 1.60 L+ 1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20 D+0.50 Lr+1.60 L+1.60 H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60 L+1.60H Rotation Axis & Load Combination... X -X, +D+H X -X, +D+L+H X -X, +D+Lr+H X -X, +D+S+H X -X, +D+0.750Lr+0.750L+H X -X, +D+0.750L+0.750S+H X -X, +D+0.60W+H X -X, +D+0.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H X -X, +D+0.750L+0.750S+0.450W+H X -X, +D+0.750L+0.750S+0.5250E+H X -X, +0.60D+0.60W+0.60H X -X, +0.60D+0.70E+0.60H Z -Z, +D+H Z -Z, +D+L+H Z -Z, +D+Lr+H Z -Z, +D+S+H Z -Z, +D+0.750Lr+0.750L+H Z -Z, +D+0.750L+0.750S+H Z -Z, +D+0.60W+H Z -Z, +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H Z -Z, +D+0.750L+0.750S+0.450W+H Z -Z, +D+0.750L+0.750S+0.5250E+H Z -Z, +0.60D+0.60W+0.60H Z -Z, +0.60D+0.70E+0.60H Overturning Stability Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... 1.50 n/a 0.0 0.2867 0.2867 1.50 n/a 0.0 1.473 1.473 1.50 n/a 0.0 0.2867 0.2867 1.50 n/a 0.0 0.2867 0.2867 1.50 n/a 0.0 1.176 1.176 1.50 n/a 0.0 1.176 1.176 1.50 n/a 0.0 0.2867 0.2867 1.50 nla 0.0 0.2867 0.2867 1.50 n/a 0.0 1.176 1.176 1.50 n/a 0.0 1.176 1.176 1.50 n/a 0.0 1.176 1.176 1.50 n/a 0.0 0.1720 0.1720 1.50 n/a 0.0 0.1720 0.1720 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 nla n/a n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a n/a nla 1.50 0.0 n/a n/a n/a 1.50 0.0 nla n/a n/a 1.50 0.0 nla nla n/a 1.50 0.0 n/a n/a n/a 1.50 0.0 n/a nla n/a n/a n/a n/a n/a n/a n/a n/a nla nla n/a n/a n/a n/a 0.2867 1.473 0.2867 0.2867 1.176 1.176 0.2867 0.2867 1.176 1.176 1.176 0.1720 0.1720 n/a n/a n/a n/a n/a n/a n/a nla n/a n/a n/a n/a n/a 0.2867 1.473 0.2867 0.2867 1.176 1.176 0.2867 0.2867 1.176 1.176 1.176 0.1720 0.1720 Actual 1 Allow Ratio 0.191 0.982 0.191 0.191 0.784 0.784 0.191 0.191 0.784 0.784 0.784 0.115 0.115 0.191 0.982 0.191 0.191 0.784 0.784 0.191 0.191 0.784 0.784 0.784 0.115 0.115 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 33 of 64 General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Interior 6ft sq footing Flexure Axis & Load Combination Printed: 10 FEB 2018, 3:05PM File = C:\Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 4 Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface in^2 in"2 inA2 k -ft Status X -X, +1.40D+1.60H 0.6198 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK 34 of 64 General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Interior 6ft sq footing Flexure Axis & Load Combination Printed: 10 FEB 2018, 3:05PM File = C:\Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.6198 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 6.462 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 6.462 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60L+0.50S+1.60H 6.462 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60L+0.50S+1.60H 6.462 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 2.385 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 2.385 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.5313 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.5313 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 2.385 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 2.385 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.5313 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.5313 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 2.385 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 2.385 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 2.385 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 2.385 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 2.385 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 2.385 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.3984 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.3984 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.3984 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.3984 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.6198 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.6198 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 6.462 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 6.462 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 6.462 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 6.462 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 2.385 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 2.385 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.5313 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.5313 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.385 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.385 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.5313 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.5313 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.385 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.385 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 2.385 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 2.385 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 2.385 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 2.385 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.3984 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.9011 0.3984 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.3984 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.3984 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK One Way Shear Load Combination... +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+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 3.31 psi 3.31 psi 3.31 psi 3.31 psi 3.31 psi 75.00 psi 0.04 0.00 34.46 psi 34.46 psi 34.46 psi 34.46 psi 34.46 psi 75.00 psi 0.46 0.00 34.46 psi 34.46 psi 34.46 psi 34.46 psi 34.46 psi 75.00 psi 0.46 0.00 12.72 Psi 12.72 psi 12.72 psi 12.72 psi 12.72 psi 75.00 psi 0.17 0.00 2.83 psi 2.83 psi 2.83 psi 2.83 psi 2.83 psi 75.00 psi 0.04 0.00 12.72 Psi 12.72 psi 12.72 psi 12.72 psi 12.72 psi 75.00 psi 0.17 0.00 2.83 psi 2.83 psi 2.83 psi 2.83 psi 2.83 psi 75.00 psi 0.04 0.00 12.72 Psi 12.72 psi 12.72 psi 12.72 psi 12.72 psi 75.00 psi 0.17 0.00 12.72 Psi 12.72 psi 12.72 psi 12.72 psi 12.72 psi 75.00 psi 0.17 0.00 12.72 psi 12.72 psi 12.72 psi 12.72 psi 12.72 psi 75.00 psi 0.17 0.00 2.13 psi 2.13 psi 2.13 psi 2.13 psi 2.13 psi 75.00 psi 0.03 0.00 2.13 psi 2.13 psi 2.13 psi 2.13 psi 2.13 psi 75.00 psi 0.03 0.00 35 of 64 General Footing Description : Interior 6ft sq footing Two -Way "Punching" Shear Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 10 FEB 2018, 3:05PM File = C:IUserslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 All units k Load Combination... +1.40D+1.60H +1.20D+0.50 Lr+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+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50 L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu 8.59 psi 89.60 psi 89.60 psi 33.07 psi 7.37 psi 33.07 psi 7.37 psi 33.07 psi 33.07 psi 33.07 psi 5.53 psi 5.53 psi Phi*Vn 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi Vu / Phi*Vn 0.0573 0.5974 0.5974 0.2204 0.04911 0.2204 0.04911 0.2204 0.2204 0.2204 0.03683 0.03683 Status OK OK OK OK OK OK OK OK OK OK OK OK 36 of 64 41 For Ty Civil, LL Project No. 16-07-05 Date 02/19/18 By: KJH Ck. By Customer Job Description: Loomis Warehouse New roof mechanical units: Three new 850 pound mechanical units are proposed for the existing roof. The units will be supported by the existing 6x18 pulins. The pulins span 30 feet and are spaced nominally 8 feet on center. Deterine the existing Dead, Live, and Snow load on the purlins. Trib Width: 8 ft Dead 15 psf 120 plf Live 20 psf 160 plf Snow 20 psf 160 plf The 850 pound units are all located near the end of the purlins. Assume half the load is concentrated at the 1/4 point of the length and shared evenly between two purlins. Assume select structural grade lumber based on vintage of the building. Dead Load RTU: 212.5 lbs at 7.5 ft 212.5lbs at2.5ft See the attached roof purlin calculation. Purlins are adequate for the additional RTU weight. Double 2x10's will be added for support on all 4 sides of the units. 600 Ib meth unit, tyo 4 places New wall opening in existing concrete walls: Existing wall reinforcin #5 @ 18" oc each way Maximum size opening = 3 feet. Worst case opening location would cut two vertical rebars. Provide HSS strong back design for each side of opening along with steel headers and sills. 37 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 14 FEB 2018, 2:50PM Wood Beam Description : Existing roof joist with additional RTU weight CODE REFERENCES File = C:\Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Fri! Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Wood Species Wood Grade : Douglas Fir - Larch : Select structural D(0.213) D(0.213) D(0.12) Lr(0.16) S(0.16) 1,500.0 psi 1,500.0 psi 1,700.0 psi 625.0 psi 180.0 psi 1,000.0 psi E : Modulus of Elasticity Ebend- xx 1,900.0 ksi Eminbend - xx 690.0ksi Density 31.20 pcf r t 1 6x18 Span = 29.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.120, Lr = 0.160, S = 0.160 , Tributary Width = 1.0 fi Point Load : D = 0.2130 k @ 7.50 ft Point Load : D = 0.2130 k @ 2.50 ft DESIGN SUMMARY 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 0.815 1 6x18 1,347.90 psi 1,654.18psi +D+S+H 14.535ft 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 0.588 in Ratio = 0.000 in Ratio = 1.069 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 602 >=360 0 <360 331 >=180 0 <180 Design OK 0.308 : 1 6x18 63.77 psi 207.00 psi +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Ci Cr Cm C CL Moment Values Shear Values M fb F'b V fv F'v +D+H Length = 29.50 ft +D+L+H Length = 29.50 ft +D+Lr+H Length = 29.50 ft +D+S+H Length = 29.50 ft +D+0.750Lr+0.750L+H Length = 29.50 ft 1 0.467 1 0.420 1 0.750 1 0.815 1 0.646 0.188 0.90 0.959 0.959 0.169 1.00 0.959 0.959 0.283 1.25 0.959 0.959 0.308 1.15 0.959 0.959 0.246 1.25 0.959 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14.14 604.44 14.14 604.44 31.53 1,347.90 31.53 1,347.90 27.18 1,161.97 0.00 1294.58 0.00 1438.42 0.00 1798.02 0.00 1654.18 0.00 1798.02 0.00 1.96 0.00 1.96 0.00 4.09 0.00 4.09 0.00 3.56 0.00 30.48 0.00 30.48 0.00 63.77 0.00 63.77 0.00 55.45 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 38 of 64 Wood Beam Description : Load Combination Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Existing roof joist with additional RTU weight Max Stress Ratios Printed: 14 FEB 2018, 2:50PM File = C:1UserslkhaiarlDOCUME-11TEMPJO-112017ITUKWIL-11CaIcsIWAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.702 0.268 1.15 0.959 1.00 1.00 1.00 1.00 1.00 27.18 1,161.97 1654.18 3.56 55.45 207.00 +D+0.60W+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.263 0.106 1.60 0.959 1.00 1.00 1.00 1.00 1.00 14.14 604.44 2301.47 1.96 30.48 288.00 +D+0.70E+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.263 0.106 1.60 0.959 1.00 1.00 1.00 1.00 1.00 14.14 604.44 2301.47 1.96 30.48 288.00 +D+0.750Lr+0.750L+0.450W+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.505 0.193 1.60 0.959 1.00 1.00 1.00 1.00 1.00 27.18 1,161.97 2301.47 3.56 55.45 288.00 +D+0.750L+0.750S+0.450W+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.505 0.193 1.60 0.959 1.00 1.00 1.00 1.00 1.00 27.18 1,161.97 2301.47 3.56 55.45 288.00 +D+0.750L+0.750S+0.5250E+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.505 0.193 1.60 0.959 1.00 1.00 1.00 1.00 1.00 27.18 1,161.97 2301.47 3.56 55.45 288.00 +0.60D+0.60W+0.60H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.158 0.064 1.60 0.959 1.00 1.00 1.00 1.00 1.00 8.48 362.66 2301.47 1.17 18.29 288.00 +0.60D+0.70E+0.60H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 29.50 ft 1 0.158 0.064 1.60 0.959 1.00 1.00 1.00 1.00 1.00 8.48 362.66 2301.47 1.17 18.29 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 1.0686 14.750 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 4.484 4.202 Overall MlNimum 1.274 1.105 +D+H 2.124 1.842 +D+L+H 2.124 1.842 +D+Lr+H 4.484 4.202 +D+S+H 4.484 4.202 +D+0.750Lr+0.750L+H 3.894 3.612 +D+0.750L+0.750S+H 3.894 3.612 +D+0.60W+H 2.124 1.842 +D+0.70E+H 2.124 1.842 +D+0.750Lr+0.750L+0.450W+H 3.894 3.612 +D+0.750L+0.750S+0.450W+H 3.894 3.612 +D+0.750L+0.750S+0.5250E+H 3.894 3.612 +0.60D+0.60W+0.60H 1.274 1.105 +0.60D+0.70E+0.60H 1.274 1.105 D Only 2.124 1.842 Lr Only 2.360 2.360 L Only S Only 2.360 2.360 W Only E Only H Only 39 of 64 For Ty Civil, LLC. Determine Wind and Seismic (Fp) forces on existing wall panel: Seismic Fp per section 12.11.1: Fp min= 0.1 *Wwall 0.4*Sds*I*Wwall Wwall= 68.75 psf 5.5" panel thickness Sds = 0.961 Fp min= 6.9 psf 26.4 psf Controls Component and Cladding Wind: P= -14.8 psf Zone 4 (Service Level) Seismic forces control out of plane loading on existing wall panels. Use seismic Fp force to determine strongback sizing for new door jambs at new openings to be cut in existing Reinforcing is spaced 18" on center. Assume maximum tributary for new steel jamb as 1/2 opening width plus 1/2 of reinforcing spacing. Note that wall panels are not load bearing for the roof. Opening Width: Vert Reinf Spacing Trib width to jamb: Jamb design pressure (LC 5): 3ft 1.5 ft 2.25 ft 41.6 plf 2.25' x 26.4psf x 0.7 Design steel HSS for 41.6 plf wind load over 28' span completely unbraded to account for inward and outward load direction. Provide HSS 8x2x1 /4 full length and anchored to roof framing and either floor slab or base of wall. See attached Enercalc design output. Reaction at top and bot = 5741bs. Provide steel angle L3x3x1/4 with Titen anchors to wall panel and slab at bottom of wall. Attach to underside of glulam at roof with (2) 5/8" x 4" lags. 40 of 64 Components & Cladding Wind Loads ASCE 7-10 Components and Cladding (Method 4 - Simplified) Notes: Loomis Warehouse, Tukwila, WA Job No: 17160 Designer: KJH Checker: Date: 2/17/2018 Basic Parameters Risk Category II Basic Wind Speed, V 110 mph Exposure Category B Design Height, z 28.0 ft Topographic Factor, lc 1.00 Exposure Adjustment, EAF 1.00 Eff Area Wall Reduction Factor 0.850 Eff Area Roof Reduction Factor 0.940 Tabulated Pressure, Zone 1 -40.9 psf Tabulated Pressure, Zone 2 -64.1 psf Tabulated Pressure, Zone 3 -87.4 psf Tabulated Pressure, Zone 4 -27.9 psf Tabulated Pressure, Zone 5 -51.2 psf Trib width = L/3 per section 26.2 Trib width = L/3 per section 26.3 Pressure Calculations Strength ASD Zone 1 Deisgn Wind Pressure, Pzone1 -38.4 psf -24.0 psf Zone 2 Deisgn Wind Pressure, Pzonez -60.3 psf -37.7 psf Zone 3 Deisgn Wind Pressure, Pzone3 -82.2 psf -51.3 psf Zone 4 Deisgn Wind Pressure, Pzone4 -23.7 psf -14.8 psf Zone 5 Deisgn Wind Pressure, Pzone 5 -43.5 psf -27.2 psf Table 1.5-1 Figure 26.5-1A Section 26.7 Section 26.8 Table 30.7-2 Table 30.7-2 Table 30.7-2 Table 30.7-2 Table 30.7-2 Table 30.7-2 Table 30.7-2 Table 30.7-2 41 of 64 Steel Beam Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : New door jamb CODE REFERENCES Printed: 16 FEB 2018, 10:38AM File = C:\Users\khaiar\DOCUME-1\TEMPJ0-1120171TUKWIL-1\Calcs\WAREH0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending E(0.041) Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span = 28.0 ft HSS8x2x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : E = 0.0410 k/ft, Tributary Width = 1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : 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 0.116: 1 HSS8x2x1/4 2.813 k -ft 24.152 k -ft +D+0.70E+H 14.000ft Span # 1 0.689 in 0.000 in 0.482 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # 487 >=360 0 <360 696 >=240. 0 <240.0 Design OK 0.007 : 1 HSS8x2x1/4 0.4018 k 61.119 k +D+0.70E+H 0.000 ft Span # 1 Summary of Moment Values M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 28.00 ft +D+L+H Dsgn. L = 28.00 ft +D+Lr+H Dsgn. L = 28.00 ft +D+S+H Dsgn. L = 28.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 28.00 ft +D+0.750L+0.750S+H Dsgn. L = 28.00 ft +D+0.60W+H Dsgn. L = 28.00 ft +D+0.70E+H Dsgn. L = 28.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 28.00 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 28.00 ft +D+0.750L+0.7505+0.5250E+H Dsgn. L = 28.00 ft +0.60D+0.60W+0.60H Dsgn. L = 28.00 ft +0.60D+0.70E+0.60H 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.116 0.007 2.81 2.81 40.33 24.15 1.14 1.00 0.000 40.33 24.15 1.00 1.00 0.000 40.33 24.15 1.00 1.00 0.087 0.005 2.11 2.11 40.33 24.15 1.14 1.00 0.000 40.33 24.15 1.00 1.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.40 -0.00 -0.00 0.30 -0.00 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 102.07 61.12 42 of 64 Project Title: Engineer: Project Descr: Loomis Warehouse Mezzanine Partial Mezzanine Addition Project ID: Printed: 16 FEB 2018, 10:38AM Steel Beam Description : New door jamb Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 28.00 ft 1 0.116 0.007 2.81 2.81 40.33 24.15 1.14 1.00 0.40 102.07 61.12 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span E Only 1 0.6892 14.080 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 0.574 0.574 Overall MINimum 0.301 0.301 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 0.402 0.402 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.301 0.301 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.402 0.402 D Only Lr Only L Only S Only W Only E Only 0.574 0.574 H Only 43 of 64 C -A-2016 02015 SIMPSON STRONO-TIE COMPANY INC. Simpson Strong-Tiea Anchoring and Fastening Systems for Concrete and Masonry Titen HD® Design Information - Concrete Titen HD. Allowable Tension Loads in Normal -Weight Concrete (fc = 2,500 psi) - Seismic Load IBC SIMPSON Sti Tie 11-1 ettlso Cracked Ilincradted I Cracked 31/2 3 1½ 885 500 665 380 960 440 345 21/2 31/2 6 11/2 1.415 870 1,105 650 460 675 345 21/2 .._ 4 2% 13/4 1,230 565 920 .1 420 945 : 565 710 1/2 314 5 3% , 13/4 2,030 1,230 1,525 920 1,265 ! 905 950 5 3A6. 13/4 1,965 1,395 1,475 1.045 1,235 885 930 311, 330 510 420 680 665 4 61/4 41/2 13/4 2,825 2,000 2,120 1,500 1,600 1,135 1.195 855 4 6 41/2 13/4 2,795 1,385 2,095 1,035 1,575 1,125 1,185 845 51/2 81/2 6% 13/4 4,465 2,535 3,345 1,900 2,375 1.685 1.780 1,265 51/2 83/4 61/2 13/4 4,730 2,760 3,550 2,070 2,350 1,675 1,760 1,255 3/4 61/4 10 7196 13/4 5,850 3,275 4,385 2,455 2,795 ; 1,985 2,095 1,490 1, Allowable tension loads are calculated based on the strength design provision of ACI 318-11 Appendix D using a conversion factor of a = XI 7 = 1.43. The conversion factor a is based on the load combination assuming 100% seismic load. 2, Tabulated values are for a single anchor with no influence of another anchor. 3. Interpolation between embectrrnt depths is not pen' lilted. 4. The allowable tension load listed for SDC (Seismic Design Category) A -B may atso be used ri SDC C -F when the tension component of the strength -level seismic design load on the anchor does not exceed 20% of the total factored tension load on the anchor associated with the same load combination. 5. When designing anchorages in SDC C -F. the designer shall consider the ductility requirements of ACI 318-11 Section D.3.3. 6. Tension design strengths in SDC C -F have been adjusted by 0/5 factor in accordance with ACI 318-11 Section D.3.3.4.4. See page 12 for an explanation of the load table icons. 44 of 64 To 1 NMI 189 Simpson Strong -Tie° Anchoring and Fastening Systems for Concrete and Mason!), El2 _c c co 2 192 Titen HD® Design Information - Concrete Titen HD® Allowable Tension Loads in Normal -Weight Concrete 1½ PO) ! , 23/4 (9.5) . (70) 3% 105) 2% (70) 3% (92) 53/4 (146) 23/4 (70) 4'/e (15.9) i (105) 5314 j146), 23/4 (70) 3/4 4% 3/1 (19 1 ) . (117) 53/4 (146) 6 (152) 3 (76) 4 (102) fc2.,000 psi (13.8 MPa Concrete) Psi f4,000 Std. Des. itt (Mg Albentle ABowable Itkt &OKI 4 2,070 ; ! 520 I 635 (102) (9.2) ! - (23) ,.... ; . (2.8) 4,27 i . 1,075 - 1,315 6 1 (19.1) ' - (4.8) (5.8) (152) 7,087 347 1,770 2,115 (31.5) . (1.5) . (7.9) 4.. (9.4) 4,610 1,155 1,400 (20.5) _ (5.1) , 8 7,413 412 1,855 : 2,270 10,742 (203) (33.0) _ (1.8) (8.3)' (10.1) (47.8) SIMPSON Strong -Tie 11 wisp Monde Std. Dev. , Allowable 1:4. OM RI. OM) RI OW) ' 2,974 745 _ (33) 6,204 i ' 1,550 (27.6) 9,820 1,434 (43.7) .4 (6.4) 6,580 (62) (29.3) 10,278 297 2,570 3,240 15,640 (45.7) (1.3) (11.4) (14.4) (69.6) 4,610 1,155 1,400 6,580 (20.5) - (5.1) (6.2) (29.3) ... 5 10 8,742 615 , 2,185 (127) (254) (38.9) (2.7) (9.7) 12,953 ' 1,764 3,240 57 ' 8 i (144) 6 (152) 2,630 12,286 (11.7) (54.7) 3,955 18,680 (17.6) (83.1) (6.9) 2,455 (10.9) 1,645 (7.3) 600 2,685 (2.7) (11.9) 2,341 3,910 (10.4) (17.4) 1,645 (7.3) 1,604 3,070 (7.1) (13.7) 4,670 (20.8) 1,645 (7.3) 4,355 (19.4) 4,670 (20.8) 4,674 1,170 1,405 6,580 _ (20.8) - (5.2) (5.3) (29.3) 12 10,340 1,096 2,585 3,470 17,426 1,591 (305)(46.0) (4.9) (11.5) (15.4) (77.5) (7.1) 13,765 1,016 3,440 4,055 18,680 1,743 (61.2) (4.5) (15.3) (18.0) (83.1) (7.8) 1. The allowable loads listed are based on a safety factor of 4,0. 2. Refer to allowable load -adjustment factors for spacing and edge distance on pages 198 and 199. 3. The minimum concrete thickness is 11/2 times the embedment depth. 4. Tension and shear bads for the Titen HD anchor may be combined using the elliptical interaction equation (n=Y3). Allowable load may be interpolated for concrete compressive strengths between 2,000 psi and 4,000 psi. Titen HD® Allowable Shear Loads in Normal -Weight Concrete SIM (k) BirM Bit O. (b.) Embed. &Oh (mm) 1½ Onlical Ste Dist. it. Om) 6 (28) (152) % yB 23/4 (9.5) (70) 4½ ' 33/4 (114) (95), _ 23/4 (70) V2 33/a 6 (127) (92) (152) 53/4 (146) 23/4 (70) 4½ 7½ (15.9) ' (105) (191) 53/4 (146) 23'4 (70) 3/4 3/4i 4% 9 (19.1) (117) (229) 53/4 (146) Wield *Nam in. tow) f.2,000 psi (13.8 thtPa Comets) Stmar Load re400a Psi reNts008 (ZLE bra &made) +t -v) Ultimate 111. (kN) Silt Des 111.00 4 2,912 730 825 (102) (13.0) - (3.2) (3.7) 6,353 1,585 1,665 _ 6 (28.3) (7.1) (IA) (152) 6,377 ' 1,006 1,595 1.670 (28.4) . (4.5) 7.1 (7.4) 6,435 1 605 2,050 (28.6) - (9.1) 8 9,324 1,285 2,330 2,795 (203) (41.5) (5.7) (10.4) (12.4) 11,319 1,245 2,830 3,045 (50.3) (5.5) (12.6) (13.5) 7,745 1,940 2,220 (34.5) - (8.6) (9.9) 10 8,706 1,830 2,175 3,415 (254) (38.7) (8.1) (9.7) (15.2) 12,498 ' 2,227 ' 3,125 3,890 (55.6) ! (9.9) 1 (13.9) (17.3) 7,832 1,960 2,415 (34.8) - (8.7) (10.7) 12 11,222 2,900 2,805 4,490 (305) (49.9) (12.9) (12.5) . (20.0) 19,793 3,547 4,950 5,560 (88.0) (15.8) (22.0) ! (24.7) 1. The allowable loads listed are based on a safety factor of 2. Refer to allowable load-adju..,ti i lent factors for spacing and edge distance on pages 198 and 199. 3. The minimum concrete thickness is 114 times the embedment depth. 4. Tension and shear bads for the Titen HD anchor may be combined using the elliptical interaction equation (n=%). Allowable load may be interpolated for concrete compressive strengths between 2,000 psi and 4,000 psi. See page 12 for an explanation of the load table icons. UMnsate Std. Dm, 11. k(kit) 3,668 (16.3) Nimble (14P9 915 (4.1) 1,740 (7.7) 1,740 (7.7) 9,987 2,495 (44.4) - (7.8) 13,027 597 = 3,255 (57.9) (2.7) (14.5) 3,255 (14.5) 2,495 (7.0) 4,650 (20.7) 4,650 I (2°M 11,460 2,865 (51.0) = (12.7) ' 9,987 (44.4) 18,607 1,650 (82.8) (7.3) 24,680 2,368 6,170 (27.4) (109,8) (10.5) 24,680 795 6,170 (109.8) (3.5) (27.4) 45 of 64 CA -n:6 C2T 5 SIMPSON STRO NCI -TIE COMPANY INC. 4 For TY Ciel LLC, Project No. 16-07-05 Customer: South Henry Studios By: KJH Date 02/19/18 Job Description: Loomis Warehouse Determine Seismic Mass Total 5387 64644 168344 232988 Note that 25% of storage live Toad included in seismic mass per ASCE 7 Sec 12.7.2 Determine Seismic forces per ELF procedure. See attached Enercalc results Lateral Force Distribution Seismic force (strength) Seismic force (service) Total Force Force/unit area (lbs) (lbs/sqft) 34450.0 6.4 24115.0 4.5 Reentrant Corner Irregularity - per ASCE 7 section 12.3.3.4 increase forces 25% for connections of diaphragms to vertical elements and collectors to vertical elements Seis Force (service)Reentrant Total Force (lbs) 30143.8 k Force/unit area (lbs/sqft) 5.6 Determine tributary area to each shear wall based on flexible diaphragm behavior: East-West Walls Area (sqft) Self Wt Mass (lbs) 25% LL (lbs) Total (lbs) sqft Grid 5 I 450.0 sqft Wing 900 10800 28125 38925 Main 4487 53844 140219 194063 Total 5387 64644 168344 232988 Note that 25% of storage live Toad included in seismic mass per ASCE 7 Sec 12.7.2 Determine Seismic forces per ELF procedure. See attached Enercalc results Lateral Force Distribution Seismic force (strength) Seismic force (service) Total Force Force/unit area (lbs) (lbs/sqft) 34450.0 6.4 24115.0 4.5 Reentrant Corner Irregularity - per ASCE 7 section 12.3.3.4 increase forces 25% for connections of diaphragms to vertical elements and collectors to vertical elements Seis Force (service)Reentrant Total Force (lbs) 30143.8 k Force/unit area (lbs/sqft) 5.6 Determine tributary area to each shear wall based on flexible diaphragm behavior: East-West Walls North-South Walls Grid C o _ 1120.0 sqft Grid 5 I WOOD SHEAR WALL LOCATION 1 450.0 sqft Grid C.3 2120.0 sqft Grid 7 2540.0 sqft Grid C.8 1620.0 sqft Grid 9.5 I, 2428.8 sqft Grid D i' 560.3 sqft Total i� 5419 sqft Total I 5420 sqft ;,r '�'�� b SHEAR WALL KEY PLAN b 8 46 of 64 o _ a j0 o ej �,;,z _ e �} A402 Q ; 1 I I WOOD SHEAR WALL LOCATION 1 jj 1i I, i' ; iii i� 4 iii I — ;,r '�'�� III -4-1- 1--i , -;-T -1,-/-1.4 I ' j 11 1 ,-X.. s r�'-1 r ;_rt, -1 ; ., ; ..-r -�- ; I 1 �E i 1 1 i jt j1, ll _�- [11 ! ; !;, 111 ! III ;1l1I., i 1 ii�; 1 „ ii s '1r.' ,,err /x II i 11 1ii;1 iii j «_Li � III Yrm--Y--r-rr i 1 i 1, l 1 rTr.T--1Y_--rY-rrY-rYrrYtrt� ; WWW !Il :i ' = _ C`_-- .--.--K f "'- .ItI i It I I I1' i I; 1 1 ii ill 1 1 ii — li►;i i -------------— 1 —T'' — 11 —r—fti Y'Y-rltrY1 y -r YTFT-ri =Ti 1- FI-I- I 44-1- I�- ;i �i 11 I b SHEAR WALL KEY PLAN b 8 46 of 64 ASCE Seismic Base Shear Mezzanine Seismic forces Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:28AM File = C:IUserslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Seismic Importance Factor Gridded Ss & Slvalues ASCE-7-10 Standard Max. Ground Motions, 5% Damping : ss = S1 1 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 1.442 g, 0.2 sec response 0.5364 g, 1.0 sec response Site Class, Site Coeff. and Design Category Latitude = Longitude = Location : Seattle, WA 98188 47.450 deg North 122.275 deg West Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System Fa Fv SMS =Fa*Ss SM1=Fv* S1 S DSMS SD1 S M1213 = D = 1.00 = 1.50 = 1.442 = 0.805 = 0.961 • 0.536 • D ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 ASCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 Response Modification Coefficient " R " System Overstrength Factor " Wo Deflection Amplification Factor " Cd " Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. NOTE! See ASCE 7-10 for all applicable footnotes. 6.50 3.00 4.00 Building height Limits : Category "A & B" Limit: Category "C" Limit: Category "D" Limit: Category "E" Limit: Category "F" Limit: No Limit No Limit Limit = 65 Limit = 65 Limit = 65 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used accordinq to the provisions of ASCE 7-1012.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value 0.020 " hn " : Height from base to highest level = 15.0 ft " x " value 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.152 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 6.000 sec " Cs " Response Coefficient S Ds: Short Period Design Spectral Response " R " : Response Modification Factor " I " : Seismic Importance Factor Seismic Base Shear Cs = 0.1479 from 12.8.1.1 ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 Building Period " Ta " Calculated from Approximate Method selected = 0.152 sec ASCE 7-10 Section 12.8.1.1 = 0.961 From Eq. 12.8-2, Preliminary Cs = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = 0.148 0.541 0.042 • 0.1479 ASCE 7-10 Section 12.8.1 W ( see Sum Wi below) = Seismic Base Shear V = Cs * W = 232.90 k 34.45 k 47 of 64 ASCE Seismic Base Shear Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Vertical Distribution of Seismic Forces " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Printed: 17 FEB 2018, 11:28AM File = C:\Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 D ASCE 7-10 Section 12.8.3 Level # Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 232.90 15.00 3,493.50 1.0000 34.45 34.45 0.00 Sum Wi = 232.90 k Sum Wi * Hi = 3,493.50 k -ft Total Base Shear = 34.45 k Base Moment = 516.7 k -ft ASCE 7-10 12.10.1.1 Diaphragm Forces : Seismic Design Category "B" to "F" Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 232.90 34.45 34.45 232.90 34.45 44.78 89.56 44.78 44.78 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DSI * Wpx MAX Req'd Force @ Level 0.40 * S s 1 * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 48 of 64 For Ty Civil LLC. Transverse Direction (East-West) Shear Walls (EQ Forces Grid Trib Trib Trib Lenth of main flr Conn & Coll Forces HD force (0.6D+EQ) HD Type Area Force ForCeConn8.Col SW walls sqft (lbs) (lbs) (ft) (Ib/ft) (Ib/ft) lbs Grid C 1120.0 5014 6267 86.5 58 72 0 - Grid C.3 2120.0 9490 11863 52.5 181 226 0 - Grid C.8 1620.0 7252 9065 24.5 296 370 1794 DTT2Z Grid D 560.3 2508 3135 89 28 35 0 - Story Totals 24264 Longitudinal Direction (North-South) Shear Walls (EQ Forces Grid Trib Trib Trib Lenth of main flr Conn & Coll Forces HU torce (0.6D+EQ) HD Type Area Force Forceconn�co, SW walls sqft (lbs) (lbs) (ft) (Ib/ft) (Ib/ft) lbs Grid 5 450.0 2014 2518 8.3 244 305 3291 HDU4-SDS2.5 Grid 7 2540.0 11370 14213 39.0 292 364 2267 HDU2-SDS2.5 Grid 9.5 2428.8 10873 13591 42.0 259 324 1993 HDU2-SDS2.5 Story Totals 24257 Critical shear wall demand is grid C.8 with 296 lbs/ft. All shear walls to be APA rated 15/32" sheathing with 10d nails at 6" on center at edges and 12" oc field. Per 2015 NDS SDPWS (see attached) 15/32" with 10d @ 6" oc = 310 plf for seismic. Diaphragm design force = 44.8 kips per Enercalc output. Consider worst case wall at grid C.8 for scaled diaphragm force (conservative) at 297 lbs/ft x 44.8/34.45 = 384 plf. Per 2015 NDS SDPWS for 19/32" or 23/32" sheathing (see attached) with 10d nails at 4" oc diaphragm capacity = 425 plf. Check critical chord force along grid D wall. All other chord elements are shorter span. Mmax = wLA2/8 W reentrant 5.6 psf W= 307.8 plf L= 76 ft D= 55 ft Mmax = 222203.14 Ib -ft Chord Force = (depth X "reentrant) 4040 Ib Ten or Comp Note: Double 2x6 top plates are aduate for 4040 lbs T/C Drag joist/strap force at reentrant corner. Total force at grid 7 (reentrant) Total length of drag line Force/unit length Drag length Drag force 14213 lbs 55 ft 258.4 Ib/ft 15 ft 3876 lbs Provide drag and strap capable of 3876Ibs T/C and CMSTC16 strap (45851bs) at corner. 49 of 64 Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Wails103rea Wood -based Panels4 1. Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD fa ed twit resistance. For eeneral construction requirements see 4 3.6. For specificrequirements; see 4.3.7-1 for wood structural panel shear walls, 43.7.2 for particleboard shear walls, and 43.7.3 for fiberboard Chex walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15, 32 inch (nominal) sheathing with same nailing provided (a) studs are spaced a maximtan of 16 inches on center, or (b) panto are applied with long dimension across studs. 3. For species and grads of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be deteimined by multiplying the tabulated nrminal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)3, where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Canty Adjustment Factor ,hall not be eteater than 1. 4. Apparent shear stiffness values G, are based on nail slip in framing with moisture content lass than or equal to 19% at time of fabrication and panel stiffness values for shear wails constructed with either OSB or 3 -ply plywood panels, When 4 -ply or 5 -ply plywood panels or composite panels are used G, values shall be permitted to be multiplied by L2. 5. Where moisture content of the framing_ is greater than 19% at time of fabrication G, values 01211 be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members as shown below. Alternatively, the width of the nailed face of framing numbers shall be 3" nominal or greater at adjoining panel edges and nailc at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. SW3 SAS JNIISIS3a-33HOd 1%11:131V1 �� l: l%I� f: IL'it�L+�'3�L�lb�(►I�i-E• 1�N7�'�L1tl7N co 3 8) 50of64 Fastener Type & Size A SEISMIC B WIND Sheathing Material Minimum Nominal Panel Thickness (in.)r Minimun Fastener penetration in Framing Member Blockingg (in.) panel Edge Fastener SpacingPanel (in.) Edge Fastener Spacing (in, 6 4 3 2 6 4 3 2 v, (Pity G. (kips/in.) v, G. (p11) (kipsfin.) v, (plf) G. (k(psfin.) v, (Pity G. (kipsfin.) v, (PM v, (Pit) (P11) v, (Pifl Wood Structural Panels - Structural l° 5715 1-174 Nail (common or galvanized box) 64 400 OSB 13 PLY 10 058 0300 18 PLY 13 780 OSB 23 PLY 15 1020 OSB 35 PLY 22 560 84D 1090 1430 3/6 7/182 15/32 1-378 84 460 510 560 19 16 14 14 13 11 720 24 790 21 880 18 17 16 14 920 1010 1100 3D 27 24 20 19 17 1220 134D 1460 43 40 37 24 24 23 645 715 785 1010 1105 1205 1290 1415 1540 171D 1875 2045 15132 1-1/2 104 880 22 18 1020 29 20 1330 38 22 1740 51 28 850 1430 1880 2435 Wood Structural Panels — sheathing85 5/151-1/4 378 Bd 380 400 13 11 9.5 8.5 540 18 800 15 12 11 700 780 24 20 14 13 900 1020 37 32 18 17 505 58D 755 840 580 1050 1260 1430 3/8' 7/1e 15/32 1-3/8 84 440 480 520 17 15 13 12 11 10 840 25 700 22 760 19 15 14 13 820 900 980 31 28 25 17 17 15 1060 1170 1280 45 42 35 20 21 20 815 670 730 895 580 1085 115D 1280 1370 1485 18413 1790 15/32 19'32 1-112 tOd • •e•n 22 rc45 'f 14 13 520 30 1020 28 17 18 1200 1330 37 33 19 18 1540 1740 52 48 23 22 870 95D 1290 1430 1680 1860 2155 2435 Plywood Siding 5/16 3/8 1-1/4 1-3/8 Nail (galvanized casing) 84 Bd 280 32D 16 420 18 480 18 550 620 17 20 720 820 21 22 390 450 59D 570 770 870 1010 1150 Particleboard Sheathing- (M-5 'Exterior Glue" and S.4-2 'Exterior Glue") 3/8 Nail (common or galvanized box) 64 240 15 3613 17 480 18 600 22 335 505 645 840 3/8 1/2 84 280 280 18 18 380 20 420 0 480 540 21 22 530 700 23 24 365 390 530 590 570 755 880 980 1/2 5/8 104 370 400 21 21 550 2 510 23 720 790 24 24 920 1040 25 26 520 560 770 855 1010 1105 1290 4455 Structural Fbedward Sheathing 1/2 Nail (galvanized roofing) 11 ga. galv. raa5rg nail (0.120' x 1-172"long a7/15"head) 3 520 5.5 475 545 730 Allowable shear capacity = .620/(52=2) = 310 plf. 25/32 11 ga. gale- roofing nail (0.120" z 1-374' long x 3/8" heady 340 4.0 460 5.0 520 5_5 475 645 730 1. Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD fa ed twit resistance. For eeneral construction requirements see 4 3.6. For specificrequirements; see 4.3.7-1 for wood structural panel shear walls, 43.7.2 for particleboard shear walls, and 43.7.3 for fiberboard Chex walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15, 32 inch (nominal) sheathing with same nailing provided (a) studs are spaced a maximtan of 16 inches on center, or (b) panto are applied with long dimension across studs. 3. For species and grads of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be deteimined by multiplying the tabulated nrminal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)3, where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Canty Adjustment Factor ,hall not be eteater than 1. 4. Apparent shear stiffness values G, are based on nail slip in framing with moisture content lass than or equal to 19% at time of fabrication and panel stiffness values for shear wails constructed with either OSB or 3 -ply plywood panels, When 4 -ply or 5 -ply plywood panels or composite panels are used G, values shall be permitted to be multiplied by L2. 5. Where moisture content of the framing_ is greater than 19% at time of fabrication G, values 01211 be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members as shown below. Alternatively, the width of the nailed face of framing numbers shall be 3" nominal or greater at adjoining panel edges and nailc at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. SW3 SAS JNIISIS3a-33HOd 1%11:131V1 �� l: l%I� f: IL'it�L+�'3�L�lb�(►I�i-E• 1�N7�'�L1tl7N co 3 8) 50of64 A Table 4.2A Nominal Unit Shear Capacities for Wood -Frame Diaphragms Blocked Wood Structural Panel Diaphragms42,3,45 Sheathing Grade Common Nail Sire Minimum Fastener Penetration in Framing Member or Blocking (in.) irfininun Nominal Panel Thickness (i.) Minimum Nominal. 55th. of Nailed Face at Adjoining Panel Edges and Boundaries G21 Structural I 6d 1-1/4 6'16 2 5d 1-3/8 3/0 2 108 1-1/2 1532 2 3 Sheattirng. and Single -Fluor 8d 1-114 5/18 2 3 3/8 2 3 8d 1-318 318 3 7/16 2 3 15,32 2 3 104 1-1/2 1532 2 3 19,32 2 A SEISMIC Nail Spacing On.) at daphragn boundaries (an cases), at continuous panel edges parallel to bad (Coass. 3 & 4), and at all panel edges (Cases 5 & 6) 4), and alai) panel edges (Cases 5 & 6) 6 a 1 2-12 1 2 (Cases 1, 2, 3, & 4) Nail Spacing (5n.) at other panel edges (Cases 1, 2, 3, & d) 6 l 6 6 4 8, 3 Y. G. G. v. G. v. G. (MN (bPSnl (PI$ Ik.ps/5n.) (p41) (kipsiin.) (loll) (bpsOn.) 755 058 PLY OSB PLY 058 PLY 840 OSB PLY 370 15 12 500 8.5 7.5 750 12 1D 840 20 15 420 12 9.5 580 7.0 6.13 840 8.5 8.5 950 17 13 540 14 11 720 9.0 7.5 1060 13 10 1200 21 15 850 12 10 800 7.5 8.5 1200 10 9.0 1350 18 13 840 24 17 850 15 12 1280 20 15 1460 31 21 720 2D 15 960 12 5.5 1440 18 13 1540 28 18 340 15 10 450 9.0 7.0 670 13 9.5 750 21 13 380 12 5.0 500 7.0 8.5 760 10 8.0 880 17 12 37D 13 9.5 500 7.0 8.0 750 10 8.0 845 18 12 420 15 8.0 550 5.5 5.0 840 8.5 7.0 855 14 10 460 15 11 640 9.5 7.5 960 53 8.5 1090 21 13 540 12 9.5 720 7.5 6.0 1080 11 8.5 1220 18 12 510 14 10 580 8.5 7.0 1010 12 8.5 1155 20 /3 570 11 9.0 760 7.0 6.0 1140 10 8.0 1290 17 12 540 13 9.5 720 7.5 6.5 10250 11 8.5 1200 15 13 BDO 15 8.5 800 8.0 5.5 1200 9.0 7.5 1350 15 11 580 25 15 770 15 11 1150 21 14 1310 33 18 650 21 14 800 12 8.5 1305 17 12 1475 28 18 840 21 (4 850 X13 95 1280 18 (2 1450 28 17 720 17 12 980 0 5.0 1440 14 41 1840 24 15 1. Nonunalunit shear capacities nhallbe adjusted in accordance with42.3 to detennin ASD allowable unit shear capacity and LRFD factored unit resistance. For g construction requirements see 4.2.6. For specific requirements, see42.7.1 forwn structural panel diaphragms. See Appendix for common nail dimensions. 2. For species and grades of framing other than Douglas -Fir -Larch or Southern Pine reduced nominal unit shear capacities shall be determined by multiplying th tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor ]1-(0.5-G)], where G = Specific Gravity of the framing lumber from the ADS (Tab 123.3A). The Specific Gravity Adjustment Factor shall not be greater than 1. 3. Apparent shear stiffness v=alues G„ are based on nail slip in framing with moist, content less than or equal to 19% at time of fabrication and panel stiffness vahae for diaphragms constructed with either OSB Or 3 -ply plywood panels. When 4-pl) or 5 -ply plywood panels or composite panels are used, G. values shall bepennitt to be multiplied by 1.2. 4. Where moisture content of the framing is greater than 19% at time of fabricate G, values shall be multiplied by 0.5. 5. Diaphragm resistance depends onthedirection afco ouspaneljointwith to the loading direction and direction of framing members, and is independent o the panel orientation. 8 WIND Nal Spacing ¢n) at daphragn boundaries (ail cases), atcontinuous panel edges parallel to Toad (Cases 3 & 4), and alai) panel edges (Cases 5 & 6) 6 1 4 1 2-112 1 2 Nab Spacing (in.) at other panel edges (Cases 1, 2, 3, & 4) 6 6 l 3 Y.. 8, 8, 6,. (P1@ IPM (P19 (PM 520 700 1050 1175 590 785 1175 1330 755 1010 1485 1580 840 1120 1880 1890 895 1150 1750 2045 1010 1345 2015 2255 475 530 940 1005 530 700 1005 1205 520 700 1050 1175 550 785 1175 1330 670 895 1345 1525 755 1010 1510 1710 715 95D 1415 1810 809 1085 1585 1805 755 1010 1485 1680 840 1120 1880 1850 816 1080 1610 1835 510 1205 (825 2060 695 119D 1750 2045 1010 1345 2015 2295 eaeral Allowable diaphragm Cases 1&3:Can(isuous Ceses 284: Continuous CasesS&6 Continuous Panel Joints Perpendicular Pane) Joints Parallel to Panel Joints Perpen- od capacity = 8501(52=2) = 10 Framing Framing dicular and Parallel to 425 plf. Framing h., e Lang Pastel Direction o. -n a T a r _�^ 4�s ..a.. Perpendicular 1D Supports L. }r5 , + ,+.•4 >n ri L_ m _ #. , ]5t, ow.w.....w. ' nts,nwow, Long Panni Direction c... t c5n..r ; c4.1 �""` o .rs . Parallel to Supports' respect ; 3 41444114 e �s Ni lignin t 1111114111111111/111111114111111111/114... ? ('t: ....,....,,.,+nee a) Pant) span rating for out -o -plane toads may he Inver than the span rating with the long panel du tenon perpendicular to suppans (See Section 3.2 .2 end Section 3.2_3) SW3ISAS JNIISIS3W33M0d ltli1311f1 IAC+rlel' +IW I SONvONIM•s �+ 51 of 64 a) Pant) span rating for out -o -plane toads may he Inver than the span rating with the long panel du tenon perpendicular to suppans (See Section 3.2 .2 end Section 3.2_3) SW3ISAS JNIISIS3W33M0d ltli1311f1 IAC+rlel' +IW I SONvONIM•s �+ 51 of 64 —1-1- 4 For Ty Civil, L C. Drag/Strap force at grid C.3 Total force at grid C.3 (reentrant) Total length of drag line Force/unit length Drag length Diaphragm cap Drag force Req'd drag length 11863 lbs 144 ft 82.4 Ib/ft 72 ft 425 plf 5931 lbs 14.0 ft Drag joist at reentrant comer Provide CMST14 strap (6490 lbs) and double 2x6 blocking between joists for 14 feet -t —1-••• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Drag blocking and strapping at. reentrant comer Strap at reentrant. comer 52 of 64 For Ty Civil, LLC. Drag/Strap force at grid C.8 Total force at grid C.3 (reentrant) Total length of drag line Force/unit length Drag length Diaphragm cap Drag force Req'd drag length 9065 lbs 88 ft 103.0 Ib/ft 62 ft 425 plf 6387 lbs 15.0 ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Drag blocking and strapping at reentrant comer 11 1 tr Provide CMST14 strap (6490 lbs) and double 2x6 blocking between joists for 15 feet f 1 / 11111 I I 1 1 1 1 1 1 1 1 Ir r'T1—rT-1—rT1—rT it p at drag line 1 1 1 1 1111 1 1 1 1 Determine shear wall footing sizes: Consider the critical locations along grid 5 and grid C.8. Wall Length Shear Load Trib Width Grid 5 Grid C.8 ft) (lbs) (ft Dead (lbs) Live (lbs) Moment Ib -ft M res Ib -ft MOM rot Ib -ft 8.3 2014 2 1267.5 125 28202 23087 5115 22 7252 10 6600 27500 101527 99220 2307 Mres = self wt of wall and applied dead loads Grid 5 requires 2.5' wide by 12" deep strip footing. See the attached Enercalc design. The footing is doweled to the strip footing along grid C and to the concrete vault footing to the south. Grid C.8 requires 1.5' wide by 12" deep strip footing. See the attached Enercalc design. This is the typical size for all bearing wall footings thus it is sufficient for shear loads at the longer walls with less load. 53 of 64 For T. Civil LLC. 9 Determine required seismic separation from existing walls. Allowable drift for mezzanine: Aal low Allowable drift for existing walls: °allow Allowable drift of existing wall Dallow_15ft at 15ft ht .02H H = 15 feet 3.6 inches .02H H = 28 feet 5.04 inches 3.6 inches Total reqiured seismic separation: 7.2 inches 54 of 64 General Footing Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:45AM File = C:\Userslkhaier\DOCUME-11TEMPJO-1120171TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid 5 Shear wall footing (note that the footing is anchored to existing vault footing to the south and new strip footing to the north) Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor 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 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 = Reinforcing 2.50 ksi 60.0 ksi 3,122.0 ksi = 145.0 pcf = 0.90 = 0.750 0.00180 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 0.30 ft ksf ft ksf ft 2.50 ft 12.0 ft 12.0 in 6.0 in 100.0 in 3.0 in 3.0 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 11.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig X -X Axis # Bars required within zone 34.5 # Bars required on each side of zone 65.5 % Applied Loads tlion Looking to a P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S w E H 1.250 3.860 5.115 k ksf k -ft k -ft k k 55 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:45AM General Footing File = C:\Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid 5 Shear wall footing (note that the footing is anchored to existing vault footing to the south and new strip footing to the north) DESIGN SUMMARY Min. Ratio Item Applied Design OK Capacity Governing Load Combination PASS 0.6495 Soil Bearing 0.9743 ksf PASS n/a Overturning - X -X 0.0 k -ft PASS 1.173 Overtuming - Z -Z 3.581 k -ft PASS n/a Sliding - X -X 0.0 k PASS n/a Sliding - Z -Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.02309 Z Flexure (+X) 0.2558 k -ft PASS 0.01155 Z Flexure (-X) 0.1279 k -ft PASS 0.02999 X Flexure (+Z) 0.4299 k -ft PASS 0.02999 X Flexure (-Z) 0.4299 k -ft PASS 0.02621 1 -way Shear (+X) 1.966 psi PASS 0.007897 1 -way Shear (-X) 0.5923 psi PASS 0.03159 1 -way Shear (+Z) 2.369 psi PASS 0.03159 1 -way Shear (-Z) 2.369 psi PASS 0.02525 2 -way Punching 2.121 psi Detailed Results Soil Bearing 1.50 ksf 0.0 k -ft 4.20 k -ft 0.0 k 0.0 k 0.0 k 11.081 k -ft 11.081 k -ft 14.333 k -ft 14.333 k -ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 84.0 psi +0.60D+0.70E+0.60H about Z -Z axis No Overturning +0.60D+0.70E+0.60H No Sliding No Sliding No Uplift +0.90D+E+0.90H +1.20D+0.50Lr+1.60 L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +0.90D+E+0.90H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H 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 X -X, +D+H 1.50 n/a 0.0 0.1867 0.1867 n/a n/a 0.125 X -X, +D+L+H 1.50 n/a 0.0 0.3153 0.3153 n/a n/a 0.210 X -X, +D+Lr+H 1.50 n/a 0.0 0.1867 0.1867 n/a n/a 0.125 X -X, +D+S+H 1.50 n/a 0.0 0.1867 0.1867 n/a n/a 0.125 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.2832 0.2832 n/a n/a 0.189 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.2832 0.2832 n/a n/a 0.189 X -X, +D+0.60W+H 1.50 n/a 0.0 0.1867 0.1867 n/a n/a 0.125 X -X, +D+0.70E+H 1.50 n/a 0.0 0.1867 0.1867 n/a nla 0.125 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.2832 0.2832 n/a n/a 0.189 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.2832 0.2832 n/a n/a 0.189 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.2832 0.2832 n/a n/a 0.189 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1120 0.1120 n/a n/a 0.075 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1120 0.1120 n/a n/a 0.075 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.1867 0.1867 0.125 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.3153 0.3153 0.210 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.1867 0.1867 0.125 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.1867 0.1867 0.125 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.2832 0.2832 0.189 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.2832 0.2832 0.189 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.1867 0.1867 0.125 Z -Z, +D+0.70E+H 1.50 7.673 n/a n/a nla 0.0 0.5037 0.336 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.2832 0.2832 0.189 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.2832 0.2832 0.189 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 3.793 n/a n/a n/a 0.07192 0.4944 0.330 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1120 0.1120 0.075 Z -Z, +0.60D+0.70E+0.60H 1.50 12.788 n/a n/a n/a 0.0 0.9743 0.650 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D+H None 0.0 k -ft nfinitv OK X -X, +D+L+H None 0.0 k -ft nfinitv OK X -X, +D+Lr+H None 0.0 k -ft nfinity OK X -X, +D+S+H None 0.0 k -ft nfinity OK X -X, +D+0.750Lr+0.750L+H None 0.0 k -ft nfinity OK X -X, +D+0.750L+0.750S+H None 0.0 k -ft nfinitv OK X -X, +D+0.60W+H None 0.0 k -ft nfinity OK X -X, +D+0.70E+H None 0.0 k -ft nfinity OK X -X, +D+0.750Lr+0.750L+0.450W+H None 0.0 k -ft nfinity OK X -X, +D+0.750L+0.750S+0.450W+H None 0.0 k -ft nfinity OK 56 of 64 General Footing Description : Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2015, 11:45AM File = C:=Users\Maier \DOCUME-1\TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Grid 5 Shear wall footing (note that the footing is anchored to existing vault footing to the south and new strip footing to the north) Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D+0.750L+0.750S+0.5250E+H None 0.0 k -ft nfinity OK X -X, +0.60D+0.60W+0.60H None 0.0 k -ft nfinity OK X -X, +0.60D+0.70E+0.60H None 0.0 k -ft nfinity OK Z -Z, +D+H None 0.0 k -ft nfinity OK Z -Z, +D+L+H None 0.0 k -ft nfinity OK Z -Z, +D+Lr+H None 0.0 k -ft nfinitv OK Z -Z, +D+S+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750Lr+0.750L+H None 0.0 k -ft nfinitv OK Z -Z, +D+0.750L+0.750S+H None 0.0 k -ft nfinity OK Z -Z, +D+0.60W+H None 0.0 k -ft nfinity OK Z -Z, +D+0.70E+H 3.581 k -ft 7.0 k -ft 1.955 OK Z -Z, +D+0.750Lr+0.750L+0.450W+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750L+0.750S+0.450W+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750L+0.750S+0.5250E+H 2.685 k -ft 10.619 k -ft 3.954 OK Z -Z, +0.60D+0.60W+0.60H None 0.0 k -ft nfinity OK Z -Z, +0.60D+0.70E+0.60H 3.581 k -ft 4.20 k -ft 1.173 OK All units k Sliding Stability 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 Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.0980 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.40D+1.60H 0.0980 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.4299 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.4299 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.4299 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.4299 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.1921 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.1921 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.0840 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.0840 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.1921 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.1921 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.0840 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.0840 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1921 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1921 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.1921 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.1921 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.1921 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.1921 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +0.90D+W+0.90H 0.0630 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +0.90D+W+0.90H 0.0630 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +0.90D+E+0.90H 0.0630 +Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK X -X, +0.90D+E+0.90H 0.0630 -Z Bottom 0.2592 Min Temp % 0.3720 14.333 OK Z -Z, +1.40D+1.60H 0.02917 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.40D+1.60H 0.02917 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.1279 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.1279 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.1279 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.1279 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.05717 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.05717 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.0250 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.0250 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.05717 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.05717 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.0250 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK 57 of 64 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018,11:45AM File=CUsershaia\DOCUME-11TEMPJO-112017\TUKWIL-11CalcsIWAREHO-1.EC6General Footing ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid 5 Shear wall footing (note that the footing is anchored to existing vault footing to the south and new strip footing to the north) Z -Z, +1.20D+1.60S+0.50W+1.60H 0.0250 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK 58 of 64 General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018,11:45AM File = C:1Users\khaiar\DOCUME-11TEMPJo-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Grid 5 Shear wall footing (note that the footing is anchored to existing vault footing to the south and new strip footing to the north) Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.05717 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.05717 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.05717 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.05717 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.08037 -X Top 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.2162 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +0.90D+W+0.90H 0.01875 -X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +0.90D+W+0.90H 0.01875 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +0.90D+E+0.90H 0.06525 -X To 0.2592 Min Temp % 0.2842 11.081 OK Z -Z, +0.90D+E+0.90H 0.2558 +X Bottom 0.2592 Min Temp % 0.2842 11.081 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 0.14 psi 0.14 psi 0.54 psi 0.54 psi 0.54 psi 75.00 psi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.59 psi 0.59 psi 2.37 psi 2.37 psi 2.37 psi 75.00 psi 0.03 0.00 +1.20D+1.60L+0.50S+1.60H 0.59 psi 0.59 psi 2.37 psi 2.37 psi 2.37 psi 75.00 psi 0.03 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.26 psi 0.26 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.12 psi 0.12 psi 0.46 psi 0.46 psi 0.46 psi 75.00 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 0.26 psi 0.26 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 0.00 +1.20D+1.60S+0.50W+1.60H 0.12 psi 0.12 psi 0.46 psi 0.46 psi 0.46 psi 75.00 psi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.26 psi 0.26 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.26 psi 0.26 psi 1.06 psi 1.06 psi 1.06 psi 75.00 psi 0.01 0.00 +1.20D+0.50L+0.70S+E+1.60H 0.40 psi 1.18 psi 1.06 psi 1.06 psi 1.18 psi 75.00 psi 0.02 0.00 +0.90D+W+0.90H 0.09 psi 0.09 psi 0.35 psi 0.35 psi 0.35 psi 75.00 psi 0.00 0.00 +0.90D+E+0.90H 0.30 psi 1.97 psi 0.35 psi 0.35 psi 1.97 psi 75.00 psi 0.03 0.00 Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.48 psi 84.00 psi 0.005756 OK +1.20D+0.50Lr+1.60L+1.60H 2.12 psi 84.00 psi 0.02525 OK +1.20D+1.60L+0.50S+1.60H 2.12 psi 84.O0psi 0.02525 OK +1.20D+1.60Lr+0.50L+1.60H 0.95 psi 84.0010si 0.01128 OK +1.20D+1.60Lr+0.50W+1.60H 0.41 psi 84.00 psi 0.004934 OK +1.20D+0.50L+1.60S+1.60H 0.95 psi 84.00 psi 0.01128 OK +1.20D+1.60S+0.50W+1.60H 0.41 psi 84.00 psi 0.004934 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.95 psi 84.00 psi 0.01128 OK +1.20D+0.50L+0.50S+W+1.60H 0.95 psi 84.00 psi 0.01128 OK +1.20D+0.50L+0.70S+E+1.60H 1.03 psi 84.00 psi 0.01221 OK +0.90D+W+0.90H 0.31 psi 84.00 psi 0.0037 OK +0.90D+E+0.90H 0.79 psi 84.00 psi 0.009381 OK 59 of 64 General Footing Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:52AM File = C:1Users\khaiarlDOCUME-11TEMPJ0-1120171TUKWIL-11CaIcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid C.8 Typical Shear wall footing (C.8 is critical location thus 1.5' wide by 12" deep footing will be used at all shear walls except Grid 5) Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density q 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 Dimensions 2.50 ksi = 60.0 ksi = 3,122.0 ksi = 145.0 pcf 0.90 0.750 = 0.00180 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 1.50 ksf No 250.0 pcf 0.30 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 = Reinforcing 1.50 ft 26.0 ft 12.0 in 6.0 in 294.0 in 3.0 in 3.0 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 26.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig X -X Axis # Bars required within zone 10.9 % # Bars required on each side of zone 89.1 % Applied Loads z -Z Semon Looking to ',X P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L S W E H 6.60 27.50 2.307 k ksf k -ft k -ft k k 60 of 64 General Footing Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:52AM File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid C.8 Typical Shear wall footing (C.8 is critical location thus 1.5' wide by 12" deep footing will be used at all shear walls except Grid 5) DESIGN SUMMARY Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS 0.6793 Soil Bearing 1.019 ksf PASS n/a Overtuming - X -X 0.0 k -ft PASS 3.415 Overturning - Z -Z 1.615 k -ft PASS n/a Sliding - X -X 0.0 k PASS n/a Sliding - Z -Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.01381 Z Flexure (+X) 0.1664 k -ft PASS 0.01381 Z Flexure (-X) 0.1664 k -ft PASS 0.01583 X Flexure (+Z) 0.3654 k -ft PASS 0.01583 X Flexure (-Z) 0.3654 k -ft PASS n/a 1 -way Shear (+X) 0.0 psi PASS 0.0 1 -way Shear (-X) 0.0 psi PASS n/a 1 -way Shear (+Z) 0.0 psi PASS n/a 1 -way Shear (-Z) 0.0 psi PASS n/a 2 -way Punching 1.764 psi Detailed Results Soil Bearing 1.50 ksf +D+L+H about Z -Z axis 0.0 k -ft No Overturning 5.515 k -ft +0.60D+0.70E+0.60H 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 12.046 k -ft +1.20D+0.50Lr+1.60L+1.60H 12.046 k -ft +1.20D+0.50Lr+1.60L+1.60H 23.075 k -ft +1.20D+0.50Lr+1.60L+1.60H 23.075 k -ft +1.20D+0.50Lr+1.60L+1.60H 75.0 psi n/a 0.0 psi n/a 75.0 psi n/a 75.0 psi n/a 75.0 psi +1.20D+0.50Lr+1.60L+1.60H Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.3142 0.3142 nla n/a 0.210 X -X, +D+L+H 1.50 n/a 0.0 1.019 1.019 n/a n/a 0.679 X -X, +D+Lr+H 1.50 n/a 0.0 0.3142 0.3142 n/a n/a 0.210 X -X, +D+S+H 1.50 n/a 0.0 0.3142 0.3142 n/a n/a 0.210 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8431 0.8431 n/a n/a 0.562 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.8431 0.8431 n/a n/a 0.562 X -X, +D+0.60W+H 1.50 n/a 0.0 0.3142 0.3142 n/a n/a 0.210 X -X, +D+0.70E+H 1.50 n/a 0.0 0.3142 0.3142 n/a n/a 0.210 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8431 0.8431 n/a n/a 0.562 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8431 0.8431 n/a n/a 0.562 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8431 0.8431 n/a n/a 0.562 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1885 0.1885 n/a n/a 0.126 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1885 0.1885 n/a n/a 0.126 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.3142 0.3142 0.210 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.019 1.019 0.679 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.3142 0.3142 0.210 Z -Z, +D+S+H 1.50 0.0 nla n/a n/a 0.3142 0.3142 0.210 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8431 0.8431 0.562 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8431 0.8431 0.562 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.3142 0.3142 0.210 Z -Z, +D+0.70E+H 1.50 1.581 n/a n/a n/a 0.1514 0.4771 0.318 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.8431 0.8431 0.562 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.8431 0.8431 0.562 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.4420 n/a n/a n/a 0.7209 0.9652 0.644 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1885 0.1885 0.126 Z -Z, +0.60D+0.70E+0.60H 1.50 2.636 n/a n/a n/a 0.02567 0.3514 0.234 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D+H None 0.0 k -ft nfinity OK X -X, +D+L+H None 0.0 k -ft nfinity OK X -X, +D+Lr+H None 0.0 k -ft nfinity OK X -X, +D+S+H None 0.0 k -ft nfinitv OK X -X, +D+0.750Lr+0.750L+H None 0.0 k -ft nfinity OK X -X, +D+0.750L+0.750S+H None 0.0 k -ft nfinity OK X -X, +D+0.60W+H None 0.0 k -ft nfinity OK X -X, +D+0.70E+H None 0.0 k -ft nfinity OK X -X, +D+0.750Lr+0.750L+0.450W+H None 0.0 k -ft nfinity OK X -X, +D+0.750L+0.750S+0.450W+H None 0.0 k -ft nfinity OK 61 of 64 Project Title: Engineer: Project Descr: Loomis Warehouse Mezzanine Partial Mezzanine Addition Project ID: Printed: 17 FEB 2018, 11:52AM General Footing File = C: IUserslkhaiarlDOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : Grid C.8 Typical Shear wall footing (C.8 is critical location thus 1.5" wide by 12" deep footing will be used at all shear walls except Grid 5) Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D+0.750L+0.750S+0.5250E+H None 0.0 k -ft nfinity OK X -X, +0.60D+0.60W+0.60H None 0.0 k -ft nfinity OK X -X, +0.60D+0.70E+0.60H None 0.0 k -ft nfinity OK Z -Z, +D+H None 0.0 k -ft nfinitv OK Z -Z, +D+L+H None 0.0 k -ft nfinitv OK Z -Z, +D+Lr+H None 0.0 k -ft nfinity OK Z -Z, +D+S+H None 0.0 k -ft nfinitv OK Z -Z, +D+0.750Lr+0.750L+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750L+0.750S+H None 0.0 k -ft nfinity OK Z -Z, +D+0.60W+H None 0.0 k -ft nfinitv OK Z -Z, +D+0.70E+H 1.615 k -ft 9.191 k -ft 5.692 OK Z -Z, +D+0.750Lr+0.750L+0.450W+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750L+0.750S+0.450W+H None 0.0 k -ft nfinity OK Z -Z, +D+0.750L+0.750S+0.5250E+H 1.211 k -ft 24.660 k -ft 20.360 OK Z -Z, +0.60D+0.60W+0.60H None 0.0 k -ft Infinity OK Z -Z, +0.60D+0.70E+0.60H 1.615 k -ft 5.515 k -ft 3.415 OK All units k Sliding Stability 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 Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.06502 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.40D+1.60H 0.06502 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.3654 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.3654 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.3654 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.3654 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.1525 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.1525 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.05573 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.05573 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.1525 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.1525 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.05573 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.05573 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1525 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1525 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.1525 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.1525 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.1525 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.1525 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +0.90D+W+0.90H 0.04180 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +0.90D+W+0.90H 0.04180 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +0.90D+E+0.90H 0.04180 +Z Bottom 0.2592 Min Temp % 0.620 23.075 OK X -X, +0.90D+E+0.90H 0.04180 -Z Bottom 0.2592 Min Temp % 0.620 23.075 OK Z -Z, +1.40D+1.60H 0.02962 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.02962 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.1664 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.1664 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.1664 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.1664 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.06946 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.06946 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.02539 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.02539 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.06946 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.06946 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.02539 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK 62 of 64 General Footing Description : Project Title: Engineer: Project Descr: Loomis Warehouse Mezzanine Partial Mezzanine Addition Project ID: D Printed: 17 FEB 2018, 11:52AM File = C:\Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Grid C.8 Typical Shear wall footing (C.8 is critical location thus 1.5" wide by 12" deep footing will be used at all shear walls except Grid 5) Z -Z, +1.20D+1.60S+0.50W+1.60H 0.02539 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK 63 of 64 General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 17 FEB 2018, 11:52AM File = C:1Users\khaiar\DOCUME-1\TEMPJO-1120171TUKWIL-11Cajcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Grid C.8 Typical Shear wall footing (C.8 is critical location thus 1.5" wide by 12" deep footing will be used at all shear walls except Grid 5) Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface in"2 inA2 in^2 k -ft Status Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.06946 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.06946 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.06946 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.06946 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.04646 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.09245 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.01904 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.01904 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.003958 -X Top 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.04204 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 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+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Two -Way "Punching" Shear 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 DSi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 0.00 All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.31 psi 78.06psi 0.004021 OK +1.20D+0.50Lr+1.60L+1.60H 1.76 psi 78.06psi 0.02259 OK +1.20D+1.60L+0.50S+1.60H 1.76 psi 78.06 psi 0.02259 OK +1.20D+1.60Lr+0.50L+1.60H 0.74 psi 78.06 psi 0.00943 OK +1.20D+1.60Lr+0.50W+1.60H 0.27 psi 78.06psi 0.003447 OK +1.20D+0.50L+1.60S+1.60H 0.74 psi 78.06psi 0.00943 OK +1.20D+1.60S+0.50W+1.60H 0.27 psi 78.06 psi 0.003447 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.74 psi 78.06 psi 0.00943 OK +1.20D+0.50L+0.50S+W+1.60H 0.74 psi 78.06 psi 0.00943 OK +1.20D+0.50L+0.70S+E+1.60H 0.74 psi 78.06 psi 0.00943 OK +0.90D+W+0.90H 0.20 psi 78.06 psi 0.002585 OK +0.90D+E+0.90H 0.20 psi 78.06 psi 0.002585 OK 64 of 64 For Ty Civil, LL,C Project No. 16-07-05 Customer: South Henry Studios Date 43164.67358 By: KJH Job Description: Loomis Warehouse South wall grade beam Design grade beam to span between new pad footings and over existing footings along wall Span of grade beam: 18 ft Cantilever span 8 ft Tributary mezz width 4.5 ft DL LL 67.5 plf 562.5 plf Use 12x18 grade beam with (2) # 6 top and bot with #3 strirrups at 6" oc w/in 4ft of ea ftg. Pad footing design DL LL 1215 lbs 10125 lbs 12"x18' CONT. GRADE SEAM WITH (7) /6 TOP AND BOT PROVIDE M3 TIES AT 6" WITHIN 4 FEET OF EACH NEW FOOTING tri I 4.-0" ) SETS or /JI VER TS 11TH STANDARD HOOK INTO EACH NEW FOOTING SPACED 18" APART — ANCHOR BOLTS PER DETAIL 1/5401 (2) 2' RIGID FOAM BENEATH GRADE BEAM AT ALL LOCATION ABOVE EXISTING FOOTINGS Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:14PM Concrete Beam Description South wall grade beam (main span) CODE REFERENCES File = C:\Users\khaiar\OOCUME-11TEMPJ0--1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties fc = fr= fc1/2 * 7.50 1 J Density LtWt Factor Elastic Modulus = fy - Main Rebar E - Main Rebar 2.50 ksi 375.0 psi = 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Phi Values R1 Fy - Stirrups E - Stirrups = Stirrup Bar Size # Flexure : 0.90 Shear : 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 12 in Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 18.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Span #2 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Applied Loads 246 at 3.0 in from Top, from 0.0 to 18.0 ft in this span 246 at 3.0 in from Top, from 0.0 to 18.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.070, L = 0.570 k/ft, Tributary Width = 1.0 fl Load for Span Number 2 Uniform Load : D = 0.070 k/ft, Tributary Width = 1.0 fi DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span 0.817 : 1 Typical Section 45.538 k -ft 55.710 k -ft 8.522 ft Span # where maximum occurs Span # 1 Vertical Reactions Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.090 in Ratio = -0.122 in Ratio = 0.200 in Ratio = -0.212 in Ratio = 2397 >=24 1576 >=24 1082 >=18 904 >=18 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 7.206 10.529 1.246 3.239 2.076 5.399 7.206 10.529 2.076 5.399 2.076 5.399 5.924 9.246 5.924 9.246 2.076 5.399 Concrete Beam Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : South wall grade beam (main span) Vertical Reactions Load Combination Printed: 5 MAR 2018, 4:14PM File = Misers lkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-1VCalcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Support notation : Far left is #1 Support 1 Support 2 Support 3 +D+0.70E+H 2.076 5.399 +D+0.750Lr+0.750L+0.450W+H 5.924 9.246 +D+0.750L+0.750S+0.450W+H 5.924 9.246 +D+0.750L+0.750S+0.5250E+H 5.924 9.246 +0.60D+0.60W+0.60H 1.246 3.239 +0.60D+0.70E+0.60H 1.246 3.239 D Only 2.076 5.399 Lr Only L Only 5.130 5.130 S Only W Only E Only H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 15.00 10.70 10.70 0.00 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 15.00 10.61 10.61 0.78 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 15.00 10.51 10.51 1.56 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 15.00 10.42 10.42 2.33 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.29 15.00 10.33 10.33 3.09 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 15.00 10.24 10.24 3.85 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 15.00 10.15 10.15 4.59 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 15.00 10.05 10.05 5.34 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.59 15.00 9.96 9.96 6.07 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 15.00 9.87 9.87 6.80 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.73 15.00 9.78 9.78 7.52 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.81 15.00 9.68 9.68 8.24 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.88 15.00 9.59 9.59 8.94 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 0.96 15.00 9.50 9.50 9.65 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.03 15.00 9.41 9.41 10.34 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.10 15.00 9.31 9.31 11.03 1.00 14.48 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 15.00 9.22 9.22 11.71 0.98 14.45 PhiVc/2 < Vu <= Min 11.4.6 28.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.25 15.00 9.13 9.13 12.38 0.92 14.35 PhiVc/2 < Vu <= Min 11.4.6 28.5 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.32 15.00 9.04 9.04 13.05 0.87 14.25 PhiVc/2 < Vu <= Min 11.4.6 28.4 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.40 15.00 8.94 8.94 13.71 0.82 14.17 PhiVc/2 < Vu <= Min 11.4.6 28.3 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.47 15.00 8.85 8.85 14.36 0.77 14.10 PhiVc/2 < Vu <= Min 11.4.6 28.2 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 15.00 8.76 8.76 15.01 0.73 14.03 PhiVc/2 < Vu <= Min 11.4.6 28.2 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 15.00 8.67 8.67 15.65 0.69 13.97 PhiVc/2 < Vu <= Min 11.4.6 28.1 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 15.00 8.58 8.58 16.29 0.66 13.91 PhiVc/2 < Vu <= Min 11.4.6 28.1 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 15.00 8.48 8.48 16.91 0.63 13.86 PhiVc/2 < Vu <= Min 11.4.6 28.0 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 15.00 8.39 8.39 17.53 0.60 13.81 PhiVc/2 < Vu <= Min 11.4.6 28.0 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 15.00 8.30 8.30 18.15 0.57 13.77 PhiVc/2 < Vu <= Min 11.4.6 27.9 7.5 7.0 +1.20D+1.60L+0.505+1.60H 1 1.98 15.00 8.21 8.21 18.75 0.55 13.73 PhiVc/2 < Vu <= Min 11.4.6 27.9 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.06 15.00 8.11 8.11 19.35 0.52 13.69 PhiVc/2 < Vu <= Min 11.4.6 27.8 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.13 15.00 8.02 8.02 19.94 0.50 13.65 PhiVc/2 < Vu <= Min 11.4.6 27.8 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 15.00 7.93 7.93 20.53 0.48 13.62 PhiVc/2 < Vu <= Min 11.4.6 27.8 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.28 15.00 7.84 7.84 21.11 0.46 13.59 PhiVc/2 < Vu <= Min 11.4.6 27.7 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 15.00 7.74 7.74 21.68 0.45 13.56 PhiVc/2 < Vu <= Min 11.4.6 27.7 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.42 15.00 7.65 7.65 22.25 0.43 13.53 PhiVc/2 < Vu <= Min 11.4.6 27.7 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.50 15.00 7.56 7.56 22.81 0.41 13.51 PhiVc/2 < Vu <= Min 11.4.6 27.7 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.57 15.00 7.47 7.47 23.36 0.40 13.48 PhiVc/2 < Vu <= Min 11.4.6 27.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.64 15.00 7.38 7.38 23.90 0.39 13.46 PhiVc/2 < Vu <= Min 11.4.6 27.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.72 15.00 7.28 7.28 24.44 0.37 13.44 PhiVc/2 < Vu <= Min 11.4.6 27.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.79 15.00 7.19 7.19 24.97 0.36 13.42 PhiVc/2 < Vu <= Min 11.4.6 27.6 7.5 7.0 +1.20D+1.60L+0.50S+1.60H 1 2.87 15.00 7.10 7.10 25.50 0.35 13.40 PhiVc/2 < Vu <= Min 11.4.6 27.5 7.5 7.0 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:14PM Concrete Beam Description : South wall grade beam (main span Detailed Shear Information File = C:1Users\khaiar\DOCUME-11TEMPJ0-1120171TUKWIL-1\CaIcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Span Distance 'd' Vu (k) Mu d*VU/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 2 25.41 15.00 0.24 0.24 0.07 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.44 15.00 0.22 0.22 0.06 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.48 15.00 0.21 0.21 0.05 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.51 15.00 0.20 0.20 0.05 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.54 15.00 0.18 0.18 0.04 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.58 15.00 0.17 0.17 0.04 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.61 15.00 0.16 0.16 0.03 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.64 15.00 0.14 0.14 0.03 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.67 15.00 0.13 0.13 0.02 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.71 15.00 0.12 0.12 0.02 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.74 15.00 0.11 0.11 0.01 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.77 15.00 0.09 0.09 0.01 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.80 15.00 0.08 0.08 0.01 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.84 15.00 0.07 0.07 0.01 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.87 15.00 0.05 0.05 0.00 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.90 15.00 0.04 0.04 0.00 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.93 15.00 0.03 0.03 0.00 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.40D+1.60H 2 25.97 15.00 0.01 0.01 0.00 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 26.00 15.00 0.00 0.00 0.00 1.00 14.48 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 18.000 45.54 55.71 0.82 Span # 2 2 8.000 -12.88 55.71 0.23 +1.40D+1.60H Span # 1 1 18.000 -12.56 55.71 0.23 Span # 2 2 8.000 -12.88 55.71 0.23 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 18.000 45.54 55.71 0.82 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+1.60L+0.50S+1.60H Span # 1 1 18.000 45.54 55.71 0.82 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 18.000 20.29 55.71 0.36 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 18.000 -10.77 55.71 0.19 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+0.50L+1.60S+1.60H Span # 1 1 18.000 20.29 55.71 0.36 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+1.60S+0.50W+1.60H Span # 1 1 18.000 -10.77 55.71 0.19 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 18.000 20.29 55.71 0.36 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 18.000 20.29 55.71 0.36 Span # 2 2 8.000 -11.04 55.71 0.20 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 18.000 20.29 55.71 0.36 Span # 2 2 8.000 -11.04 55.71 0.20 +0.90D+W+0.90H Span # 1 1 18.000 -8.08 55.71 0.14 Span # 2 2 8.000 -8.28 55.71 0.15 +0.90D+E+0.90H Span # 1 1 18.000 -8.08 55.71 0.14 Span # 2 2 8.000 -8.28 55.71 0.15 Concrete Beam Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : South wall grade beam (main span) Overall Maximum Deflections Printed: 5 MAR 2018, 4:14PM File = C:Wsers\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1996 8.486 +D+L+H 2 0.0000 8.486 +D+L+H -0.0032 18.114 -0.2121 8.000 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:13PM Concrete Beam Description : South wall grade beam (cantilever load) CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11CalcsIWAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 fc = fr= fc1/2 * 7.50 yr Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 2.50 ksi Phi Values = 375.0 psi 145.0pcf R1 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Fy - Stirrups E - Stirrups = Stirrup Bar Size # Flexure : 0.90 Shear : 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 8 in v 8"w x 16"h Span=18.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 16.0 in Span #1 Reinforcing.... 2-#6 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Span #2 Reinforcing.... 2-#6 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Applied Loads 8"wx16"h Span=8.0 ft 2-#6 at 3.0 in from Top, from 0.0 to 18.0 ft in this span 246 at 3.0 in from Top, from 0.0 to 18.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 2 Uniform Load : D = 0.070, L = 0.570 k/ft, Tributary Width = 1.0 fi DESIGN SUMMARY Maximum Bending Stress Ratio = 0.813 : 1 Section used for this span Typical Section Mu : Applied -36.821 k -ft Mn * Phi : Allowable 45.301 k -ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 Vertical Reactions Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.420 in Ratio = -0.108 in Ratio = 0.589 in Ratio = -0.114 in Ratio = 456 >=36 2005 >=36 326>=18 1887>=18 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -1.013 8.678 0.046 1.863 0.806 3.105 -0.207 8.678 0.806 3.105 0.806 3.105 0.046 7.285 0.046 7.285 0.806 3.105 0.806 3.105 0.046 7.285 Concrete Beam Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Description : South wall grade beam (cantilever load) Printed: 5 MAR 2018, 4:13PM File = C:\Users\khaiar\DOCUME-11TEMPJO-1\2017\TUKWIL-1\Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 +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 -1.013 5.573 S Only W Only E Only H Only Detailed Shear Information 0.046 7.285 0.046 7.285 0.484 1.863 0.484 1.863 0.806 3.105 Load Combination +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+1.60L+0.50S+1.6011 +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.6011 +1.20D+1.60L+0.50S+1.60H Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Number (ft) (in) Actual Design (k -ft) (k) 1 0.00 13.00 1.13 1.13 0.00 1.00 9.06 1 0.07 13.00 1.12 1.12 0.08 1.00 9.06 1 0.15 13.00 1.10 1.10 0.16 1.00 9.06 1 0.22 13.00 1.09 1.09 0.24 1.00 9.06 1 0.29 13.00 1.08 1.08 0.32 1.00 9.06 1 0.37 13.00 1.06 1.06 0.40 1.00 9.06 1 0.44 13.00 1.05 1.05 0.48 1.00 9.06 1 0.51 13.00 1.04 1.04 0.56 1.00 9.06 1 0.59 13.00 1.02 1.02 0.63 1.00 9.06 1 0.66 13.00 1.01 1.01 0.71 1.00 9.06 1 0.73 13.00 1.00 1.00 0.78 1.00 9.06 1 0.81 13.00 0.98 0.98 0.85 1.00 9.06 1 0.88 13.00 0.97 0.97 0.93 1.00 9.06 1 0.96 13.00 0.96 0.96 1.00 1.00 9.06 1 1.03 13.00 0.94 0.94 1.07 0.96 8.99 1 1.10 13.00 0.93 0.93 1.13 0.89 8.88 1 1.18 13.00 0.92 0.92 1.20 0.83 8.77 1 1.25 13.00 0.90 0.90 1.27 0.77 8.68 1 1.32 13.00 0.89 0.89 1.34 0.72 8.60 1 1.40 13.00 0.88 0.88 1.40 0.68 8.53 1 1.47 13.00 -0.88 0.88 1.13 0.85 8.81 1 1.54 13.00 -0.89 0.89 1.19 0.81 8.75 1 1.62 13.00 -0.90 0.90 1.26 0.78 8.69 1 1.69 13.00 -0.91 0.91 1.33 0.75 8.64 1 1.76 13.00 -0.93 0.93 1.39 0.72 8.60 1 1.84 13.00 -0.94 0.94 1.46 0.70 8.56 1 1.91 13.00 -0.95 0.95 1.53 0.67 8.52 1 1.98 13.00 -0.96 0.96 1.60 0.65 8.48 1 2.06 13.00 -0.97 0.97 1.67 0.63 8.45 1 2.13 13.00 -0.98 0.98 1.74 0.61 8.42 1 2.20 13.00 -0.99 0.99 1.82 0.59 8.39 1 2.28 13.00 -1.01 1.01 1.89 0.58 8.36 1 2.35 13.00 -1.02 1.02 1.96 0.56 8.34 1 2.42 13.00 -1.03 1.03 2.04 0.55 8.31 1 2.50 13.00 -1.04 1.04 2.12 0.53 8.29 1 2.57 13.00 -1.05 1.05 2.19 0.52 8.27 1 2.64 13.00 -1.06 1.06 2.27 0.51 8.25 1 2.72 13.00 -1.07 1.07 2.35 0.50 8.23 1 2.79 13.00 -1.09 1.09 2.43 0.48 8.21 1 2.87 13.00 -1.10 1.10 2.51 0.47 8.19 1 2.94 13.00 -1.11 1.11 2.59 0.46 8.18 Comment Phi*Vs Phi*Vn Spacing (in) (k) (k) Req'd Suggest Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 9.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:13PM Concrete Beam Description : South wall grade beam (cantilever load) File = C:1Userslkhaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 2 25.44 13.00 0.64 0.64 0.18 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.48 13.00 0.60 0.60 0.16 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.51 13.00 0.56 0.56 0.14 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.54 13.00 0.53 0.53 0.12 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.58 13.00 0.49 0.49 0.10 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.61 13.00 0.45 0.45 0.09 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.64 13.00 0.41 0.41 0.07 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.67 13.00 0.38 0.38 0.06 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.71 13.00 0.34 0.34 0.05 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.74 13.00 0.30 0.30 0.04 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.77 13.00 0.26 0.26 0.03 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.80 13.00 0.23 0.23 0.02 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.84 13.00 0.19 0.19 0.02 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.87 13.00 0.15 0.15 0.01 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 25.90 13.00 0.11 0.11 0.01 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.93 13.00 0.08 0.08 0.00 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 25.97 13.00 0.04 0.04 0.00 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 +1.40D+1.60H 2 26.00 13.00 0.00 0.00 0.00 1.00 9.06 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 18.000 -36.57 45.30 0.81 Span # 2 2 8.000 -36.82 45.30 0.81 +1.40D+1.60H Span # 1 1 18.000 -8.76 45.30 0.19 Span # 2 2 8.000 -8.91 45.30 0.20 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 18.000 -36.57 45.30 0.81 Span # 2 2 8.000 -36.82 45.30 0.81 +1.20D+1.60L+0.50S+1.60H Span # 1 1 18.000 -36.57 45.30 0.81 Span # 2 2 8.000 -36.82 45.30 0.81 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 18.000 -16.59 45.30 0.37 Span # 2 2 8.000 -16.76 45.30 0.37 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 18.000 -7.50 45.30 0.17 Span # 2 2 8.000 -7.64 45.30 0.17 +1.20D+0.50L+1.60S+1.60H Span # 1 1 18.000 -16.59 45.30 0.37 Span # 2 2 8.000 -16.76 45.30 0.37 +1.20D+1.60S+0.50W+1.60H Span # 1 1 18.000 -7.50 45.30 0.17 Span # 2 2 8.000 -7.64 45.30 0.17 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 18.000 -16.59 45.30 0.37 Span # 2 2 8.000 -16.76 45.30 0.37 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 18.000 -16.59 45.30 0.37 Span # 2 2 8.000 -16.76 45.30 0.37 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 18.000 -16.59 45.30 0.37 Span # 2 2 8.000 -16.76 45.30 0.37 +0.90D+W+0.90H Span # 1 1 18.000 -5.63 45.30 0.12 Span # 2 2 8.000 -5.73 45.30 0.13 +0.90D+E+0.90H Span # 1 1 18.000 -5.63 45.30 0.12 Span # 2 2 8.000 -5.73 45.30 0.13 Concrete Beam Description : Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition South wall grade beam (cantilever load) Overall Maximum Deflections Load Combination Printed: 5 MAR 2018, 4:13PM File = C:1Users khaiarrDOCUME-11TEMPJO-1120171TUKWIL-11CaIcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H +D+L+H 1 0.0061 18.114 +D+L+H 2 0.5890 8.000 -0.1145 12.600 0.0000 12.600 Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:12PM General Footing Description : south wall pad footings Code References File = C:1Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs\WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p 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 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 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 Reinforcing 2.50 ksi = 60.0 ksi = 3,122.0 ksi 145.0 pcf = 0.90 0.750 = 0.00180 = 1.0:1 = 1.0:1 No Yes No Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth 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 Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4.0 ft 4.0 ft 12.0 in 10 in in 12.0 in 48.0 in in 3.0 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 4.0 # 5 4.0 # 5 n/a n/a n/a o;n, g.x:.. P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr 1 E H 1.20 10.20 k ksf k -ft k -ft k k Project Title: Engineer: Project Descr: Loomis Warehouse Mezzanine Partial Mezzanine Addition Project ID: /9" Printed. 5 MAR 2018, 4:12PM General Footing Description : south wall pad footings DESIGN SUMMARY Min. Ratio Item File = C:\Users\khaiar\DOCU ME -1 \TEMPJO-1 \20171TUKWI L-1 \Calcs\WAREH O-1. EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Applied Capacity Design OK Governing Load Combination PASS 0.9805 Soil Bearing 1.613 ksf PASS n/a Overturning - X -X 0.0 k -ft PASS n/a Overturning - Z -Z 0.0 k -ft 1.645 ksf 0.0 k -ft 0.0 k -ft +D+L+H about Z -Z axis No Overturning No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04382 Z Flexure (+X) 0.5278 k -ft 12.046 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06178 Z Flexure (-X) 0.7442 k -ft 12.046 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.0 X Flexure (+Z) 0.0 k -ft 0.0 k -ft No Moment PASS 0.0 X Flexure (-Z) 0.0 k -ft 0.0 k -ft No Moment PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-X) 4.057 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS 0.0 2 -way Punching 0.0 psi 0.0 psi n/a 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 X -X, +D+H 1.645 n/a 0.0 0.0750 0.0750 n/a n/a 0.046 X -X, +D+L+H 1.645 n/a 0.0 0.7125 0.7125 n/a n/a 0.433 X -X, +D+Lr+H 1.645 n/a 0.0 0.0750 0.0750 n/a n/a 0.046 X -X, +D+S+H 1.645 n/a 0.0 0.0750 0.0750 n/a n/a 0.046 X -X, +D+0.750Lr+0.750L+H 1.645 n/a 0.0 0.5531 0.5531 n/a n/a 0.336 X -X, +D+0.750L+0.750S+H 1.645 n/a 0.0 0.5531 0.5531 n/a n/a 0.336 X -X, +D+0.60W+H 1.645 n/a 0.0 0.0750 0.0750 n/a n/a 0.046 X -X, +D+0.70E+H 1.645 n/a 0.0 0.0750 0.0750 n/a n/a 0.046 X -X, +D+0.750Lr+0.750L+0.450W+H 1.645 n/a 0.0 0.5531 0.5531 n/a n/a 0.336 X -X, +D+0.750L+0.750S+0.450W+H 1.645 n/a 0.0 0.5531 0.5531 n/a n/a 0.336 X -X, +D+0.750L+0.750S+0.5250E+H 1.645 n/a 0.0 0.5531 0.5531 n/a n/a 0.336 X -X, +0.60D+0.60W+0.60H 1.645 n/a 0.0 0.0450 0.0450 n/a n/a 0.027 X -X, +0.60D+0.70E+0.60H 1.645 n/a 0.0 0.0450 0.0450 n/a n/a 0.027 Z -Z, +D+H 1.645 10.0 n/a n/a n/a 0.0 0.1698 0.103 Z -Z, +D+L+H 1.645 10.0 n/a n/a n/a 0.0 1.613 0.981 Z -Z, +D+Lr+H 1.645 10.0 n/a n/a n/a 0.0 0.1698 0.103 Z -Z, +D+S+H 1.645 10.0 n/a n/a n/a 0.0 0.1698 0.103 Z -Z, +D+0.750Lr+0.750L+H 1.645 10.0 n/a n/a n/a 0.0 1.252 0.761 Z -Z, +D+0.750L+0.750S+H 1.645 10.0 n/a n/a n/a 0.0 1.252 0.761 Z -Z, +D+0.60W+H 1.645 10.0 n/a n/a n/a 0.0 0.1698 0.103 Z -Z, +D+0.70E+H 1.645 10.0 n/a n/a n/a 0.0 0.1698 0.103 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.645 10.0 n/a n/a n/a 0.0 1.252 0.761 Z -Z, +D+0.750L+0.750S+0.450W+H 1.645 10.0 n/a n/a n/a 0.0 1.252 0.761 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.645 10.0 n/a n/a n/a 0.0 1.252 0.761 Z -Z, +0.60D+0.60W+0.60H 1.645 10.0 n/a n/a n/a 0.0 0.1019 0.062 Z -Z, +0.60D+0.70E+0.60H 1.645 10.0 n/a n/a n/a 0.0 0.1019 0.062 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Footing Flexure Overturning Moment Resisting Moment Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.40D+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.40D+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK General Footing Description : south wall pad footings X -X, +1.20D+1.60L+0.50S+1.60H Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition 0.0 +Z Top Printed: 5 MAR 2018, 4:12PM File = C:1Userslkhaiar1DOCUME-11TEMPJO-1120171TUKWIL-11CalcsIWAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 0.2592 Min Temp % 0.310 12.046 OK General Footing Description : Footing Flexure Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition south wall pad footings Printed: 5 MAR 2018, 4:12PM File = C:\Users\khaiar\DOCUME-1\TEMPJ0-1120171TUKWIL-11CaIcsIWAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X, +1.20D+1.60L+0.50S+1.60H 0.0 -Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.0 -Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.0 +Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.0 -Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.0 +Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.0 -Z To 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+W+0.90H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.0 +Z Top 0.2592 Min Temp % 0.310 12.046 OK X -X, +0.90D+E+0.90H 0.0 -Z Top 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.07040 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.40D+1.60H 0.04993 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.7442 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.5278 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.7442 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.5278 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.2741 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.1944 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.06034 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.04280 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.2741 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.1944 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.06034 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.04280 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.2741 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.1944 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.2741 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.1944 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.2741 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.1944 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.04526 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+W+0.90H 0.03210 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.04526 -X Bottom 0.2592 Min Temp % 0.310 12.046 OK Z -Z, +0.90D+E+0.90H 0.03210 +X Bottom 0.2592 Min Temp % 0.310 12.046 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.38 psi 0.00 psi 0.00 psi 0.00 psi 0.38 psi 75.00 psi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 4.06 psi 0.00 psi 0.00 psi 0.00 psi 4.06 psi 75.00 psi 0.05 0.00 +1.20D+1.60L+0.50S+1.60H 4.06 Psi 0.00 psi 0.00 psi 0.00 psi 4.06 psi 75.00 psi 0.05 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.49 psi 0.00 psi 0.00 psi 0.00 psi 1.49 psi 75.00 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.33 Psi 0.00 psi 0.00 psi 0.00 psi 0.33 psi 75.00 psi 0.00 0.00 +1.20D+0.50L+1.605+1.60H 1.49 Psi 0.00 psi 0.00 psi 0.00 psi 1.49 psi 75.00 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 0.33 Psi 0.00 psi 0.00 psi 0.00 psi 0.33 psi 75.00 psi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.49 Psi 0.00 psi 0.00 psi 0.00 psi 1.49 psi 75.00 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.49 Psi 0.00 psi 0.00 psi 0.00 psi 1.49 psi 75.00 Psi 0.02 0.00 +1.20D+0.50L+0.70S+E+1.60H 1.49 Psi 0.00 psi 0.00 psi 0.00 psi 1.49 psi 75.00 psi 0.02 0.00 +0.90D+W+0.90H 0.25 Psi 0.00 psi 0.00 psi 0.00 psi 0.25 psi 75.00 psi 0.00 0.00 +0.90D+E+0.90H 0.25 psi 0.00 psi 0.00 psi 0.00 psi 0.25 psi 75.00 psi 0.00 0.00 Two -Way "Punching" Shear All units k Load Combination... +1.40D+1.60H Vu Phi*Vn Vu 1 Phi*Vn Status 0.00 psi 112.50psi 0 OK Project Title: Loomis Warehouse Mezzanine Engineer: Project ID: Project Descr: Partial Mezzanine Addition Printed: 5 MAR 2018, 4:12PM General Footing Description south wall pad footings Two -Way "Punching" Shear All units k File = C:1Users\khaiar\DOCUME-11TEMPJO-1120171TUKWIL-11Calcs1WAREHO-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 0.00 psi 112.50psi 0 OK +1.20D+1.60L+0.50S+1.60H 0.00 psi 112.50psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0.00 psi 112.50psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0.00 psi 112.50psi 0 OK +1.20D+0.50L+1.60S+1.60H 0.00 psi 112.50psi 0 OK +1.20D+1.60S+0.50W+1.60H 0.00 psi 112.50psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.00 psi 112.50psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0.00 psi 112.50psi 0 OK +1.20D+0.50L+0.70S+E+1.60H 0.00 psi 112.50psi 0 OK +0.90D+W+0.90H 0.00 psi 112.50psi 0 OK +0.90D+E+0.90H 0.00 psi 112.50psi 0 OK 8/5/2019 City of Tukwila Department of Community Development PAUL HARRINGTON 3421 S HENRY RD GREENACRES, WA 99016 RE: Permit No. D18-0010 LOOMIS 15450 NELSON PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/4/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/4/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Kandace Nichols2 Permit Technician File No: D18-0010 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D18-0010 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 11, 2018 City of Tukwila Department of Community Development PAUL HARRINGTON 3421 S HENRY RD GREENACRES, WA 99016 RE: Correction Letter # 1 to Revision #1 DEVELOPMENT Permit Application Number D18-0010 LOOMIS - 15450 NELSON PL Dear PAUL HARRINGTON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide a plan view foot print of the building and identify the proposed location of the wheelchair lift. Include specifications for the landings. Specify source of power for the lift. Provide sufficient details with notes and dimensions. Plans shall be professionally drawn by a registered design professional. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton March 14, 2018 File No. 262018.005.00102 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED CITY OF TUKWILA MAR 16 2018 PERMIT CENTER Subject: Building Permit Plan Review — Final Submittal Loomis Armored Terminal Facility — Interior Remodel (D18-0010) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are 5201, 5301, and 5401. Note that revised structural sheets were submitted for all of the original structural sheets. 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 should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary: 1. Concrete mix designs. 2. Solid web wood joists (I -Joists). 3. Staircase framing, including treads and stringers. 4. Engineered wood products. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the Structural General Notes on Sheet S201. See IBC Sections 1704.2.3, 1704.3.1, 1705.6, and 1803. The following is a summary: EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com 0 Mr. Jerry Hight, Building Official City of Tukwila March 14, 2018 File No. 262018.005.00102 Page 2 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Monitoring of settlement of preload fill and surcharge fill. 4. Placement of structural fill and soil compaction. 5. Verification of soil bearing capacity at the building footings. Structural special inspections and tests should be performed for this project. See IBC Sections 1704 and 1705.12. We assume the prefabricated structural steel members will be fabricated by registered and approved fabricators. The following is a summary: 1. Installation of steel anchor bolts/rods in concrete at hold-downs of wood -framed lateral -force -resisting system: continuous. 2. Installation of concrete screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 3. Installation of structural steel: periodic. 4. Welding of structural steel members for single -pass fillet welds (maximum 5/16 inch): periodic. 5. On-site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. 6. Fastening at wood -framed, lateral -force -resisting system, except floor and roof diaphragms: periodic. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, f '; air content; and slump. See IBC 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 by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC 107.1, 107.3.4, and 107.3.4.1. The following is a summary: 1. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where applicable. See also IBC 1705.3.1 and 1901.2. 2. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 36, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement Si. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM F 1554-15e1 Section 17.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila March 14, 2018 File No. 262018.005.00102 Page 3 3. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. See also IBC Section 2205.1, AISC 360-10 Section A2, and AWS D1.1-10 Section 3.1. 4. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Section 1704.2.5. 5. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Section 1704.2.5. Enclosed are the drawings and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. orbin Hammer, P.E., S.E. Principal Engineer Lance Lum, P.E. Senior Engineer Enclosures cc: Paul Harrington, South Henry Studios (by email) Danny Lee Patterson, For Ty Civil (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) Kevin Ellis, City of Tukwila (by e-mail) ehw\26se\plan review\tukwila\18\tk18_001 r02.docx\kmg Reid iddleton WIouth e n r�, studios m0abaratiur� + un�avafun r. design RECEIVED CITY OF TUKWILA VAR 1 5 0018 PERtvsi 1 C'aiiTER 3421 south henry road greenacres, WA 99016 509.714.6301 t www.southhenry.com info@southhenry.com a c� February 26, 2018 Mr. Jerry Hight, Building Official % Allen Johannessen Plans Examiner Bill Rambo Permit Technician City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Located at: Project No. 15450 Nelson Place D18-0010 To whom it may concern: Please see my plan check comment responses to the plan check comments dated January 24, 2018. I would have responded sooner, but I was delayed upon receiving a secondary plan check letter from Reid Middleton regarding the structural items. In the future it would good to be notified as the applicant, when there will be additional plan review required. 1. Stair details have been added to sheet A403 to clarify the intent of the stair framing. The engineered metal stair drawings will be submitted as a deferred submittal as noted on the revised structural drawings emailed to Reid Middleton on 2/23/18. 2. This item is being reviewed by Reid Middleton. 3. Sheet A903 has been added to the set with ceiling installation details. 4. Note has been added to sheet A402. 5. The tenant has elected to go with a roof access ladder from the second floor. The location is shown on sheet A302, A902 and a detail has been added to A403 for the ladder and hatch. 6. Note has been removed from G002. Site plan has been added to G001 showing building setbacks. The building will remain in its existing location. 7. Note has been revised on Sheet A302 reflecting the use of R-15 batt insulation. 8. Clarification has been added to Sheet A302. Wall to be 2x6. 9. The area in question is open as shown on plan. A note has been added to A901 showing the are to be open to above. The lines on A302 are showing the tops of walls that you would see below. 10. This item is addressed as part of the structural submittal to Reid Middleton. Additional Items 1. See Coded note 14 on sheet A301. The elevator spec has been changed from a Schindler 3100 to a Schindler 2100 MRL. It still meets ADA, but does not allow for a gurney which is not required. Attached you should receive (2) copies of the revised sheets. If you have any questions or need additional information, please contact me at 509.714.6301. Thank You, Paul Harrington CORRECTION LTi # . '. Dr6,t010 January 24, 2018 City of Tukwila Department of Community Development PAUL HARRINGTON 3421 S HENRY RD GREENACRES, WA 99016 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0010 LOOMIS - 15450 NELSON PL Dear PAUL HARRINGTON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the "date" of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide complete framing details for the stairways to specify hardware, fasteners, and type of materials. 2. Provide engineer's analysis with details for the proposed concrete cuts for doors in the exterior concrete wall panels. 3. Provide suspended ceiling framing details. 4. Specify the floor insulation on sheet a402. 5. On sheet A304 #2 indicates access ladder and to provide fall protection. Please provide the specific details for the fall protection assuming it to be a ladder cage around the ladder. Please clarify. 6. Sheet G002 #3 "This door to be a 2 hour...". I could not find that door, please clarify. Also provide a site plan showing the building footprint and dimensions from the property lines. 7. On sheet A302 wall insulation for 2x4 walls is specified as R-13. Revise notes minimum R-15. Also, on sheet A301 #18. Or provide clarification for using R-13. 8. Sheet A302 demising wall has numbers 2 & 3 difference being 2x4 & 2x6. I assume it should be a 2x6 stud full height with R-21. Please clarify. L lnn P__.al_____a__. 0- - lL 111/1 — T .L..17. LIZ /10100 — ))1__.._ ')/1L All IL7/1 C.... 1/1L All ILL 9. East end of mezzanine by the stairway, provide clarification if this area east of stairway is open to below or if it shall be enclosed. Also, the cut section marker indicates 2-A403, assume should read A402. Please clarify. 10. Please provide the applicable special inspections necessary for structural framing, welding, epoxy hardware connections, bolting and concrete. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0010 63n0.cnuthrontor Rnti/ounril.Cnito 14 Inn a Tiilru,iln WnchivIntelm 02122 An 131” -.14. 711K-42 /_ 21.7/1 - !.'n.- 7/1!._A2 /. 2.(h -G Reid iddleton February 1, 2018 File No. 262018.005/00101 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 — First Submittal Loomis Armored Terminal Facility — Interior Remodel (.D18-0010) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED FEB 07 2018 Community Development 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 design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Three complete full-sized sets of updated structural drawings. c. One copy of supplemental structural calculations. The geotechnical engineer should submit information as requested in the comments. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and test should be performed for this project. A geotechnical report was not included with the project documents and should be submitted for review. See IBC Sections 1704.2.3, 1704.3.1, 1705.6, and 1803. The following is a summary based on a review of the structural drawings: a. Placement of structural fill and soil compaction. b. Verification of soil -bearing capacity. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 141-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 2 Structural General 1. Structural special inspections and tests should be performed for this project. See IBC Sections 1704 and 1705.12. Special inspection requirements are not provide in the structural drawings; see the following comment. The special inspections provided should include but are not limited to the below list. The following is a summary based on a review of the structural drawings: Post Installed Connections: a. Installation of concrete adhesive anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). See also IBC Section 1705.1.1. Concrete: a. Concrete placement at concrete construction: continuous. See also IBC Section 1705.3. b. Reinforcement at concrete construction: periodic. See also IBC Section 1705.3. c. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3. d. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.12. Steel: a. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. b. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. c. Welding of structural steel members for single -pass fillet welds (maximum 5/16 inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. Wood: a. Installation and fastening of prefabricated metal -plate -connected wood trusses: periodic. See also IBC Section 1705.5.2. b. Fastening at wood -framed, lateral -force -resisting system except floor and roof diaphragms: periodic. See also I.BC Section 1705.12.2. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 3 c. Installation of steel anchor bolts/rods in concrete at hold-downs of wood - framed, lateral -force -resisting system: continuous. See also IBC Sections 1705.3 and 1705.12. No response from the applicant is required for just this comment. This comment is for the building official and for reference. 2. Continuing with the previous comment, the structural notes do not include a list of structural special inspections required for the project. The structural notes should be revised to include a table of structural special inspections. See IBC Section 1704.3.1. Refer to IBC Sections 1704 and 1707 and the structural comment above to determine the types of special inspections required. Additional inspection types not listed above may be required for the project and should be determined by the structural engineer. 2. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is a summary based on a review of the structural drawings: metal plate connected wood trusses (if used), engineered wood products, and open web wood joists (if used). 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the Structural General comments below. Concrete: a. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where applicable. See also IBC 1705.3.1 and 1901.2. Steel: a. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 36, steel anchor bolts/rods verifying compliance with ASTM F 1554 Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 4 Supplementary Requirement Si. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM F 1554-15e1 Section 17.1. c. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. See also IBC Section 2205.1, AISC 360-10 Section A2, and AWS D1.1-10 Section 3.1. 4. 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 should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheet 5201. a. Concrete mix designs. b. Solid wood joists (I joists). Loads: 1. The floor live load design data in the section of the structural notes on design live loads, Sheet S201, should be revised by also specifying uniform design loads for the stairs, the office, and the lobby at mezzanine level. See IBC Sections 1603.1.1 and 1603.1.8. 2. The design base shear in the design criteria and loads, Sheet S201, does not match the seismic force on page 21 of the calculations. It also states that the base shear is governed by wind in the transverse and longitudinal direction, but wind load design data was not provided. Sheet 5201, should be revised by also specifying the basic wind speed (3 -second gust), Veit and Vasd; wind importance factor, I,U; wind exposure category and applicable internal pressure coefficient (or building enclosure classification), if applicable. See IBC Sections 1603.1.4, 1609.1, and 1609.3. Also, see http://www.atcouncil.org/windspeed/ for further information. 3. The reference standards for cast -in-place concrete and concrete reinforcement on Sheet S201 appear to be outdated. The reference standards should be revised to the latest editions. See IBC Chapter 35. 4. The reference standards for wood framing on Sheet 5201 appear to be outdated. The reference standards should be revised to the latest editions. See IBC Chapter 35. Steel: 1. Special inspection is required for the fabrication of structural steel members on the premises of a fabricator unless the fabricator is registered and approved Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 5 to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on structural steel, Sheet 5201, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the structural steel at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.1, and 1705.2. Refer to Steel Structural Submittal 5a above. 2. Referenced standards for structural steel on Sheet S201 should be updated according to references in IBC Chapter 35. 3. Deferred submittals and materials include metal plate connected roof trusses and open web wood joists. Structural drawings do not indicate use of those materials on the design. Verification of mezzanine floor should be provided. See IBC Section 107.1. 4. The deferred submittals on Sheet S201 appear to indicate that the deferred submittal items should be designed "SSE in the state of Illinois". The note should be revised to state that the deferred submittal design should sealed by the registered design professional in the state of Washington. See IBC Section 107.3.4.1. Foundation 5. Details 9/S401 and 2/S401 show different types of column foundations. However, the location of those footings is unclear. The locations for the foundation details should be verified and substantiating structural calculations should be provided for the design of the foundation. See IBC Section 107.1 and 1808.1. 6. Detail 1 /S401 appears to indicate that the wood frame stud walls are anchored to existing concrete slab on grade with adhesive threaded anchors. Note 4 on Sheet S301 appears to indicate that all the wood frame stud walls are designed as shear walls. Following are the comments: a. Substantiating structural calculations should be provided to demonstrate that the existing slab on grade is adequate to transfer applicable loads. See IBC Section 107.1, 1613.1, and 1808.1. b. Structural calculations for the threaded rod anchor to the existing concrete slab do not appear to be included. Substantiating structural calculations for post -installed anchor connections should be provided for review. See IBC Section 1901.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 6 c. The minimum required strength of epoxy should be specified for the post - installed anchor on the drawings. Gravity 7. Sheet A304 appears to indicate several new rooftop mechanical units. However, structural calculations for those units are not provided. Substantiating structural calculations should be provided to demonstrate that the existing roof framing is adequate to support those units. See IBC Section 107.1. 8. Structural calculations and details for staircase to mezzanine do not appear to be provided for review. If stairs are to be bidder designed, it should be listed as deferred submittal item. See IBC Sections 107.1 and 107.3.4.1. Lateral 9. Sheet 5201 indicates the lateral resisting system of the mezzanine is wood frame shear walls. However, the structural calculations for the design of wood shear walls are not provided for review. Documentation substantiating the design of the lateral force resisting systems should be submitted for review. The documentation should include but not be limited to distribution of lateral load to the shear walls and connections should be provided. See IBC Section 1613.1. 10. The structural calculations do not appear to include documentation for the design of the wood diaphragms per IBC Section 2305 and AF&PA SDPWS-08 Section 4.2.5. Documentation substantiating the design of the diaphragms should be submitted for review. The documentation should include, but is not limited to, diaphragm forces along each line of shear walls, lengths of diaphragm attachment to collectors and lateral -force -resisting elements, resulting diaphragm stress demands, and collector design and collector -force transfer to wood shear walls below. Provide additional information as needed to substantiate the design. 11. Continuing the comment immediately above. Verification should be provided for the mezzanine diaphragm along the south wall. If the lateral load from the mezzanine is to be transferred with wood shear walls, adequate separation between the mezzanine shear wall and the existing structure should be provided. If the intent is to tie the mezzanine to the existing structure, substantiating documentation should be provided to verify the lateral -force -resisting system of the existing building is adequate for additional mezzanine loads. See IBC Section 101.4.7 and 1613.1 and IEBC 1103.3. Reid iddleton Cil Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 1, 2018 File No. 262018.005/00101 Page 7 12. The design appears to include reentrant corners, a Type 2 horizontal irregularity. The submitted calculations do not appear to consider this irregularity. Substantiating data such as additional calculations should be provided to indicate that the proposed structure has the design capacity to resist the IBC and ASCE 7-10 loadings. See IBC Sections 1604.2, 1604.4, and 1613.1 and ASCE 7-10 Sections 12.3.2.1 and 12.3.3.4. The proposed design may need to be revised. Please verify. 13. Sheet A401 appears to indicate several new window, louver, and door openings are made in the existing tilt -up concrete walls. However, structural calculations verifying the load -carrying capacities of those existing walls with new openings are not provided for review. Substantiating documentation should be provided to demonstrate that the proposed openings do not reduce the gravity and lateral load -carrying capacity of the existing structural system. See IEBC Sections 807.4 and 807.5. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. ance Lum, P.E. Senior Engineer Ja on E oto, P.E., S.E. S nio ngineer cc: Paul Harrington, South Henry Studios (by e-mail) Jerry Hight, City of Tukwila (by e-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) Kevin Ellis, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\18\TK18 001 R0].docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 11, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0010 Loomis —15450 Nelson PI 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, •19J Bill Rambo Permit Technician encl File: D18-0010 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov tPERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0010 DATE: 05/02/18 PROJECT NAME: LOOMIS SITE ADDRESS: 15450 NELSON PL Original Plan Submittal Response to Correction Letter # Revision # X Revision # 1 before Permit Issued after Permit Issued DEPARTMENTS: �S Co Building Division E -3--t 6 p ubhc Works DT tare 53-18 iT Fire Prevention Structural El Planning Division 1 Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/03/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions Denied (ie: Zoning Issues) ' (corrections entered in Reviews) Notation: 05/31/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5-1 (—(i/ Departments issued corrections: Bldg Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 CPERMIT COOflD COPY.. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0010 PROJECT NAME: LOOMIS SITE ADDRESS: 15450 NELSON PL Original Plan Submittal X Response to Correction Letter # 1 DATE: 03/05/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A -T AWC 3N9 Building Division Fr - Public Works El Fire Prevention Structural El Planning Division ❑ Permit Coordinator El PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/06/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 04/03/18 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 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 COORD COPY c PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0010 PROJECT NAME: LOOMIS SITE ADDRESS: 15450 NELSON PL X Original Plan Submittal Response to Correction Letter # DATE: 01/09/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: �- cowg- 1-11-16 Building Division III c W4— lir orKs' AWC 11-15 LAPP Al/4 H1i-(8 Fire Prevention Planning Division Re,\ 'll° 3—Uo l8 Structural ip Permit Coordinator ■ PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 01/11/18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/08/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: BId Fire 0 Ping ❑ PW 0 Staff Initials: 12118/2013 PROJECT NAME: UOS. I " n SITE ADDRESS: ISI, b NaC/1 2bI(1 r i• (If.71) PERMIT NO: I 0010 ORIGINAL ISSUE DATE: 41111(6 REVISION LOG REVISION DATE RECEIVED STAFF ISSUED DATE NO. , INITIALS 2 nve� Ancv eAlv Summary of Revision STAFF INITIALS Received by: 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) 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) Date: 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. -Z7--1S Plan ChecWPermit Number: l8-Doifl ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # t after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Z-DOV 1 ,4) reed Project Address:6 L 50 /lit l S at7 Parc Contact Person:0514 lit a rprre,5+or Summary of Revision: Phone Number:(03) Di1 - /1°7 !pp rJc l C ve y A c( ��// l/P(71 CITY OF TUKWIL PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision 1 evvisioon1 Received at the City of Tukwila Permit Center byl :i ,Lk (. IV l .6-171/V) i Entered in TRAKiT on "J W:'Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D18-0010 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Loomis Project Address: 15450 Nelson P1 RECEIVED CITY OF TUKWILA ;.;Art 0 5 2018 PERMIT CENTER Contact Person: 41/4-- M e/N6iba) Phone Number: SW? 7."i' 3a/ Summary of Revision: 165(49ZA 6004 6ao. 4301/ .43e0a o/ / p fig© 3, Ales,/ / �'i02 do ec reed- A 3_ /ee Get d SA9i s30 / sYe'15 s' 'a i/re 5e' Q 749. CG,/140 he rt Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio X9(, 5-110/ 382 Atirvz, � i9 Received at the City of Tukwila Permit Center by: Y4.,hj4t IZ Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: SZo/ ACE COMMUNICATION SERVIt INC 1-lorne Espanol Contact Safety & Health Claims & Insurance 111) Washington State Department of Labor & industries A -Z index 1lelp Page 1 of 2 My L&;! Workplace Rights Trades & Licensing ACE COMMUNICATION SERVICES INC Owner or tradesperson Principals FORRESTER, JOSHUA I D Doing business as ACE COMMUNICATION SERVICES INC WA UBI No. 601 786 886 PO BOX 1286 ROSEBURG, OR 97470 503-807-1477 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. _........._.......................__........................ Meets current requirements. License specialties GENERAL License no. ACECOSI036KL Effective — expiration 05/13/1997— 09/29/2019 Bond .............. Hudson Insurance Company Bond account no. 10052017 $12,000.00 Received by L&I Effective date 01/27/2017 04/30/2017 Expiration date Until Canceled Bond history Insurance ............ Ohio Cas Ins Co Policy no. BKS54944225 $1,000,000.00 Received by L&I Effective date 09/15/2016 10/28/2014 Expiration date 10/28/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ........... No L&I tax debts are recorded for this contractor license during the previous 6 year period, ut some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601786886&LIC=ACECOSI036KL&SAW= 4/2/2018 ACE COMMUNICATION SERVICES INC .................................... _............. No license violations during the previous 6 yltieriod. License Violations 0 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 Account is closed. 115,285-00 ................................. Doing business as ACE COMMUNICATIONS SERVICES IN Estimated workers reported N/A L&I account contact T1 / LINDSEY BOOTH (360)902-5596 - Email: B000235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes Co ....................................................... No strikes have been issued against this contractor. Contractorsnot allowed to bid ................................... _......................................... .......... No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. 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Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601786886&LIC=ACECOSI036KL&SAW= 4/2/2018 LOOMI ARMORED TERMINAL FACILITY INTERIOR REMODEL TUKWILA, WA ABBREVIATIONS SYMBOLS MATERIALS CODE REVIEW PROJECT TEAM INDEX OF DRAWINGS & And k • Centerline • Dt�arneter or round d Penny 1 Pi dlwler 1 Pound or number 7 Tee AB Anchor Bolt ADJ Adpetable ADJE Adjacent AFT Above Finished Floor AL.AUJM Aluminum ALT Alternate ACT Acoustical Ceiling Paned APPROX Approximate ARCH Architectural AUTO Automatic AVG Average BD Board BT DI Between BITUM Bltumbnoue BLDGBuIding BLK Block BLKG Blocking BOTT Bottom BSMT Basement C Course CAB Cabinet CB Catch Basin CF Cubic Foot CFa Contractor Furnished, Contractor Installed Cc Comer Guard CJ Control Joint CLG Ceiling CMG Calking CLR Clear CMU Concrete Masonry Unit CO Cleanout COL Column COMP Composition CCNC Concrete CONST Conebucthn CaNT Continuous CONTR Contractor CPT Carpet CPUH CPU Holder CT Cerante Tile CTR Center CY Cubic Yard D Deep, Depth DBL Double DEMO De oileh, De oIltlon DET Detail DF Drinking Fountain DIA Diameter DIAG Diagonal DIM Dimension DIV Division DRON Dorn DP Doorrroof(Ing) DS Downspout DW Dishwasher DWG Drawing DM Drawer E Eoet EA Each Ed Expansion Joint EL Elevation ELEC Electrical ELEV Eieveter/Elevatlo n EMER Emergency ENCL Endomre EQ E EXC Excavate DIH Exhaust EXIST Exieting DUCT Expansion F Exterior nle FA Fie Alarm FAB Fabricate FD Floor Drain FDN Foundation FE Fire ExUnguleher FEC—S Flre Extinguisher Cabinet Surface Mounted FEC, SR Pre n ExtkpRCabinet. eceseed FF Factory Finish EFL Flnlehed Floor Line FIN Finish FL Floor FIG Flooring FUJOR Fluorescent FOC Face of Concrete FOF Face or Finish F0M Face of Masonry FQS FP Fireproof SWde FT Foot. Feet FIG Footing FVRR Furring CA Gauge GALVG]venlzed GB Grab Bar GBD Glow Box Dispenser GEN Canard GI Glass GLB Glue Laminated Beam GNU Glazed Masonry Unit GND Ground GR Grade GYP Gypsum Board H Hlgh HB Hose bra HC Hollow core HD Head HDW Hardware HDWD Hardwood HORIZ Horizontal HT Height HTG Heating HVAC Heating/Ventilating/ Alr— Conditioning Hide) Hot Water Heater (Tank) ID Inside diameter (din.) IICL Include IWO Information INSUL Ineulatkn INT Interior JAN Janitor JST Joist JT Joint KIT Kitchen KT Keyboard Tray L Length, Long LAB Laboratory Lint Laminate LAV LavatoryLT t LV Louver MAIL Material MAX Maximum MC Medicine Cabinet MECH Mechanical MED Medicine, Medical MEZZ Mezzanine MFR Manufacturer MH Manhole, Mop Holder MIN Minimum MIR Mirror MISC Miscellaneous MO Masonry Opening MT(D) Maunt(ed) MIL Metal MUL Mullion N NAT NIC N0 NOM NTS North Natural Not In Contract Number Nominal Not To Scale OA Over—all OC On center 00 Outside diameter (dim.) OFF Office OF° Omer Furnished Contractor Installed OF01 Omer Fumbdned, Owner Meddled OH Overhead OVHO Overhead door OPNG Opening OPP Opposite ORIG Origin] PB Panic Button PC Pre —Cast PD Pencil Drawer PERFPerforated PERPPerpendicular PLAN Plastic Laminate PL Plate, Property Une PLASPIaeter PWMB Plumbing PLYw0 Plywood PNL Panel DOS Positive PR Pair PSF Pounds per Square Foot PSI Pounds per Square inch PT Paint PTO Paper Towel Dlepeneer P1DR Combination Paper Towel Dispenser and Receptacle FIR Paper Towel Receptacle PVMT Pavement QT Quarry The R River, Radius RD Roof Drain REBAR Rekiforobng Bar RECO Received REF Reference REEL Reflected REFER RDNF Refrigerator REQD Required RF Roof RM Room RO RouOpeni ROW Righthof Way RWL Rain Water Leader s South SC Said Core SCD Seat Cover Dispenser SCHID Schedule SD Soap Dispenser SECT Section 91wR Shower HT Street 91TG Sheeting 9M 9mhar SND SanitaryDioQNapkin Napk SNR SoRay Napkin Receptacle SPEC Specification SQ ss Stainless Ste] STD Standard 51L Steal SIOR Storage STRUCT Structural SUB Substitute SUSP Suspended SAYS SymnS ystem re rc TEL TEMP TERR TF TAG THK THRU TP TPD 15 TV TW TIP UC UNO UNF1N UR Trod Towel Bar, Tackboard Top of Curb Telephone Temporary Terrazzo Top of Footing Tongue and Groove Thick Through Top of Pavement Toilet Paper Dispenser Tube Ste] Television Top of Wall Typical Under Cabinet Unless Noted Dtherwlee Unfinished Urinal VB Vapor Barrier VGT Vinyl Composition Tile VENT Ventilate VTR Verify VERT Vertical VEST Vestioule VOL Volume W Wed, Wide, Width 1kl with WIC Water Closet wD Wood ItH l W/O wratfro vet WSCT Wainscscot WS Weather Stripping wT Weight Wilt Water WWF Welded Wlre Fabric A OFFICE 123 2 A$A — —2075— _ 12.5 N R123 GRID LINE DETAIL MARK SECTION MARK BUILDING CROSS SECTION Upper mark denotes cross section, Lower mark denotes sheet EXTERIOR ELEVATION Upper mark denotes elevation number, Lower mark denotes sheet NORTH ARROW INTERIOR ELEVATION Elevation number denoted in orrow, Sheet number denoted in box REVISION WINDOW REFERENCE ROOM IDENTIFICATION CODED NOTE WALL TYPE WORK POINT, DATUM POINT, CONTROL POINT MATCH LINE Shaded area is side considered DASHED UNES Denotes items hidden, overhead, not in contract or to be removed BREAK LINES Material to continue CENTER UNES, GRID LINES PROPERTY LINES, MATCH UNES, BUILDING CROSS SECTION LINES EXISTING CONTOUR NEW CONTOUR NEW FINISH GRADE EXISTING GRADE NEW DOOR & NUMBER EXISTING DOOR RELITE & NUMBER SECTION INDICATIONS ACOUSTIC TILE OR BOARD ASPHALT CONCRETE PAVING BUILT—UP ROOFING f%///////////////' .////////////////.1 BRICK CAULKING OR SEALANT CERAMIC TILE CONCRETE Cast —in —place or precast CONCRETE MASONRY UNIT WON1pp1errt 1 ppatMIMW 1 /1/ //! PLAN INDICATIONS I EARTH GLASS GRAVEL GYPSUM BOARD INSULATION, BATT BLANKET INSULATION, RIGID METAL METAL LATH MORTAR, PLASTER, SAND PLYWOOD WOOD finish, continuous member, interrupted member 1 1 I 1 I f 1 1 I 1 1 1 I 1 CONCRETE MASONARY UNIT L ELEVATION INDICATIONS CONCRETE EXISTING CONSTRUCTION TO REMAIN EXISTING CONSTRUCTION TO BE REMOVED NEW WALLS SEE WALL TYPE SCHEDULE CORNER GUARD END CAP CONCRETE/ PLASTER/ STUCCO/ EIFS MASONRY GLAZING 20 GAUGE PERFORATED METAL WITH HOLES PUNCHED AT 50% HSS4X44" COLUMNS, 8 FEtI ON CENTER WITH 12X124" BASE PLATE BOLT TO SLAB WITH (4) " T1TEN ANCHORS 2X2 HOIRZONTAL, 24" OC #4 BARS 0 18" (2) /4 BARS, OC EA WAY CONTINOUS CGENERATOR ENCLOSURE SCALE 1/4"-1'-0" SE 001 siteplan 1"=60'-0" \ PROJECT DESCRIPTION: BUILDING CODES: LOCAL AUTHORITY: EXISTING ZONING: EXISTING LOT USE: PROPOSED USE; ESTIMATED VALUATION: PARCEL #: OCCUPANCY; BUILDING HEIGHT: CONSTRUCTION TYPE: ALLOWABLE AREA' BUILDING AREA. SPRINKLERED. OCCUPANT LOAD. EXITING: WIDTH REQUIRED: WIDTH PROVIDED: REMODEL EXISTING WAREHOUSE FACILITY INTERNATIONAL BUILDING CODE 2015 ICC/ANSI A117.1-2009 CITY OF TUKWILA TUC—TOD LIGHT INDUSTRIAL, OFFICE LIGHT INDUSTRIAL, OFFICE $1,000,000 242304-9090 EXISTING — F-1, B, S-2 PROPOSED — F-1, B, S-2 2 FLOORS LESS THAN 50' EXISTING/UNCHANGED TYPE III—B SPRINKLERED NON —SEPARATED USES EXISTING TYPE III—B MOST RESTRICTIVE OCCUPANCY GROUP F-1 48,000 SF PER FLOOR X 2 FLOORS = 96,000 SFALLOWED UP TO (3) STORIES ALLOWED, 55' MAX HEIGHT 2 FLOORS 44,200 SF FIRST FLOOR 12,850 SF SECOND FLOOR YES OCCUPANT LOAD = 132 OCC SEE SHEET G002 FOR DISTRIBUTION 132X.2=26.4" 180" NUMBER REQUIRED: 2 NUMBER PROVIDED: 5 SEE G002 SEE CODE PLANS SHEET G002 FOR ARRANGEMENT OF EXITS \— BACK UP I GENERATOR OWNER: LOOMIS ARMORED US, LLC DAN RUSHING 3716 SOUTH "G" STREET TACOMA WA 98418 253-677-8401 DAN.RUSHINGCU S. LOOMIS. COM GENERAL ACE COMMUNICATIONS SERVICE CONTRACTOR: P.O. BOX 1286 ROSEBURG, OR 97470 CONTACT: JOSH FORRESTER PH;(503) 807-1477 ACECOMMSERVICES@YAHOO.COM ARCHITECT: SOUTH HENRY STUDIOS 3421 SOUTH HENRY ROAD GREENACRES, WASHINGTON 99016 CONTACT: PAUL HARRINGTON PH: (509) 714-6301 PHARRI NGTONOSOUTHHENRY.COM PERMIT FOR: Iircctlanical ©,�l�fe� rical Ltl,w}dmb pi as Piping City of Tukwila BLII'_DING DIVISION REVISIONS No changes shall be made to the scope of t' or!t tw; ithotst prior approval of ills- 'a Pudding Division. will require a new plan submittal arid soy is::u.'ve additional plan review fees. FILE COPY Permit No. t1PrQE0 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: By: -c-c_z,4Q,,,,- Date: Li Z 1 20r g City of Tukwila BUILDING DIVISION JDvicinity map NOT TO SCALE GENERAL: G001 COVER SHEET: ABBREVIATIONS, SYMBOLS, MATERIALS, CODE REVIEW, PROJECT TEAM, INDEX OF DRAWINGS G002 CODE PLANS ARCHITECTURAL: A201 EXISTING FLOOR PLANS (FOR REFERENCE) A300 A301 A302 A303 A304 DEMOLITION PLAN FIRST FLOOR PLAN SECOND FLOOR PLAN SCHEDULES ROOF PLAN A401 EXTERIOR ELEVATIONS A402 BUILDING SECTIONS A403 STAIR SECTIONS & DETAILS A601 INTERIOR ELEVATIONS A901 FIRST FLOOR CEILING PLAN NG PLAN STRUCTURAL: S201 S301 S401 STRUCTURAL NOTES FRAMING PLANS FRAMING DETAILS MECHANICAL: M0.01 MECHANICAL SCHEDULES AND DETAILS M1.01 FIRST FLOOR PLAN M2.01 SECOND FLOOR PLAN M3.01 ROOF PLAN M4.01 SCHEDULES AND DETAILS P0.01 PLUMBING NOTES, LEGENDS, SCHEDULES P1.01 FOUNDATION PLAN P1.02 MAIN FLOOR PLAN P2.01 MEZZANINE PLAN P3.01 ROOF PLAN ELECTRICAL: E0.0 SYMBOLS UST E0.1 DETAILS AND SCHEDULES E0.2 EXISTING PANEL SCHEDULES E0.3 NEW PANEL SCHEDULES E0.4 UGHTING DIAGRAM & SCHEDULES E1.0 ELECTRICAL SITE PLAN EP2.1 FIRST FLOOR PHOTOMETRIC PLAN EP2.2 SECOND FLOOR PHOTOMETRIC PLAN E2.1 FIRST FLOOR LIGHTING PLAN E2.2 SECOND FLOOR LIGHTING PLAN E3.1 FIRST FLOOR POWER/SYSTEMS PLAN E3.2 SECOND FLOOR POWER/SYSTEMS PLAN architecture south henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 6= RE t STERED "CHITECT P !ll "f NGTON ATE/OF WASHINGTON REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 RECE .!ED CITY OF T JKWILA NAP 3 3 2013 PERMIT CENTER T ION building remodeller loomis US 15450 nelson place tukwila, wa 98188 gOOl abbreviations, symbols, materials legend, code notes project team, index of drawings vicinity map SHS NO. DATE 1718 01-04-18 DRAWN PAH CC 2016 south henry a GENERAL NOTES PLAN LEGEND 1. ALL WORK SHALL COMPLY NTH APPUCABLE CODES AND ORDINANCES IN FORCE AT TIME OF CONSTRUCTION. 2. VERIFY ALL DIMENSIONS, EXISTING AND NEW CONDITIONS ON THE JOB BEFORE PROCEEDING WITH THE WORK. DISCREPANCIES, IF ANY, ARE TO BE REFERRED TO THE ARCHITECT IMMEDIATELY FOR DETERMINATION ON HOW TO PROCEED. 3. IN GENERAL, UNLESS NOTED OTHERWISE, THE PLAN DIMENSIONS SHOWN ARE A. EXTERIOR WALLS: TO FACE OF STUDS OR FACE OF CONCRETE/MASONRY WALLS. B. INTERIOR WALLS: TO CENTERLINE OF STUDS ON NEW WALLS, OR FACE OF FINISH (FOE) OF EXISTING WALLS. 4. "CLEAR" OR "CLR" NOTED ON THE DRAVANGS INDICATES AN OPENING FROM FACE OF FINISH TO FACE OF FINISH. 5. DO NOT SCALE OFF OF DRAWINGS. CALL THE ARCHITECT TO VERIFY DIMENSIONS IN QUESTION. 6. NO WORK IN ROOMS WITHOUT ROOM NUMBERS. WORK ONLY OCCURS IN ROOMS WITH ROOM NAMES AND ROOM NUMBERS. 7. ROOM NUMBERS AND DOOR NUMBERS SHOWN ON DRAWINGS ARE FOR CONSTRUCTION PURPOSES ONLY. 8. EXTERIOR JOINTS AT WINDOWS, OPENINGS AT PENETRATIONS OF UTIUTY SERVICES THROUGH WALLS/ROOFS AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO UMIT AIR LEAKAGE 9. PROVIDE FIRE RESISTIVE CLOSURE, MEETING THE REQUIREMENTS OF THE GOVERNING FIRE AUTHORITIES, AT ALL GAPS AROUND THE PENETRATING DUCTS, PIPES, CONDUITS, ETC. AT ALL FIRE RATED BUILDING PARTITIONS AND CEIUNGS. 10. PROVIDE WALL BLOCKING AS REWIRED FOR INSTALLATION OF CABINETRY, FURNITURE, EQUIPMENT OR OTHER. BLOCKING TO BE 3/4" PLYWOOD U.N.O. 11. AU. RECESSED ELECTRICAL PANELS/CABINETS AND OTHER RECESSED CABINETS SHALL BE BACKED VWTH A DOUBLE LAYER OF GYPSUM WALL BOARD TO MAINTAIN THE FIRE RESISTIVE RATING OF THE PARTITION IN WHICH THE UNIT IS INSTALLED, WHERE APPUCABLE. 12. THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES FOR ALL OPENINGS AND ROUGH -OUTS THROUGH SLABS, WALLS, CEILINGS AND ROOFS FOR DUCTS, PIPES, CONDUITS, CABINETS AND EQUIPMENT, AND SHALL VERIFY SIZE AND LOCA11ON BEFORE PROCEEDING WITH WORK. 13. THE CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS AND EQUIPMENT, FURNISHED AND INSTALLED BY HIMSELF/HERSELF OR OTHERS, PRIOR TO PROCEEDING WITH WORK. 14. ACCESS MUST BE PROVIDED FOR ALL CONCEALED VALVES, DAMPER CONTROLS, FIRE DAMPER UNKAGE, ELECTRICAL JUNCTION BOXES, ETC. 15. ALL CONTRACTOR FURNISHED ITEMS SHALL BE SUPPUED WITH REQUIRED MECHANICAL AND ELECTRICAL SERVICES TO PROVIDE PROPER OPERATION OF ITEMS FURNISHED. 16. ALL PIPING, CONDUITS, DUCTS, ETC., SHALL BE FURRED -IN IN ALL ROOMS EXCEPT ELECTRICAL AND TELEPHONE CLOSETS AND MECHANICAL ROOMS. 17. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 18. DOOR LOCATIONS NOT LOCATED BY DIMENSION ON PLANS OR DETAILS, SHALL BE VERIFIED VWIH ARCHITECT, IF IN QUESTION. 19. INSTALL SAFETY GLAZING IN LOCATIONS ADJACENT TO DOORS WHERE NEAREST EXPOSED EDGE IS VATHIN A 24" ARC OF EITHER VERTICAL EDGE OF DOOR. 20. DIMENSIONS FOR DOOR, WINDOW & REUTE OPENINGS ARE ROUGH OPENING SIZE. 21. ALL DOORS: - A.D.A. COMPLIANT HARDWARE REQUIRED FOR ALL DOORS. - MAINTAIN 12" CLEAR FROM STRIKE EDGE OF DOOR ON PUSH SIDE OF ALL SWING MAN DOORS. - MAINTAIN 18" CLEAR FROM STRIKE EDGE OF DOOR ON PULL SIDE OF ALL SWING MAN DOORS. - CALL ARCHITECT IMMEDIATELY IF THESE CONDITIONS CANNOT BE MET. 22. CONTRACTOR SHALL COORDINATE ALL OWNER FURNISHED ITEMS AND PROVIDE ALL REQUIRED MECHANICAL AND ELECTRICAL CONNEC11ONS, INCLUDING STUB OUTS FOR NEW AND FUTURE WORK. 23. PROVIDE ILLUMINATED EXIT SIGNAGE (WITH DIRECTIONAL ARROWS IF REQ'D) PER ALL APPUCABLE CODES. 24. PROVIDE EMERGENCY EXIT ILLUMINATION PER ALL APPUCABLE CODES. 25. PROVIDE PORTABLE/MANUAL FIRE EXTINGUISHERS TYPE 2A-10BC (IF REQUIRED BY GOVERNING CODES), IN SEMI -RECESSED F.E. CABINETS, LOCATED PER PLAN (FEC). 26. PROVIDE FIRE ALARM SYSTEM AS REQUIRED BY CODE WITH PULL STATIONS AND SPRINKLER MONITORING AT A MINIMUM. 27. CONTRACTOR TO COORDINATE ALL STEREO AND DATA CABUNG. VERIFY REQUIREMENTS Will OWNER/TENANT. 28. CONTRACTOR TO COORDINATE LOCATION OF ANY BUILDING STANDARD SIGNAGE WITH OWNER. COORDINATE ELECTRICAL, STRUCTURAL REQUIREMENTS FOR SIGNAGE W/ OWNER OR OTHERS. NREC GENERAL NOTES 1. EXTERIOR JOINTS AT WINDOWS, OPENINGS AT PENETRATIONS OF U11UTY SERVICES THROUGH WALLS/ROOFS AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO UMIT AIR LEAKAGE. 2. UPON COMPLETION OF THE PROJECT THE CONTRACTOR SHALL PERFORM AN AIR BARRIER TEST IN ACCORDANCE VATH ASTM E779. UPON COMPLETION OF THE TEST. (1) SUBMIT TO THE AHJ AN AIR BARRIER TEST (2) IF THE TEST RESULTS EXCEED .40 CFM/SF AT 0.31N WG THEN VISUALLY INSPECT AIR BARRIER AND SEAL NOTING SOURCES OF LEAKAGE, (3) SUBMIT FOLLOW UP REPORT TO AHJ NOTING CORRECTIVE MEASURES TAKEN. 3. THE MAXIMUM TESTED NFRC 100 U-VALUE FOR NEW WINDOWS SHALL BE - U-VALUE = U-0.38 4. THE MAXIMUM TESTED NFRC 200 SOLAR HEAT GAIN COEFFICIENT SHALL BE - SHGC = 0.40 5. THE MAXIMUM TESTED NFRC 400 LEAKAGE RATE TO BE - LEAKAGE = 0.20 CFM/SF 6. ALL NEW WINDOWS (VERTICAL GLAZING) AND DOORS TO BE INSTALLED WITH A FACTORY APPUED STICKER ATTACHED VAIN INDICATES MAX TESTED NFRC 100 R-VALUE, MAX TEXTED NFRC 200 SHGC AND MAXIMUM TESTED NFRC 400 LEAKAGE RATE. 7. ALL INSULATION TO BE INSTALLED WITH THE FACTORY R-VALUE ID MARK VISIBLE FOR INSPECTION. 8. THE MAXIMUM TESTED NFRC 100 U-VALUE FOR NEW DOORS SHALL BE - U-VALUE = U-0.37 OR R VALUE = R-2.70. 9. THE MAXIMUM TESTED NFRC 400 LEAKAGE RATE FOR DOORS TO BE - LEAKAGE = 0.20 CFM/SF CODE REVIEW a -OCCUPANCY GROUP CLARIFICATION 1 I OCCUPANT LOAD t00 OCCUPANT LOAD FACTOR az2 B OCCUPANCY - 100 SF PER OCCUPANT S-2 ACCESSORY OCCUPANCY - 300 SF PER OCCUPANT F-1 FACTORY INDUSTRIAL, MODERATE HAZARD - 200SF PER OCCUPANT EXIT FROM ROOMS. A NUMBER INDICATES THE CALCULATED ACCUMULATED LOAD AT THAT ROOM OR BUILDING EXIT. ARROW INDICATES EXIT DIRECTION. MAXIMUM ALLOWED EXIT ACCESS DISTANCE = 250' MAXIMUM ACTUAL EXIT ACCESS DISTANCE = 165' MAXIMUM LENGTH OF DEAD END CORRIDOR = 50' ACTUAL LENGTH OF DEAD END CORRIDOR = 35' PROJECT DESCRIPTION: BUILDING CODES; LOCAL AUTHORITY: EXISTING ZONING: EXISTING LOT USE: PROPOSED USE; ESTIMATED VALUATION: PARCEL #: OCCUPANCY: REMODEL EXISTING WAREHOUSE FACILITY INTERNATIONAL BUILDING CODE 2015 ICC/ANSI A117.1-2009 CITY OF TUKWILA TUC-TOD LIGHT INDUSTRIAL, OFFICE LIGHT INDUSTRIAL, OFFICE $1,000,000 242304-9090 EXISTING - F-1, B, S-2 PROPOSED - F-1, B, S-2 BUILDING HEIGHT- 2 FLOORS LESS THAN 50' EXISTING/UNCHANGED CONSTRUCTION TYPE; TYPE III-B SPRINKLERED ALLOWABLE AREA: BUILDING AREA: SPRINKLERED: OCCUPANT LOAD. EXITING: WIDTH REQUIRED: WIDTH PROVIDED: NUMBER REQUIRED: NUMBER PROVIDED: NON -SEPARATED USES EXISTING TYPE III-B MOST RESTRICTIVE OCCUPANCY GROUP F-1 48,000 SF PER FLOOR X 2 FLOORS = 96,000 SFALLOWED UP TO (3) STORIES ALLOWED, 55' MAX HEIGHT 2 FLOORS 44,200 SF FIRST FLOOR 12,850 SF SECOND FLOOR YES OCCUPANT LOAD = 132 OCC SEE SHEET G002 FOR DISTRIBUTION 132 X .2 = 26.4" 180" 2 5 SEE G002 SEE CODE PLANS SHEET G002 FOR ARRANGEMENT OF EXITS CODED NOTES XCODLEG 01 THIS DOOR TO BE EQUIPPED WITH A DELAYED EXIT DEVICE WITH EXIT ALARM RE EXTINGUISHER CABINET LOCATION EMERGENCY ILLUMINATION FOR BUILDINGS AND DURATION OF ILLUMINATION (1008.3.2--1008.3.5) In the event of power supply failure in Rooms and spaces, an emergency electrical system shall automatically illuminate all of the following areas: 1. Electrical equipment rooms, 2. Fire command centers, 3. Fire pump rooms, 4. Generator rooms, 5. Public restrooms with an area greater than 300 square feet, The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on -site generator. Illumination level under emergency power, the lighting facilities shall be arranged to provide initial illumination that is not less than an average of 1 footcandle and a minimum at any point of 0.1 footcandle measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 footcandle average and a minimum at any point of 0.06 footcandle at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 t shall not be exceeded. 2015 IBC SECTION 1008 MEANS OF EGRESS ILLUMINATION REQUIRED The means of egress serving a room or space shallbe illuminated at all times that the room or space is occupied; illumination level shall be not less than 1 footcandle at the walking surface. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Aisles, 2. Corridors, 3. Exit access stairways and ramps. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Interior exit access stairways and ramps. 2. Interior and exterior exit stairways & ramps, 3. Exit passageways, 4. Vestibules at level of discharge, 5. Exterior landings and areas used for exit discharge. 1 N second exiting plan 1/16" = 1'-0" N COfirst floor exiting plan 1/16" = 1'-0" r ar or Iror ;AA pi 17�"i`�'�5 ^��;A xs, -IIIIIIIII Yid :::::'' WI t Mr VAVIT BEI.Ow ilL �}�_ APPROVE MAR 2 8 2ai8 ti.i.It Sat "i 4:RWll UILDDiNG GIVI51us.i DYW RECEIVED CITY OF TUKWILA MAR 05 2313 PERMIT CENTER architecture south henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 662 REGISTEREI 'CHITEC HN1RItiGTON STATE F WASHINGTON REVISIONS PLAN CHECK COMMENTS 1 JANUARY 29, 2018 building remodel for: (OOmiS US 15450 nelson place tukwila, wa 98188 g002 code plan SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 e z h henry etumee Dr v 7 woo 11 a N Cr)first floor existing plan 1/16" = 1'-0" a a REVIEWED FOR QDEPUA[CE APPROVED MAR 2.5 Ziila I PR et RIKMEA BUT:GING GIVISibi mezzanine - existing plan 1/16". 1.-0" RECEIVED CITY OF TUKWILA JAN 0 9 2018 PERIMIT CENTER architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 11652 R ISTERED ITECT IWIRINGTON STATE 9F WASHINGTO REVISIONS F- LLI CO 2 Ct LLI 0 building remodel for: loomis US 15450 nelson place tukwila, wa 98188 existing floor plans SHS NO, DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios GENERAL DEMOLITION NOTES 1. THE DEMOLITION PLANS INCLUDE THE SCOPE OF DEMOLITION WORK REQUIRED PRIOR TO STARTING THE MODERNIZATION WORK, BUT ARE NOT INTENDED TO INCLUDE ALL OF THE DETAIL REQUIREMENTS. ALL DEMOLITION WORK NOT SHOWN ON DRAWINGS OR SPECIFIED WHICH IS REQUIRED FOR COMPLETION OF WORK INCLUDED IN THE CONTRACT DOCUMENTS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. 2. COORDINATE ALL DEMOLITION WORK WITH ALL TRADES AND REVIEW DRAWINGS FOR EXACT LOCATIONS OF ALL OPENINGS, ETC., PRIOR TO STARTING WORK. 3. ALL EXISTING WALLS, STRUCTURE, DOORS AND OTHER ITEMS TO REMAIN ARE SHOWN AS SOLID LINES OR INDICATED AS SUCH BY NOTE. ALL STRUCTURAL MEMBERS, SLABS AND ROOF STRUCTURE/DECKS ARE TO REMAIN UNLESS SPECIFICALLY NOTED OTHERWISE. ALL STRUCTURE, WALLS, DOORS, WINDOWS, CABINETRY, EQUIPMENT, FIXTURES, ETC., TO BE REMOVED ARE SHOWN DASHED OR NOTED AS SUCH. REMOVE ALL ACCESSORIES, EQUIPMENT, FIXTURES, FINISHES OTHER THAN PAINT, ETC.... WHETHER SPECIFICALLY SHOWN OR NOT, UNLESS NOTED OTHERWISE. 4. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DESCRIPTION OF WORK UNDER THOSE SUBCONTRACTORS, INCLUDING UTILITIES AND FIXTURES (I.E., SINKS, TOILET FIXTURES, EXTERIOR LIGHT FIXTURES) SHOWN TO BE REMOVED ON THIS PLAN. 5. EXTERIOR WALLS TO BE REMOVED ARE GENERALLY CONCRETE. 6. INTERIOR WALLS TO BE REMOVED ARE GENERALLY WOOD FRAMED UNLESS NOTED OTHERWISE. 7. ALL STRUCTURAL MEMBERS INCLUDING BEARING WALLS AFFECTED BY THIS DEMOLITION ARE TO BE VERIFIED AND ADEQUATELY SHORED BEFORE REMOVAL. 8. ALL EXISTING FINISH FLOORING IS TO BE REMOVED TO EXISTING SUBFLOOR, UNLESS NOTED OTHERWISE. ALL EXISTING FINISH FLOORING IS ASSUMED TO BE VCT OR SHEET VINYL UNLESS NOTED OTHERWISE. INFILL, PATCH AND REPAIR AS NECESSARY TO PREP FOR NEW FLOORING INCLUDING AT REMOVED WALLS. 9. ALL EXISTING CEILINGS INCLUDING ACOUSTICAL TILE, GRIDS, GYPSUM BOARD, FURRING, INSULATION, LIGHT FIXTURES, MECHANICAL GRILLES, AND OTHER CEILING —MOUNTED ACCESSORIES AND EQUIPMENT UP TO UNDERSIDE OF STRUCTURE ARE TO BE, REMOVED UNLESS NOTED OTHERWISE. EXISTING GYPSUM BOARD (TO BE REMOVED) OCCURS ON THE UNDERSIDE OF EXISTING 2x ROOF FRAMING THROUGHOUT EXIST BUILDING. 10. DOORS SHOWN TO BE REMOVED INCLUDE DOORS, FRAMES, SIDELITES, TRANSOMS, CENTER POSTS, PIPE RAILS, HARDWARE, STOPS AND ADJACENT FURRING TO FULLY REVEAL ROUGH OPENING. 11. ALL CONCRETE REMOVAL IS TO BE REMOVED BY SAWCUTTING. xR a€OH AND REPAIR EXPOSED WALLS DAMAGED BY REMOVAL OF WORK AND LEAVE IN NEAT, CLEAN, FINISHED CONDITION. PROVIDE NEW LINTEL TO SUPPORT CMU. SEE STRUCTURAL DRAWINGS FOR DETAILS. 12. NEW WALL OPENINGS IN EXISTING WALLS NOT DIMENSIONED ON THIS PLAN ARE SHOWN ON THE FLOOR PLANS. NEW OPENINGS IN EXISTING CONCRETE WALLS ARE TO BE SAWCUT. 13. PATCH AND REPAIR ALL DAMAGED AREAS AFFECTED BY THIS WORK. 14. MISC NEW WORK TRIGGERED BY DEMOLITION IS SHOWN HERE ON DEMOLITION PLANS. 15. REMOVE EXISTING FLOOR SLABS AS REQUIRED FOR NEW PAD & CONTINUOUS FOOTINGS. COORDINATE WITH STRUCTURAL DRAWINGS. PROVIDE NEW 4" CONC SLAB INFILL OVER VAPOR BARRIER AND SPEC'D SUBSTRATE GRAVEL AFTER COL/FOOTINGS ARE INSTALLED. 16. ALL VOIDS IN GRADE OR BELOW SLABS RESULTING FROM THIS WORK ARE TO BE FILLED WITH COMPACTED STRUCTURAL FILL OR CONTROLLED DENSITY FILL TO REQUIRED NEW ELEVATION PRIOR TO CONTINUING CONSTRUCTION. 17. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL LOCAL AND REGIONAL REQUIREMENTS FOR HAZARDOUS MATERIAL REMOVAL. / 1 11 EEC FEC 7C J A 6 I LL T 0 O 0 0 1 F__ II 11 11 11 Da FEC FEC rT T TT TT TT TT 111111111 III I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1' 0 r LL 1 �=J FEC CODED NOTES 0 DEMO EXISTING DOOR OR WINDOW. INFILL OPENING WITH FRAMING PER PLAN 20 SAW CUT FOR NEW DOOR IN EXISTING TILT UP WALL. VERIFY LOCATION OF DOOR RELATIVE TO PANEL JOINT PRIOR TO CUTTING. OPENING TO BE REINFORCED WITH 6X8X%" STEEL ANGLE ALL THREE SIDES 03 DEMO EXISTING STAIRS AND OBSERVATION TOWER 0 DEMO EXISTING STAIRS TO MEZZANINE 05 DEMO LOWER MEZZANINE AND LOCKERS, (OPTIONAL) © DEMO EXISTING WALLS 07 VERIFY IF THIS WALL IS SUPPORT MEZZANINE PRIOR TO DEMO. IF WALL IS LOAD BEARING, CONTACT ARCHITECT IMMEDIATELY FOR STRUCTURAL DETAILS 0 SALVAGE EXISTING PA SYSTEM AND ALL ASSOCIATED SPEAKERS TO ARCHITECT ❑ ❑ FEC REVIEWED FOR BODE COMPLIANCE APPROVED BAR 28 2018 to FEC[ FEC RECEIVED CITY OF TUKWILA JAN 09 2018 PERMIT CENTER architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 1662 R GISTERED RCHITECT P•U A IW2RING1ON' STATE OF WASHINGTO 1 REVISIONS building remodel for: loomis US 15450 nelson place tukwila, wa 98188 demolition floor plan N demolition floor plan 1/8" = 1'-0" SHS N0. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios 50x60 LOBBY 101 0 x O aI FEC• — INTERVIEW 13 OFFICE LUNCH ROOM ( 1053 0 0 x 0 0 CODED NOTES A 601 50x60 KA) O A 601 LOCKERS EXIST TOILET rl 110A _ 0 0 0 PARTS l 141 2'-974" 74'-6' DRIVER EMP TRAP 110 DATA ELEC 112 J 13 00000000 LOAD BEARING WALL 2x6 0 16" OC, TYP INFILL EXTERIOR WALL W/ 2x6 FRAMING, R-21 BATT INSUL, TYP NEW VINYL WINDOW WITH SECURITY GRATING, TYP THIS WALL MAIN ELEC SERVICE TO REMAIN. WATER MAIN TO REMAIN. WEEKEND COIN DROP. OWNER TO PROVIDE AUTOMATIC SAFE. 30" HIGH WORK COUNTER. 6" DIA x 48" CONC FILLED STEEL BOLLARD. 110E 9'-5Xz" 7� MEN 117A TRUCK STORAGE 140 STAIR 201 ) WOMEN s OF (4) 6'-9" 0 0 0 0 0 0 0 0 0 0 0 0 • 0 0 0 0 3'-0".. 4'-11" 3'-0" M .11111WI O 6'-10) " rn ELEV ROOM N SECURITY OFFICE '-3" 18'-7" CT) first floor plan NEW DOOR IN CONC TILT UP WALL — NO CLOSER THAN 24" TO PANEL JOINT. IF POSSIBLE, LOCATE AT PANEL JOINT PRECAST CONC VAULT & DOORS BY OTHERS. FULL HEIGHT (26' ±) CHAIN UNK ENCLOSURE. 8' HIGH CHAIN UNK ENCLOSURE WITH CHAIN UNK CEIUNG. • W • I IS 1/8" = 1'-0" A1 14 ELEVATOR TO BE SCHINDLER 2100 MRL OR EQUAL CONTRACTOR TO PROVIDE SUBMITTALS FOR APPROVAL PRIOR TO CUTTING SLAB NEWS IR OR. 6'-0" 16 BULLET RESISTANT TRANSACTION WINDOW. VERIFY SIZE 17 NEW WALLS SHOWN HADED. 18 PROVIDE R-15 BATT INSULATION IN WOOD FRAMED WALL 0 EXTERIOR. OVIDE '-21 BATT INSULATION IN ALL WALLS SEPARATING ROOMS FROM TRUCK BAY 135. FEC OUTGOING COIN 142 1 CD— DRIVER TRAP 136 TRUCK BAY 1353 0 6'-0" 6'-0" 8'-1*" 4'-8" 6'-0" 6'-0" FEC VAULT CHECK —IN 20 NEW SECOND FLOOR STRUCTURE TO BE INDEPENDENT OF EXISTING WOOD COLUMNS, TYP. 21 SAW CUT ROUGH OPENING FOR NEW DOOR IN EXISTING 11LT UP WALL CUT TO BE AT PANEL JOINT OR NO LESS THAN 24" FROM PANEL JOINT 22 23 25 26 CMS CHECK IN 6'—O" EXISTING ELECTRICAL PANEL TO REMAIN SEE STAIR SECTIONS FOR DIMENSIONS AND GEOMETRY OF STAIRS. HI LO ACCESSIBLY WATER FOUNTAIN PLUMBING ON THIS WALL IS EXISTING. EXACT LOCATION OF ELEVATOR TO BE COORDINATED WITH ROOF JOISTS PRIOR TO FORMING NEW FIT. CONTRACTOR TO VERIFY CLEAR OVERHEAD DIMENSION WITH ARCHITECT PRIOR TO PROCEEDING. Q 2401-0" o—R 0 C 10'-10" WALL TYPES m COIN CHECK IN [-132 18'-6" 14'-9" CMS BULK 1. 2. WALL TYPE KEY ALA NUMBER INDICATES SUBSTRATE. LETTERS INDICATE SHEATHING FOR EACH SIDE OF WALL WALL TYPE NOTES: ALL STUD FRAMING AND FURRING IS 24" 0.C. UNLESS NOTED OTHERWISE. COIN 143 INTERIOR SUBSTRATES: 1 2X4 WOOD STUDS 2 2X4 WOOD STUDS BATT INSULATION 3 2X6 WOOD STUDS 4 2X6 WOOD STUDS BATT INSULATION 18'— 614" 7'-7" 9'-7" 127 �l OFFICE 127 128 l� OFFICE II OFFICE �129 J INTERIOR SHEATHING: A 5/8" TYPE 'X' GYPSUM BOARD B (2) LAYERS 5/8" TYPE 'X' GYPSUM BOARD C 3/8" OSB & %" TYPE 'X' GYPSUM BOARD EXTEND SUBSTRATE AND SHEATHING COMPONENTS TO STRUCTURE ABOVE FOR EXTERIOR WALLS AND TENANT DEMISING WALLS, UNLESS NOTED OTHERWISE EXTEND SUBSTRATE AND SHEATHING COMPONENTS 6" ABOVE SCHEDULED CEIUNG HEIGHT FOR INTERIOR WALLS, U.N.O. • (A) 0 DRIVER TRAP 1341 5 —1 7'-914" 3. THE TYPICAL INTERIOR WALL TYPE IS A3C, UNLESS NOTED OTHERWISE REFER TO STRUCTURAL DRAWINGS FOR LOCATIONS OF LOAD BEARING WALLS AND SHEAR WALLS. ANY ITEMS NOTED ON THIS DRAWING ARE IN ADDITION TO THE STRUCTURAL REQUIREMENTS. 4. THE TYPICAL EXTERIOR AND INTERIOR WALL TYPES ARE NOT FLAGGED EXCEPT FOR CLARITY. ALL NON —TYPICAL TYPES ARE CALLED OUT. A WALL TYPE CONTINUES THE FULL ROOM LENGTH, INCLUDING ANY JOGS, ANGLES, RECESSES OR STUB WALLS FOR THE SIDE OF THE WALL UPON WHICH THE FLAG OCCURS. C TRASH 4 TRASH STIBULE RECEI CJ TY OF Tt MA 0 J 2013 PERMIT CENTER REVIEWED FOR E 28 2018 BtJILDINC C�IVI architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 11662 RECISTER�r i HITEC • �T. r- HWIBNGION STATE OF WASHINGTON REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 LEJ 1- W 0 building remodel for: loomis US 15450 nelson place tukwila, wa 98188 SHS NO. DATE 1718 01-04-18 first floor plan DRAWN REVIEWED pah CC 2018 south henry studios ROOF BELOW CODED NOTES H AL O FULL HEIGHT 2x6 WALL TO ROOF STRUCTURE - PROVIDE R-21 BATT INSULATION. C3 2x4 FURRING W/ R-15 BATT INSULATION. 0 N sr" FRA NG MEZZANINE & EXISITNG CONC WALL. N JANITOR OFFICE second floor plan 1 /8" = 1'-0" OFFICE .d/ 9/b7�919%.7 • ASV/&'/Yd.^ / .4 d 10'-3/6" 9'-5X" RECEPTION H ALL 20'-0" FILE ROOM OFFICE 25'-3Yz" CONFERENCE OFFICE VAULT WALL TYPES 1. WALL TYPE KEY 2 NUMBER INDICATES SUBSTRATE. AAA LETTERS INDICATE SHEATHING FOR EACH SIDE OF WALL WALL TYPE NOTES: ALL STUD FRAMING AND FURRING IS 24" O.C. UNLESS NOTED OTHERWISE MD INTERIOR SUBSTRATES: 1 2X4 WOOD STUDS 2 2X4 WOOD STUDS BATT INSULATION 3 2X6 WOOD STUDS 4 2X6 WOOD STUDS BATT INSULATION RECEIVED CITY OF TL K ILA Hljli 0 5 2053 PERMIT CENTER INTERIOR SHEATHING: A 5/8" TYPE 'X' GYPSUM BOARD B (2) LAYERS 5/8" TYPE 'X' GYPSUM BOARD C 3/8" OSB & %" TYPE 'X' GYPSUM BOARD architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 COLU W CL building remodel for: looml5 US 15450 nelson place tukwila, wa 98188 mezzanine floor plan ® 42" HIGH RAILING. ® REPAIR & REPLACE EXISTING CORRUGATED POLY CARBONITE WINDOWS - PROVIDE SECURITY GRATING, SEE EXT ELEV FOR EXTENTS. C7 3' ' ORIZONTAL SUDER ® ROOF ACCESS LADDER FROM MEZZANINE TO ROOF HATCH. (+/- 11' TALL) SEE A902 AND DETAIL 11/A403 2. EXTEND SUBSTRATE AND SHEATHING COMPONENTS TO STRUCTURE ABOVE FOR EXTERIOR WALLS AND TENANT DEMISING WALLS, UNLESS NOTED OTHERWISE. EXTEND SUBSTRATE AND SHEATHING COMPONENTS 6" ABOVE SCHEDULED CSUNG HEIGHT FOR INTERIOR WALLS, U.N.O. 3. THE TYPICAL INTERIOR WALL TYPE 15 A3C, UNLESS NOTED OTHERWISE REFER TO STRUCTURAL DRAWINGS FOR LOCATIONS OF LOAD BEARING WALLS AND SHEAR WALLS. ANY ITEMS NOTED ON THIS DRAWING ARE IN ADDITION TO THE STRUCTURAL REQUIREMENTS. 4. THE TYPICAL EXTERIOR AND INTERIOR WALL TYPES ARE NOT FLAGGED EXCEPT FOR CLARITY. ALL NON -TYPICAL TYPES ARE CALLED OUT. A WALL TYPE CONTINUES THE FULL ROOM LENGTH, INCLUDING ANY JOGS, ANGLES, RECESSES OR STUB WALLS FOR THE SIDE OF THE WALL UPON WHICH THE FLAG OCCURS. SHS NO. DATE 1718 01.04-18 DRAWN REVIEWED pah CC 2018 south henry studbs GENERAL NOTES DOOR TYPES BF SEE DR SCHEDULE it A B INTERIOR FRAME TYPES j „c--2" TYP DOOR HEIGH RIES-18" MAX VARIES-9" MAX MOTOR LOCATION AT MOTORIZED DOORS IS r-- AS SEEN FROM HOOD SIDE OF DOOR. — SEE SCHEDULE SEE CHED w to w 0 1n OVERHEAD DOOR F- SEE DR SCHED TYP F-2 k}-6% F-3. FIRST FLOOR ROOM FINISH SCHEDULE ROOM NO. ROOM NAME FLOORING BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING NOTES ROOM NO. MATL FIN MAIL MATL FIN MAIL FIN MATL FIN MAIL FIN MATL FIN - EXIST TOILET CONC/WD LVT RB GYP PT GYP PT GYP PT GYP PT GYP PT - EXIST TOILET CONC/WD LVT RB GYP PT GYP PT GYP PT GYP PT GYP PT - 101 LOBBY CONC/WD LVT RB GYP PT GYP PT GYP PT GYP PT APC FF 101 102 LOCKERS CONC/WD LVT RB GYP PT GYP PT GYP PT GYP PT APC FF 102 103 INTERVIEW CONC/WD CPT RB GYP PT GYP PT GYP PT GYP PT APC FF 103 104 OFFICE CONC/WD CPT RB GYP PT GYP PT GYP PT GYP PT APC FF 104 105 LUNCH ROOM CONC/WD LVT RB GYP PT GYP PT GYP PT GYP PT APC FF 105 110 EMP TRAP CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 110 111 DRIVER TRAP CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 111 112 DATA ELEC CONC SLR - GYP PT GYP PT GYP PT GYP PT GYP PT 112 114 ELEV ROOM CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 114 117 MEN CONC SLR. RB GYP PT GYP PT GYP PT GYP PT GYP PT 117 117A MEN CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 117A 118 WOMEN CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 118 118A WOMEN CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 118A 120 SECURITY OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 120 121 VAULT CHECK -IN CONC SLR RB GYP PT GYP PT GYP PT GYP PT EXP -- 121 123 CMS CHECK IN CONC SLR RB GYP PT GYP PT GYP PT GYP PT EXP -- 123 125 VAULT CONC - - - GYP PT GYP PT GYP PT GYP PT EXP -- 125 126 CMS BULK CONC SLR RB GYP PT GYP PT GYP PT GYP PT EXP -- 126 127 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 127 128 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 128 129 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 129 130 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 130 132 COIN CHECK IN CONC SLR - GYP PT GYP PT GYP PT GYP PT EXP -- 132 133 CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 133 134 DRIVER TRAP CONC SLR - GYP PT GYP PT GYP PT GYP PT APC FF 134 135 TRUCK BAY CONC SLR - GYP PT GYP PT GYP PT GYP PT EXP -- 135 136 DRIVER TRAP CONC SLR - GYP PT GYP PT GYP PT GYP PT APC FF 136 140 TRUCK STORAGE CONC SLR - GYP PT GYP PT GYP PT GYP PT EXP -- 140 141 PARTS CONC SLR - GYP PT GYP PT GYP PT GYP PT APC FF 141 142 OUTGOING COIN CONC SLR - GYP PT GYP PT GYP PT GYP PT EXP -- 142 143 COIN CONC SLR - GYP PT GYP PT GYP PT GYP PT EXP -- 143 151 TRASH 1 CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 151 152 TRASH 2 CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 152 153 TRASH 3 CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 153 154 TRASH 4 CONC SLR RB GYP PT GYP PT GYP PT GYP PT GYP PT 154 155 TRASH VESTIBULE CONC SLR RB GYP PT GYP PT GYP PT GYP PT EXP -- 155 SECOND FLOOR ROOM FINISH SCHEDULE ROOM NO. ROOM NAME FLOORING BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING NOTES ROOM NO. MATL FIN MATL MATL FIN MATL FIN MATL FIN MATL FIN MATL FIN 201 STAIR WD SLR - GYP PT GYP PT GYP PT GYP PT OPEN WD 201 202 ELEV FF CPT - FF PLAM FF PLAM FF PLAM FF PLAM APC FF 202 203 HALL CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 203 203 STAIR WO SLR - GYP PT GYP PT GYP PT GYP PT OPEN WD 203 204 RECEPTION CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 204 204 FILE STORAGE WD LVT RB GYP PT GYP PT GYP PT GYP PT APC FF 204 205 BRANCH MANAGER CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 205 206 OPERATIONS CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 206 207 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 207 208 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 208 209 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 209 210 CONFERENCE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 210 211 FILE ROOM CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 211 212 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 212 214 OFFICE CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 214 215 JANITOR CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 215 216 IT CONC SLR RB GYP PT GYP PT GYP PT GYP PT APC FF 216 220 MEN WD LVT RB GYP FRP GYP PT GYP PT GYP/FRP PT APC FF 220 221 WOMEN WD LVT RB GYP PT GYP PT GYP FRP GYP/FRP PT APC FF 221 222 STAFF WD LVT RB GYP PT GYP PT GYP PT GYP PT APC FF 222 FIRST FLOOR DOOR SCHEDULE DOOR NO. ROOM NO. SIZE DOOR FRAME DETAILS LABEL HDWR NOTES DOOR NO. TYPE MATL FIN GLAZ TYPE MATL FIN HEAD H JAMB S JAMB THRESH 16'-0" x 12'-0" B WD STN 1 F-1 WD STN - - - - - - 101 101 PR 3'-0" x 7'-0" B AL FF 1 F-1 AL FF - - - - - - 101 105 105 3'-0" x 7'-0" A MTL PT - F-1 WD STN - - - - - - 105 110A 110 3'-0" x T-0" B MTL PT 2 F-1 MIL PT - - - - - - 1 ., 110A 110E 110 3'-0" x T-0" B MTL PT 2 F-1 MTL PT - - - - - - 1 110B 111A 111 3'-0" x 7'-0" B MTL PT 2 F-1 MTL PT - - - - - - 1 111A 111B 111 3'-0" x T-0" B MTL PT 2 F-1 MTL PT - - - - - - 1 111B 114 114 3'-0" x 7'-O" A WD STN - F-1 WD PT - - 114 116 116 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 116 117 117 3'-0" x 7-0" A WD STN - F-1 WD PT - - - - - - 117 117A 117A 3'-0" x T-0" A WD STN - F-1 WD PT - - - - - - 117A 118 118 3'-0" x 7'-0" A WD STN - F-1 WD PT - - - - - - 118 118A 118A 3'-0" x 7'-0" A WD STN - F-1 WD PT - - - - - - 118A 120 120 3'-0" x 7'-0" B MTL PT 1 F-1 MTL PT - - - - - - 1 120 121 121 3'-0" x T-0" B MIL PT 1 F-1 MIL PT - - - - - - 1 121 125A 125 3'-0" x T-0" A WD STN - F-1 MIL PT - - - - - - 125A 125B 125E 3'-0" x 7'-0" A WD STN - F-1 MTL PT - - - - - - 125B 126A 126 3'-0" x 7'-0" B MTL PT 1 F-1 MIL PT - - - - - - 1 126A 126E 126 3'-0" x 7'-0" B MTL PT 1 F-1 MIL PT - - - - - - 1 126B 127 127 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 127 128 128 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 128 129 129 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 129 130 130 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 130 133 133 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 133 134 134 3'-0" x 7'-0" B MTL PT 1 F-1 MTL PT - - - - - - 1 134 142 142 3'-0" x T-0" A MIL PT 1 F-1 MIL PT - - - - - - 142 143 143 3'-0" x 7'-0" A MTL PT 1 F-1 MIL PT - - - - - - 143 151 151 3'-0" x 7'-0" A MTL PT - F-1 MIL PT - - - - - - 151 152 152 3'-0" x 7'-0" A MTL PT - F-1 MTL PT - - - - - - 152 153 153 3'-0" x 7'-O" A MTL PT - F-1 MIL PT - - - - - - 153 154 154 3'-0" x 7-0" A MTL PT - F-1 MTL PT - - - - - - 154 155 155 3'-O" x 7'-0" A MTL PT - F-1 MTL PT - - - - - - 155 203 203 3'-0" x 7-0" B MTL PT 3 F-1 MTL PT - - - - - - 203 S123 123 6'-0" x 7'-0" C MTL FF - F-1 MTL FF - - - - - - S123 S135 S135 16'-0" x 16'-0" C MTL FF - ' F-1 MTL FF - - - - - - S135 S135B S135 16'-0" x 14'-O" C MTL FF - F-1 MTL FF - - - - - - S1358 S140 140 12'-0" x 14'-0" C MTL FF - F-1 MIL FF - - - - - - S140 S141 141 12'-0" x 14'-0" C MTL FF - F-1 MIL FF - - - - - - S141 S142 142 16'-0" x 16'-0" C MTL. FF - F-1 MTL FF - - - - - - S142 S143A 143 12'-0" x 14'-0" C MTL FF - F-1 MTL FF - - - - - - S143A S1436 143 16'-0" x 16'-0" C MTL FF - F-1 MTL FF - - - - - - S143B S143C 143 16'-O" x 12'-0" C MTL FF - F-1 MTL FF - - - - - - 5143C S155 S155 16'-0" x 12'-0" C MIL FF - F-1 MTL FF - - - - - - S155 SECOND FLOOR DOOR SCHEDULE DOOR NO. ROOM NO. SIZE DOOR FRAME DETAILS LABEL HDWR NOTES DOOR NO. TYPE MATL FIN GLAZ TYPE MATL FIN HEAD H JAMB S JAMB THRESH 203 203 3'-0" x 7'-0" B WD STN 3 F-1 MTL PT - - - - - - 203 204 204 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 204 205 205 3'-0" x T-0" A WD STN 3 F-2 WD PT - - - - - - 205 206 206 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 206 207 207 3'-0" x 7'-0" A WD SIN 3 F-2 WO PT - - - - - - 207 208 208 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 208 209 209 3'-O" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 209 210 210 3'-0" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 210 211 211 3'-0" x 7'-0" A WD STN -- F-1 WD PT - - - - - - 211 212 212 3'-O" x 7'-0" A WD STN 3 F-2 WD PT - - - - - - 212 214 214 3'-O" x 7-0" A WD STN 3 F-2 WD PT - - - - - - 214 215 215 3'-0" x 7'-0" A WD STN -- F-1 WD PT - - - - - - 215 216 216 3'-0" x 7'-0" A WD STN -- F-1 WD PT - - - - - - 216 220 220 3'-O" x 7'-0" A WD STN -- F-1 WD PT - - - - - - 220 221 221 3'-0" x 7'-0" A WD STN -- F-1 WD PT - - - - - 221 222 222 3'-O" x 7'-0" A WD STN -- F-1 WD PT - - - - - - 222 1. ALL DOORS TO BE 16 GAUGE COLD ROLLED. ALL FRAMES TO BE WELDED 14 GAUGE. 2. DOOR GLAZING COLUMN REFERS TO DOOR AND/OR RELITE WHEN BOTH ARE PART OF THE SAME FRAME, U.N.O. 3. THE NUMBER IN THE LABEL COLUMN INDICATES THE RATING IN MINUTES, U.N.O. 4. REDUCER STRIPS (THRESHOLDS) & FLOORING TRANSITIONS WHERE INDICATED SHALL BE CENTERED UNDER DOORS. 5. GLAZING DIMENSIONS FOR DOOR TYPES ARE TO INSIDE OF FRAME (CLEAR GLAZING AREA). ACTUAL CUTOUT AND FRAME WILL BE SLIGHTLY LARGER. 6. ALL HARDWARE SUPPLIED BY OWNER WILL BE MEDECO LOCKS 7. DOOR & RELITE SIZES ARE NOMINAL SIZES. VERIFY SIZE & ROUGH OPENING. 8. FOR ALL DETAILS SEE SHEET A502, UNO. 9. SEE HARDWARE SCHEDULE FOR HARDWARE GROUPS — BY OTHERS LEGEND AL BF EX FF GL H HR PL PR PT S SS STL ST TF WD ALUMINUM BOTTOM OF FRAME EXISTING FACTORY FINISH GLASS HINGE (JAMB) HOUR PLASTIC LAMINATE PAIR OF DOORS PAINT STRIKE (JAMB) STAINLESS STEEL STEEL STAIN & VARNISH TOP OF FRAME WOOD GLAZING TYPES TYPE 1 TYPE 2 TYPE 3 1" INSULATED DUAL 1/8" PANE TEMPERED, SOLARBAN 60 COLOR TBD BULLET RESISTANT 1" 1/8" TEMPERED DOOR SCHEDULE CODED NOTES BR 2 DOOR, WITH BR GLASS SINGLE PANE (SEE DOOR TYPE) & CONTINUOUS HINGE PROVIDE CLOSER DOOR TO HAVE MIN U—VALUE OF 0.60 TESTED PER NFRC 100. MIN NFRC 400 LEAKAGE RATE NOT TO EXCEED .20CFM/SF AT 1.0"W.G. PROVIDE DELAYED EMERGENCY DEAD BOLT CD ABBREVIATIONS APC CLR CONC CPT CT EM EP EXIST FWC FF FIN GYP ACOUSTICAL PANEL CEILING COLOR CONCRETE CARPET CERAMIC TILE ENTRY MAT EPDXY PAINT EXISTING FABRIC WALL COVERING FACTORY FINISH FINISH GYPSUM BOARD FINISH KEY MAT. PWP PT RB RST RT SLR UNO UPT VCT VWC WD MATERIAL PLASTIC WALL PROTECTION PAINT RUBBER BASE RUBBER STAIR TREAD RUBBER TILE SEALER UNLESS NOTED OTHERWISE UNGLAZED PORCELAIN TILE VINYL COMPOSITION TILE VINYL WALL COVERING WOOD CARPET CPT-1 GENERAL — MANNINGTON CARPET TILE CPT-2 ACCENT — MANNINGTON CARPET TILE WOM-1 WALK OFF MAT — MOHAWK GROUP STEP UP TILE RESILIENT FLOORING LVT-1 VINYL PLAN — MANNINGTON PARADIGM COLLECTION COLOR — TBD SV-2 SHEET VINYL — MANNINGTON BIOSPEC MD, COLOR FLAX 15161 CERAMIC TILE TL-1 FLOOR — TL-2 GENERAL WALL — TL-3 ACCENT WALL — BASE RB-1 RUBBER — WB-1 WOOD — PAINT PT-1 GENERAL — PT-2 ACCENT — PT-3 ACCENT PT-4 ACCENT PT-5 FRAMES PLASTIC LAMINATE PL — 1 PL — 2 PLAM — 3 PLAM — 4 PLAM — 5 PLAM — 6 WILSON ART — SHAKER CHERRY 7935K-07 WILSON ART — SHAKER CHERRY 7935K-07 FORMICA SHOJI SCREEN 3696-58 TBD TBD TBD SOLID SURFACES SS-1 SS-2 SS-3 TBD TBD TBD ACOUSTIC CEILING TILE ACT-1 TEGULAR EDGE 2X4 — ARMSTRONG ACT-2 CLEANABLE CEILING TILE — ARMSTRONG GENERAL NOTES 1. ALL FLOORING/ COLOR TRANSITIONS, WHERE REQUIRED, SHALL BE CENTERED UNDER DOOR 2. PAINT ALL INTERIOR MECHANICAL LOUVERS, WHERE EXPOSED, TO MATCH ADJACENT SURFACE, UNLESS NOTED OTHERWISE. 3. FLOOR TILE GROUT COLOR TO BE SELECTED BY OWNER. 4. WALL TILE GROUT COLOR TO BE SELECTED BY OWNER. 5. PAINT ALL DOOR AND RELITE FRAMES PAINT COLOR _. UNLESS NOTED OTHERWISE. REVIEWED FOR CODE COMPLIANCE APFROVt=,J MAR 2 8 2010 f =1 BUItb RECEIVED CITY OF TUKWILA JAN 09 2018 PERMIT CENTER architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS PERMIT SET building remodel for: loomis US 15450 nelson place tukwila, wa 98188 finish schedule door schedule SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios 10 1 CODED NOTES roof plan 1/8" = V-0" 0 NEW ROOF TOP UNIT. PROVIDE FACTORY CURB AND CRICKETING TO DRAIN 0 EXISTING ROOF ACCESS LADDER. PROVIDE PROPER FALL PROTECTION PROVIDE GEC! OUTLET AND FROST FREE HOSE BIBB ON ROOF FOR SERVICING OF MECHANICAL UNITS Q 4 r 8 MD REVIEWED FOR "CODE COMPLIANCE APPROVED MAR 2 $ 2016 M2 RECEIVED CITY OF TUKWILA JAN 09 2018 PERMIT CENTER B. architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 1�.62 • GISTERED TECT P L A HARRINGTON STA OF WASHINGTOI/ REVISIONS building remodel for: loomis US 15450 nelson place tukwila, wa 98188 roof plan SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios � O O —L north elevation 1 /8" = 1 L0" L I L I LL_I I west elevation 8" =1'-0" , J L J L LD I ..r L L J CODED IQTFS 0 NEW DOOR IN EXISTING CONCRETE WALL. SEE DETAIL 12/S401 INFlLL EXISTING DOOR OR WINDOW 0 REPLACE 0 0 NEW VINYL WINDOW, PROVIDE SECURITY BARS ® REPLACE CORRUGATED POLYCARBONATE IN —KIND © NEW LOUVERS — SEE MECH J south elevation 1/8" = 1'-0" L J L J o co CJ L J J L I J L I J L] J L J L1 L I J L ( L: RECEIVED CITY OF TUKWILA MAR 3 5 2013 PERMIT CENTER REVIEWED FOR MPI:1ANC VED MAR 2s 2013 architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 PERMIT SET building remodel for: loomis US 15450 nelson place tukwila, wa 98188 exterior elevations east elevation 1 /8" = 1'-0" 3UILDIN OIL ISiI:� SHS NO. DATE 1T18 01-04-18 DRAWN REVIEWED pah CC 2018 south hairy studios MEZZANINE -'1ST FLOOR B *112.-0" MEZZANINE R-21 I-- VAULT BY OTHERS building section /8" L_ PROVIDE SEPARATION BETWEEN VAULT & NEW SECOND FLOOR CONSTRUCTION THIS AREA IS OPEN TO BELOW PENDANT MOUNT LED STRIP LIGHTS 0 10'-0" AFF TOP OF TRASH ROOM WALLS R-21 FLOOR INSULATION, TYPICAL building section 8" = 1'-0" +112'-0" MEZZANINE (21) EQ RISERS = 144" 4113100'-0" 1ST FLOOR ,ec:AIEMAicren,,,ei.ar'r.e.,A0HA,YV,101Dtr58nC.t4,.-L.HI6I.SZDWDC566.0fr,-,ae,,eCN.DXt:r.f-i''ZM.SSDMDWIN,n,v,VICVDr00IS'D010ftreFgh'MTI.:','.,..rDyih..rcrrr5S1SVIVPH,.r:I-,,-C:r;,-;e:oIM.M241.8c17i,ErM..,:.eIv..ee..;leWtNPSDSSMDMtZIEITiketWHSEIShWCDIIIcDM,IZRre-Clrr4MV81n,;t,W4ZFZVZA.A-A,:-K',,t stair section /4" =1'-0" (20) TREADS CD 11" EA LIL70" MEZZANINE 41iyc1CJL—Q" 1ST FLOOR 9'-3" 19'-0" ir — — 4 4 4 II 4JL II PROVIDE ELEVATOR SHAFT EXHAUST THRU EXISTING ROOF VERIFY PIT DIMENSIONS WITH ELEVATOR MANUFACTURER PROVIDE 24X24X18" DEEP SUMP 'MTh POWER FOR FUTURE SUMP PUMP AT TIME OF RE —ROOF, VERIFY A MIN OF R-38 RIGID INSULATION ABOVE WOOD DECK 18'-10" PROVIDE R-21 FLOOR INSULATION 114 Y9 4 4r y/i 4741 er. L. L _J yical section through mezzanine framing /4" =1.-0" L _J PPvIr---:\n/F FOR APPROVED CODE COMPLIANCE v MAR V, 2013 But. architecture south henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com 652 ISTERED HITECT A 'F WASHINGTON REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 RECEIVED 'ATV OF TUKWILA VAR 0 5 2013 c3ERIVIIT CENTER building remodel for: I oo mis US 15450 nelson place tukwila, wa 98188 a402 building sections stair sections IA- DO I 0 SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 earth henry 'studios 11'-0" (12) EQ TREADS stair section 1/4" = 1'-0" HANDRAIL AT +/-36" SEE DETAIL 6/A403 ABOVE STAIR NOSINGS 112'-0" MEZZANINE 100'_ 0" 1ST FLOOR ROOF HATCH SEALANT ALL AROUND BOTH SIDES OF CURB SHEET METAL CLOSURE AT ALL SIDE OF OPENING 2 1/2"x1/2" WALL BRACKET 0 4'-0" 0.C. W/ 3/4"0 BOLTS (PROVIDE (2) 2x6 BLOCKING IN WALL) 3/4"0 RUNGS 0 12" 0.C. WELDED ALL AROUND 21/2"x1/2" STL RAILS W/ PUNCHED HOLES FOR RUNGS FLOOR LINE ROOF/HATCH LADDER SCALE 3/4" = 1'-0" STAIR STRINGER SCALE 1-1/2"-l'-0" RF61S002 STEEL ANGLE FACE OF WALL MC12x10.6 STRINGER. TYP D stair / elevator section 1 /4" = 1'-0" LANDING DETAIL SCALE 1-1/2"-1'-0" STAIR DETAIL SCALE 3"=1'-0" LANDING FRAMING BY STAIR MANUFACTURER CONCRETE FILL STAIR FINISH / STAIR STRINGER BY STAIR MFR CLOSED METAL RISER & PAN BY STAIR MFR STAIR @ SLAB SCALE 1-1 /2"=1'-0" SECTION HANDRAIL DETAIL SCALE 3"=1'-0" ANGLE W/ 2 EPDXY ANCHORS — WELD TO STAIR STRINGER 3" DIA STEEL PLATE HANDRAIL BRACKET BY RAIL MANUF 17¢"0 STEEL HANDRAIL, TYP WALL — SEE FLOOR PLANS FOR WALL TYPES STEEL HANDRAIL TYP HANDRAIL BRACKET BY RAIL MANUF 5"L HANGER BOLT OR SIM BLIND ANCHOR SE011 RED/I'7. FOR 3 EI IA MAR �PPQV Ei) MAR 28 2050 BUI I OIVI 2"0 STEEL PIPE 1) "x1) " STEEL GUARDRAIL POST )"0 STEEL PICKET BEYOND Ina STEEL HANDRAIL %"0 STEEL BRACKET 42" HIGH STEEL GUARD RAIL SYSTEM. 7- 3" PICKETS 4" 0 . PROVIDE TYPE 1 HANDRAIL AT +/-36" ABOVE STAIR NOSINGS SEE DETAIL 3/A{F03 _ J (6) EQ TREADS 2"0 STEEL PIPE )"0 STEEL PICKETS 1r0 STEEL HANDRAIL 1) "x11¢" STEEL GUARDRAIL POST 1) x17¢" STEEL BOTTOM RAIL GUARDRAIL ELEVATION SCALE: 1-1/2"=1'—O" HANDRAIL BRACKET -DD pah architecture south henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com EGISTERED �R HITECT OF WASHINGTON REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 1ZCEIVED iTv OF TUKWILA MAR 0 5 201E PERMIT CENTER building remodel for: loomis US 15450 nelson place tukwila, wa 98188 a403 building sections stair sections & details SHS NO. 1718 I DRAWN DATE 01-04-18 REVIEWED CC 2018 south henry studios (LAV) (MIR, MIR—S) (SD) (PTD) LAVATORY MIRROR SOAP PAPER TOWEL (W/SHELF) DISPENSER DISPENSER (o (DF) (TEL) (TVB) DRINKING TELEPHONE TELEVISION FOUNTAIN BRACKET EQUIPMENT MOUNTING HEIGHTS (R&S) CLOSET ROD & SHELF Ip (PTR) (BCS) (WC) PAPER TOWEL BABY CHANGING WATER RECEPTACLE STATION CLOSET co m co (UR) URINAL \ \ \ \ (RH) (FEC, FEC—R) (FE) (WSCT) ROBE HOOK FIRE FIRE WAINSCOT EXTINGUISHER EXTINGUISHER CABINET (RECESSED) 0 z D U) O z 0 ~ (GB) (SCD) GRAB BAR SEAT COVER DISPENSER (MH) MOP HOLDER 0 o co ¢I— CI 1—$ z cnz D 4 0 tt) ti- co (VB) VIEW BOX U (TPD) (NTR) TOILET PAPER NAPKIN/TAMPON SHOWER HEAD DISPENSER RECEPTACLE TV P D E NC TV P D E E ® ® ® TV DATA NURSE CALL PHONE ELECTRICAL (DUPLEX) BP BLOOD PRESSURE CUFF (SHR) \ \ A V 0 ® ® ll 1 I— FOLDING UTILITY SINK SHOWER SEAT MEDICAL OXYGEN AIR VACUUM NOTE: COORDINATE PHONE / DATA OUTLETS WITH OWNER AND VENDOR N ALL HEIGHTS TYPICAL UNLESS NOTED OTHERWISE 30 0 12" • I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1\ \ 1 1 1 1 1 1 1 1 1 1 I I I 1 1 I I 1 I I I I 1 1 I I 1 I I 1 1.0 M I r '.:•.,\ lockers - 102 east men - 117 west 3 EQ = 87" nREF BY uOWNER L 0 M MW BY I 1 OWNER 1 1 1 1 • lunch room - 105 north 3/8" = 1.-0" (TYPICAL UNLESS NOTED OTHERWISE) MIR MIR MIR MIR MIR SD .3i PTD PTD men - 117 west 48" HIGH (OR FULL HEIGHT) FRP WALL COVERING TYPICAL MIR SD MIR SC R SD MIR SC P PTD 5" HIGH RUBBER BASE WITH SILICONE SEALANT TO FLOOR AND FRP WALLS, TYPICAL 39"-41" N NR D 5 12 10"/- 54" men - 117a west 4 EQ = 124" r II IREF BY OOWNER r -1 --4 ---1 1--- 1 r 7 IMWBY 1 OWNER I ----1 1--- r I MW BY • • DW (note ht.) I 1 1 1 1 1 1 r) M unch room - 105 east 39"-41" n z \ \ N NR D S 12" 10"/- 54" men - 117a north 4 EQ = 120" r IMWBY 1 I OWNFR I L J 1 1 1 1 1 MAR 2 8 2CQ1a ?Ili BUILDING Did IB114t RECEIVED CITY OF TUKWILA JAN 0 9 2018 PERMIT CENTER architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS LU 0 building remodel for: loomis US 15450 nelson place tukwila, wa 98188 interior elevations women - 118 west women - 118 east women - 118a north women - 118a west staff- 222 west SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 ,oath henry 'tudlo, f%1 +EXISTING ® MATCH EXISTING +EXISTING EXISTING N first floor reflected ceiling plan 11/8" = 1'-0" GENERAL NOTES 1. (ALL CEIUNGS ARE EXPOSED STRUCTURE UNLESS NOTED OTHERWISE UNO). 2. ALL DOOR HEAD HEIGHTS TO BE 7.-0" AFF. 3. IF PROVIDED SEE ROOM FINISH SCHEDULE FOR CEIUNG FINISH AND COLOR. 4. CONTRACTOR TO PROVIDE EXIT UGHTS AS REQUIRED PER CODE. VERIFY LOCATIONS WITH OWNER PRIOR TO INSTALLATION. 5. PAINT ALL MECHANICAL CEIUNG DIFFUSERS TO MATCH ADJACENT SURFACES 10' i l 9 -0 116 —MIMI 11111 III MI — EXISTING EC RiNi7iiiiiII 9 F11110111101111011110 M iiiiEl iiiu IIIIIIIIIiII ' _J 411LI ::iL11l:EDo'S:C INlIIIIi.......iIIIIIIlIIIICIIIIIHIIIIIIIIIlIIHhIIIlIl!iI!lH!l!l!HNl0I0IIII!U!!HI!I!II!_ rirtsa. 1 P--.28 1111111111111110111111111111111 1111.1 nommummmommilma iiimmimbilmommilim4- ii nu um um mo um ii 1 ini nu mom nu on 1. 8 B o� o e o 0 0 o IllhIllIflhIIIflhINIIIIllhIIiI 11.1 EINAL111111111.111111ar CEILING TYPES C-1 2x4 CEIUNG C-2 %" GYP BOARD CEIUNG ON BOTTOM OF JOISTS C-3 BY VAULT MANUFACTURER C-4 EXPOSED WOOD STRUCTURE IiliIiIiflhi11IiIliI1HIi 0 �_ MB LEGEND MD DEMISING WALL FULL HEIGHT TO DECK Ei ATTIC ACCESS LADDER REMOVABLE ACOUSTICAL PANELS(S) AND CEIUNG GRID FOR MECHANICAL ACCESS CEIUNG HEIGHT 36" BATT INSULATION LAID ON TOP OF SUSPENDED CEIUNG 7 0 SUPPLY DIFFUSERS RETURN AIR REGISTER OR EXHAUST FAN EXIT UGHT SMOKE DETECTOR SPEAKER COORDINATE ZONES WITH AV SUPPUER PAGING SPEAKER VOICE ARREST SPEAKER — COORDINATE WITH EQUIPMENT PROVIDER 0 e 2X4 RECESSED FIXTURE, SEE ELECTRICAL 2X2 RECESSED FIXTURE, SEE ELECTRICAL RECESSED UGHT, SEE ELECTRICAL RECESSED WALL WASHER, SEE ELECTRICAL DECORATIVE PENDANT UGHT, SEE ELECTRICAL 1x4 UGHT FIXTURE, SEE ELECTRICAL oV 24 EXHAUST FAN & UGHT COMBO, SEE MECH & ELECTRICAL WALL MOUNTED VANITY UGHT, SEE ELECTRICAL SCONCE UGHT, SEE ELECTRICAL UNDER CABINET UGHTING (LENGTH INDICATED) 10 REVIEWED FOR 'CODE c.',01%,,L- APPROVED MAR 2 S 201E architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 LLI 1 Cl_LU RECEIVED CITY OF TUKWiLA MAR 052013 PERMIT CENTER building remodel for: loom is US 15450 nelson place tukwila, wa 98188 first floor reflected ceiling plan 6. SEE ELEVATIONS FOR HEIGHTS OF PENDANT MOUNT AND EXTERIOR WALL MOUNTED UGHT FIXTURES. O El BA I ItY BACK—UP EMERGENCY UGHTING SHS NO. DATE 1718 01-04-1B DRAWN REVIEWED pah CC 2016 mouth henry etudlos 1© 1 I I I I I I D I \ I I D 1 1 ! I I O I 1I 1 I 1 I 1 0 I I 1 1 I 1 I I El 1111 0 1 I I 1 i I 1 1 1 1 1 1 1 1 1 1 1 — J 1 1 1 1 1 1 1 v r• a o - o - _oi k I I I 1 I I 11 1-1 MIMS - - I OAOF NEW ARnvF,_ - DF3)- PROVIDE (2) 2X10 HEADERS ON EAST OPENING. CONNECT TO (E) 6X16 WITH1 PROVIDE SINGLE 2X10 TO SUPPORT AS NEEDED. CONNECT TO HEADER W AND WEST SIDE OF SIMPSON LUS410 EA END IDS OF 2X DECKING tH SIMPSON LUS210 EA END - 1�. 4 1 3 A402 A402 -- 1 _ 1 � �r \I I 1 1 I , 1 I -- 1 r r . —I r 1 s (205) (206 a ny A403 ,� > > , , 1—� l J 1 \ + r 201 p V ✓ I 1 I I I I I ' \ � G � El =J L I I , t 7 1 J FEC I No. 1 A402 EI\03 Els' �TYP ' ® (204) 1 �s��irYi "1 '; 1 r i M2 - 4 CD( (2a4 O O 77 222 +C-4 TYP J J J 208 207 - 0 O _ I = O O O O O (2153 O O 221 y 1 , 21,4 212 211 1 210 , 1 - 1 t3 220 ( 216 I 1 i- MA MB MC MD ME second floor reflected ceiling plan /8" = 1'-0" GENERAL NOTES 1. (ALL CEILINGS ARE EXPOSED STRUCTURE UNLESS NOTED OTHERWISE UNO). 2. ALL DOOR HEAD HEIGHTS TO BE 7-0" AFF. 3. IF PROVIDED SEE ROOM FINISH SCHEDULE FOR CEILING FINISH AND COLOR. 4. CONTRACTOR TO PROVIDE EXIT LIGHTS AS REQUIRED PER CODE. VERIFY LOCATIONS WITH OWNER PRIOR TO INSTALLA11ON. 5. PAINT ALL MECHANICAL CEILING DIFFUSERS TO MATCH ADJACENT SURFACES 6. SEE ELEVATIONS FOR HEIGHTS OF PENDANT MOUNT AND EXTERIOR WALL MOUNTED LIGHT FIXTURES. CEILING TYPES C-1 2x4 CEILING C-2 %" GYP BOARD CEILING ON BOTTOM OF JOISTS C-3 BY VAULT MANUFACTURER C-4 EXPOSED WOOD STRUCTURE LEGEND ON NM OM NM MIMI MK DEMISING WALL FULL HEIGHT TO DECK ATTIC ACCESS LADDER REMOVABLE ACOUSTICAL PANELS(S) AND CEILING GRID FOR MECHANICAL ACCESS CEILING HEIGHT 36" BATT INSULATION LAID ON TOP OF SUSPENDED CEILING -1 SUPPLY DIFFUSERS RETURN AIR REGISTER OR EXHAUST FAN EXIT LIGHT SMOKE DETECTOR SPEAKER COORDINATE ZONES WITH AV SUPPLIER PAGING SPEAKER VOICE ARREST SPEAKER — COORDINATE WITH EQUIPMENT PROVIDER 0 0 O 2X4 RECESSED FIXTURE, SEE ELECTRICAL 2X2 RECESSED FIXTURE, SEE ELECTRICAL RECESSED LIGHT, SEE ELECTRICAL RECESSED WALL WASHER, SEE ELECTRICAL DECORATIVE PENDANT LIGHT, SEE ELECTRICAL 11x4ILIGHT FIXTURE, SEE ELECTRICAL 0 24 EXHAUST FAN Sc LIGHT COMBO, SEE WALL MOUNTED VANITY LIGHT, SEE ELECTRICAL SCONCE LIGHT, SEE ELECTRICAL UNDER CABINET LIGHTING (LENGTH INDICATED) BAI IERY BACK-UP EMERGENCY LIGHTING 2 A403 RECEIVED CITY OF TUKWILA JAN 09 2018 PERMIT CENTER architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS PERMIT SET building remodel for: JoomiS US 15450 nelson place tukwila, wa 98188 second floor reflected ceiling plan SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios hS TSTEEEVIS TO 3i ttNSTALLeo, IN ACCORDANCE : WITH T}tE (As OP THE MOT CURRENT 401 MO TecHNWAL INFO BULL1;TI l 1TT a FOR ACOUSTICAL LA?-I:N CEILINGS; SEISMIC OEStGit CATEGORIES, OR }4WEST WALi. AND CEILING BUREAU. 'VISIT WEBSITtE AT; Nattligitosirso-mirl<ae 2. PRoinDE CROSS -BRACING FOR SUSPENDED ACOUSTICAL CI=ILINIS SYSTEM Ot t2'-00 O.C. bOTH WAYS WITH NO. 12 SA1tSI± WIRES PER ATM C635 AND ATM C63 . THE HORIZONTAL 1RE'5TECAINT POINTS E"OR THE LATERAL rogc: ONA0iNe SHALL SEA DEO NOT MORE THAN 121 0.C, IN Sort+ DIRECTIONS Wth THIS FIRST PUNT WITHIN 6 OM EACH WALL 4. T4 FACILITATE INSTALLATION, MAIN RUNNERS AND :CROSS :RUNNERS MAY BE ATTACHES? TO THE PERIMETER MEMBER AT TWO ADJACENT WALLS WITH CLEARANCE BETWEEN THE; WALL AND THE RUNNERS MAINTAINED AT THE OTHER TWO WALLS IN SUCH WAY AS TO E. INDEPENDENT OP THE WALL 5TRUCTtrRE. AND SHALL BE BRACED BY LATERAL: FORCE BRACING AT al 0.C. MA) UMVME ACCX1STICAL.:`CEILING SYSTEMS SHALL COME LT WITH IBC : / MO FOR AREAS EXCEEDING 1,000 S. HORIZONTAL RESt RAiNT OF THE: CEIL STRUCTURE ABOVE SHALL 5l" PRoVIDeo, R AREAS EXGEEOING 21600 S.F,t A $tISMIC SEPARATION JOINT S1tALL ICE Pli0 ir? > ,' ALL PENETRATIONS S EHA1-L HAVE' A 2° OVERSIZE I'RING TO PROVIDE FREE MOVEMENT 0 AT LAST to IN ALL DIRECTIONS, ALL CABLE AY ANC( ELECTRICAL CO SHAL CEILINt. EL FORCE ING ATTACHED2." 'WALL MOLDING TYPICAL ►L SUSPENDED THE PARATEL f ;I NON-COM15USTEE3LE STRUT CAPABLE -OF RESISTING VERTICAL COMPONENTS INDUCED BY BRACING 'MIRE'S. FASTEN SECURELY TO STRUCTURE ABOVE. 12 GA v Rr, HANGPI WIRE G 4J-031 00. 50TH W'ATS f1AL FWD SRAOINO 4 EA, 12. GA. WIRE SCUREL TO MAIN RUINER WITHIN 211' OF CROSS TEE INTERSECTION tI SPLAYED SC' FROM EA OTHER 121-OuO.C.f IN :BOTH DIRECTIONS W/FIRST' POINT -WITHIN 4LOn FROM EA. WALL. ATTACH AT TOP PER THESE 5ElSMIC CAE=TAILS. MAIN RUNNER CROSS TEE 11111111111111111111111 12 A. VERT. WIRE TUFt\ MIN. IrI Ex.F MALN RtrNNER OR CROSS ARMSTRONG MAIN :BEAM ARMSTRONG CROSS TEE'. 111111111111111E1111101 iuul PRQVIDE', 3f411 SPACE +! .OPP. WALL ACOUS. TILE t1tIMETER WALL ANGLE: ATTACH MEMBERS PERIMETER .5'TWO ADJ. WALLS'` ONLY, VERTI E. 4tRf IRE SPACI NG ARMSTR0NC AN43LE. MOLDING TRONS STABILIZER BAR, TILER SW tAtsLE SYSTEM; KEEP PERm'EETER COMPONENTS M SPREADING APART, ARMSTRONG. MAIN BEAM -A ACHED WAL.1. S TRON8 MOLDC:N ARMSTRONG STABILIZER BAR',' OR OTHER: SU/TABLE SYSTEM TO KEEP PERIMETER COMPONEN+ITS PROM: SPREADING APART. ARNISTR4t7S CROSS' TES' AT UN -ATTACHED WAL PERIMETER CO hPt NENTE I G • SEISMIC RA I1 DETAILS ART TEEL STuo OMPRESSIC+h9' PC COMPRESSION POST SEPARATION JOINT 12 GA, LATERAL SUPPORT WIRE WITHIN ;I of i ACH CORNER OF LIGHT FIXTURE. ,SPLAY WIRES AS SHOWN AND FASTEN TO IDEAM QR PUERLIN, MIN. OF WIRE TURNS EA. CONNECTION POINT, 12 GA I°IXTURE 5IJPPORT W RES AT CENTER ENDS OF EA.: FIXTURE: kF1XTURE SUPPORT WIRE SUPPLIED BY ceiLINS CONTRACTOR. PIICAL LIGFIT'FI 1a HAN R RE STRONG BE:AIM RECESSED,_. FLUORESCENT FDCT ER E TIE MAI?E 'STRUCTURAL RUNNER 46011D:C JRE BRACING AX. TYP, ,7_41A 3 REVIE`VVEDfOR CORE COMPLIANCE /APPi OVEED MAR 2 s 2318 1 architecture out henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS /� PLAN CHECK COMMENTS / JANUARY 29, 2018 PERMIT SET RECEIVED CETY OF TUKWILA MAR n 52013 PERMIT CENTER building remodel for: loomis US 15450 nelson place tukwila, wa 98188 a903 ceiling details io SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios GOVERNING CODE: THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE INTERNATIONAL BUILDING CODE, 2015 EDITION, HEREAFTER REFERRED TO AS THE IBC, AS ADOPTED AND MODIFIED BY THE CITY OF TUKWILA, WA UNDERSTOOD TO BE THE AUTHORITY HAVING JURISDICTION (AHJ). REFERENCE STANDARDS: REFER TO CHAPTER 35 OF 2015 BC. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. DEFINITIONS: THE FOLLOWING DEFINITIONS COVER THE MEANINGS OF CERTAIN TERMS USED IN THESE NOTES: "ARCHITECT/ENGINEER" -THE ARCHITECT OF RECORD AND THE STRUCTURAL ENGINEER OF RECORD. • 'STRUCTURAL ENGINEER OF RECORD" (SER) - THE STRUCTURAL ENGINEER WHO IS LICENSED TO STAMP & SIGN THE STRUCTURAL DOCUMENTS FOR THE PROJECT. THE SER IS RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. • "SUBMIT FOR REVIEW" - SUBMIT TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION OR CONSTRUCTION. • TER PLAN" - INDICATES REFERENCES TO THE STRUCTURAL PLANS, ELEVATIONS AND STRUCTURAL GENERAL NOTES. SPECIFICATIONS: REFER TO THE PROJECT SPECIFICATIONS ISSUED AS PART OE THE CONTRACT DOCUMENTS FOR INFORMATION SUPPLEMENTAL TO THESE DRAWINGS. OTHER DRAWINGS: REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. USE DETAILS MARKED 'TYPICAL" WHEREVER THEY APPLY. STRUCTURAL RESPONSIBILITIES: THE STRUCTURAL ENGINEER (SER) IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE PRIMARY STRUCTURE IN IT COMPLETED FORM. COORDINATION: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK FOR CONFIRMING AND CORRELATING AL QUANTmES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECU MANNER. MEANS, METHODS AND SAFETY REQUIREMENTS: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELA SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). BRACING/SHORING DESIGN ENGINEER: THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY AN SSE, A REGISTERED PROFESSIONAL ENGINEER FOR TH DESIGN OF ANY TEMPORARY BRACING AND SHORING. TEMPORARY SHORING, BRACING: THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOAD BELOW OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. CHANGES IN LOADING: THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL / STRUCTURAL / MECHANICAL / ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS I EXCESS OF 400 POUNDS, PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO TH ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. NOTE PRIORmES: PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS OR REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ARCHITECT AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. ALTERNATES: ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION OR THAT. SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW, ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. DESIGN. CRITERIA AND LOADS DESIGN AREA LIVE LOADS (PST) REMARKS & FOOTNOTES LIVE UNO LOADS Roof Live Floor Live 125 psf LIGHT STORAGE Office Live 50psf , Stair Live 100 psf 1 DESIGN DEAD BIDDER DESIGN DEAD LOADS' " REMARKS & FOOTNOTES LOADS (PSF) UNO Floor Dead Load, Total Top Chord Bottom Chord 15 PSF For Pre -Fabricated Wood Joist design 10 PSF 5 PSF DESIGN CRITERIA AND LOADS LOCCUPANCY: Occupancy Category of Building per 2015 IBC Table 1604.5 = 11 SEISMIC Seismic Design Category: SDC = D DESIGN: Basic Structural System Bearing Wall, Building Frame, Seismic Force Resisting System Wood Shear Walls Response Modification Factor: R = 6.5 wood System Over strength Factor Omega = 3 Deflection Amplification Factor Cd = 4 Site Classification per IBC Table 1613.5.2 Site Class = D Seismic Importance Factor per ASCE 7-05 Table 11.5-1 le = 1.0 Spectral Response Acceleration (Short Period) SS = -1.442 Spectral Response Acceleration (1-Second Period) Si = 0,5364 Spectral Design Response Coefficient (Short Period) SOS = 0.961 Spectral Design Response Coefficient (1-Second Period) Sot= 0.536 Seismic response coefficient(s) Cs = 0.1479 Redundancy Factor (North/South Direction) NUS rho= 1.0---._ Redundancy Factor (East f West Direction) E/W rho= .0 Design Base Shear (North/South Direction) KI 18.37 SD WOOD Design Base Shear (East / West Direction) KI 18.37 ASD WOOD Base shear governed by: SEISMIC (TRANSVERSE & LONGITUDINAL) Equivalent Lateral Force (ELF) Seismic Analysis procedure used: SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS OF SHOP DRAWINGS AND SHOP DATA AND MILL TEST REPORTS ARE REQUIRED FOR ITEMS NOTED IN THE INDIVIDUAL MATERIALS SECTIONS AND FOR BIDDER DESIGNED ELEMENTS, SURMITTAI RFVIEW PERIOD: SUBMITTALS SHALL BE MADE IN TIME TO PROVIDE A MINIMUM OF TWO WEEKS FOR REVIEW BY THE ARCHITECT/ENGINEER PRIOR TO THE ONSET OF FABRICATION. GFNFRAL CONTRACTOR'S PRIOR REVIEW- PRIOR TO SUBMISSION TO THE ARCHITECT/ENGINEER, THE CONTRACTOR SHALL REVIEW THE SUBMITTAL FOR COMPLETENESS. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE SER, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. CONTRACTOR SHALL PROVIDE ANY NECESSARY DIMENSIONAL DETAILS REQUESTED BY THE DETAILER AND PROVIDE THE CONTRACTORS REVIEW STAMP AND SIGNATURE BEFORE FORWARDING TO THE ARCHITECT/ENGINEER. SHOP DRAWING REVIEW: ONCE THE CONTRACTOR HAS COMPLETED HIS REVIEW, THE SER WILL REVIEW THE SUBMITTAL FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND THE CONTRACT DOCUMENTS OF THE BUILDING AND WILL STAMP THE SUBMITTAL ACCORDINGLY. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, NOR DEPARTURES THERE FROM. SHOP. DRAWING DEVIATIONS: WHEN SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) DIFFER FROM OR ADD TO THE REQUIREMENTS OF DRAWI THE HALL BE DESIGNED AND STAMPED BY THE RESPONSIBLE SSE. DEFER RED SUBMITTALS BIDDER -DESIGNED ELEMENTS: SUBMIT BIDDER -DESIGNED DEFERRED SUBMITTALS TO THE ARCHITECT AND SER FOR REVIEW PRIOR TO SUBMISSION TO THE CITY FOR APPROVAL. DESIGN OF PREFABRICATED, BIDDER -DESIGNED, MANUFACTURED, PRE-ENGINEERED, OR OTHER FABRICATED PRODUCTS SHALL BE COMPLY WITH THE FOLLOWING REQUIREMENTS: 1) DESIGN CONSIDERS TRIBUTARY DEAD, LIVE, WIND AND EARTHQUAKE LOADS IN COMBINATIONS REQUIRED BY IBC AND LISTED IN THE DESIGN CRITERIA AND LOADS SECTION ABOVE. 2) DESIGN WITHIN THE DEFLECTION LIMITS NOTED HEREIN AND AS SPECIFIED OR REFERENCED IN THE IBC. 3) DESIGN SHALL CONFORM TO THE SPECIFICATIONS AND REFERENCE STANDARDS OF THE GOVERNING CODE. 4) SUBMITTAL SHALL INCLUDE: a. CALCULATIONS PREPARED, STAMPED AND SIGNED BY THE SSE DEMONSTRATING CODE CONFORMANCE. b. ENGINEERED COMPONENT DESIGN DRAWINGS ARE PREPARED, STAMPED AND SIGNED BY THE SSE c. PRODUCT DATA, TECHNICAL INFORMATION AND MANUFACTURER'S WRITTEN REQUIREMENTS AND AGENCY APPROVALS AS APPLICABLE. d. SSE MAY SUBMIT TO THE ARCHITECT/ENGINEER, A REQUEST TO UTILIZE RELEVANT ALTERNATE DESIGN CRITERIA OF SIMILAR NATURE AND GENERALLY EQUIVALENCY WHICH IS RECOGNIZED BY THE CODE AND ACCEPTABLE TO THE AUTHORITY HAVING JURISDICTION. SUBMIT ADEQUATE DOCUMENTATION OF DESIGN. DEFLECTION VERTICAL LIMIT IL is span length in inches), LIMITS; Wood Floor Joist Total Load (TL) L / 240 Wood Floor Joists Live Load (LL) L f 300 GENERAL CONTRACTORS PRIOR REVIEW: ONCE THE CONTRACTOR HAS COMPLETED HIS REVIEW OF THE SSE COMPONENT DRAWINGS, THE SER WILL REVIEW THE SUBMITTAL FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING AND WILL STAMP THE SUBMITTAL ACCORDINGLY. REVIEW OF THE SPECIALTY STRUCTURAL ENGINEER'S (SSE) SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) IS FOR COMPLIANCE WITH DESIGN CRITERIA AND COMPATIBILITY WITH THE DESIGN OF THE PRIMARY STRUCTURE AND DOES NOT RELIEVE THE SSE OF RESPONSIBILITY FOR THAT DESIGN. ALL NECESSARY BRACING, TIES, ANCHORAGE, PROPRIETARY PRODUCTS SHALL BE FURNISHED AND INSTALLED PER MANUFACTURER'S INSTRUCTIONS OR THE SSES DESIGN DRAWINGS AND CALCULATIONS. THESE ELEMENTS INCLUDE BUT ARE NOT LIMITED TO: o SOLID WEB WOOD JOISTS o ENGINEERED WOOD PRODUCTS, (PSI, LSL, LVL) O STAIRCASE FRAMING INCLUDING TREADS AND STRINGERS TESTS AND INSPECTIONS INSPECTIONS: SPECIAL. INSPECTIONS AND TESTING SHALL BE DONE IN ACCORDANCE WITH THE STATEMENT OF SPECIAL INSPECTIONS PER IBC SECTIONS 1704 AND 1705, AND 1705.12 (FOR SEISMIC SPECIAL TESTING) AS APPLICABLE FOUNDATIONS, FOOTINGS, UNDER SLAB SYSTEMS AND FRAMWG ARE SUBJECT TO INSPECTION BY THE BUILDING OFRCW, IN ACCORDANCE WITH IBC SECTION 110.3. CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL SPECIAL INSPECTORS. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO PROVIDE SPECIAL INSPECTIONS FOR THE PROJECT. SPECIAL INSPECTORS SHALL BE QUALIFIED PERSONS WHO DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE AUTHORITY HAVING JURISDICTION PER IBC SECTION 170421, AND SNAIL BEREGISTERED WITH WARD, STATEMENT OF SPECIAL INSPECTIONS PER IBC SECTIONS 1704AND 1705: SPECIAL INSPECTIONS AND TESTING ARE REQUIRED BY IBC SECTIONS 1704 AND 1705ASAPPUCABIE, FOR THE FOLLOWING FABRICATION SHOP INSPECTION WHERE OFFSRE FABRICATION OF GRAVITY LOAD BEARING MEMBERS & ASSEMBLIES IS PERFORMED, SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR COMPLIES WITH IBC SECTION 170425 WHICH INCLUDES THE FOLLOWING: o PRIOR TO THE START OF FABRICATION, SPECIAL INSPECTOR(S), REPRESENTING THE OWNER, SHALL VISIT THE FABRICATORS SHOP(S) WHERE THE WORK LSTO BE PERFORMED, AND VERIFIES 'TWINE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION, CONTROL OF WORKMANSHIP, MATERIAL CONTROL AND FABRICATORS ABILITY TO CONFORM TO APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. o FABRICATOR SHALL HAVE AVAILABLE FOR INSPECTORS RENEW, DETAILED PROCEDURES FOR MATERIAL CONTROL THAT DEMONSTRATES THE FABRICATORS ABILITY TO MAINTAIN SUITABLE RECORDS AND PROCEDURES SUCH THAT, AT ANY TIME DURING THE FABRICATION PROCESS, THE MATERIAL SPECIFICATION, GRADE AND APPLICABLE TEST REPORTS FORPRIMARYLQAD-7154WNG MEMBERS, ARE CAPABLE OF KING DETERMINED. SOILS & FOUNDATION CONSTRUCTION PER IBCSECTIONIS)1705b: o PERIODIC INSPECTION OF SOILS EARTHWORK PER TABLE1705.6 IS REQUIRED FOR o FOOTING SOIL BEARING SURFACES PRIORTO PLACING ANYRENFCRCING STEEL o EXCAVATION DEPTH AND BEARING LAYER PRIOR TO PLACING ANY REINFORCING STEEL o COMPACTED FILL MATERIALCLASSIPICATION o SUBGRADE PREPARATION PRIOR TO FIWHO o CONTINUOUS INSPECTION PER TABLE(S) 1705.E REOUIREDTOVERIFY: o FILLING OPERATIONS TO SATISFY REQUIREMENTS OFIA81E1705.8 AND THE GEOTECHNICAL REPORT LISTED UNDER SOILS& FOUNDATIONS SECDON CONCRETE CONSTRUCTION PER IBC SECTION 1705.3 AND TABLE 17053: SPECIAL INSPECTION AND TESTS FOR CONCRETE FOOTINGS ARE NOT REQUIRED IN ACCORDANCE WITH IBC SECTION 17053 EXCEPTION 1ATE) CONC SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK' STRUCTURAL STEEL PER IBC SECTION 170521 AND AISC 360.10SECTION N5: AT THE STTEAND THE FABRICATION SHOP, SHALL BE DONE IN ACCORDANCEWRH THE FOLLOWW055501REMENT& o PERIODIC INSPECTION REQUIRED: o PRIOR TO THE START OF FABRICATION FOR: o VERIFICATION OF SHOP COMPLIANCE WITH IBC SECTION 17042.5.1 FOR COMPLETENESS AND ADEQUACY OF FABRICATION ANDOUALIIYCONIROL PROCEDURES o VERIFICATION OF SHOP COMPLIANCE WITH AWS 01.1.2004 STRUCTURAL WELDING CODE o VERIFICATION OF SHOP COMPLIANCE WITH AISC 360.10 CHAPTER AND THE CODE OF STANDARD PRACTICE o DURING WELDING OF SINGLEPASS FILLET WELDS NOT REMAND V16' SIZE WOOD CONSTRUCTION PER IBC SECRONS17053,17SS.122: o PERIODIC INSPECTION REQUIRED FOR VERIFICATION OF: o MOISTURE CONTENT OF WOOD STUDS, PLATES, BEAMSAND JOISTS o PROPER BOTTOM PLATES SIZES (2XAND 3X) AND PLATE WASHERS o SHEAR WALLS: ANCHOR BOLTS, HOLD-DOWNS(HD) AND STRAP CONNECTORS. BOUNDARY EDGE NAILING, PLATE NAILING AND PANEL EDGE SHEAR NAIUNG FOR SIZE&SPACING WHERE FASTENER SPACING OF THE SHEATHING IS 4INCHES OR LESS o DIAPHRAGMS:BLOCKING, STRAP CONNECTIONS. BOUNDARY EDGE AND PANEL SHEARNAILING SIZE& SPACING WHERE FASTENER SPACING OF THE SHEATHING IS INCHESORIESS o CONTINUOUS INSPECTION REQUIRED FOR VERTFICATIONOR o FIELD GLUING OPERATIONS OF POST -INSTALLED ANCHORS TO CONCRETE SHALL COMPLY WITH IBC SECTION 1703. INSPECTIONS SHALL BE W ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN THE APPROVED ICC EVALUATION REPORT AND AS INDICATED BY THE DESIGN REQUIREMENTS SPECIFIED ON THE DRAWINGS. REFER TOTHE POST INSTALLED ANCHORS SECTION OF THESE NOTES FOR ANCHORS THAT ARE THE BASIS OF SHE DESIGN. SPECIAL INSPECTOR SHAtLVERIFYANCHORS ARE AS SPECIFIED IN THE POST INSTALLED ANCHORS SECTION OF THESE NOTES OR AS OTHERWISE SPECIFIED ON TIE DRAWINGS SUBSTITTITIONS REQUIRE APPROVAL BY THE SER AND REQUIRE SUBSTANTIATING CALCULATIONS AND CURRENT IBC RECOGNIZED ICC EVALUATION SERVICES (ES) REPORT. SPECIAL INSPECTOR SHAM DOCUMENT IN THEIR SPECIAL INSPECTION REPORT COMPLIANCE WIT14 EACH OF 'NE ELEMENTS REQUIRED WITHIN THE APPLICABLE ICC EVALUATION SERVICES (ES) REPORT. INSPECTION SUBMITTALS: SPECIAL INSPECTION REPORTS SHALL BE PROVIDED ON AWEEKLY BASIS. FINAL SPECIAL INSPECTION REPORTS WILL BE REQUIRED BY EACH SPECIAL INSPECTION FIRM PER IBC 1704.24. SUBMIT COPIES OF All INSPECTION REPORTS TO THE ARCHITECT/ENGINEER AND THE AUTHORRYHAVINGJURISDICTION FOR RENEW. POST4NSTALLED ANCHORS (INTO CONCREIE> DESIGN STANDARDS: POST -INSTALLED ANCHORS INTO CONCRETE FOR THIS PROJECT ARE DESIGNED IN ACCORDANCE WiniAMERICAN 001405ETE INSTRUTE, AG 31Nf11,APPENDIX° SPECIFICATION POST4NSTALLED ANCHORS: INSTAL. ONLY WHERE SPECIFICALLY SHOWN IN THE DETAILS OR ALLOWED BY SER ALL POST -INSTALLED ANCHOR TYPES AND LOCATIONS SHALL BE APPROVED BY THE SER AND SHALL HAVE A CURRENT ICC-EVALUATION SERVICE SEPO RTTHAT PROVIDES RELEVANT DESIGN VALUES NECESSARY TO VALIDATE THE AVAILABLE STRENGTH EACEEDS THE REQUIRED STRENGTH. SUBMIT CURRENT MANUFACTURERS DATA AND ICC EST REPORT TO THE SER FOR APPROVAL REGARDLESS OF WHETHER OR NOT IT IS A PREAPPROVED ANCHOR, ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE TO ICC-ESRAND MANUFACTURERS INSTRUCTIONS NO REINFORCING BARS SHALL BE DAMAGED DURING INSTALLATION OF POST -INSTALLED ANCHORS. SPECIAL INSPECTION SHALL BE PER THE TESTS AND INSPECTIONS SECTION. ANCHOR TYPE, DIAMETER AND EMBEDMENT SHALL BE AS INDICATED 00 DRAWINGS. 1. SCREW ANCHORS: THE FOLLOWING SCREW TYPE ANCHOR IS PRE -APPROVED FOR ANCHORAGE TO CONCRETE IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT: 0. SIMPSONIITEN HD'- ICCESR-2713 FOR ANCHORAGETOCONCRETE SOILS AND FOUNDATIONS REFERENCE STANDARDS: CONFORM TO IBC CHAPTER 18 "SOILS AND FOUNDATIONS.' DESIGN SOIL VALUES (ASSUMED): ALLOWABLE FOUNDATION BEARING PRESSURE PASSIVE LATERAL PRESSURE ACTIVE LATERAL PRESSURE (UNRESTRAINED) ACTIVE LATERAL PRESSURE (RESTRAINED) COEFFICIENT OF SLIDING FRICTION 1500 PSF - NATIVE UNDISTURBED 250 PSF/FT 35 PSF/FT 55 PSF/FT 0.35 A FOUNDATIONS AND FOOTINGS: FOUNDATIONS SHALL BEAR ON EITHER ON COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. FOOTING DEPTH' TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS APPROXIMATE AND SHALL BE. COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE. SLABS -ON -GRADE: ALL SLABS -ON -GRADE SHALL BEAR ON COMPACTED STRUCTURAL FILL OR COMPETENT NATIVE SOIL ALL MOISTURE SENSITIVE SLABS -ON -GRADE OR THOSE SUBJECT TO RECEIVE MOISTURE SENSITIVE COATINGS/COVERING SHALL BE PROVIDED WITH AN APPROPRIATE CAPILLARY BREAK AND VAPOR BARRIER/RETARDANT OVER THE SUBGRADE. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: CONFORM TO: (1) ACI 301-16 SPECIFICATIONS FOR STRUCTURAL CONCRETE-, (2) IBC CHAPTER 19-CONCRETE, (3) ACI 318-14/318R-14 (4) ACI117-10 FIELD REFER RACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15,'STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM REFERENCES? CONCRETE MIXTURES: CONFORM TO ACI 301 SECTION 4 "CONCRETE MIXTURES' AND IBC SECTION 1904. MATERIALS: CONFORM TO ACI 301 SECTION 4.2.1 "MATERIALS" FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES. SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SECTION 4.1.2. SUBMIT MIX DESIGNS FOR EACH MIX IN THE TABLE BELOW. SUBSTANTIATING STRENGTH RESULTS FROM PAST TESTS SHALL NOT BE OLDER THAN 12 MONTHS PER ACI 318 SECTION 5.3. TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Strength f'c (psi) Test Age (days) Maximum Aggregate Exposure Class Max W/C Ratio Air Content Notes (1 to 8Typical LINO) Footings 2500 28 1" - - - - Exterior Slabs on Grade & Sidewalks 2500 28 1" - 0.45 5% - Interior Slabs on Grade 2500 28 1" - 0.5 - - Stem Walls & Curbs 2500 28 1" - - - - Exterior Stem Walls & Curbs 2500 28 1" - 0.45 5% - TABLE OF MIX DESIGN REQUIREMENTS NOTES: (1) W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. MAXIMUM RATIOS ARE CONTROLLED BY STRENGTH NOTED IN THE TABLE OF MIX DESIGN REQUIREMENTS AND DURABILITY REQUIREMENTS GIVEN IN ACI 318 SECTION 4.3. (2) CEMENTITIOUS MATERIALS: a. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 318 SECTIONS 4.3.1 AND 4.4.2. MAXIMUM AMOUNT OF FLY ASH SHALL BE 25% OF TOTAL CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY SER. b. FOR CONCRETE USED IN ELEVATED FLOORS, MINIMUM CEMENTITIOUS-MATERIALS CONTENT SHALL CONFORM TO ACI 301 TABLE 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE SER FOR REVIEW AND ACCEPTANCE. c. CEMENTITIOUS MATERIALS SHALL CONFORM TO THE RELEVANT ASTM STANDARDS LISTED IN ACI 318 SECTION 3.2.1. (1) AIR CONTENT: CONFORM TO ACI 318 SECTION 4.4.1. MINIMUM STANDARDS FOR EXPOSURE CLASS ARE NOTED IN THE TABLE. IF FREEZING AND THAWING CLASS IS NOT NOTED, AIR CONTENT GIVEN IS THAT REQUIRED BY THE SER. CONCRETE SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. TOLERANCE IS t1-'' %. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. (2) AGGREGATES SHALL CONFORM TO ASTM C33. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT. (4) CHLORIDE CONTENT: CONFORM TO ACI 318 SECTION 4.3.1. NON- CHLORIDE ACCELERATOR: NON -CHLORIDE ACCELERATING ADMDRURE MAY BE USED IN CONCRETE PLACED AT AMBIENT TEMPERATURES BELOW 50°F T THE CONTRACTOR'S OPTION. (6 ACI 318, SECTION 4 EXPOSURE CLASSES SHALL BE ASSUMED TO BE FO, SO, P0, AND CO UNLESS DIFFERENT EXPOSURE CLASSES ARE LISTED IN THE TABLE OF IX DESIGN REQUIREMENTS THAT MODIFY THESE BASE REQUIREMENTS. SHRINKAGE LIMIT: CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL HAVE A SHRINKAGE LIMIT OF .035 % AT 28 DAYS MEASURED IN ACCORDANCE WITH ASTM C157. SUBMIT LABORATORY TEST RESULTS TO SER FOR APPROVAL PRIOR TO CONSTRUCTION. TYPE: ALL CONCRETE MIX FOR FOUNDATIONS SHALL BE TYPE I/II PORTLAND CEMENT. ORMWORK & RESHORING: CONFORM TO ACI 301 SECTION 2 "FORMWORK AND FORM ACCESSORIES.' REMOVAL OF FORMS SHALL CONFORM TO SECTION 2.3.2 CEPT STRENGTH INDICATED IN SECTION 2.3.2.5 SHALL BE 0.75 F C. RESHORING SHALL CONFORM TO SECTION 2.3.3. EASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SECTION 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SECTION 5. IN ADDITION, HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305.1-06 AND COLD WEATHER CONCRETING SHALL CONFORM TO ACI 306.1-90. CONCRETE CURING: PROVIDE CURING COMPOUNDS FOR CONCR4 I E AS FOLLOWS: )USE MEMBRANE CURING COMPOUNDS THAT ARE COMPATIBLE WITH AND WILL NOT AFFECT SURFACES TO BE COVERED WITH FINISH MATERIALS APPLIED DIRECTLY TO CONCRETE. 2) APPLY CURING COMPOUNDS AT A RATE EQUIVALENT TO THE RATE OF APPLICATION AT WHICH CURING COMPOUND WAS ORIGINALLY TESTED FOR IN ONFORMANCE TO THE REQUIREMENTS OF ASTM C 309-07 AND THE MANUFACTURER'S RECOMMENDATIONS. APPLY SPECIFIED CURING COMPOUND TO CONCRETE SLABS AS SOON AS FINAL FINISHING OPERATIONS ARE COMPLETE (WITHIN 2 HOURS AND AFTER SURFACE WATER SHEEN HAS DISAPPEARED). APPLY UNIFORMLY IN CONTINUOUS OPERATION BY POWER SPRAY OR ROLLER IN ACCORDANCE WITH MANUFACTURERS DIRECTIONS. RECOAT AREAS SUBJECTED TO HEAVY RAINFALL WITHIN 3 HOURS AFTER INITIAL APPLICATION. MAINTAIN CONTINUITY OF COATING AND REPAIR DAMAGE DURING CURING PERIOD. (4) USE CURING COMPOUND COMPATIBLE WITH AND APPLIED UNDER DIRECTION OF SYSTEM MANUFACTURER OF PROTECTIVE SEALER (5) APPLY TWO SEPARATE COATS WITH FIRST ALLOWED TO BECOME TACKY BEFORE APPLYING SECOND. DIRECTION OF SECOND APPLICATION SHALL BE AT RIGHT ANGLES TO DIRECTION OF FIRST. CONCRETE SEALER: CONCRETE SILANE SEALER CONTAINING 40% SOLIDS SHALL BE APPLIED TO THE TOP SURFACE OF ELEVATED SLABS EXPOSED TO WEATHER AND THE TOP SURFACE OF ELEVATED SLABS USED FOR PARKING RAMPS AND PARKING DECKS AND EXTENDED UP VERTICAL SURFACES TWENTY-FOUR (24) INCHES. CONSTRUCTION JOINTS: CONFORM TO ACI 301 SECTIONS. 22.2.5, 5.2.2.1 AND 5.3.2.6. CONSTRUCTION JOINTS SHALL BE LOCATED AND DETAILED AS ON THE CONSTRUCTION DRAWINGS. SUBMIT ALTERNATE LOCATIONS PER ACI 301 SECTION 5.1.2.3A FOR REVIEW AND APPROVAL BY THE SER TWO WEEKS MINIMUM PRIOR TO FORMING. USE OF AN ACCEPTABLE ADHESIVE, SURFACE RETARDANT, PORTLAND CEMENT GROUT OR ROUGHENING THE SURFACE IS NOT REQUIRED UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. EMBEDDED ITEMS: POSITION AND SECURE IN PLACE EXPANSION JOINT MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NONSTRUCTURAL EMBEDDED ITEMS BEFORE PLACING CONCRETE. CONTRACTOR SHALL REFER TO MECHANICAL, ELECTRICAL, PLUMBING AND ARCHITECTURAL DRAWINGS AND COORDINATE OTHER EMBEDDED ITEMS. SHRINKAGE: CONVENTIONAL AND POST -TENSIONED CONCRETE SLABS WILL CONTINUE TO SHRINK AFTER INITIAL PLACEMENT AND STRESSING OF CONCRETE. CONTRACTOR AND SUBCONTRACTOR SHALL COORDINATE JOINTING AND INTERIOR MATERIAL FINISHES TO PROVIDE ADEQUATE TOLERANCE FOR EXPECTED STRUCTURAL FRAME SHRINKAGE AND SHALL INCLUDE, BUT NOT BE LIMITED TO: CURTAIN WALL, DRYVIT, STOREFRONT, SKYLIGHT, FLOOR FINISH, AND CEILING SUPPLIERS. CONTACT ENGINEER FOR EXPECTED RANGE OF SHRINKAGE. FLOOR FINISHES: THE CONTRACTOR MUST PROVIDE AND CORRECTLY INSTALL AN ISOLATION MEMBRANE AND PROPERLY DETAILED EXPANSION JOINTS TO HELP MINIMIZE CRACKING OF FINISHES WITH CEMENTITIOUS SETTING BEDS OR FINISH PROPERTIES (TILE, STONE, TERRAZZO, CONCRETE TOPPING, ETC). THE EXPANSION JOINTS SHALL BE SIZED FOR AN EXPECTED SHORTENING MOVEMENT OF 0.01 INCHES PER FOOT. STRENGTH TESTING AND ACCEPTANCE: TESTING: OBTAIN SAMPLES AND CONDUCT TESTS IN ACCORDANCE WITH ACI 301 SECTION 1.6.4.2. ADDITIONAL SAMPLES MAY BE REQUIRED TO OBTAIN CONCRETE STRENGTHS AT ALTERNATE INTERVALS THAN SHOWN BELOW. • CURE 4 CYLINDERS FOR 28-DAY TEST AGE. TEST 1 CYLINDER AT 7 DAYS, TEST 2 CYLINDERS AT 28 DAYS, AND HOLD 1 CYLINDER IN RESERVE FOR USE AS THE ENGINEER DIRECTS. AFTER 56 DAYS, UNLESS NOTIFIED BY THE ENGINEER TO THE CONTRARY, THE RESERVE CYLINDER MAY BE DISCARDED WITHOUT BEING TESTED FOR SPECIMENS MEETING 28-DAY STRENGTH REQUIREMENTS. ACCEPTANCE. STRENGTH IS SATISFACTORY WHEN: (1) THE AVERAGES OF ALL SETS OF 3 CONSECUTIVE TESTS EQUAL OR EXCEED THE SPECIFIED STRENGTH. (2) NO INDIVIDUAL TEST FALLS BELOW THE SPECIFIED STRENGTH BY MORE THAN 500 P51. A 'TEST- FOR ACCEPTANCE IS THE AVERAGE STRENGTH OF TWO 6 BY 12 IN. CYLINDERS OR THREE 4 BY 8 IN. CYLINDERS TESTED AT THE SPECIFIED TEST AGE. CONCRETE PLACEMENT TOLERANCE: CONFORM TO Acl 117-10 FOR CONCRETE PLACEMENT TOLERANCE. CONCRETE. REINFORCEMENT EFERENCE STANDARDS: CONFORM TO: ACI 301-16 'STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE', SECTION 3 "REINFORCEMENT AND REINFORCEMENT SUPPORTS.' ACI SP-66-04 'ACI DETAILING MANUAL' INCLUDING ACI 315-99 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT.' (3 CRSI MSP-09, 28TH EDITION, "MANUAL OF STANDARD PRACTICE." (-. ANSVAWS D1'A 'STRUCTURAL WELDING CODE - REINFORCING STEEL." IBC CHAPTER 19-CONCRETE. ACI 318-14. ACI 117-10 7) SUBMITTALS: CONFORM TO ACI 301 SECTION 3.1.1 °SUBMITTALS, DATA AND DRAWINGS.' SUBMIT PLACING DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS FOR PLACEMENT OF REINFORCEMENT AND REINFORCEMENT SUPPORTS. MATERIALS: REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS. WELDABLE REINFORCING BARS ASTM A706, GRADE 60, DEFORMED BARS. SMOOTH WELDED WIRE FABRIC ASTM A185 DEFORMED WELDED WIRE FABRIC ASTM A497 BAR SUPPORTS CRSI MSP-09, CHAPTER 3 'BAR SUPPORTS.' TIE WIRE 16 GAGE OR HEAVIER, BLACK ANNEALED. HEADED DEFORMED BARS ASTM A970 FABRICATION: CONFORM TO ACI 301, SECTION 3.22. 'FABRICATION', AND ACI SP-66 "ACI DETAILING MANUAL.' WELDING: BARS SHALL NOT BE WELDED UNLESS AUTHORIZED. WHEN AUTHORIZED, CONFORM TO ACI 301, SECTION 3.2.2.2. 'WELDING' AND PROVIDE ASTM A706, GRADE 60 REINFORCEMENT. PLACING: CONFORM TO ACI 301, SECTION 3.3.2 "PLACEMENT.' PLACING TOLERANCES SHALL CONFORM TO ACI 117. CAST -IN -PLACE CONCRETE COVER AND REINFORCING PROTECTION: CONFORM TO THE FOLLOWING COVER AND CORROSION PROTECTION REQUIREMENTS UNLESS NOTED OTHERWISE IN THE DRAWINGS: REINFORCEMENT LOCATION MINIMUM COVER REBAR PROTECTION FOOTING BOTTOM REINFORCING FOOTING TOP REINFORCING SLAB -ON -GRADE REINFORCING 3"UNCOATED 2'UNCOATED 2' FROM TOPUNCOATED SPLICES: CONFORM TO ACI 301, SECTION 3.32.7, 'SPLICES'. REFER TO 'TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE" FOR TYPICAL REINFORCEMENT SPLICES. REFER TO "COLUMN VERTICAL REINFORCING NG SPLICE SCHEDULE" AND SHEAR WALL REINFORCING SPLICE SCHEDULE" HEDULE" FOR THOSE SPECIFIC ELEMENTS. SPLICES INDICATED ON INDIVIDUAL SHEETS SHALL CONTROL OVER THE SCHEDULE. MECHANICAL CONNECTIONS MAY BE USED WHEN APPROVED BY THE SER. FOR REINFORCING WITHIN THE LATERAL SYSTEM AND REINFORCING CONNECTING THE DIAPHRAGM SLAB TO THE LATERAL SYSTEM, MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICES BAR. FIELD BENDING: CONFORM TO ACI 301 SECTION 3.3.2.8. "FIELD BENDING OR STRAIGHTENING' BAR SIZES #3 THROUGH #5 MAY BE FIELD BENT COLD THE FIRST TIME. OTHER BARS REQUIRE PREHEATING. DO NOT TWIST BARS. BARS SHALL NOT BE BENT PAST 45 DEGREES. STRUCTURAL STEEL DESIGN STANDARDS: STRU - ,- •' ' S DE . IGNED IN ACCORDANCE WITH AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) SPECIFICATIONS. REFERENCE STANDARDS: CONFORM TO: 1) IBC CHAPTER 22'STEEL' 2) AISC - MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION - 3) ANSI/AISC 303-05 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES, HEREAFTER REFERENCED AS AISC 303 4) ANSVAISC 360-10 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, HEREAFTER REFERENCED AS AISC 360 5)AISC348-14/RCSC - SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, PREPARED BY 'RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC), HEREAFTER REFERENCED AS RCSC 6) AWS D1.1 -15 - STRUCTURAL WELDING CODE - STEEL, HEREAFTER REFERENCED AS AWS D1.1 SUBMI 4 S. (1) SHOP DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH AISC 360 SECTION M.1 AND AISC 303 SECTION 4. MATERIALS: WIDE FLANGE (W), TEE (OUT) SHAPES ASTM A992 FY = 50 KSI STRUCTURAL (S), (M) & (HP) SHAPES ASTM A36, FY = 36 KSI CHANNEL (C) & ANGLE (L) SHAPES ASTM A36, FY = 36 K51 STRUCTURAL BARS & PLATES (PL) ASTM A36, FY = 36 KSI STRUCTURAL BARS & PLATES (PL) PART OF THE SLRS ASTM A572, FY = 50KSI HOLLOW STRUCTURAL SECTION - SQUARE/RECT (HSS) ASTM A500, GRADE B FY = 46 KSI HIGH -STRENGTH BOLTS ASTM A325, TYPE 1, PLAIN, GALVANIZED AT EXTERIOR NUTS ASTM A563 WASHERS (FLAT OR BEVELED) ASTM F436-REQUIRED @ SL01 I ED & OVERSIZE HOLES. ANCHOR RODS (ANCHOR BOLTS) ASTM F1554, GR. 36 WELDED HEADED STUDS (WHS) 3/4' OR 7/8' ASTM A108 - NELSON/TRW S3L OR EQUAL WELDED HEADED STUDS (WHS) 1/2' OR 5/8" ASTM A108 - NELSON/TRW H4L OR EQUAL DOWEL BAR ANCHORS ASTM A496 - NELSON/TRW D2L OR EQUAL WELDING ELECTRODES E70XX, E71TXX UNLESS NOTED OTHERWISE WITH A MINIMUM TOUGHNESS OF 20 FT-LBS AT 40 DEGREES FAHRENHEIT. ERECTION: 1) CONFORM TO AISC 303, SECTION 7'ERECTION', SECTION 8 'QUALITY ASSURANCE.' AND AISC 360, SECTION M4. 2)STEEL WORK SHALL BE CARRIED UP TRUE AND PLUMB WITHIN THE LIMITS DEFINED IN AISC 303 SECTION 7.13. 3) STRUCTURAL WELDING TO CONFORM TO THE AWS D1. WOOD FRAMING REFERENCE STANDARDS: CONFORM TO: (1) IBC CHAPTER 23 "WOOD" (2) NDS - "2015 NATIONAL DESIGN SPECIFICATION (NOS) FOR WOOD CONSTRUCTION" (3) APA PDS-97 PLYWOOD DESIGN SPECIFICATION (REVISED 1998) (4) ANSUTPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION" (5) SCSI "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATED CONNECTED WOOD TRUSSES' (6) TPl DSB 'RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" } APA REPORT TT-045B 'MINIMU NAIL P ETRATIO FOR W •0 STR • TURAL PANEL CONNECTIONS SUBJECT TO • ' SUBMITTALS: SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE MEMBER SIZE, SPACING, CAMBER, MATERIAL TYPE, GRADE, SHOP AND FIELD ASSEMBLY DETAILS AND CONNECTIONS, TYPES AND LOCATION OF BOLTS AND OTHER FASTENERS. SUPPLY SHOP DRAWINGS FOR THE FOLLOWING: (1) GLUED LAMINATED MEMBERS DEFERRED SUBMITTALS: SUBMIT PRODUCT DATA AND PROOF OF ICB0 APPROVAL FOR FRAMING MEMBERS AND FASTENERS THAT HAVE BEEN DESIGNED BY OTHERS. SUBMIT CALCULATIONS PREPARED BY THE SSE IN THE STATE OF WASHINGTON FOR ALL MEMBERS AND CONNECTIONS DESIGNED BY OTHERS ALONG WITH SHOP DRAWINGS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS AND WEB STIFFENERS SHALL BE DETAILED AND FURNISHED BY THE SUPPLIER. TEMPORARY AND PERMANENT BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S SPECIFICATIONS. DEFLECTION LIMITS SHALL BE AS NOTED UNDER DESIGN LOADS SECTION. PRODUCTS INCLUDED ARE: • SOLID WEB WOOD JOISTS (I -JOISTS) IDENTIFICATION: ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. MATERIALS: • SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB OR NLGA AND TABLE BELOW. FINGER JOINTED STUDS ACCEPTABLE AT INTERIOR WALLS ONLY. UNLESS NOTED ON PLANS AND DETAILS, THE MINIMUM SPECIES AND GRADE FOR FRAMING MEMBERS SHALL BE AS FOLLOWS: TABLE of SOLID SAWN LUMBER Member Use Size Light Framing/Studs 2x4 Species DFL Grade Stud Light Framing/Studs Light Framing/Posts Joists & Planks Beams & Stringers 2x6 4x4, 4x6, 4x8 2x6 - 2x12 6x8 - 6x1 2 DFL DFL DFL DFL No.2 No.2 No. 2 No. 1 Posts & Timbers 6x6 DFL No. 1 Posts & Timbers 8x8 DFL No. 1 • GLUED LAMINATED TIMBER: CONFORM TO ARC 117-2004 'STANDARD SPECIFICATIONS FOR STRUCTURAL GLUE -LAMINATED TIMBER OF SOFTWOOD SPECIES, MANUFACTURING AND DESIGN° AND ANSI/AITC A190.1 "STRUCTURAL GLUED LAMINATED TIMBER.' CAMBER ALL GLUED LAMINATED BEAMS, EXCEPT CANTILEVERED AND CONTINUOUS BEAMS, TO 3000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. TABLE of GLULAM and GRADE Member Sizes Species Comb. Symbol Uses Beams All DF/DF 24F-V4 Simple Spans Beams All DF/DF 24F-V8 Continuous or with Cantilever Spans Columns All DF L2 Post, Truss Member R• GLUED LAMINATED TIMBER: PRESERVATIVE TREATMENT - fTREATED AFTER GLUING): GLUED LAMINATED TIMBER REQUIRING PRESERVATIVE TREATMENT SHALL BE IN ACCORDANCE WITH AWPA STANDARD U1 AND T7 RETENTIONS SHALL BE: UC1: INTERIOR CONSTRUCTION, ABOVE GROUND, DRY -INTERIOR CONSTRUCTION AND FURNISHINGS UC2: INTERIOR CONSTRUCTION, ABOVE GROUND, DAMP -INTERIOR CONSTRUCTION. UC3B: EXTERIOR CONSTRUCTION, ABOVE GROUND, UNCOATED OR POOR WATER RUN -OFF -DECKING, DECK JOISTS, RAILINGS, FENCE PICKETS, UNCOATED MILLWORK UC4k GROUND CONTACT OR FRESH WATER, NON -CRITICAL COMPONENTS -FENCE, DECK AND GUARDRAIL POSTS, CROSSTIE AND UTILITY POLES. • METAL PLATE CONNECTED WOOD ROOF TRUSSES: CONFORM TO IBC SECTION 2303.4. TRUSS SUPPLIER TO PROVIDE DESIGN AND MATERIALS FOR ALL PERMANENT TRUSS BRACING. • WOOD STRUCTURAL SHEATHING (PLYWOOD): WOOD APA-RATED STRUCTURAL SHEATHING INCLUDES: ALL VENEER PLYWOOD, ORIENTED STRAND BOARD, WAFERBOARD, PARTICLEBOARD, T1-11 SIDING, AND COMPOSITES OF VENEER AND WOOD BASED MATERIAL WITH T&G JOINT. ARCHITECT MAY DISALLOW DSB. CONFIRM WITH ARCHITECT. CONFORM TO 'CONSTRUCTION AND INDUSTRIAL PLYWOOD' BASED ON PRODUCT STANDARD PS 1-07 BY THE U.S. DEPT. OF COMMERCE, AND 'PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS° BASED ON PRODUCT STANDARD PS 2-04 BY THE U.S. DEPT. OF COMMERCE AND 'PLYWOOD DESIGN SPECIFICATION (REVISED 1998)' BASED ON APA PDS-97 BY THE AMERICAN PLYWOOD ASSOCIATION. UNLESS NOTED OTHERWISE, SHEATHING SHALL COMPLY WITH THE FOLLOWING TABLE: TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating Location Thickness Span Rating Plywood Grade Exposure Roof 19/32" 32/16 C-D 1 Floor 23/32" T&G 24 OC STURD-I-FLOOR 1 Walls 15/32" 32/16 C-D 1 • TIMBER CONNECTORS: SHALL BE' STRONG TIE" BY SIMPSON COMPANY AS SPECIFIED IN THEIR LATEST CATALOG. ALTERNATE CONNECTORS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER LOAD CAPACITIES AND ARE REVIEWED AND APPROVED BY THE SER PRIOR TO ORDERING. CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. WHERE STRAPS ARE USED AS HOLD-DOWNS, NAIL STRAPS TO WOOD FRAMING JUST PRIOR TO DRYWALL APPLICATION, AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO ALLOW THE WOOD. TO SHRINK AND THE BUILDING TO SETTLE. PREMATURE NAILING OF THE STRAP MAY LEAD TO STRAP BUCKLING AND POTENTIAL FINISH DAMAGE. WHERE CONNECTORS ARE IN EXPOSED EXTERIOR APPLICATIONS IN CONTACT WITH PRESERVATIVE TREATED WOOD (PT) OTHER THAN CCA, CONNECTORS SHALL BE EITHER BATCH HOT -DIPPED GALVANIZED (HOG), MECHANICALLY GALVANIZED (ASTM B695, CLASS 40 OR GREATER) STAINLESS STEEL, OR PROVIDED WITH 1.85 OZ/SF OF ZINC GALVANIZING EQUAL TO OR BETTER THAN SIMPSON ZMAX FINISH. • FASTENERS (NAILS, BOLTS, SCREWS, ETC) ATTACHING TIMBER CONNECTORS (JOIST HANGERS, POST CAPS AND BASES, ETC) TO PT WOOD SHALL HAVE SIMILAR CORROSION RESISTANCE PROPERTIES (MATCHING PROTECTIVE TREATMENTS) AS THE PROTECTED CONNECTOR. FASTENERS (NAILS, BOLTS, SCREWS, ETC) ATTACHING SAWN TIMBER MEMBERS OR SHEATHING (SHEAR WALLS) TO PT WOOD BE CORROSION RESISTANT; NAILS AND LAG BOLTS SHALL BE EITHER HDG (ASTM A153) OR STAINLESS STEEL. VERIFY THE SUITABILITY OF THE FASTENER PROTECTION/COATING WITH THE WOOD TREATMENT CHEMICAL MAN U FACTU RER/SUPPLIER. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL NAILS 12D AND SMALLER SHALL BE FULL LENGTH COMMON UNLESS NOTED OTHERWISE. 16D NAILS MAY BE 16D SINKERS UNLESS NOTED OTHERWISE. NAIL STRAPS TO WOOD FRAMING AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO ALLOW THE WOOD TO SHRINK AND THE BUILDING TO SETTLE. PREMATURE NAILING OF THE STRAP MAY LEAD TO STRAP BUCKLING AND POTENTIAL FINISH DAMAGE. 4AND FASTENERS.' UNLESS NOTED ON PLANS,NAIL PER TABLE 2304.9.1. UNLESS NOTED CONFORM T IBC SECTION 230 .9 CONNECTIONS N U S • FASTENERS:0 BE USED BUT ARE SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. OTHERWISE ALL NAILS SHALL BE COMMON. ALTERNATE NAILS MAY SUBSTITUTION OF STAPLES FOR THE NAILING OF RATED SHEATHING IS SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. • LAG BOLTS/BOLTS: CONFORM TO ASTM A307 AND IBC SECTION 2304.9. • ENGINEERED WOOD PRODUCTS (TRUSJOIST): THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY TRUSJOIST AND WERE USED FOR THE DESIGN AS SHOWN ON THE PLANS. ALTERNATE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER LOAD AND STIFFNESS PROPERTIES AND ARE REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER a. TAPERED AND PARALLEL CHORD IJOISTS (DEFERRED SUBMITTAL): CONFORM TO ICC REPORT NO. ESR-1153, THE OPEN WEB WOOD TRUSSES: CONFORM TO NES REPORT NO. ICC REPORT NO. ESR•1774. THE MANUFACTURER SHALL DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. TRUSSES SHALL HAVE WOOD CHORDS AND EITHER WOOD OR METAL WEBS. NAILING REQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1. "FASTENING SCHEDULE EXCEPT AS NOTED ON THE DRAWINGS. NAILING FOR ROOF/FLOOR DIAPHRAGMS/SHEAR WALLS SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING. STANDARD LIGHT -FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL CONFORM TO IBC SECTION 2308 'CONVENTIONAL LIGHT -FRAME CONSTRUCTION.' NAILERS ON STEEL COLUMNS AND BEAMS: WOOD 3X (OR (2) 2X) NAILERS ARE GENERALLY REQUIRED ON ALL HSS COLUMNS AND STEEL BEAMS ABUTTING OR EMBEDDED WITHIN WOOD FRAMING. UNLESS NOTED OTHERWISE, ATTACH WITH 5/8" DIAMETER BOLTS OR WELDED STUDS AT 16" ON CENTERS. WOOD NAILERS ON BEAMS SUPPORTING JOIST HANGERS SHALL NOT OVERHANG THE BEAM FLANGE BY MORE THAN W. MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE CONTENT OF 19% EXCEPT FOR THE PRESSURE -TREATED WOOD SILL PLATE. REFER TO TESTING & INSPECTIONS FOR THE VERIFICATION OF THESE LIMITS. THE MAXIMUM MOISTURE CONTENT REQUIRED MAY BE LESS THAN 19% WHEN BASED ON A PARTICULAR CLADDING/INSULATION SYSTEM. REFER TO THE ARCHITECTS DRAWINGS, AND PROJECT SPECIFICATIONS, OR WITH CLADDING INSTALLER FOR MAXIMUM RECOMMENDED MOISTURE CONTENT. CLADDING COMPATIBILTY: THE ARCHITECT/OWNER SHALL REVIEW THE CLADDING AND INSULATION SYSTEMS PROPOSED FOR THE PROJECT WITH RESPECT TO THEIR PERFORMANCE OVER WOOD STUDS WITH MOISTURE CONTENTS GREATER THAN 19%. EIFS SYSTEMS SHOULD BE AVOIDED ON WOOD -FRAMED PROJECTS DUE TO PROBLEMS WITH MOISTURE PROOFING. PRESERVATIVE TREATMENT (PT): WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD° IN ACCORDANCE WITH IBC SECTION 2364.11. 'DECAY AND TERMITE PROTECTION° SHALL CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD -PRESERVERS ASSOCIATION (AWPA) FOR SAWN LUMBER, GLUED LAMINATED TIMBER ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW AMERICAN LUMBER STANDARDS COMMITTEE (ALSO) QUALITY ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE MARK FASTENERS OR ANCHORS IN TREATED WOOD SHALL BE OF STAINLESS STEEL OR HOT -DIPPED GALVANIZED OR AS PER. IBC 2304.9.5. MUD SILL PLATES IN NORMALLY DRY INTERIOR APPLICATIONS MAY BE TREATED WITH SODIUM BORATE (DOT - DISODIUM OCTABORATE TETRAHYDRATE) AS RECENT STUDIES HAVE NOTED LESS CONNECTOR CORROSION POTENTIAL THAN OTHER AVAILABLE WOOD TREATMENTS OR THE ORIGINAL CCA TREATED SILL PLATES. WOOD TREATED WITH SODIUM BORATE SHALL BE PROTECTED DURING SHIPMENT, STORAGE AND INSTALLATION TO MINIMIZE LEACHING OF THE WATER-SOLUBLE PRESERVATIVE FROM THE LUMBER. SODIUM BORATE PRESSURE TREATED PLATES DO NOT REQUIRE HOT -DIPPED GALVANIZED CONNECTORS. IF USING SILL PLATES OTHER THAN CCA OR SODIUM BORATE, FASTENERS MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. FASTENERS (NAILS. BOLTS, SCREWS, WASHERS & LAG SCREWS) ATTACHING TIMBER CONNECTORS (JOIST HANGERS, POST CAPS AND BASES, ETC) TO PT WOOD SHALL HAVE SIMILAR CORROSION RESISTANCE PROPERTIES (MATCHING PROTECTIVE TREATMENTS) AS THE PROTECTED CONNECTOR; THAT IS, USE HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. FASTENERS (NAILS, BOLTS, SCREWS, WASHERS & LAG SCREWS) ATTACHING SAWN TIMBER MEMBERS OR SHEATHING (SHEAR WALLS) TO PRESSURE TREATED WOOD BE CORROSION RESISTANT (HOT DIPPED GALVANIZED OR STAINLESS STEEL. ALWAYS VERIFY THE SUITABILITY OF THE FASTENER PROTECTION/COATING WITH THE W000 TREATMENT CHEMICAL MANUFACTURER/SUPPLIER. architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS PLAN CHECK COMMENTS JANUARY 29, 2018 REVIEWED This tan was reviewed for general conformance with the following,. P as amended by the jurisdiction: $,Stuctural Provisions of the International Building Code 0 Non -Structural Provisions of the international Building Code 0 O111ers. is responsible for conformance withall The project applicant M , lruwl. and permit rued ments subject applicable codes. requirements conditions of :,A governing ausublcct to the rB0V " does not l relies,: the AreHiteClvad Gw`BCCFS of Record This t review d 1 rla of de e oVeTnin7S trio i ion complete Slob of Washington. dance otitucv oYcinim,--,IurisdiCliOn Iwithttri the taus oftheOP TOlt..UA7 LA Jurisdiction _,_,3 3 By . SOP-AlOh Date REID MIDDLIJON, INC. Code Review Consultant PERMIT SET plEMEINE MAR 13 2016 REI MIDDLETON, INC. iECELVED MAR 0 3 2Q3 REID MIDDLET N,IIC. REVIEWED FOR CODE COMPLIANCE APPROVED LIAR 16 2018 City of Tukwila BUILDING DIVISION building remodel for: loomis US 15450 nelson place tukwila, wa 98188 structural general notes SHS NO. DATE 1718 01-04-18 DRAWN RENEWED (5 2018 south henry studios C.9 101 ,„- C.9 t FT., (11 i1_ICJ (11OA /1108 (2) 2x10 HDR, TYP UNO 2)(12--FL #2 OC 2x6 DFL #2 STUDS © 24" OC, TYP 2x12 # 2 DFL © 16" OC 1111Br♦11111111=•1111111111111111111111111111111M11111111111111111111111111111 LLF -/717A FOUNDATION PLAN NOTES: 1. VERIFY LOCATIONS OF NEW AND EXISTING COLUMNS, WALLS, OPENINGS, ETC. 2.DESIGN SOIL BEARING PRESSURE OF 1500 PSF BIASED ON IBC 2012 TABLE 1806.2. 3.ALL INTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 12 INCHES BELOW TOP OF SLAB. 4.ALL FOOTINGS AND SLABS SHALL BEAR ON COMI ETANT NATIVE SOIL. 5.PROVIDE PRESSURE TREATED WOOD AT ALL LOCATIONS WHERE IN CONTACT WITH CONCRETE, WITHIN 8" OF EXPOSED GRADE, OR NOT OTHERWIS WEATHERPROOFED. 1 6.FOUNDATIONS SHALL BE AS FOLLOWS: FOOTING SCHEDEULE TYPE SIZE REINFORCING NOTES F4.0 4'x4'x12" (4) #5 EW BOT F6.0 6'x6'x12" (6) #5 EW BOT 7.HOLD DOWNS ARE SHOWN ON PLAN. PROVIDE SIMPSON HOLD DOWNS AS SHOWN ALONG WITH DOUBLE STUD FOR ATTACHMENT. THICKEN FOOTINGS TO 18" DEEP AS REQUIRED FOR ANCHOR BOLT INSTALLATI 2x6 DFL #2 STUDS ©16" OC, TYP © ELEVATOR WALLS J L 30"WX12"D STRIP FOOTING WITH (3) #5 CONT BOTTOM AND #5 ©12" OC TRANSVERSE THIS LOCATION ONLY L TYPICAL STRIP FOOTING BELOW BEARING/SHEAR WALLS TO BE 18"WX12" D WITH (2) #5 CONT BOTTOM AND #5 ©12" OC 2x6 DFL #2 STUDS © 24" OC, TYP HDU4-SDS2.5 H DU 4-SDS2.5 L foundation 1/8" = 1'-0" 1. VERIFY LOCATIONS OF NEW AND EXISTING COLUMNS, WALLS, OPENINGS, ETC. VERIFY ALL WALL, FLOOR, LAND ROOF ELEVATIONS WITH ARCHITECTS DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 2. ALL JOIST HANGERS SHALL BE SIMPSON TOP FL1ANGE BEARING JB OR HIT TYPE. 3. ALL HEADERS SHALL BE MINIMUM (2) 2X12 FORSPANS UP TO 3 FEET AND MINIMUM 5 1/8 X 12 GLUL FOR SPANS UP TO 6 FEET, UNLESS INDICATED OTHER SE. ALL HEADERS AND BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMER AND (1) KING STUD. REFERENCE THE PLNS FOR ADDITIONAL TRIMMERS WHERE REQUIRED. TRIMMER STUDS SHALL BE CONTINUOUS TO THE FOUNDATION. 1 4. ALL STUD WALLS SHALL BE CONSTRUCTED AS WOOD SHEARWALLS SW6, SEE SHEAR WALL SCHEDULE. A PER DETAIL 11 /S401. 5. PROVIDE JOIST BRIDGING PER MANUFACTURERS 6. FLOOR SHEATHING SHALL BE AS FOLLOWS: EDGE NAILING REQUIREMENTS FOR ALL ENGINEERED JOISTS AND TRUSSES. FLOOR SHEATHING o.i43 x325"@LIP OC FIELD NAILING 0.143 x3.25"@12"OC SPAN RATING NOTES 1. ALL SHEATHING SHALL BE APA-FATED. 2. LAY SHEATHING W. FACE GRAIN PERPENDICULAR TO SUPPORTS. 3. STAGGER ALL SHEATHING PANEL END JOINTS 3, PROVIDE 3J3" GAP BETWEEN PANEL ENDS AND EDGES 2x6 DFL #2 STUDS ©16" OC, TYP © ELEVATOR WALLS KDKD WOOD SHEARWALLS THAT TERMINATE AT STUD WALLS HALL BE CONNECTED I 1 1 I I I 1-1-1 1-11 - -r-1 SIMPS AT TO JOIST. ONTO SIMPS AT TO BLOCK! MIN. 2 TO TO 18.-6Xa" 14'-9" SEE DETAIL 9/S401 FOR ALL FOOTINGS TYP UNO HDU2-SDS2.5 __J F6.0 HSS 6X64" COLUMNS WITH g TEEL BASE PLATE AND WELDED BEAM HANGER SEE DETAAIL 2/S401 TYP 2x6 PFL #2 STUDS T OC, TYP 14/S401 TYPICAL 8. STRUCTURAL WALL STUD SIZES ARE AS FOLLOWS. ALL FRAMING SHALL 8E DOUG-FIR-LARCH: STRUCTURAL WALL STUD SIZES Wall Stud Size Spacing Grade Interior Bearing 2x6 24" OC no 2 Exterior 2x6. 24" OC no 2 (2) 2x10 1)101 `I 11E1 I N CMSTC14 STRAP PLATE TO DRAG MIN 24" LAP LENGTH OP PLATE N CMSTC14 STRAP PLATE TO DBL 2X6 G BETWEEN EA JOIST. " LAP LENGTH ON PLATE OF SHEAR WALL DRAG JOIST WITH 4,000# CAPACITY t F-f-1--Y-I-1--t-t-1--h-I-1-= I -0)" MA MA 11 1 I 1 I I I I JOISTS © 644x22 5, 1 I_ 1 1 1 1 1I F6.0 I I I I I I I I I I I I I I I I I I I MD 13/S401 TYPICAL I I I I I I I I 18.-6Xz" 3'-0" I (2x1 T P UN 1-1-1^-i�t-t 01T C 1 TC/14 TP TQP PLATE TO 43L 12)16 CIfINQ DE)WTE1II A IJQIST. . 24'I LAP' LENGT ON I I TOP IPIIATE DOI EAR I WALL 1 1 1 1 1 ,1 1 I I -1-1--I- DTT2Z GRADE BEAM BELOW SHEAR WALL PER 13/S401 E DETAL 12/S401 OR OPENING HEADER TNEW OPENING HDU2-SDS2.5 -IF4.0 (2) 2x12 DFL I\I 1 1 1 1 1 1 1 1 I 1 I 1 I F 1 F I_LI I 1 I I DTT2Z 10 (2) 2x12 DFL #2 © 16" OC architecture studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 MAR 0 8 2w REVIEWED FOR CODE COMPLIANCE APPROVED MAR 11 2 3l City of Tukwila BUILDING DI building remodel for: loomis US 5450 nelson place tukwila, wa 98188 structural plans mezzanine framing plan 1/8" = 1,-0" SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED pah CC 2018 south henry studios JOISTS PER PLAN DIAPHRAGM EDGE NAIUNG SHEATHING PER PLAN 0 /16 6 V3/ 6 eAkii ,AueriiiAyreeneei *Amu ..-mootil.en.n '4,,,twommom041o4Ao EXISTING ROOF AND WALL CONSTRUCTION SHOWN SHADED FOR CLARITY EXISTING 6X18 PURLIN 3X3X25" X3" ANGLE EACH SIDE OF HSS WITH .625"X4" LAG SCREW INTO PURLIN 3X3X.25" X3" ANGLE @ 4-0" OC MAX. WITH .5" DIA TITEN ANCHORS EMBEDDED INTO EXISTING WALL 3.25" HSS 8X2X.25° EACH SIDE OF NEW DOOR OPENING. MAX WIDTH 3'-6" EXISTING 5.5" TILT UP WALL SAW CUT NEW OPENING INTO TILT -UP WALL PROVIDE 5X5X.375" HEADER WELDED TO HSS STRONG BACKS 3X3X25" X3° ANGLE @ 4'-0" OC MAX WITH IN .5' DIA TITEN ANCHORS EMBEDDED INTO EXISTING SLAB 3.25" STRONG BACK FRAMING SCALE: 3/4" = 1.-0" 1'- 0" 1111 11 II EW001 ANCHOR BOLTS PER DETAIL 1 /5401 12"x18" CONT. GRADE BEAM WITH (2) #6 TOP AND BOT PROVIDE #3 TIES AT 6" WITHIN 4 FEET OF EACH NEW FOOTING (2) SETS OF #4 VERTS WITH STANDARD HOOK INTO EACH NEW FOOTING SPACED 18" APART PAD & GRADE BEAM AT SOUTH WALL SCALE: 3/4" = 1'-0" III I I I III I MIMI EW008 ANCHOR BOLTS PER DETAIL 1 /S401 (2) 2" RIGID FOAM BENEATH GRADE BEAM AT ALL LOCATION ABOVE EXISTING FOOTINGS GRADE BEAM AT EXISTING FOOTINGS SCALE: 3/4' = 1.-0" EWOOB (4)3/4'0 TITEN BOLTS W/ 8° EMBED SOG REF PLAN BP THICKNESS PER COL SCHED 1.5" 3" BASE PLATE 5M" GRID COL & FTG HSS COLUMN PER PLAN 1' NON -SHRINK GROUT COLUMN BASE DETAIL SCALE: 1/2"=1.-0" 4'-0" MIN SPLICE r NOTE: FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY. DBL TOP PLATE (2) ROWS 0.148k3" NAILS (16 TOTAL) STAGGERED (WITHIN AREA OF SPLICE) @ 6"0C PLATE SPLICE TO OCCUR OVER STUDS, TYP STUD WALL PER PLAN OR SCHED TYPICAL LAP SPLICE DETAIL SCALE: 3/4" = 1'-0" CONT STUD WALL WHERE OCCURS 1V1 IA1 — HD STRAP PER PLAN WHERE OCCURS STUD WALL & SHTG PER PLAN OR SW SCHED EDGE NAILING FULL HEIGHT OF STUD PER SW SCHED ADDL STUD WHERE (2) ROWS OF NAILS REQD, #10 @ 6" OC #10 @ 6' OC (ALTERNATE: #10 @ 6' OC TOE NAILED) HD ANCHOR PER PLAN WHERE OCCURS PLATE NAILING PER PLAN OR SW SCHED IF008 PLAN AT INTERSECTING SHEAR WALLS SCALE: 3/4" = r-0" SW 0 01 FULL DEPTH BLKG BETWEEN JOISTS 10d TOENAILS ' 6" OC A JOISTS PER PLAN CONT 2x12 RIM BOARD W/ (4) 12d EA JOIST DBL TOP PLATE STUD WALL PER PLAN 1)1 CANTILEVER ABOVE TRASH ROOM SCALE: 3/4" = r—O" NOTE: CONT 2x12 RIM BOARD DIAPHRAGM EDGE NAILING 2x12 BLKG BETWEEN EA JOIST 12d TOE NAILS 0 6" OC CANTILEVER @ INTERIOR WALL SCALE: 3/4" = 1.-0" TOPPING PER ARCH TOPPING PER ARCH BHT° PER PLAN BEAM PER PLAN SHTG d ATTACHIdENT PER PUN BEAM PER PLAN 4pTER/SHTG IF007 FULL DEPTH 2x12 BLKG RIMBOARD BTWN EA JOIST SIMPSON LTP4 BTWN EA JOIST W/ (12) 8d NAILS OR 12d TOE NAILS 0 6" OC STUD WALL PER PLAN W/ SHEARWALL SHEATHING AND NAIUNG PER PLAN GIBEOM PER PLAN R1/4471/24410 EA SIDE WI (2) OW" A307 BOLTS 3/4x1OxWD COL PER PLAN %SPLICE WHERE OCCURS ALT SIMPTON BUCKET SIDE R1/417 1/2115 EA SIDE HO (4) 03/4' A307 BUTS BP 12c15 x WIDTH REDD COL PER PLAN AT CONTRATORS OPTION SIMPSON MOO OR ECCOG COLUMN CAPS MAY BE USED WIN SOS SCREWS IN LIEU OF FABRICATED STEEL CAPS, TYPICAL BEAM SADDLE AT MIDSPAN AND BEAM END SHEAR WALL SCHEDULE - 00.148"x3" NAILS IN DOUGLAS-FIR-LARCH OR SOUTHERN PINE PER AF&PA SDPWS-2008 WALL TYPE [1] APA RATED WALL SHEATHING [2,3,4,5] NAIL SPACING AT ALL PANEL EDGES [6,7,8] STUD AND BLOCKING SIZE AT ADJOINING PANEL EDGES [9,10] PLATE TO BLOCKING AND RIM BOARD TO BLOCKING CONNECTION [11,121 05/8' ANCHOR BOLT SILL PLATE ATTACH AT FOUNDATION [10,13,14,15] ENT ALLOWABLE H CAPACF4' SI PLA 3x SILL PLATE I SW6> 15/32 6' OC 2x 1 6'OC48' OC 48"OC 3 0 NOTES: 1. SOME SHEAR WALL TYPES MAY NOT BE USED ON THIS PROJECT. 2. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. 3. WHERE SHEATHING IS APPUED ON EACH FACE OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON DIE SAME STUDS. PANEL EDGES ON 3x FRAMING MAY BE LOCATED ON THE SAME STUDS. 4. SHEATHING SHALL BE DIRECTLY APPLIED TO THE FRAMING. 5. 7/16" SHEATHING MAY BE USED WHERE STUDS ARE SPACED AT 16" OC MAXIMUM OR WHERE PANELS ARE INSTALLED WITH LONG DIMENSION ACROSS STUDS, 6. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS DESIGNATED BY WINDOWS, DOORWAYS, OR AS DESIGNATED ON PLANS. HOLD-DOWN REQUIRMENTS PER PLANS AND DETAILS. 7. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POST AND MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLD-DOWN POSTS. ADDMONAL INFORMATION PER HOW -DOWN DETAILS. 8. INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS, ATTACH SHEATHING TO INTERMEDIATE FRAMING AT 12' OC WHERE STUDS ARE SPACED AT 16' OC AND 00.148'4 1/2' NAILS AT 6' OC WHERE STUDS ARE SPACED AT 24' OC. 9. BLOCKING IS REQUIRED AT ALL PANEL EDGES. 10. AT ADJOINING PANEL EDGES AND SILL PLATES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITFI 3' LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAIUNG. 11. PLATE TO BLOCKING CONNECTION SHALL USE 00.162N3 1/2' NAILS. RIM BOARD TO BLOCKING CONNECTION SHALL USE 00.162"52 1/2' NAILS. 12 WHERE STAGGERED NAILING PATTERN IS SPECIFIED BLOCKING SHALL BE SOLID 3x MEMBERS WITH SPECIES EQUAL TO SHEAR WALL FRAMING. SPLICED DOUBLE 2x MEMBERS ARE NOT ALLOWED. 13. ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED GALVANIZED STEEL PLATE WASHERS 0229" (MIN)x3•4". THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13/16'x 1 3/4' PROVIDED A STANDARD CUT WSASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE WASHER SHALL EXTEND TO WITHIN 1/2' OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. 14. PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. ADDITIONAL INFORMATION PER GENE NOTES. 15. CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR POST INSTALLED TO CAST -IN -PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUI' D. FULL DEPTH SOLID BLKG RIMBOARD BTWN EA JOIST SIMPSON LTP4 BTWN EA JOIST W/ (12) 8d NAILS OR 12d TOE NAILS 58 6" OC JOISTS PER PLAN DOUBLE TOP PLATE SHEAR WALL PER PLAN FASTENERS PER PLAN X"0 11TEN ANCHOR 0 48" OC MAX W/ 234" MIN EMBED, TYPICAL AT ALL SHEAR WALLS SAWCUT (E) SLAB FOR NEW FOOTINGS, TYP FOOTING SIZE AND REINFORCING PER PLAN INTERIOR WALL DETAIL SIMPSON HIT JOIST HAMGERS SHTG PER PLAN BEAM PER PLAN SIMPSON CCQ77 POST CAP (ECCQ AT END SPANS) STS PER PLAN COLUMN DETAIL SCALE: 3/4" = 1'-0" IF001 SHEATHING PER PLAN DIAPHRAGM EDGE NAIUNG LL DEPTH SOLID BLKG RIMBOARD BTWN EA JOIST SIMPSON LTP4 BTWN EA JOIST W/ (12) 8d NAILS OR 12d TOE NAILS 0 6" OC DOUBLE TOP PLATE JOISTS PER PLAN STUD WALL PER PLAN W/ SHEARWALL SHEATHING AND NAILING PER PLAN JOIST @ EXTERIOR WALL SCALE: 3/4" = 1'-0" 1E002 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2018 City of Tukwila BUILDING DIVISION BEAM PER PLAN JOISTS PER PLAN JB212A JOIST HANGERS FLOOR FRMG ABOVE STAIR SCALE: 3/4" = 1'-0" 12) IF006 architecture south henry studios planning development 3421 south henry road greenacres wa 99016 p 509.714.6301 www.southhenry.com REVISIONS APLAN CHECK COMMENTS JANUARY 29, 2018 EVOIEWE MAR 13 2018 REID MIDDLETON, INC. building remodel for: I oo mis US 15450 nelson place tukwila, wa 98188 s401 structural det SHS NO. DATE 1718 01-04-18 DRAWN REVIEWED Pah CC 2018 south henry studios