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Permit D14-0044 - PSF MECHANICAL - TENANT IMPROVEMENT
PSF MECHANICAL 11621 EAST MARGINAL WAY S D14-0044 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 1023049044 11621 EAST MARGINAL WAY S Project Name: PSF MECHANICAL Permit Number: D14-0044 Issue Date: 4/1/2014 Permit Expires On: 9/28/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: CHATHAM COMPANY LLC 14900 INTERURBAN AVE S #130 C/O 1SH PROPERTIES INC, SEATTLE, WA, 98168 RYAN HARASIMOWICZ 109 BELL ST, SEATTLE, WA, 98121 PUGET WEST CORPORATION PO BOX 3535 , ARLINGTON, WA, 98223 PUGETWC187KG Phone: (206) 443-0494 Phone: (425) 290-9696 Expiration Date: 1/15/2015 DESCRIPTION OF WORK: PHASE I - EXTERIOR IMPROVEMENT INCLUDING ADDITION OF THERMAL INSULATION, REROOFING, CONSTRUCTION OF AN ENTRY VESTIBULE, ADDITION OF WINDOWS IN EXISTING WALLS AND INTERIOR SLAB MODIFICATIONS FOR FUTURE (PHASE II) STRUCTURAL WORK. Project Valuation: $307,775.97 Type of Fire Protection: Sprinklers: YES Fire Alarm: Fees Collected: $5,579.82 Type of Construction: IIB Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 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 No Permit Center Authorized Signature: Date: I hearby certify that I have read and e -d this permit and know the same to be true and correct. All provisions of law and ordinances gover his 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: �` Date: 70/4.Pl. dJ Print Name: /1" Iy/i1J f s/IUDO/(L This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 2: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 3: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 4: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 5: 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 Tess than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 6: 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) 7: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 8: The total number of fire extinguishers required for a Tight hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 9: 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" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 10: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 11: 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) 12: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 13: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 14: 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 1011.1) 15: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of 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 1011.5.1) 16: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 17: 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 1006.1, 1006.2, 1006.3) 18: 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 1006.4) 19: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 20: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 21: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 22: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2327) 23: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3-inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 24: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3-inch high white numbers on a "safety red" background, facing the direction of vehicular access. 25: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 26: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2328. 27: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328) 28: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 29: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 30: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 31: 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) 32: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 33: Application of roof coverings with the use of an open -flame devices requires a separate permit from the Tukwila Fire Department located at 444 Andover Park East, Tukwila, Washington, 98188; telephone - (206) 575-4407. There shall be not Tess than one multi -purpose portable fire extinguisher with a minimum 2-A 20-B:C rating on the roof being covered or repaired. (IFC 105.6.24, 1417.3) 34: Maintain coverage and operability of portable fire extinguishers, sprinkler systems and fire alarm systems during demolition and construction. 35: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 36: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 37: ***BUILDING PERMIT CONDITIONS*** 38: 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. 39: 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. 40: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 41: 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. 42: 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. 43: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 44: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 45: 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. 46: 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). 47: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 48: 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. 49: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0409 FRAMING 0606 GLAZING 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4035 SI-SOILS 0602 SLAB/FLOOR INSUL CITY OF TUK1 A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pe A No. Project No. Date Application Accepted. Date Application Expires: D1(+-0044 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 11621 East Marginal Way S Tenant Name: PSF Mechanical PROPERTY OWNER Name: PSF Mechanical Address: 9322 14th Avenue S city: Seattle State: WA Zip: 98108 CONTACTPERSO T — person receiving all . cammunicadon Name: Ryan Harasimowicz Address: Stock & Associates 1109 Bell Street City: Seattle State: WA zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: rharasimowicz@stockandassociates.com GENERAL CONTRACTOR INFORMATION. Company Name: Puget West Construction Address: p0 Box 3535 City: Arlington State: WA Zip: 98223 Phone: (425) 290-9696 Fax: (360) 658-6672 Contr Reg No.: PUGETWC187KG Exp Date: Tukwila Business License No.: in -process King Co Assessor's Tax No.: 102304904406 Suite Number: A Floor: 1 New Tenant: m Yes ❑..No ARCHITECT OF RECORD Company Name: Stock & Associates Architect Name: Bruce R Stock Address: 109 Bell Street City: Seattle State: WA Zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: bstock@stockandassociates.com ENGINEER OF RECORD Company Name: PCS Structural Engineer Name: Jim Harris Address: 811 1st Avenue #620 City: Seattle State: WA Zip: 98104 Phone: (206) 292-5076 Fax: Email: jharris@pcs-structural.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 I BUILDING PERMIT INFORNMATIC 206-431-3670 't Valuation of Project (contractor's bid price): $ 300,000 Existing Building Valuation: $ 3,496,100 Describe the scope of work (please provide detailed information): Phase 1 - exterior improvements including addition of thermal insulation, re -roofing, construction of an entry vestibule, addition of windows in existing wall and interior slab modifications for future (phase 2) structural work. Will there be new rack storage? ❑ Yes 21.. No If yes, a separate permit and plan submittal will be required. Provide All. Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1°Floor 35,562 27,593 51 III-B B 2°a Floor 3rd Floor Floors thno Basement Accessory Structure* Attached Garage Detached Garage A 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: 85 Compact: 34 Handicap: 6 Will there be a change in use? Yes ❑ No If "yes", explain: to B-Office (CUP - L13-0051) FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes IZI No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11 docx Revised. August 2011 bh Page 2 of 4 Mar WORKS PERMIT INFf IATION - 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline 0...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) 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 O ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding O ...Permanent Water Meter Size... 99 WO # O ...Temporary Water Meter Size .. 95 WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size O ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public 0 Private ❑ 55 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) O ...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:\Applications\Fonns-Applications On Line\2011 Applications\permit Application Revised - 8-9-11,docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 Signature: Print Name: ORIZED AGENT: Bruce Stock (authorized agent) Mailing Address: 109 Bell Street Date: 01/31/2014 Day Telephone: (206) 443-0494 Seattle WA 98121 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Pemtit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $65.00 $65.00 $65.00 $65.00 $65.00 PermitTRAK D14-0044 Address: 11621 EAST MARGINAL WAY S Apn:1023049044 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R1815 R000.345.830.00.00 Date Paid: Tuesday, April 15, 2014 Paid By: PSF MECHANICAL Pay Method: CHECK 114429 Printed: Tuesday, April 15, 2014 3:06 PM 1 of 1 YSTEMS DESCRIPTIONS Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID D14 DEVELOPMENT ss $2,580.63 PERMIT FEE R000.322.100.00.00 $2,576.13 WASHINGTON STATE SURCHARGE B640.237.114 $4.50 TECHNOLOGY FEE $163.98 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R1651 R000.322.900.04.00 $163.98 $2,744.61 Date Paid: Tuesday, April 01, 2014 Paid By: PSF MECHANICAL, INC. Pay Method: CHECK 113729 Printed: Tuesday, April 01, 2014 9:16 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS Pe ACCOUNT QUANTITY PAID 5 DEVELOPMENT $2,835.21 PERMIT FEE PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R1039 R000.322.100.00.00 R000.345.830.00.00 $703.47 $2,131.74 $2,835.21 Date Paid: Friday, January 31, 2014 Paid By: PSF MECHANICAL Pay Method: CHECK 113210 Printed: Friday, January 31, 2014 4:02 PM 1 of 1 CRWYSTEMS rc INSPECTION RECORD Retain a copy with permit PN•60 y PERMIT Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-36 Permit inspection Request Line (206) 438-9350 Proj F Me4 of "c Type of, ispection: f— /cam[ / 1i2ILdre s�� A(t ( Pate shed: c J ys .Special Instructions: A-44D to Wanted: a.m. Reques!/(/ : ('7 /_/ ' `1 S t.3/c�" fr Phan No: 3360-73q- 7670 Approved per applicable codes. 0 Corrections required prior to approval, COMMENTS: 0 tf3(. Inspector. Date: 3 / g REINSPECCION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. k INSPECTION RECORD Retain a copy with permit PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ,pro Type of Inspectlorp Address: , �RIr, �( t�pi Date Cal ed; �/ite Instructions: Al Mtand. a.m. L " ( R� p.tn. Request. (Vwi 1510ot hone No: 9-0'-7t3 -37t3 ❑ Approved per applicable Codes. COMMENTS: Lt Corrections required prior to approval. frig Froth*, appY�� � -� €(Pvg /�b'� �7fil �X f jq55 j"q f osly 14900 inspetMr. (S" QREINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. ff , a INSPECTION RECORD Retain a copy with permit PI Y -ool(y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 . (Ft,e. r Type of IG► let), 1 i'l • If'iY50 s: Date Called: Instructions: ��wl 1 ate anted: 2„- 2A -- 1 5 a.m. p.m, Requester: Phone No: EjAppfoved per applicable codes. Corrections required prior to approval. CCOMMEN'T& q a or.,( (4,e, ©ol- �4r1�( K t 6vo rspftior: Dat REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. RMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bind.., #i1O0, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request lane (206) 438-9350 INSPECTION RECORD Retain a copy with permit 'Project: 0s f `l `Type /&\ of ins etiop J_ Address: (P �' /U4 Date Called:(� - _ _.----4 Spi ial Instructions:: spdAa� • Date Wanted: t 'Requester: Phone Nlo: DAPPmedper applicable codes. rrections required prior to approval. COMMENTS: 5tA%�- pi' (-e Date: 12-/5T 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 PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 81vd:, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Lane (208) 438-9350 ibroject: pS Mew 'type of lnspectio �. �G.S143 bk�z-r16 fo/t l 46, AA Ar6 :AJA-1.-.- Date Called: p i Instructions: S-e_ -.Y'` ph Date Wanted: _ Z . .- Z f> 5e.rn. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 'COMMENTS: p7.14 R 1(ram- (or P 1 ! i pe -.- X'' I At or: Date: / r 12 -' S NSPECFION FEE ,REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Soutthcenter Blvd., #f100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 ioroject: ps f. M . Type spection: � o�-r-. AG Address: i Date called: -p Instructions: d-S.�. Date Wanted /- .a.ai _2 7 - p.m. 1-2 iue to witi Ahone No: 7 i3' 3713 COMMENTS: rrections required prior to approval. )i� Idrel' (raM �A-( S emu , )n P' c_ 7 Date: lIns or: ! r' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid et 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. 2-2 5 INSPECTION RECORD Retain a copy with permit P (MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (208) 438-9350 'Project A, ' p- T of • t#s}'r t f Address: / ! Date Called: i-.1 Instructions: Date Wanted: /— 249 -- i) `Mvt! p.m. Requester: Phone No: DApproved per applicable codes. Corrections required prior to approvat. `COMMENTS: Ai ()3j t._ L&tP.0 S t r Px ,›Jr (rte) To C (,. (r Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /-1 INSPECTION RECORD Retain a copy with permit INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 8ivd., e100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 iron: p p,f AA 6' dA. sType Cspection:. AG Li Addres4..Mr s: UJ Y . M Arc„; 1 Date Called: Vow fff instructions: W ` 1 Wanted: Va ne No ., . l 3 ', ?j r7 r 3 �Approved per applicable codes. Corrections required prior to approval. COMMENTS: r . I �t 1 f JC?/ 1 G.(' 1sn (r' 'J 1)r skA 'r (---fAYAAi Date: I -/5 REINSPECTION,iR EREQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Mi Pi CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., i1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 111P— 'T Ys u '"1' H f /145 01.14 2 (otvt Date Called: **dal Instruci ons: S -DateWarned: % tZ,3 R j p.m.. Requester Phone PJo: Proved Per applicable codes. tommturs: Corrections required prior to approval. ns ott2 (a3/hhl' PECTION FEE REQUITED. Prior to xtinspection. fee must be at 6300 Southcenter ByUIdt.. Suite 100 ll to schedule reinspection. INSPECTION RECORD Retain a copy with permit P RMI7 N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ' 1)-4 _ n L# Prl5S e- Type of M3 ion;`v 4 v-\ t Address: (0 , itkovbIAP.L. Date called: JSpeciai Instructions: j 1AG�E..-. si ' P� Date Wanted: ` 1 tr t _ •a. 1 2- 4 p.m. Requester: on �: a .-- "1I3-3'713 pied per applicable codes. 0 rrections required prior to approval. COMMENTS: /A- (0 ce.17-1')A f -3 ins Date: 1 . I c 4 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cad to schedule relnspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 0100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 tK1- do44 �p S , e �-� - Type of Ins ion: l AM, (lb Address;SPet 1 Jj Date � Tca i� st "iAIb2A.14(aiate Wanted: / - f l t ?� � l+) P.m• Requester. P' `t, - sS,s/- 3 / 26 Approved pet applicable codes. Corrections required prior to approval. COMMENTS; CA-ACe et Date: (t .- - REINSPECtiON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinsp*ction. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila, WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit P R N 7o ii( ''"o cile Type Inspect%; Address: 1 Li f . Mij&rtiJ'L, Date fled: Instructions: Date Wanted: .- / f (4 phi • Requester Phone No: pAPProved per applicable codes. rrections required prior to approval, COMMENT A-- FY S e_c-0 / ii4 4) or it A-1) _ • J d jc , , .s i. by P,» / (1 S A f— or. Date:, 2 �.f 5 - / 4 PECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IPERMIT NO. e/ INSPECTION NO. CITY OF- TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit Project: psf_AitType of Inspe •.—.--' Address: � //t 2-± , M ` � L- Date Called: Spe ial Instructions: Date Wanted:. a.m. Requester: Phone No: DApproved per applicable codes. Corrections required prior to approval. COMMENTS: PI c ' G;) LJ CI r,: A.1. LAJ, 4 dLk9 Insp Date: ri 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 NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:s Type of Inspection: I Suite #: / f L :Address: Contact Person. Special Instructions: Phone No.: Approved per applicable codes. COMMENTS: -7‘-, Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , Inspector: /gli , j Date: V-j /// "" Hrs.: 5"` $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 Cal OF TUKWILA FIRE DEPARTMENT 2 6=575=4407 Project: rojecE Type of InspPsf iukt/4,04cczfr Address: Suite #: 1/ 6 2- Special Instructions: 01/1 W� Contact Person: Phone No.: Approved per'appl'rcable codes. riCorrections :required .prior to approval. COMMENTS: h--;_t 4;41 de/z- 4 04 I440--,Z/ Needs Shift Inspection: Sprinklers: -, Fire Alarm: Hood & Duct: Monitor: Pre -Fire: t ,. Permits: Occupancy Type: Date: 2 . / Hrs.: '. 0 ri $100.00 REINSPECTION: FEE REQUIRE.: 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: Ward/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER CITY OF TUKWi► -FIRE DEPARTMENT 206-575-4407 Project: Address: Suite #: Mciz, Special Instructions: Type of Inspection: Contact Person: Phone No.: Approved per applicable codes. I I Corrections required prior to approval. COMMENTS: • Needs Shift Inspection: Sprinklers; Fire Alarm: Hood & Duct: Monitor:. Pre -Fire. Permits: Occupancy Type: Hrs.: /. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice frorn .: the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address A, Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Type of Inspection SP Project: -- Address: Suite #: M02, \ E7M W Contact Person: ': 'r`.'-\-.. Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: _ Mr) Date: Z 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: Address! Company Name: City: State: Zip: ord/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1 Li bt'---C ti y / 5-27 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: rA-p`- Type of Inspection: Address: Suite #: //6 2, / &-114 Ws Contact Person: "__ ____ _ Special Instructions: Phone No.: Approved per applicable codes. COMMENTS: 14, ( S1-1)vA- 2- • 2-4e)r.s ' Corrections required prior to approval. -1ei 3 q Yi4% Cam '°® 2, (dS l440- 4e '/t,/ s //v' Needs Shift Inspection: Sprinklers; Fire Alarm: Hood & Duct: Monitor: Pre -Fite: Permits: Occupancy Type: Inspector „. _ , Date: // .l 7 s Hrs. /1. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc T.F.D. Form F.P. 113 Attention: Building Official Re: PSF Mechanical Gateway N Bldg 7 11621 East Marginal Way South Tukwila, WA Project No. L14396 Gentlemen. Final Letter Permit No. ID14.0044 p17LL5m1 /DID k09332817579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Ultrasonic Testing • Reinforced Concrete • Structural Steel Welding • Nonshrink Grout • Structural Steel Fabrication • Proprietary Anchors To the best of our knowledge. all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742.9360. Sincerely, Mayes Testing Engineers, Inc. Michael S. Dolder, P.E. Vice President OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection S Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 277130 Description: Soil Bearing Verification Project: PSF Headquarters Permit Number: Address: 11621 East Marginal Way South, Tukwila Job Number: Client: Ellsworth Builders, Inc. Client Address: 14-0516 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks David Hurum 8/22/2014 Onsite this date for soil bearing verification for footing excavations inside building. The footing pad at B-6 was over -excavated approximately 12 inches to remove unsuitable material. Excavation continued for footing on D.6, 6 to 5 in suitable material. The subgrade was probed with a 1/2» T- Handle probe and was firm and unyielding with less than 2 inches penetration. The project plans specify an allowable bearing pressure of 2,500 pounds per square foot. Based on our observations and surficial penetration tests, the subgrade is suitable for an allowable bearing pressure of 2,500 pounds per square foot. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Coyne .E., Senior Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, I T. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADM1N-100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 277149 Description: Soil Bearing Verification Project: PSF Headquarters Permit Number: Address: 11621 East Marginal Way South, Tukwila Job Number: Client: Ellsworth Builders, Inc. Client Address: 14-0516 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks Scott Hoobler 8/26/2014 Performed soil bearing verification for spread footings located at D.6 and 5, D.6 and 6, D.6 and 4.6, B and 4.6, C and 4.6, C.5 and 4.5, D and 4.6, C.5 and 5, C.5 and 6, D and 5, and grade beams located along D.6 at 5 to 6, and along 6 at D to D.6. The footing subgrade generally consists of dense, brown, silty sand with some gravel. The footing subgrade was found to be firm and in an unyielding condition. Based on our observations, the footing subgrade is capable of supporting an allowable bearing value of 2,500 pounds per square foot. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Coyne .E., Senior _ gineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, In except in full, without written permission from our firm is strictly prohibited. Reproduction of this report, Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Fonn No.: ADMIN-100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 288921 Description: Soil Bearing Verification Project: Address: Client: GEOTECHNICAL INSPECTION REPORT PSF Headquarters 11621 East Marginal Way South, Tukwila Ellsworth Builders, Inc. Permit Number: Job Number. Client Address: 14-0516 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks Isaac Ruoff Onsite as requested to perform soil bearing at the following locations: 8/26/2014 • Footing at gridlines 7/D.6, 6/D.6, 5/D.6, 4.6/D.6, 4.6/D, 4.6/C.5, 4.6/C, 5/C.5, 6/C.5 • Trenches at gridlines 6/D-D.6 and 5-6/D.6 Soils were dense, slightly moist, light brown, poorly graded sand with gravels. Subgrades probed were firm and unyielding with a maximum one inch penetration using a %" diameter T-probe. Based on the site observations by Otto Rosenau and Associates, it is our opinion that the soils are suitable for an allowed 2500 pounds per square foot or greater as specified in project documents. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Coyne, .E., Senior ngineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing ,..— .. ,r- Report Number: 276860 Description: Soil bearing verification GEOTECHNICAL INSPECTION REPORT SEA' 0 v 2014 L "t, iL.14 f Project: PSF Headquarters Permit Number: Address: 11621 East Marginal Way South, Tukwila Job Number: 14-0516 Client: Ellsworth Builders, Inc. Client Address: 8425 219th Street SE, Suite 100, Woodinville Inspector and Date Remarks Scott Hoobler 8/21/2014 Arrived onsite to perform soil bearing verification for new spread footings located at B/6 and B/5 and grade beams located along B line at 5-6 and 6 line at B-C. The footing and grade beam, subgrade soils generally consist of dense, brown, silty sand with some gravel. The subgrade soils were found to be firm and in an unyielding condition, except for the subgrade soils for the spread footing located at B/6. These soils were found to soft and saturated to a depth of approximately 12 inches. These soils were over -excavated down to firm and unyielding soils. The over -excavated area will be backfilled with structural concrete. Based on our observations, we believe the subgrade soils are capable of supporting an allowable bearing value of 2,500 pounds per square foot. Copies to: Owner Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Co =, P.E., Senio ngineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) MAYES TESTING ENGINEERS, INC. Project No. L14396 Project PSF Mechanical Address 11621 East Marginal Way S, Tukwila, WA Permit No. D14-0044 Bldg Dept. City of Tukwila Owner PSF Mechanical, Inc. Engineer PCS Structural Solutions Contractor Ellsworth Builders Record No. 003 Date 9/9/14 Weather Inside Inspection Nonshrink grout Sample(s) (3) 2x2x2° cubes Sofa Woe 20225CedarValey Rced Sub 110 Lynwood, WA96006 ph425.7429330 faoc425.745.1737 Tacomaodae 10329S.TamrnaWay Sub E 2 Tacoma, WA96499 ph253.5843720 faa53.534.3707 Paged Mice 7911 PE33dDike Sub 190 PatentOR97211 ph503281.7515 bx503281.7579 Onsite to sample nonshrink grout for the steel column embed infill at grid lines D/6, C/6 and D5. Bolts were previously inspected and verified per plan. Area was cleared of debris prior to grout placement. Grout used was Euclid Chemical Company product #08850. A 50-pound bag and 1.5 pounds of water were mixed per manufacturers' Instruction. Sampled grout and cast one set of (3) 2x2x2° cubes for compressive strength testing. Grout was placed per specifications. Reminded contractor superintendent, Tom Blum, of the continuous fillet weld per inspector Todd Wirtz report dated 9/2/14. Those are to be inspected prior to cover. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector. Patrick Rice Reviewed By: Robert Gardner Senior Project Manager Information In this reps applies only to the actual items inspected or tested and she., not be reproduced except h,MN, without the approval of Mayes Testing Engineers In% Page 1 of 1 MAYES TESTING ENGINEERS, INC. Page of Field Copy / Subject to Review 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Tacoma, WA 98499 7911 NE 33'd Drive, Suite 190 Portland, OR 97211 Inspector: Time: Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 15(77,1 1 Inspector: Time: to Hours: Inspector: Time: to Hours: SUMMARY: to Hours: Project No.: � r Project: % 5 t Permit No.: _ 7. `7` Date: Weather: Project Address: / f G "7 r C;.� .. e(�r l �,: / (U, j' Owner: t- t'y {a( C, 61: �!; �'-� C Engineer: f Architect: Contractor: �rttt{; S e- �7c1-, Type of Inspection: Samples: A v l f/ t tir (mil, 1 ) l 1 " ) ( N� / Cc; C e. r ( fif f C-t Eyt ftr C f w1 tl �i l 10 �Y� c- r 4.r • .er NONCONFORMING CONDITIONS/CORRECTIVE ACTIONS TAKEN: MTE 1000-3C, Rev 2, 4/1 /07 Pcs Structural Solutions Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www. pcs-structural com REVISED PHASE 1 STRUCTURAL CALCULATIONS FOR P5F WORLD HEADMASTERS 11621 E. Marginal Way 5 Tukwila, INA 98168 Prepared by PCS Structural Solutions REVIEWED FOR CODE COMPLIANCE APPROVED APR 08 2014 City of Tukwila BUILDING DIVISION 1421 March -02014 REVISION N01_1 RECEIVED CITY OF TUKWILA APR 01 2014 PERMIT CENTER 0 0 qg • In • ; L NUMMIoa+ao Nevins am. \ aliso 'pM:NM f 6D c. ). --I4-8) ) r � � :., 211 r7 • j l PtiE7-.ApiU►JE FatIa4. 14e`r PLAP a PCS Project: a.�' Job No t Subject Sheet �✓ Name: t'4-) Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date' • wart, (),/j)—c), ("4 $alc. f ,1 Pao; k P,L 7 -'9'4-k— 2G-4 o) P� = , tb' 3q' G 31%1%1 is s 1' icy s- q!) 1, $1, el 6 r 2a° t 8' • p D.� Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 wwwpcs-structu ai.com Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 7 / C > D CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Project Title: Engineer: Project Descr: D(0.88) L(1 18) 0(0.88)L(1 18) D(3.38) L(4.51) Span = 19.0 ft W 14x26 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=0.880, L=1.180k an,4.0ft Point Load: D=0.880, L=1.180k o(�12.0ft Load(s) for Span Number 2 Point Load: D=5.880, L=7.840k9.0ft Point Load: D = 4.110, L=5.490ktfi 17.0 ft Point Load: D = 3.380, L=4.510ka 1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span W14x26 Ma : Applied 64.623 k-ft Mn / Omega : Allowable 100.299 k-ft Load Combination +D+L+H Location of maximum on span 9.046ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.347 in Max Upward L+Lr+S Deflection -0.097 in Max Downward Total Deflection 0.615 in Max Upward Total Deflection -0.167 in Ratio = Ratio = Ratio = Ratio = Project ID: a F4}2 3 -'1- t 4- _ _ '1:(a 'JAP, ;.'1•i ;.41F2.1 ' File = c:)UsersUimh\DOCUME-11ENERCA-11PSFOFF-1.EC6 ENERCALC. INC.198342014, BuNd:6.14.1.23, Vera 14.1.23 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi D(5 88) L(7 84) 1 D(4 11) L(5.49) Span = 21.0 h W14x26 Service loads entered. Load factors will be applied for calculations, 0.644: 1 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 725 2,349 410 1363 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm D Only Dsgn. L = 19.00 ft 1 0.218 0.122 0.25 -21.91 21.91 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 +D+L+H Dsgn. L = 19.00 ft 1 0.492 0.279 0.02 -49.39 49.39 167.50 100.30 1.00 1.00 Dsgn. L = '21.00 ft 2 0.644 0.279 64.62 -49.39 64.62 167.50 100.30 1.00 1.00 +D+Lr+H Dsgn. L = 19.00 ft 1 0.218 0.122 0.25 -21.91 21.91 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 +D+S+H Dsgn. L = 19.00 ft 1 0.218 0.122 0,25 -21.91 21.91 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 +D+0.750Lr+0.750L+H Dsgn. L = 19.00 ft 1 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 40+0,750L+0.750S+H Dsgn. L = 19.00 ft 1 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 Dsgn. L = 21.00 ft 2 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 Desi n OK 0.279 : 1 W14x26 19.810 k 70.890 k +D+L+H 19.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 8.68 8.68 19.81 19.81 106.34 106.34 106.34 106.34 70.89 70.89 70.89 70.89 8.68 106.34 70.89 8.68 106.34 70.89 8.68 106.34 70.89 8.68 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 17.03 106.34 70.89 Title Block Line 1 You cart<change this area using the "Settings' menu item and tht'n using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic, # : KW-06002327 Description : girder 71 C > D Load Combination Segment Length Span # +D+W+FI Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 4D40.70E+H Dsgn.L= 19.00ft 1 Dsgn. L = 21.00 ft 2 4040.750Lr40.750L40.750W4H Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 +D40.750L40.750S+0.750W+11 Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 +11+0.750L+0.750S+0.5250E+H Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 40.60D+W4H Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 +0.600+0.70E41 Dsgn. L = 19.00 ft 1 Dsgn. L = 21.00 ft 2 Project Title: Engineer: Project Descr. Project ID: 2 F 4 + MAP. 2C)4. File = c:lUsersUimIADOCUME-11ENERCA-11PSFOFF-1.EC6 ENERCALC. INC. 1983-2014, BuIId:6.14.1.23, Ver.6.14.1.23 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega 0.218 0.122 0.25 -21.91 21.91 167.50 100.30 1.00 1.00 8.68 106.34 70.89 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 8.68 106.34 70.89 0.218 0.122 0.25 -21.91 21.91 167.50 100.30 1.00 1.00 8.68 106.34 70.89 0.280 0.122 28.07 -21.91 28.07 167.50 100.30 1.00 1.00 8.68 106.34 70.89 0.424 0.240 0.06 -42.52 42.52 167,50 100.30 1.00 1,00 17.03 106.34 70.89 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.553 0.240 55.49 -42.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.424 0.240 0.06 -42.52 42.52 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.553 0.240 55.49 -02.52 55.49 167.50 100.30 1.00 1.00 17.03 106.34 70.89 0.131 0.073 0.15 -13.14 13.14 167.50 100.30 1.00 1.00 5.21 106.34 70.89 0.168 0.073 16.84 -13.14 16.84 167.50 100.30 1.00 1.00 5.21 106.34 70.89 0.131 0.073 0.15 -13.14 13.14 167.50 100.30 1.00 1.00 5.21 106.34 70.89 0.168 0.073 16.84 -13.14 16.84 167.50 100.30 1.00 1.00 5.21 106.34 70.89 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. -' Dell 1 D+L 2 0.0000 0.6150 Location in Span Load Combination 0.000 11.146 D4L Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Overall MAXimum D Only Lony D+L Support 2 Support 3 6.115 24.392 11.960 0.115 -0.080 0.035 10.823 5.240 13.570 6.710 24.392 11.950 Max. '+' Defl Location in Span -0.1673 12.131 0.0000 12.131 Values in KIPS 1E1 F1.0 I Structural Solutions Seattle Tacoma FILE COPY 206.292.5076 98402 • tel: 253.`383.2797 98104 • WI: 811 First Avenue, Suite 620 • Seattle, WA 1250 Pacific Avenue, Suite 701 • Tacoma, WA www.pcs-structural.com STRUCTURAL CALCULATIONS FOR FSF MECHANICAL world Headquarters 11621 East Marginal Way South Tukwila, YVA 98168 Prepared by PCS Structural 5o/ution6 J 14-021 January 21, 2014 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 13 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 31 2014 PERMIT CENTER 00i4LI Pcs Subject& eet Project: Job No. Name. I 4-o1-1 Structural Solutions 04ratLt=ce: Ei Seattle D Tacoma Date. 1,11. 34IJ : ...1,:)14 A I ci 9 \/(:9 611wAtir 1401aNK.1 ")ttIKIJI!..16 G-krE 8111, First Avenel, S ' Seal, WA 98104 • lei: 206.292.5076 12110 Pacific Avainue, 701 • Tacoma, WA 98402 • tel: 253.383.2797 ( - . www.pcs-structural.com •4. I (! F5D 1 REPLACE (E) FT& F5D HW11(E) PITS AS WOW YU 51RUGT. FILL NV 5' GONG. Sa6. F20 P440 get Fiikm.s Kt*? PI-k+.J Design Maps Summary Report Pagelofl r • Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.5°N, 122.29°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Cowley QVashon n mapquest USGS-Provided Output Ss = 1.518 g Si = 0.570 g SMs = 1.518 g Smi = 0.855 g S°s = 1.012 g Sou = 0.570 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1 1.6^3 1. 10 1.41 0 39 1 a }AA '17- p1171 4.56 (.126 0 55 0.64 0.14 13.42 0.33 03; .22 0.14 .11 0. y1 0.00 U OU 20 ...40 0.60 0.90 1.00 1.:4 1.10 1.50 1.90 Period, T (sec) Design Response Spectrum 0 .0,0 0. :10 0 10 0 K0 0. 20 1 OD 1 20 1 10 1 60 1 20 Period., T (sec) Although this information is a product of the US. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for t ch nica' subject -matter knowledge. 2 D0 http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.5... 9/26/2013 pcs Project: 1 Job No. 14- Z � Subject: Sheet L Name: LLt4- w' Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. t ~ 20 �(4' t93Z R (ple.3 ts—C (2,4 = 1 o S a 5`as- _ 35ckL Gtt d �-s (3)(40)(.o(•) - 14,4- Icto 9=13. g=1.7s-- 5tr,-1,0( e "S ,Zs3w = �o `AI S'ir r�,<,� w k� 4 �, f� , t%; S + Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Software licensed to PCS Job No Sheet No 1 fiev Part Job Title Ref By Date06-Oct-13 Chd Client File east west x stiff B.std Date/fame 14-Jan-2014 15:18 50 4 4t re-1 t. Co-) aksr" STI FFr- W S S Load 1 Print Time/Date: 20/01/2014 15:12 STAAD.Pro V81 (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 (mob Monday, January 20, 2014, 03:12 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date JAN 14, 2014 Time= 15:18:48 USER ID: PCS 1. STAAD SPACE INPUT FILE: east west x stiff B.STD 2 START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 25 0 0; 4 0 12 0; 5 25 12 0 9. MEMBER INCIDENCES 10. 1 1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W12X30 23. 1 2 TABLE ST IuS60604 24. 6 7 TABLE ST HSST6X6X0 375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXED BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 G:\2014 Jobs\14021 PSF Mech Office1Calcs\staad\east fstk stiff B.anl Page 1 of 9 STAAD SPACE Monday, January 20, 2014, 03:12 PM -- PAGE NO. 2 41. JOINT LOAD =-4011b42. 4 5 FX 50 43. LOAD COMB 4 COMBINATION LOAD CASE 4 44. 1 1.0 2 0.75 3 0.75 45. LOAD COMB 5 COMBINATION LOAD CASE 5 46. 3 1.0 1 0.46 47. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 3/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48. PRINT ANALYSIS RESULTS G:\2014 Jobs\14021 PSF Mech Office\Ca1cs\staad\east west x stiff B.anl Page 2 of 9 Monday, January 20, 2014, 03:12 PM `STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00047 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00050 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00071 4 1 -0.00510 -0.01674 0.00000 0.00000 0.00000 0.00006 2-0.00596 -0.01956 0.00000 0.00000 0.00000 0.00007 3 0.10336 0.02132 0.00000 0.00000 0.00000 -0.00014 4 0.06795 -0.01542 0.00000 0.00000 0.00000 0.00000 5 0.10102 0.01362 0.00000 0.00000 0.00000 -0.00012 5 1 -0.00325 0.00067 0.00000 0.00000 0.00000 0.00006 2-0.003:5+ 0.00078 0.00000 0.00000 0.00000 0.00007 3 O.10 -0.02132 0.00000 0.00000 0.00000 -0.00014 4 i.. 142 -0.01473 0.00000 0.00000 0.00000 0.00000 5 0.10187 -0.02101 0.00000 0.00000 0.00000 -0.00012 G:12014 Jobs114021 PSF Mech Office\Calcs\staadleast west x stiff B.ani Page 3 of 9 L$ Job No Sheet No Rev swil4111° Software licensed to PCS 1 Part Job TO Ref By Dale06-OCt-13 Chd Client File east west x stiff D.std Date/fime 14-Jan-2014 15:21 5-n 4 cC4`rI FF wsr- , Load 1 so Print Time/Date; 20/01/29141520 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1of1 Monday, January 20, 2014, 03:19 PM • PAGE NO. 1 * * * STAAD.Pro V8i SELECTseries3 * Version 20.07.08.20 * Proprietary Program of * * Bentley Systems, Inc. * * Date= JAN 14, 2014 * * Time= 15:21:17 * * * * USER ID: PCS * **************************************************** 1. STAAD SPACE INPUT FILE: east west x stiff D.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0 9. MEMBER INCIDENCES 10. 1 1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W18X50 23. 1 2 TABLE ST TUB60604 24. 6 7 TABLE ST HSST6X6X0.375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXED BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 G:12014 Jobs114021 PSF Mech Office\Calcslstaadleast west x stiff D.anl Page I of 9 Lip Monday, January 20, 2014, 03:19 PM -- PAGE NO. 2 STAAD SPACE 41. 43. 44. 45. 46. 47. JOINT LOAD 4 5 FX 50 LOAD COMB 4 COMBINATION LOAD CASE 4 1 1.0 2 0.75 3 0.75 LOAD COMB 5 COMBINATION LOAD CASE 5 3 1.0 1 0.46 PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE = 3/ 3/ 12 DOF 3, TOTAL DEGREES OF FREEDOM = 12 1 DOUBLE KILO -WORDS 12.0/********* MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48. PRINT ANALYSIS RESULTS G:\2014 Jo:bs114021 PSF Mech Office\Calcs\staad\east west x stiff D.anl Page 2 of 9 L.I t Monday, January 20, 2014, 03:19 PM *STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0,00075 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00051 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00074 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00075 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00052 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00074 4 1 -0.00417 -0.01689 0.00000 0.00000 0.00000 0.00005 2-0.00488 -0.01974 0.00000 0.00000 0.00000 0.00006 3 0.10794 0.01838 0.00000 0.00000 0.00000 -0.00011 4 0.07312 -0.01792 0.00000 0.00000 0.00000 0,00001 5 0.10602 0.01061 0.00000 0.00000 0.00000 -0,00008 5 1 -0.00303 0.00052 0.00000 0.00000 0.00000 0.00005 2-.,0035 0.00080 0.00000 0.00000 0.00000 0.00006 3 `.1079 -0.01838 0.00000 0.00000 0.00000 -0.00011 4 0.07527 -0.01282 0.00000 0.00000 0.00000 0.00001 5 0.10654 -0.01814 0.00000 0.00000 0.00000 -0.00008 G:120I4 Jobs\14021 PSF Mech Office\Calcsistaadleast west x stiff D.an1 Page 3 of 9 t. Job No Sheet No Rev Software licensed to PCS 1 Part • Job Title Ref By Dete06-Oct-13 Chd Client File north south x stiff.std Datelrime 14-Jan-2014 15:15 �tz.tP t FFoe �c Load t r Print Time/Date: 20/01n01415:15 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Monday, January 20, 2014, 03:14 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 14, 2014 Time= 15:15:37 USER ID: PCS 1. STAAD SPACE INPUT FILE: north south x stiff.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 24.5 0 0; 4 0 12 0; 5 24.5 12 0 9. MEMBER INCIDENCES 10. 1 1 4; 2 2 5; 4 4 5; 6 2 4; 7 1 5 11. DEFINE MATERIAL START 12. ISOTROPIC SrhtL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 4 TABLE ST W12X30 23. 1 2 TABLE ST TUB60604 24. 6 7 TABLE ST HSST6X6X0.375 25. CONSTANTS 26. MATERIAL STEEL ALL 27. SUPPORTS 28. 1 2 PINNED 29. 4 5 FIXED BUT FX FY MZ 30. MEMBER TRUSS 31. 6 7 32. MEMBER RELEASE 33. 1 2 END MZ 34. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 35. JOINT LOAD 36. 4 FY -19.6 37. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 38. JOINT LOAD 39. 4 FY -22.9 40. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 G:\2014 Jobs\14021 PSF Mech Office\Calcs\staad\north south x stiff.anl Page 1 of 9 Li4t Monday, January 20, 2014, 03:14 PM STAAD SPACE -- PAGE NO. 2 41. JOINT LOAD w--)042. 4 5 FX 50 43. LOAD COMB 4 COMBINATION LOAD CASE 4 44. 1 1.0 2 0.75 3 0.75 45. LOAD COMB 5 COMBINATION LOAD CASE 5 46. 3 1.0 1 0.46 47. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 3/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 48. PRINT ANALYSIS RESULTS G:12014 Jobs114021 PSF Mech Office\Ca1csistaad\north south x stiff.anl Page 2 of 9 LAC' Monday, January 20, 2014, 03:14 PM "STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00004 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00047 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00002 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00072 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00049 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00070 4 1 -0.00520 -0.01671 0.00000 0.00000 0.00000 0.00006 2-0.00607 -0.01952 0.00000 0.00000 0.00000 0.00007 3 0.10298 0.02175 0.00000 0.00000 0.00000 -0.00015 4 0.06749 -0.01503 0.00000 0.00000 0.00000 0.00000 5 0.10059 0.01407 0.00000 0.00000 0.00000 -0.00012 5 1 -0.00333 0.00070 0.00000 0.00000 0.00000 0.00006 2-0.00389 0.00082 0.00000 0.00000 0.00000 0.00007 3 (O..10290-0.02175 0.00000 0.00000 0.00000 -0.00015 4 0.07099 -0.01500 0.00000 0.00000 0.00000 0.00000 5 0.10145 -0.02143 0.00000 0.00000 0.00000 -0.00012 G:12014 Jobs\14021 PSF Mech Office\Calcs\staad\north south x stiff.anl Page 3 of 9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Bled Line 6 Project Title: Engineer: Project Descr: Torsional Analysis of Rigid Diaphragm Lic. # : KW-06002327 Description : mezzanine 1-20-14 east west General Information Project ID: Lt V Printed: 26 JAN 2014, 3:34P1.:1 Fite = aitlsersUirrdAD000ME-11ENERCA-1WSFOFF-1.EC6. ENERCALC, INC 1983-2013, 8uild:6.13.8:31"Ver.&t3.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Caicuiatiom perIBC 2009, CBC 2010, ASCE 7 10 Applied Lateral Force Additional Orthogonal Force Maximum Load Used for Analysis : 107.0 k k 107.0 k Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Anglular Increment Accidental Eccentricity Anglular increment Center of Rigidity Location (calculated) .. "X" dist. from Datum "Y" dist. from Datum Specified Deflection Elements Label : 6 east Label : 6 west Label: B Label: D.6 DESIGN SUMMARY Resisting Element Load Angie X-Ecc (ft) Y-Ecc (ft) Shear Force (k) 6 east 0 7.99 -7.37 54.068 6 west 0 7.99 -7.37 51.813 B 0 1.99 -10.02 0.589 D.6 0 1.99 • -10.02 0.589 Layout of Resisting Elements Legend : Defined Wail - Center of Rigidity • 180.0 deg 15.0 deg 61.992 ft 24.372 ft Major Axis = Major Axis = Major Axis = Major Axis = Location of Shear Application : Distance from "X" datum point Distance from "Y" datum point Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions : Along "X" Axis Along "Y" Axis Additional Eccentricity +/- from 'X" Coord. of Load Application Additional Eccentricity +/- from 'Y" Coord. of Load Application 60.0 ft 17.0 ft 5.00 % 120.0 ft 53.0 ft 6.0 ft 2.650 ft Specified Resisting Element Deflections (Stiffness) for constan 0.1034 in Minor Axis = 0.1079 in Minor Axis = 10.0000 in Minor Axis = 10.0000 in Minor Axis = 10.0000 in 10.0000 in 0.1030 in 0.1030 in List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Maximum Shear along MINOR Axis Shear Force Load Angle 0 0 0 0 X-Ecc (ft) 1.99 1.99 1.99 1.99 ■ Defined Defined Deflection X Datum (_ Accidental eccentricity application boundary Y-Ecc (ft) -10.02 -10.02 -10.02 -10.02 (k) 0.086 0.082 11.338 11.342 • Title Block Line 1 You can change this area usipg the "Settings" menu item and then using the Printing & Title Block' selection. ride Block Line 6 Torsional Analysis of Rigid Diaphragm Lic. # : KW-06002327 Description : mezzanine 1-20-14 north south General Information Applied Lateral Force Additional Orthogonal Force Maximum Load Used for Analysis : 107.0 k k 107.0 k Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Anglular Increment Accidental Eccentricity Anglular Increment Center of Rigidity Location (calculated) .. "X' dist. from Datum "Y" dist. from Datum Specified Deflection Elements Label : 6 east Label : 6 west Label: B Label: 0.6 DESIGN SUMMARY Resistirtg Element Load Angle__.,...._ Y-Ecc (ft) 6 east 90 7.99 -7.37 6 west 90 7.99 -7.37 B 270 7.99 -7.37 D.6 270 7.99 -7.37 Layout of Resisting Elements Legend : Defined Wall 180.0 deg 15.0 deg 61.992 ft 24.372 ft Major Axis = Major Axis = Major Axis = Major Axis = Project Title: Engineer: Project Descr: Project ID: pfpt :2G 31ij 2614.:t34?id File = et JsersUlminDOCUME-11D ERCA-11FSFOFF-1.EC6 ENERCALC, DNC.1963.2013, B66d13.13.8:31, Ver.6.13:8:31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations periBC 2009, CSC 201u, ASCE 7-10 Location of Shear Application : Distance from "X" datum point Distance from "Y" datum point Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions : Along "X' Axis Along'Y' Axis Additional Eccentricity +l- from 'X' Coord. of Load Application Additional Eccentricity +I- from "Y" Coord. of Load Application 60.0 ft 17.0 ft 5.00 % 120.0 ft 53.0 ft 6.0 ft 2.650 ft Specified Resisting Element Deflections (Stiffness) for constan 0.1034 in Minor Axis = 10.0000 in 0.1079 in Minor Axis = 10.0000 in Minor Axis = 10.0000 in Minor Axis = 10.0000 in 0.1030 in 0.1030 in List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Maximum Shear along MINOR Axis Load Anj X-Ecc jtt) Y-Eccijw Shear Force (k) 90 7.99 -7.37 0.614 Shear Force (k) 0.025 0.024 0.024 0.024 270 7.99 90 7.99 270 7.99 ■ Defined Defined Deflection X Datum Center of Rigidity • Accidental eccentricity application boundary -7.37 -7.37 -7.37 0.611 61.996 61.999 PI ) Project: F- 11 PCS Subject• Job No t 2") Sheet 'At Name' "ct-tA4— Structural Solutions Originating Office: ad Seattle D Tacoma Date' t 4" k i t -1't.+ C'RLyG (A) FiLkivk Ito (1),AD VktL _ 62 = - V u= v _ 3•�b kla 2.4. S � 3a% u ►�e,_ z it %-ta Vo - 2.noL.,Q- tooi�.t�. Ft, R.S Cr (4-\ - G-AR-vE(L.- wardV-'Sa C>cdP-% s to eek t".) 1t'1G3 a` re(4-e-ES S(DkblA i ©31`- P� - S-t' kke o a T P +Pr - Seattle ] 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurat.com Tacoma 11250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 • tel: 253.383.2797 sedil. Software licensed to PCS Job No 14021 Part Sheet No 1 Rev Job Titre psf mech Ref By jlh Date06-Oct-13 Chd C118nt stock Fite west ns.std Date/Time 18-Jan-2014 14:38 16 Y_x a Print The/Date: 20/01 /201415:50 STAAD.Pro V8i (SELECTseries 3) 20.07.08.20 Print Run 1 of 1 Monday, January 20, 2014, 03:50 PM PAGE NO. • **************************************************** * * * STAAD.Pro V8i SELECTseries3 * Version 20.07.08.20 * Proprietary Program of * Bentley Systems, Inc. * * Date= JAN 18, 2014 * * Time= 14:38:23 * * USER ID: PCS * **************************************************** erm kQ ` Ow k�R$ 1. STAAD SPACE INPUT FILE: west ns.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12 25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS • 140 R-T44- G:\20I4 Jobs114021 PSF Mech Office\Calcs\staad\west ns.anl Page 1 of 14 I,'LI Monday, January 20, 2014, 03:50 PM 'STAAD SPACE -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12 74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -0.6 78. 13 14 UNI GZ 3.6 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 -2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 -2.0 83. PERFORM ANALYSIS G:12014 Jobs114021 PSF Mech Office\Calcslstaadlwest ns.anl Page 2 of 14 STAAD SPACE PROBLEM STATISTICS (.12 Monday, January 20, 2014, 03:50 PM -- PAGE NO. 3 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE _ 10/ 4/ 23 DOF 3, TOTAL DEGREES OF FREEDOM = 48 2 DOUBLE KILO -WORDS 12.0/********* MB **** WARNING : AVAILABLF. HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:\2014 Jobs\14021 PSF Mech 0ffice1Calcs\staad\west ns.anl Page 3 of 14 1,13 Monday, January 20, 2014, 03:50 PM 'STAAD SPACE -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 tAiehe4 3 12.23 52.29 -44.37 0.00 0.00 0.00 Ve1.11F r, 4 -12.68 -14.18 74.30 0.00 0.00 0.00 5 -21.0. (81.44 85.06 0.00 0.00 0.00 2 1 -5.00 37.99 0,01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 9.90 -9.16 0.04 0.00 0.00 0.00 4 -31.94 100.82. -0.04 0.00 0.00 0.00 5 -23.30 44.92 -0.07 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.02 -43.13 -43.76 0.00 0.00 0.00 4 0.03 171.07 102.13 0.00 0.00 0.00 5 0.04 107.91 91.24 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.03 -0.33 0.00 4 0.00 0.00 -0.01 -0.02 0.08 0.00 5 0.00 0.00 0.04 0.06 0.52 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.08 0.00 0.00 0.00 4 0.00 0.00 0.02 0.00 0.00 0.00 5 0.00 0.00 0.13 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 0.00 0.00 0.00 -0.96 0.00 -0.06 4 -0.19 0.00 0.00 2.00 -0.58 -0.21 5 -0.05 0.00 0.00 1.95 -0.15 0.03 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.09 0.00 0.00 0.00 0.00 0.00 4 0.39 0.00 0.00 0.00 0.00 0.00 5 -0.04 0.00 0.00 0.00 0.00 0.00 G:i2014 Jobs114021 PSF Mech Office\Calcs\staad\west ns.anl Page 6 of 14 ' Monday, January 20, 2014, 03:50 PM STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.221 2 38.59 C 0.24 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.491 4 87.59 C 0.05 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.882 4 -4.64 T -0.37-233.24 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.185 4 34.57 C 0.52 -0.10 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.073 5 - 22.80 T 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.957 4 -3.19 T -0.35-252.97 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.188 4 34.58 C 0.76 0.00 15.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.073 5 - 22.77 T 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.605 4 9.60 C 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.728 4 121.09 C 2.00 0.09 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.491 4 -13.73 T 0.29 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.491 4 - 13.73 T 0.29 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.521 4 113.56 C -0.04 -0.50 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.572 4 113.51 C -3.31 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.309 5 - 94.72 T 0.21 0.19 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.313 5 - 94.71 T -0.28 0.34 0.00 93. FINISH G:12014 Jobs114021 PSF Mech Office\Calcs\staadlwest ns.anl Page 12 of 14 L1S Monday, January 20, 2014, 04:06 PM PAGE NO. 1 • **************************************************** * STAAD.Pro V8i SELECTseries3 * * Version 20.07.08.20 * Proprietary Program of * Bentley Systems, Inc. * Date= JAN 20, 2014 * * Time= 16: 6:20 * * * USER ID: PCS * **************************************************** k i> '115 ix) ki -.D 0u1- 1. STAAD SPACE INPUT FILE: west ns.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0 375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS G:\2014 Jobs114021 PSF Mech Office\Calcs\staadlwest ns.anl Page 1 of 14 (.210 Monday, January 20, 2014, 04:06 PM STAAD SPACE 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -0.6 78. 13 14 UNI GZ 3.6 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 2.0 83. PERFORM ANALYSIS -- PAGE NO. 2 G:\20I4 Jobs\14021 PSF Mech Office\Calcs\staad\west ns.ani Page 2 of 14 Monday, January 20, 20I4, 04:06•?PM• 'STAAD SPACE -- PAGE NO. 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 64. PRINT ANALYSIS RESULTS G:12014 Jobs114021 PSF Mech Office\Calcs1staadlwest ns.anl Page 3 of 14 4246 Monday, January 20, 2014, 04:06 PM STAAD SPACE -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 12.23 52.29 -44.37 0.00 0.00 0.00 N4 36.2'-103.17 0.00 0.00 0.00 �99�YYY-(�tt...--- 5 27 86 127.72 -92.41 0.00 0.00 0.00 2 1 -5.00 37.99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 9.90 -9.16 0.04 0.00 0.00 0.00 4 7.66 64.16 0.12 0.00 0.00 0.00 5 16.30 8.27 0.09 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.02 -43.13 -43.76 0.00 0.00 0.00 4 -0.06 -1.43 -72.89 0.00 0.00 0.00 5 -0.05 -64.60 -83.79 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.03 -0.33 0.00 4 0.00 0.00 -0.14 0,12 -1.25 0.00 5 0.00 0.00 -0.08 0.08 -0.81 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.08 0.00 0.00 0.00 4 0.00 0.00 -0.32 0.00 0.00 0.00 5 0.00 0.00 -0.21 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 0.00 0.00 0.00 -0.96 0.00 -0.06 4 -0.18 0.00 0.00 -1.85 -0.58 -0.43 5 -0.04 0.00 0.00 -1.91 -0.15 -0.19 12 1 0.21 0.00 0.00 0,00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.09 0.00 0.00 0.00 0.00 0.00 4 0.77 0.00 0.00 0.00 0.00 0.00 5 0.34 0.00 0.00 0.00 0.00 0.00 G:12014 Jobs114021 PSF Mech Office\Ca1cslstaad1west ns.anl Page 6 of 14 STAAD SPACE Monday, January 20, 2014, 04:06 PM -- PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 •*************k*************►*************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.739 4 129.43 C 0.63 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.382 4 67.34 C -0.25 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.873 4 - 18.69 T -0.22 -232.71 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.078 5 - 17.64 T -1.03 0.15 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.197 4 39.10 C 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.943 4 -20.14 T -0.09 -252.49 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.078 5 -17.66 T -1.03 0.15 0.00 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.197 4 39.06 C 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.601 4 -9.60 T 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.237 4 34.19 C -1.85 0.04 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.485 4 - 15.15 T 0.11 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.485 4 - 15.15 T 0.11 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.312 5 - 93.13 T 0.64 0.17 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.365 4 - 81.00 T -5.85 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.548 4 114.96 C 1.12 -0.53 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.549 4 114.91 C -1.49 0.20 93. FINISH 0.00 G:\2014 Jobs\14021 PSF Mech Office\Calcs\staad\west ns.anl Page 12 of 14 1.,30 Monday, January 20, 2014, 03:53 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 20, 2014 Time= 15:52:51 USER ID: PCS teA C, (c) * * Frp 7o w•R-ll W S1t-' **************************************************** 1. STAAD SPACE INPUT FILE: west ew.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS G:\2014 Jobs114021 PSF Mech OfficetCa1cs\staad\west ew.anl Page 1 of 14 'STAAD SPACE Lat Monday, January 20, 2014, 03:53 PM -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -2 78. 13 14 UNI GZ 1.08 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 2.0 83. PERFORM ANALYSIS G:12014 Jobst1402I PSF Mech Office\Calcslstaad\west ew.anl Page 2 of 14 STAAD SPACE -- PAGE NO. Monday, January 20, 2014, 03:53 PM 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= 10/ 4/ 23 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 48 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD/AVAIL. DISK SPACE = 12.0/ MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:12014 Jobs\14021 PSF Mech Office\Calcs\staad\west ew.anl Page 3 of 14 �33 Monday, January 20, 2014, 03:53 PM STAAD SPACE -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 36.11 43.50 -14.52 0.00 0.00 0.00 4 83.99 177.40 -43.47 0.00 0.00 0.00 5 75.62 110.15 -32.71 0.00 0.00 0.00 2 1 -5.00 37.99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 37.77 -30.58 0.02 0.00 0.00 0.00 4 63.40 21.32 0.08 0.00 0.00 0.00 5 72.05 -34.57 0.05 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0.00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.05 -12.92 -11.88 0.00 0.00 0.00 4 -0.11 58.98 -9.14 0.00 0.00 0.00 5 -0.10 -4.19 -20.03 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.02 -0.23 0.00 4 0.00 0.00 -0.13 0.09 -1.05 0.00 5 0.00 0.00 -0.07 0.05 -0.61 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.06 0.00 0.00 0.00 4 0.00 0.00 -0.27 0.00 0.00 0.00 5 0.00 0.00 -0.16 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 -0.01 0.00 0.00 -0.32 -0.01 -0.13 4 -0.20 0.00 0.00 -0.56 -0.61 -0.58 5 -0.06 0.00 0.00 -0.61 -0.18 -0.34 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0.00 0.00 0.00 4 0.92 0.00 0.00 0.00 0.00 0.00 5 0.49 0.00 0.00 0.00 0.00 0.00 G:\2014 Jobs114021 PSFMech Office\Calcs\staad\west ew.anl Page 6 of 14 L3 4". Monday, January 20, 2014, 03:53 PM -- PAGE NO. 12 STAAD SPACE STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ MZ LOCATION FX MY ®.a=aaasm 1 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.696 4 121.34 C 0.74 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.270 4 47.57 C -0.19 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.873 4 - 25.83 T -0.40 -232.53 14,50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.263 5 -77.98 T -0.58 0.21 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.457 4 90.77 C 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.941 4 -30.67 T -0.27 -252.32 1.21 9 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.272 5 - 78.00 T 1.29 0.00 15.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause E 0.457 4 90.73 C 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.613 4 -32.00 T 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.369 4 63.42 C -0.56 0.02 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.487 4 - 17.08 T 0.16 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.487 4 -17.08 T 0.16 -73.83 0.00 15 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.095 5 - 22.25 T 1.26 0.04 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.149 4 - 10.14 T -6.36 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.250 4 48.48 C 1.24 -0.46 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.255 4 48.44 C -1.64 0.36 0.00 93. FINISH G:12014 Jobs114021 PSF Mech Office\Ca1cs\staad\west ew.anl Page 12 of 14 L35 Monday, January 20, 2014, 03:59 PM PAGE NO. 1 STAAD.Pro V8i SELECTseries3 Version 20.07.08.20 Proprietary Program of Bentley Systems, Inc. Date= JAN 20, 2014 Time= 15:58:37 USER ID: PCS Paz o "ratok. �sr 1. STAAD SPACE INPUT FILE: west ew.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06-OCT-13 4. JOB NAME PSF MECH 5. JOB CLIENT STOCK 6. JOB NO 14021 7. ENGINEER NAME JLH 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT FEET KIP 11. JOINT COORDINATES 12, 1 0 0 0; 2 29 0 0; 4 0 12 0; 5 29 12 0; 6 14.5 12 0; 7 14.5 6 0; 8 -8 12 0 13. 9 0 0 -24.5; 10 0 12 -24.5; 11 0 12 -12.25; 12 0 6 -12.25 14. MEMBER INCIDENCES 15. 1 1 4; 2 2 5; 4 4 6; 6 2 7; 7 1 7; 8 6 5; 9 7 4; 10 7 5; 11 8 4; 12 9 10 16. 13 10 11; 14 11 4; 15 9 12; 16 12 4; 17 1 12; 18 12 10 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 4.176E+006 20. POISSON 0.3 21. DENSITY 0.489024 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. MEMBER PROPERTY AMERICAN 28. 4 8 11 TABLE ST W18X50 29. 1 2 12 TABLE ST TUB60604 30. 6 7 9 10 15 TO 18 TABLE ST HSST6X6X0.375 31. 13 14 TABLE ST W18X35 32. CONSTANTS 33. MATERIAL STEEL ALL 34. SUPPORTS 35. 1 2 9 PINNED 36. 5 FIXED BUT FX FY MZ 37. 7 FIXED BUT FX FY MX MY MZ 38. 10 FIXED BUT FY FZ 39. 12 FIXED BUT FY FZ MX MY MZ 40. MEMBER TRUSS G:\2014 Jobs\I4021 PSF Mech Office\Ca1cs\staad\west ew.anl Page I of 14 Monday, January 20, 2014, 03:59 PM STAAD SPACE -- PAGE NO. 2 41. 7 10 42. MEMBER RELEASE 43. 1 2 9 14 16 18 END MZ 44. 6 13 15 17 START MY MZ 45. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 46. JOINT LOAD 47. 5 FY -24.8 48. JOINT LOAD 49. 8 FY -9.55 50. MEMBER LOAD 51. 4 CON GY -9.55 8 52. 8 CON GY -9.55 1.5 53. 8 CON GY -9.55 9.5 54. JOINT LOAD 55. 10 FY -26.5 56. MEMBER LOAD 57. 13 14 UNI GY -0.36 58. JOINT LOAD 59. 4 FY -3.67 60. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 61. JOINT LOAD 62. 5 FY -11.7 63. JOINT LOAD 64. 8 FY -12.74 65. MEMBER LOAD 66. 4 CON GY -12.74 8 67. 8 CON GY -12.74 1.5 68. 8 CON GY -12.74 9.5 69. JOINT LOAD 70. 10 FY -35.6 71. MEMBER LOAD 72. 13 14 UNI GY -0.48 73. JOINT LOAD 74. 4 FY -4.9 75. LOAD 3 LOADTYPE SEISMIC TITLE LOAD CASE 3 76. MEMBER LOAD 77. 4 8 11 UNI GX -2 78. 13 14 UNI GZ 1.08 79. LOAD COMB 4 COMBINATION LOAD CASE 4 80. 1 1.4 2 1.0 3 -2.0 81. LOAD COMB 5 COMBNATION LOAD CASE 5 82. 1 0.7 3 -2.0 83. PERFORM ANALYSIS G:t2014 Jobst14021 PSF Mech OfficeiCa1cststaadtwest ew.anl Page 2 of 14 trIl Monday, January 20, 2014, 03:5 9 PM 'STAAD SPACE -- PAGE NO. 3 PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 11/ 16/ 7 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE = 10/ 4/ 23 DOF 3, TOTAL DEGREES OF FREEDOM = 48 2 DOUBLE KILO -WORDS 12.0/********* MB **** WARNING : AVAILABLE HARD DISK SPACE MAY NOT BE ENOUGH TO COMPLETE EXECUTION. IF YOUR AVAILABLE HARD DISK SPACE ON THE ANALYSIS DRIVE IS GREATER THAN 3GB THIS MESSAGE MAY BE ERRONEOUS 84. PRINT ANALYSIS RESULTS G:12014 Jobs114021 PSF Mech Office\Calcslstaadlwest ew.anl Page 3 of 14 STAAD SPACE CIS Monday, January 20, 2014, 03:59 PM -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y ITh1 Z 1 1 4.86 33.06 -5.25 0.00 0.00 0.00 2 4.96 44.11 -7.08 0.00 0.00 0.00 3 36.11 43.50 -14.52 0.00 0.00 0.00 4 -60.45 3.39 14.60 0.00 0.00 0.00 5 -68.82 -63.86 25.36 0.00 0.00 0.00 2 1 -5.00 37.99 0.01 0.00 0.00 0.00 2 -5.14 29.30 0.02 0.00 0.00 0.00 3 37.77 -30.58 0.02 0.00 0.00 0.00 4 -87.69 143.65 0.00 0.00 0.00 0.00 5 -79.05 87.76 -0.03 0.00 0.00 0.00 9 1 -0.01 30.93 5.32 0.00 0.00 0,00 2 -0.01 41.51 7.17 0.00 0.00 0.00 3 -0.05 -12.92 -11.88 0.00 0.00 0.00 4 0.08 110.66 38.38 0.00 0.00 0.00 5 0.09 47.50 27.48 0.00 0.00 0.00 5 1 0.00 0.00 -0.03 0.02 -0.21 0.00 2 0.00 0.00 -0.04 0.02 -0.29 0.00 3 0.00 0.00 -0.03 0.02 -0.23 0.00 4 0.00 0.00 -0.02 0.00 -0.12 0.00 5 0.00 0.00 0.03 -0.03 0.32 0.00 7 1 0.00 0.00 -0.05 0.00 0.00 0.00 2 0.00 0.00 -0.07 0.00 0.00 0.00 3 0.00 0.00 -0.06 0.00 0.00 0.00 4 0.00 0.00 -0.03 0.00 0.00 0.00 5 0.00 0.00 0.08 0.00 0.00 0.00 10 1 -0.07 0.00 0.00 0.03 -0.21 -0.12 2 -0.09 0.00 0.00 0.04 -0.28 -0.16 3 -0.01 0.00 0.00 -0.32 -0.01 -0.13 4 -0.18 0.00 0.00 0.71 -0.56 -0.07 5 -0.04 0.00 0.00 0.65 -0.12 0.17 12 1 0.21 0.00 0.00 0.00 0.00 0.00 2 0.29 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0.00 0.00 0.00 4 0.24 0.00 0.00 0.00 0.00 0.00 5 -0,19 0.00 0.00 0.00 0.00 0.00 G:12014 Jobsk14021 PSF Mech Office\Calcs\staadlwest ew.anl Page 6 of 14 1-39 Monday, January 20, 2014, 03:59 PM 4 STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v2.0 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ FX CRITICAL COND/ MY RATIO/ MZ LOADING/ LOCATION 1 ST TUB60604 (RISC SECTIONS) PASS Clause H1/2 0.221 2 38.59 C 0.24 0.00 12.00 2 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.600 4 107.36 C -0.01 0.00 0.00 4 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.885 4 2.50 C -0.19-233.42 14.50 6 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.482 4 94.91 C 0.07 -0.15 15.69 7 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.237 5 - 74.48 T 0.00 0.00 0.00 8 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.964 4 7.33 C -0.17-253.14 1.21 9 ST HSST6X6X0.375 (RISC SECTIONS) PASS Clause H1/2 0.490 4 94.93 C 0.63 0.00 15.69 10 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause D2 0.237 5 - 74.44 T 0.00 0.00 0.00 11 ST W18X50 (AISC SECTIONS) PASS Clause H1/2 0.624 4 32.00 C 0.00 208.88 8.00 12 ST TUB60604 (AISC SECTIONS) PASS Clause H1/2 0.533 4 91.87 C 0.71 0.11 12.00 13 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.490 4 - 11.80 T 0.24 -73.83 12.25 14 ST W18X35 (AISC SECTIONS) PASS Clause H1/2 0.490 4 -21.80 T 0.24 -73.83 0.00 15 ST HSST6X6X0.375 (RISC SECTIONS) PASS Clause H1/2 0.211 4 42.68 C -0.67 -0.36 13.64 16 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.243 4 42.65 C -2.79 0.00 13.64 17 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.094 5 - 28.25 T 0.10 0.13 13.64 18 ST HSST6X6X0.375 (AISC SECTIONS) PASS Clause H1/2 0.096 5 -28.24 T -0.13 0.18 0.00 93. FINISH G:12014 Jobs114021 PSF Mach Office\Caicslataadlwest ew.anI Page 12 of 14 Z} Project: Subject: Sheet Structural Solutions Originating Office: ❑ Seattle Job No' 4-021 Name* cIL4- ❑ Tacoma Date' Frt- N4:? s`-.1G4•• cis= 3a- r. 2(01 �. et, P, t T 4.104te- Lo to 1.4C I *:!` I IS- C2 04kS- S /C4- Z,0 ~ 31 53�5�Z Zateit4/4 ,� 5 �. ►1 ` t a }c.. 14— )a S' P-Ork- Ei r-ao..•wJ w t, , ekLp ..s � I� t� c,cvr i l►1~ �1 v `�Z., 44e4a.14-" ��- Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tei: 206.292.5076 Tacoma ( 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 (4)4fr p�: www.pcs-structuraLcom J08ifilE: PROJECT JOBNJOB # SUBJECT; SUBJECT DESK: DESIGNER SOT: SHEET DATE: DATE Concrete beam Capacity • C:\Users\Jimh\Documents\Lou s ExcenIConcre$e Bending Capacity.xk1Concreie Beam Capacity Diagram/In put A51 = 0.31 sq. in fyi = 60 ksi As2 = 0.00 sq. in fy2 = 60 ksi A = 0.00 sq. in f3 = 00 ksi d = 30" NOTE: 2 # 8's Mu = 20.8 ft-k f'a = 3000 psi $ = 0.90 B= 0.85 Results Foc n►-34 $C birJ4.. Mr, =+T 35.8 ft-k > Mu = 20.8 ft-k OK Maximum Reinforcing Check p = 0.0010 < 0.75*p bal = 0.0160 Steel Strain = 0.1061 > 0.005 ACI-99 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/3e$ Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio • OK Calculations: T = ASf fy1 + AS2 fy2 + A53 fy, = 18.60 k deH= d- As] fyi di + As2 fy1 d2 + Asa fya d3 T T 18.60 k — a= 0.61" 0.85 ra b 30.60 k/in Ku = Mu*12000/bdA2 = 31 Ku = $Mn' 12000/bdA2 = 53 30" 74.40 in-k 18.60 k c= a/B1= 0.72" = 26.00" jos nu, PROJECT sumr. SUBJECT NE; SHEET jo8Ap• JOB # t'€SaR. DESIGNER NE, DATE Conrrsto mom Caoocihr .Diagram/Input Asf = 1.76 sq. in fyi = 60 ksi A52 = 0.00 sq. in t 2 = 60 ksi =0.00sq. in NOTE: 2 # 8's Mu = 110.0 fi-k = 3000 psi = 0.90 B= 0.85 Results fy, = 00 ksi C:\Users\JNnh\D ocurnents\Loli s Excer\IConcrefe Bendng Capoeip.011Canarete Beam Capocily d = 24" �M„=+T dog - 152.9 ft-k > Mu = 110.0 ft-k OK Maximum Reinforcing Check p = 0.0029 < 0.75•p bal = 0.0160 ACI-99 Steel Strain = 0.0339 > 0.005 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/3*# Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculations: T= Asifyi+AS2fy2+AS,fy,= 105.60k deft = d - a - As) fyi di + As2 fy2 d2 + Asa fyi d3 T T 105.60 k 0.85 fc b 76.50 k/in - 1,38" Ku = Mu' 12000/bdA2 = 110 Ku = #Mn' 12000/bdA2 = 153 24" L 422.40 in k = = 20.00" 105.60 k J c= a/B1= 1.62" apcs Project: S F Job No Subject: Sheet L43 Name' Structural Solutions Originating Office: ❑ Seattle ❑ 'Tacoma Date' sots 1.o►e s +�+E/,.4 ,'11) Jo r q 14v21 I _2 44- . O c1 4 4 i,5 + q3,1 1.`- q L. 1,-- 3t k + 4t -72.4k. L - L/1,4- 3 3.1 4- 4 4.1 4 (i S A, 3 t`kb — b/ i,4- 3a 5 - -"(„L F zr. st{ 1 + +4- ; *7 -4•• � i tt) ,1 (,ets) :, C�> p� No UP�tf"r 45 = 1.Se 41-�Sa_ J ct►Jr - —. 38 t3 1aPJa. $e l ,4 13?)) — 8 4- Za.3 4 2t•A = R 3 t •9 0 Zero °L.. t- ►�% 4 . Seattle 1811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.ecs-structura l.com Project: PsF Subject: Sheet Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Sr, +0e Noes- NF So0-r e.4 Vu 4 , 4 43,B Job No. Name* Date: 63.okc 4-021 1-10 -1 d-• . s.- (3%, t 4 ,ci -4- .5 -3, to eek,kr-- (10/(,\C (2)C7-?1(1,�C.+s` ��,�� t t S) V'kU.aw z 2.S l,�tz)t ,2bo = , °I b cr-ei FtG� ?1 ,Ltee ( -9-S+ tom = •Z3�oL v VAS. Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma ( 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 �-41 + z3 - 6.7.1 L, www pcs-structural.com • 11:11PCS Project.Job No Subject: Sheet Name Structural S kidOns Originating Office: ❑ Seattle ❑ Tacoma Date: tM��IN ► rJ F#A► ►J f.Q-- �x�r.J iD l t►`-� S Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 11250 Pacific Avenue, State 701 -Tacoma, WA 98402 • tel: 253.383.2797 Pcs Structural Solutions Originating Office: Seattle ❑ Tacoma Date• 1 ° _P 3 esF 2Ft Project: Subject: oo c7 L.� k t, dh P t : W (4,0c i o Cr. It,I el-2; GA Sheet D PS Job No- l 4.01.1 Name' Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2(97 a PCS Project Job No - Subject: ?- Subject: Sheet Name Structural Solutions Originating Office: Seattle 0 Tacoma Date• � 9 "" L Xt ►-s LaouL t 24�S 310 f41.F" L 219, l3 �. Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 wwwpcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: ' 3 Prow:60;,'T2013.319i'F., f Multiple Simple Beam Lie. # : KW-06002327 Description : Wood Beam Design : existing roof end File .clU otlingliDOCUME-�> CA-IoFF-t. ENERCALC, INC. 1983-2013,. e.13.8.31, Ver:6,13:8.31 Licensee • PCS STRUCTURAL SOLUTIONS Calculations per 2005 NOS, IBC 2006, CBC 2007, ASCE 7-05 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.125x31.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V8 2,400.0 psi Fc - PrII 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf 2,400.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib= 24.50 ft Point: D = 4.780, S = 7.960 k @ 46.50 ft Design Summary Max fb/Fb Ratio = 0.970. 1 tb : Actual : 1,964.14 psi at Fb : Allowable : 2,024.49 psi Load Comb : +D+S+H Max fv/FvRatio = 0.677 : 1 fv : Actual : 206.46 psi at 39.500 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb: +D+S+H Max Reactions (k) Q L Lr A Left Support 6.18 10.31 Right Support 15.69 26.13 16.788 ft in Span # 1 OfO.$7$,St 6125) te- 39.50ft 11O R 5.125)(31,5 Max Deflections IN E tf Downward L+Lr+S 0.914 in Downward Total 1.462 in Upward L+Lr+S -0.245 in Upward Total -0.391 in Live Load Defl Ratio 518 >360 Total Defl Ratio 324 >180 Wood Beam Design : middle Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.125x22.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V8 2,400.0 psi Fc - PrII 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pd 2,400.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 24.50 ft Design Summary Max fb/Fb Ratio = 0.906. 1 fb : Actual : 2,298.03 psi at Fb : Allowable : 2,537.08 psi Load Comb : +D+S+H Max fv/FvRatio = 0.468 : 1 fv : Actual : 142.52 psi at 0.000 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H Max Reactions (k) P. L Left Support 4.78 Right Support 4.78 13.000 ft in Span # 1 w E 7.96 7.96 0(0.3618V3i0.e125) 26,0 ft, 5.125x22.5 Wax —Deflections Downward L+Lr+S 0.723 in Downward Total 1.157 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 431 >360 Total Defl Ratio 269 >180 3 eior Q r-7 ;w, $ s _ $ L J P1E?-hi4pi tiJ E Fk.A-M 11.1 c - it.e•-re PLhN1 NoQr-K rtH NZ PCS Project: 5 Job No• 4 #°.2-1 Subject: Sheet Name• '1 &P13 ' Structural Solutions Originating Office: Seattle El Tacoma Date• t&O t 1 E`L r•-A t L (p 6.0 Psi .o, © BPS F 2B t "T f t G kt.. cAi' bthbo Pc-F L'i t_ = ad Psl= (a? - S pt,F 11 ' 2 -33 2Q4 2Q5 �.P1U' r K i 2 yt�. t3 cL pj -D c>c- E. 0 ►Rc.�-t, C. FO S� 1 (Al t 2-`F 2 t, t* e do 12-)t 21O e_ " Seattle + 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurat.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tei: 253.383.2797 Title Block Line 1 You can change this area using the 'Settings* menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Protect Descr: Project ID: Z Fle* prirfi: 2; JAN 2 14. 2:4J?M Steel Beam Lic. # : KW-06002327 Description : typical puriin 2% I CODE REFERENCES File=C.111satsllirl00CUA=11EilERM4-IWSFOFf-1.E!C6 ENERCALC, INC.1983•2013,1 13.8.31, Ver.8.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination iBC 2012 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.48) L(0.64) " y Applied Loads Span = 24.50 ft W12x30 Service Toads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.781 : 1 W12x30 84.035 k-ft 107.535 k-ft +D+L+H 12,250ft Span # 1 0.756 in 0.000 in 1.326 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 = 388 0 <360 222 0 <180 Desi. n OK 0.215 :1 W12x30 13.720 k 63.960 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + +D+H Dsgn. L = 24.50 ft +D+L+H Dsgn. L = 24.50 ft +D+Lr+H Dsgn. L = 24.50 ft +D+S+H Dsgn. L = 24.50 ft +D+0.750Lr+0.750L+H Dsgn. L = 24.50 ft +0+0.750L+0.750S+H Dsgn. L = 24.50 ft +0+0.60W+H Dsgn. L = 24.50 ft +D+0.70E+H Dsgn. L = 24.50 ft +040.750Lr+0.750L+0.450W+H Dsgn. L = 24.50 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 24.50 ft +0+0.750L+0.750S+0.5250E41 Dsgn. L = 24.50 ft +0.60D+0.60W+0.60H Dsgn. L = 24.50 ft +0.60D+0.70E+0.60H 1 0.335 0.092 36.02 1 0.781 0.215 84.04 1 0.335 0.092 36.02 1 0.335 0.092 36.02 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.335 0.092 36.02 1 0.335 0.092 36.02 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.670 0.184 72.03 1 0.201 0.055 21.61 lay of Shear Values Mmax - Ma - Max Mnx Mix/Omega Cb Rm Va Max Vnx Vnx/Omega 36.02 179.58 107.53 1.00 1.00 5.88 95.94 63.96 84.04 179.58 107.53 1.00 1.00 13.72 95.94 63.96 36.02 179.58 107.53 1.00 1.00 5.88 95.94 63.96 36.02 179.58 107.53 1.00 1.00 5.88 95.94 63.96 72.03 179.58 107.53 1.00 1.00 11.76 95.94 63.96 72.03 179.58 107.53 1.00 1.00 11.76 95.94 63.96 36.02 179.58 107.53 1.00 1.00 5.88 95.94 63.96 36.02 179.58 107.53 1.00 1.00 5.88 95.94 63.96 72.03 179.58 107.53 1.00 1.00 11.76 95.94 63.96 72.03 179.58 107.53 1.00 1.00 11.76 95.94 63.96 72.03 179.58 107.53 1.00 1.00 11.76 95.94 63.96 21.61 179.58 107.53 1.00 1.00 3.53 95.94 63.96 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : typical pudin Load Combination Segment Length Span # Dsgn. L = 24.50 ft 1 Overall Maximum Deflections • Max Stress Ratios M V 0.201 0.055 Unfactored Loads Project Title: Engineer: Project Descr: Proiect ID: S?. Prim!: 20 4AF; 2014 2.4WM Fite=dillsersUimIADOCIIME-11ENERCA-I1PSFOFF-1.EC6 ENERCM.C, INC.1983.2013, Buiid:6.13.8.31. VerS.13.8:31 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 21,61 21.61 179.58 107.53 1.00 1.00 3.53 95.94 63.96 Summary of Moment Values Load Combination Span Max. ' ' Deft Location in Span Load Combination Max. '+" Defl Location in Span D+L Vertical Reactions - Unfactored 1.3260 12.373 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support2 Overall MAXimum 13.720 D Only 5.880 L Only 7.840 D+1. 13.720 13.720 5.880 7.840 13.720 Title Block Line 1 You can change this area usirYg the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Biock Line 6 I Steel Beam Lic. # : KW-06002327 Description : typical purlin 11.0 CODE REFERENCES Project Title: Engineer: Project Descr: Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Licensee : PC: Project ID: F� I'otld'' 16 Jf H 2C14. 2:3514 hrih1000UME-I1ENERCA-11PSF0FF-1,Ec6 ENERCALC, INC.19834013, aulld-6.13131, Ver.6.118.31 TRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.48 ), L(0.64) w i Span = 11.0 ft W12x26 Applied Loads Uniform Load : D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.183: 1 W12x26 16.940 k-ft 92.814 k-ft +D+L+H 5.500ft Span # 1 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 0.036 in Ratio = 0.000 in Ratio = 0.063 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 3,674 0 <360 2100 0 <240 Desk n OK 0.110 :1 W12x26 6.160 k 56.120 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 11.00 ft 1 0.078 0.047 7.26 +0+L+H Dsgn. L = 11.00 ft 1 0.183 0.110 16.94 +D+Lr+H Dsgn. L = 11.00 ft 1 0.078 0,047 7.26 +D+S+H Dsgn. L = 11.00 ft 1 0.078 0.047 7.26 +0+0.750Lr+0.750L+H Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +D+0.750L+0.750S+H Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +D+W+H Dsgn. L = 11.00 ft 1 0.078 0.047 7.26 +0+0.70E+H Dsgn. L = 11.00 ft 1 0.078 0.047 7.26 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +0+0.7501+0.750S+0.750W+H Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +0+0.750Lr+0.750L+0.5250E+11 Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +0+0.7501+0.750S+0.5250E44 Dsgn. L = 11.00 ft 1 0.156 0.094 14.52 +0.60D+W+H 7.26 155.00 16.94 155.00 7.26 155.00 7.26 155.00 14.52 155.00 14.52 155.00 7.26 155.00 7.26 155.00 14.52 155.00 14.52 155.00 14.52 155.00 14.52 155.00 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.64 6.16 2.64 2.64 5.28 5.28 2.64 2.64 5.28 5.28 5.28 5.28 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer. Project Descr Proiect ID: P 1 Pr01401:16 J J4 2014. 2 ,16?h1 Steel Beam File =c UsettUiraleDCCU -11EHERCA- PSFOFF-1.EC8 ENERCALC, INC. 1963-2013, 8u11d6.13.8:31, Vee6.13:8,31 Lic. #• : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : typical purlin 11.0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 11.00 ft 1 0.047 0.028 4.36 4.36 155.00 92.81 1.00 1.00 1.58 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 11.00 ft 1 0.047 0.028 4.36 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " Defl Location in Span D+L 1 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 weiall MAmum 6.160�`.16� D Only 2.640 2.640 L Only 3.520 3.520 D+L 6.160 6.160 4.36 155.00 92.81 1.00 1.00 1.58 84.18 56.12 Load Combination Max. "+" Deft Location in Span 0.0629 5.555 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the 'Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Steel Beam # : KW-06002327 Description : typical purlin 11.0 partial CODE REFERENCES zS3 Project Title: Engineer: Project Descr: Project ID: •r{ 0 rr_E :i: 16 Ji W 2014, 1:55'!.'. File=cilktrrsUlmb 0CUME-1VENERCA-1 0EF-f.ECi ENERCALC, gIC 19834013, Build:6,13.8.31. Ver.6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Fy : Steel Yield E. Modulus : 50.0 ksi 29,000.0 ksi D(0.48 L(0.64) 4 i Span = 11.0 ft W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.060, L = 0.080 ksf, Extent = 6.0 -» 11.0 ft, Tributary Width = 8.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.091: 1 W12x26 8.359 k-ft 91.776 k-ft +D+L+H 7.150ft Span#1 0.016 in 0.000 in 0.027 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 = 8,512 0 <360 4864 0 <240 Design OK 0.077 : 1 W12x26 4.327 k 56.120 k +D+L+H 11.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 11.00 ft +D+L+H Dsgn.L= 11.00ft +D+Lr+H Dsgn. L = 11.00 ft +0+S+H Dsgn. L = 11.00 ft +0+0.750Lr+0.750L+41 Dsgn.L= 11.00ft +D+0.750L+0.750S+H Dsgn. L = 11.00 ft +D+W+H Dsgn. L = 11.00 ft +D+0.70E+H Dsgn. L = 11.00 ft +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 11.00 ft +D+0.750L+0.750S+0.750W+H Dsgn.L= 11.00ft +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 11.00ft +0+0.750L+0.750S+0.5250E+H Dsgn. L = 11.00 ft 0.039 0.033 3.58 3.58 153.27 91.78 1.27 1.00 1.85 84.18 56.12 0.091 0.077 8.36 8.36 153.27 91.78 1.27 1.00 4.33 84.18 56.12 0.039 0.033 3.58 3.58 153.27 91.78 1.27 1.00 1.85 84.18 56.12 0.039 0.033 3.58 3.58 153.27 91.78 1.27 1.00 1.85 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 0.039 0.033 3.58 3.58 153.27 91.78 1.27 1.00 1.85 84.18 56.12 0.039 0.033 3.58 3.58 153.27 91.78 1.27 1.00 1.85 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 0.078 0.066 7.17 7.17 153.27 91.78 1.27 1.00 3.71 84.18 56.12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line B Project Title: Engineer: Project Descr: Project ID: Pir,00: 0 JAN 20,4. ..V.AV Steel Beam Ale =ell stustAmh1DOCt1ME-11ENERCMlSPSFOFf-1.EC6 ENERCALC, 1983 2013, 8uikt6.13.8.31, Vec6.13.6.31 Lic. # : KW-36002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : typical pudin 11.0 partial Load Combination Segment Length +0.60D+W+H Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 11.00 ft 1 0.023 0.020 2.15 2.15 153.27 91.78 1.27 1.00 1.11 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 11.00 ft 1 0.023 0.020 2.15 2.15 153.27 91.78 1.27 1.00 1.11 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+` Defl Location in Span D+L 1 0.0271 6.050 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimuin........._........._._ — -273•............ .....4.327 D Only 0.545 1.855 L Only 0.727 2.473 D+L 1.273 4.327 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Tide Block Line 6 Steel Beam Lic. 4: KW-06002327 Description : typical pudin 24.5 partial 15.5 CODE REFERENCES Project Title: Engineer: Project Descr. Project ID: SFi-1 P 1w4. ZG JAN 2014. 1:441-1 F8e=ctlswsUirrd1100CUty-11EtERGM1WSF0FF-1.Ef ENERCALC, INC. 19032013, 8101d:6.13.8.31. Vena13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Braced @ Mid Span Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi D(0.48),L(0.64) Span = 24.50 ft W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.060, L = 0.080 ksf, Extent = 0.0 -» 15.50 ft, Tributary Width = 8.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.758: 1 W12x26 62.883 k-ft 83.006 k-ft +D+L+H 10.658ft Span#1 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 0.625 in Ratio = 0.000 in Ratio = 1.094 in Ratio = 0.000 in Ratio = 470 0 <360 269 0 <240 Design OK 0.211 : 1 W12x26 11.869 k 56.120 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega D Only Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft 40+L+H Dsgn. L = 12.25 ft Dsgn. L= 12.25ft +D+Lr+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft +D+S+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft +D+0.750Lr+0.750L+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft +0+0.750L+0.750S+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft +D+W+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft +0+0.70E+H 1 0.325 1 0.283 1 0.758 1 0.661 1 0.325 1 0.283 1 0.325 1 0.283 1 0.649 1 0.567 1 0.649 1 0.567 1 0.325 1 0.283 0.091 26.95 26.95 138.62 83.01 1.22 1.00 0.042 26.30 26.30 155.00 92.81 1.57 1.00 0.211 62.88 0.098 61.36 0.091 26.95 0.042 26.30 0.091 26.95 0.042 26.30 0.181 53.90 0.084 52.59 0.181 53.90 0.084 52.59 0.091 26.95 0.042 26.30 62.88 138.62 83.01 1.22 1.00 61.36 155.00 92.81 1.57 1.00 26.95 138.62 83.01 1.22 26.30 155.00 92.81 1.57 26.95 138.62 83.01 1.22 26.30 155.00 92.81 1.57 1.00 1.00 1.00 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 53.90 138.62 83.01 1.22 1.00 52.59 155.00 92.81 1.57 1.00 26.95 138.62 83.01 1.22 1.00 26.30 155.00 92.81 1.57 1.00 5.09 84.18 56.12 2.35 84.18 56.12 11.87 84.18 56.12 5.49 84.18 56.12 5.09 84.18 56.12 2.35 84.18 56.12 5.09 84.18 56.12 2.35 84.18 56.12 10.17 84.18 56,12 4.71 84.18 56.12 10.17 84.18 56.12 4.71 84.18 56.12 5.09 84.18 5612 2.35 84.18 56.12 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : typical pudin 24.5 partial 15.5 Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project Descr: Summary of Moment Values Project ID: . 13 Ptinted: 2D JAN 2G14, 144P4 Fib=c:tt>gerstAraNDOCUME^1tENERCA-11FSFUFF-1.816 ENERCALC, WWC.1983.2013, 9uikk8.13.8.31, Ver.6.13;8.31 Licensee : PCS STRUCTURAL SOLUTIONS M V Mmax + Summary of Shear Values Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 12.25 ft 1 0.325 0.091 26.95 Dsgn. L = 12.25 ft 1 0.283 0.042 26.30 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 12.25 ft 1 0.649 0.181 Dsgn. L = 12.25 ft 1 0.567 0.084 +D+0.750L+0.750S+0.750W41 Dsgn. L = 12.25 ft 1 0.649 0.181 Dsgn. L = 12.25 ft 1 0.567 0.084 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 12.25 ft 1 0.649 0.181 Dsgn. L = 12.25 ft 1 0.567 0.084 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 12.25 ft 1 0.649 0.181 Dsgn. L = 12.25 ft 1 0.567 0.084 +0.60D+W+H Dsgn. L = 12.25 ft 1 0.195 0.054 Dsgn. L = 12.25 ft 1 0.170 0.025 +0.60D+0.70E+H Dsgn. L = 12.25 ft Dsgn. L = 12.25 ft 1 0.195 0.054 1 0.170 0.025 Overall Maximum Deflections - Unfactored Loads Load Combination Span D41- Vertical Reactions • Unfactored 26.95 138.62 83.01 1.22 1.00 5.09 84.18 56.12 26.30 155.00 92.81 1.57 1.00 2.35 84.18 56.12 53.90 53.90 138.62 83.01 1.22 1.00 10.17 84.18 56.12 52.59 52.59 155.00 92.81 1.57 1.00 4.71 84.18 56.12 53.90 53.90 138.62 83.01 122 1.00 10.17 84.18 56.12 52.59 52.59 155.00 92.81 1.57 1.00 4.71 84.18 56.12 53.90 53.90 138.62 83.01 1.22 1.00 10.17 84.18 56.12 52.59 52.59 155.00 92.81 1.57 1.00 4.71 84.18 56.12 53.90 53.90 138.62 83.01 1.22 1.00 10.17 84.18 56.12 52.59 52.59 155.00 92.81 1.57 1.00 4.71 84.18 56.12 16.17 16.17 138.62 83.01 1,22 1.00 3.05 84.18 56.12 15.78 15.78 155.00 92.81 1,57 1.00 1.41 84.18 56.12 16.17 16.17 138.62 83.01 1.22 1.00 3.05 84.18 56.12 15.78 15.78 155.00 92.81 1.57 1.00 1.41 84.18 56.12 Max.'-" Defl Location in Span Load Combination 1.0943 11.760 Support notation : Far left is #1 Max. '+" Defl Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum D Only L Only D+L 11.869 5.087 6.782 11.869 5.491 2.353 3.138 5.491 Load Combination Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & • Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: 9,F i¢ ,pa. 20 JA?! 2014 1: 40 M Steel Beam Lic. # : KW-06002327 Description : typical purlin 24.5 partial 9.5 CODE REFERENCES 7,5s F, a =e 11ENERCA-11PSF0FF-1EC6 ENERCALC, WC.1983•2013, 8uyd:&,13.8.31, *tau License PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Defined Brace Locations, First Brace at 9.50 ft, Second Brace at ft, Third Brace at ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.48) L(0.64) Applied Loads Span = 24.50 ft W12x26 Service Toads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.060, L = 0.080 ksf, Extent = 0.0 -» 9.50 ft, Tributary Width = 8.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.354: 1 Maximum Shear Stress Ratio = W12x26 32.841 k-ft 92.814 k-ft +D+L+H 7.718ft Span # 1 0.291 in 0.000 in 0.510 in 0.000 in Ratio = Ratio = Ratio = Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,008 0 <360 576 0 <240 Desk n OK 0.153 : 1 W12x26 8.577 k 56.120 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 9.43 ft 1 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 3.68 84.18 56.12 Dsgn. L = 15.07 ft 1 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.88 84.18 56.12 +D+L+H Dsgn. L = 9.43 ft 1 0.354 0.153 32.84 32.84 155.00 92.81 1.20 1.00 8.58 84.18 56.12 Dsgn. L = 15.07 ft 1 0.335 0.037 31.08 31.08 155.00 92.81 1.66 1.00 2.06 84.18 56.12 +D+Lr+H Dsgn. L = 9.43 ft 1 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1,00 3.68 84.18 56.12 Dsgn. L = 15.07 ft 1 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.88 84.18 56.12 +D+S+H Dsgn. L = 9.43 ft 1 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 3.68 84.18 56.12 Osgn. L = 15.07 ft 1 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1,00 0.88 84.18 56.12 +0+0.750Lr+0.750L+H Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 7.35 84.18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 +0+0.750L+0.750S+H Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1,00 7.35 84.18 56.12 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 +D+W+H Dsgn. L = 9.43 ft 1 0.152 0.066 14.07 14.07 155.00 92.81 1.20 1.00 3.68 84.18 56.12 Dsgn. L = 15.07 ft 1 0.144 0.016 13.32 13.32 155.00 92.81 1.66 1.00 0.88 84.18 56.12 +0+0.70E+H Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block trine 6 Steel Beam Lic. # : KW-0600232.7 Description : typical puffin 24.5 partial 9.5 Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Dsgn. L = 9.43 ft 1 0.152 Dsgn. L = 15.07 ft 1 0.144 +D+0.750Lr+0.750L'0.750W+H Dsgn. L = 9.43 ft 1 0.303 Dsgn. L = 15.07 ft 1 0.287 +0+0.750L+0.750S+0.750W+H Project Title: Engineer: Project Descr: Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxJOmega Project ID: .z.F l I Printed. 20 JAN 2014, 1:40PI,1 Fie = clilsersUimhlDOCtJPE-11E A-1WSFOFF^1.E{ ENERCALC, INC.1983-2013, 8i d1113.8.3t, Vbre.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values 0.066 14.07 14.07 155.00 92.81 1.20 1.00 3.68 84.18 56.12 0.016 13.32 13.32 155.00 92.81 1,66 1.00 0.88 84.18 56.12 0.131 28.15 28.15 155.00 92.81 1.20 1.00 7.35 84.18 56.12 0.032 26.64 26.64 155.00 92.81 1.66 1.00 1.77 84.18 56.12 Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 Dsgn. L. = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1,00 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 9.43 ft 1 0.303 0.131 28.15 28.15 155.00 92.81 1.20 1.00 Dsgn. L = 15.07 ft 1 0.287 0.032 26.64 26.64 155.00 92.81 1.66 1.00 +0.60D+W+H Dsgn. L = 9.43 ft 1 0.091 0.039 8.44 8.44 155.00 92.81 1.20 1.00 Dsgn. L = 15.07 ft 1 0.086 0.009 7.99 7.99 155.00 92.81 1.66 1.00 +0.60D+0.70E+H Dsgn. L = 9.43 ft 1 0.091 0.039 8.44 8.44 155.00 92.81 1.20 1.00 Dsgn. L = 15.07 ft 1 0.086 0.009 7.99 7.99 155.00 92.81 1.66 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Location in Span Load Combination 10.903 Support notation : Far left is #1 7.35 84.18 56.12 1.77 84.18 56.12 7.35 84.18 56.12 1.77 84.18 56.12 7.35 84.18 56.12 1.77 84.18 56.12 2.21 84.18 56.12 0.53 84.18 56.12 2.21 84.18 56.12 0.53 84.18 56.12 Max. "+' Dell Location in Span 0.0000 0.000 Values in KIPS Overall MAXimum 8.577 2.063 D Only 3.676 0.884 L Only 4.901 1.179 D+L 8.577 2.063 Pcs Project: re? Job No. T` Subject: Sheet Name• ''J u4' structural Solutions Originating Office: ❑Seattle ❑ Tacoma Date* ZA `, 4' NIA) ST f-t(- ;s~ 1100 t t�= 3 (P>> t 1 t 6 S \VI 3 {�Z n 262.)C(04) : Qz` 2 (V2_\) , t6 ¢,$o L.. 2 42 t Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tei: 206.292.5076 www.pcs-structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : beam 4.8 CODE REFERENCES 21to Project Title: Engineer: Project Descr: Project ID: 7,F11- Priri1 d:19 .11kr4 2014. 3:1214,1 FIIe = 1tENERCA-1N8FOFF-4.EC6 ENERCALC, INC.19O3.2013 Buikt6.13.8.31, Ver&.13I31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 E Applied Loads D(1.44) L(1.92) 1 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(1.44) L(1.92) D(1.92 L(4.8) Load(s) for Span Number 1 Point Load : D = 1.440, L = 1.920 k 0 8.0 ft Point Load : D = 1.440, L = 1.920 k a 16.0 ft Point Load: D = 1.920, L=4.80k an21.0ft DESIGN SUMMARY Span = 24.0 ft W12x26 Service Toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.434: 1 Section used for this span W12x26 Ma : Applied 40.286 k-ft Mn / Omega : Allowable 92.814 k-ft Load Combination +O+L+H Location of maximum on span 15.960ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 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 0.427 in Ratio = 0.000 in Ratio = 0.696 in Ratio = 0.000 in Ratio = 673 0 <360 414 0 <240 Design OK 0.165:1 W12x26 9.240 k 56.120 k +D+L+H 21.120 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega D Only Dsgn. L = 24.00 ft +D+L+H Dsgn. L = 24.00 ft +D+Lr+H Dsgn. L = 24.00 ft +D+S+H Dsgn. L = 24:00 ft +0+0.750Lr+0.750L+H Dsgn. L = 24.00 ft +D+0.750L+0.750S+H Dsgn. L = 24.00 ft +D+W+H Dsgn. L = 24.00 ft +0+0.70E+H Dsgn. L = 24.00 ft +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 24.00 ft +0+0.750L+0.750S+0.750W+H Dsgn. L = 24.00 ft +0+0.750Lr+0.750L+0.5250E+H Dsgn. L = 24.00 ft 0.165 0.434 0.165 0.165 0.367 0.367 0.165 0.165 0.367 0.367 0.367 0.056 0.165 0.056 0.056 0.137 0.137 0.056 0.056 0.137 0.137 0.137 15.35 40.29 15.35 15.35 34.05 34.05 15.35 15.35 34.05 34.05 34.05 15.35 40.29 15.35 15.35 34.05 34.05 15.35 15.35 34.05 34.05 34.05 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 155.00 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 92.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.12 84.18 56.12 9.24 84.18 56.12 3.12 84.18 56.12 3.12 84.18 56.12 7.71 84.18 56.12 7.71 84.18 56.12 3.12 84.18 56.12 3.12 84.18 56.12 7.71 84.18 56.12 7.71 84.18 56.12 7.71 84.18 56.12 Title Block Line 1 You can change this area using the 'Settings* menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # ; KW-06002327 Description : beam 4.8 Load Combination Max Stress Ratios Project Title: Engineer: Project Descr: Summary of Moment Values Project ID: IF( 5 ?: le) A 2014, 312P,1 F89=dtsersU&nh1DOCUME-ilENERC*-lWSFOFF-1.EC6. ENERC&C, INC.1983.2013, Bui id3.8.31, Vr.8.13.8.31. Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +0+0.7501+0.750S+0.5250E4t Dsgn. L = 24.00 ft 1 0.367 0.137 34.05 34.05 155.00 92.81 1.00 1.00 7.71 84.18 56.12 +0.60D+W+H Dsgn. L = 24.00 ft 1 0.099 0.033 9.21 9.21 155.00 92.81 1.00 1.00 1.87 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 24.00 ft 1 0.099 0.033 9.21 9.21 155.00 92.81 1.00 1.00 1.87 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000 D+L 1 0.6957 12.600 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 4.2no 9.240 D Only 1.680 3.120 L Only 2.520 6.120 D+L 4.200 9.240 Support notation : Far left is #1 0.0000 Values in KIPS Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project !D: 2''t 9 "rint:d:1 n JAN 2014, 3:13'6? Lic. # : KW-06002327 Description : header E CODE REFERENCES • Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 FlIe = VJsersUfr l0CUME-11ENERCA-1W5FOFF-4,EC6 ENERCALC, INC.1983.2013, Bu &,13. 31, Wr.6.138:31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(3.12) L(6.12) D(11).48) L(0.64) Applied Loads Span = 11.0 ft W12x26 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060, L = 0.080 ksf, Tributary Width = 8.0 ft Pant Load: D=3.120, L = 6.120 k 015.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.452: 1 Section used for this span W12x26 Ma : Applied 41.982 k-ft Mn / Omega : Allowable 92.814 k-ft Load Combination +D+L+H Location of maximum on span 5.005ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 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 0.085 in Ratio = 0.000 in Ratio = 0.137 in Ratio = 0.000 in Ratio = 1,547 0 <360 961 0 <240 Design OK 0.200 : 1 W12x26 11.20 k 56.120 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega D Only Dsgn. L = 11.00 ft +D+L+H Dsgn. L = 11.00 ft +D+Lr+H Dsgn. L = 11.00 ft +D+S+H Dsgn. L = 11.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 11.00 ft +0+0.750L+0.750S+H Dsgn. L = 11.00 ft +O+W+H Dsgn. L = 11.00 ft +D+0.70E+H Dsgn.L= 11.00ft +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 11.00ft +0+0.750L+0.750S+0.750W41 Dsgn. L = 11.00 ft +0+0.750Lr+0.750L+0.5250E+H Dsgn. L = 11.00 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 11.00 ft 1 0.169 1 0.452 1 0.169 1 0.169 1 0.382 1 0.382 1 0.169 1 0.169 1 0.382 1 0.382 1 0.382 1 0.382 0.077 15.70 15.70 155.00 92.81 1.00 1.00 0.200 41.98 41.98 155.00 92.81 1.00 1.00 0.077 15.70 15.70 155.00 92.81 1.00 1.00 0.077 15.70 15.70 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 0.077 15.70 15.70 155.00 92.81 1.00 1.00 0.077 15.70 15.70 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 0.169 35.41 35.41 155.00 92.81 1.00 1.00 4.34 11.20 4.34 4.34 9.49 9.49 4.34 4.34 9.49 9.49 9.49 9.49 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 Title Block Line 1 You can change this area ustitg the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : header E Load Combination Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Max Stress Ratios Project Title: Engineer: Project Descr: Summary of Moment Values Project ID: npr1O Prided: 15 „ids 2014. :13'M c.'ttlsers\ltinh500Ct-11ENERCA=fiPSFOFF-1.Et ENERCALC, INC. 19834013, 9rlita.6.13.8:31, Ver:6.13.8,31 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values +0.60D+W+H Dsgn. L = 11.00 ft 1 0.102 0.046 9.42 9.42 155.00 92.81 1.00 1.00 2.61 84.18 56.12 +0.60D+0.70E+H Dsgn. L = 11.00 ft 1 0.102 0.046 9.42 9.42 155.00 92.81 1.00 1.00 2.61 84.18 56.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Dell Location in Span Load Combination D+L 1 0.1374 5.445 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall M-A5 imam 11.200 10160 D Only 4.342 4.058 L Only 6.858 6.302 D+L 11.200 10.360 Support notation : Far left is #1 Max. "+ Defl Location in Span 0.0000 Values in KIPS 0.000 Pcs Project: esJob No Subject: Sheet Name * Structural Solutions Originating Office: Seattle ❑ Tacoma Date• 1 Z ©-14 24-i�►R... 1), P1 o s 5,02 +- 1,$5 —` 1- -3,C., Gc-k e—ce..— Cre7VC" s-,Det P2� €', + r k ' t4.622 t' P P, PL ? 3 , to 2 7 D 11/4 to (j) ( / 5b (AD' FL P% Pt P, Ai sti I L ;c.c. 14 to Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 .Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: P intid.16 JAN 2014. 2:24PM File= ctUsersUirrOCUME-11ENER A-t1P$FOFF-1.ECB ENERCALG INC, 1983.2013, B ilkt4.198.31, Ver,6.108.31 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : girder 5 / A > C CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at ft Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi L D(7.73) L(10.31) D(7.73) L(10.31) D(7.73) L(10.31) D(5.88 4.1(a8)I)..(2.42) D(7.73) L(10.31) Applied Loads Spa18x00 ft Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 7.730, L = 10.310 k 3.0ft Point Load : D = 7.730, L=10,310 k c 11.0 ft Point Load: D = 7.730, L = 10.310 k 19.0 ft Point Load : D = 5.880, L = 7.840 k 0 25.0 ft Load(s) for Span Number 2 Point Load : D =1.850, L = 2.420 k (a 2.0 ft Point Load : 0 = 7.730, L= 10.310 k a010.0 ft DESIGN SUMMARY Sp 18x00 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span W18x50 Ma : Applied 191.442 k-ft Mn / Omega : Allowable 251.996 k-ft Load Combination +0+L+H Location of maximum on span 25.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.293 in Ratio = 0.000 in Ratio = 0.508 in Ratio = 0.000 in Ratio = 0.760: 1 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 820 0 <360 472 0 <240 Design OK 0.358 : 1 W18x50 45.816 k 127.80 k +0+L+H 25.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D only Dsgn. L = 25.00 ft 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 Dsgn. L = 2.00 ft 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 Dsgn. L = 8.00 ft 2 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 40+1+}1 Dsgn. L = 25.00 ft 1 0.760 0.358 108.50 -191.44 191.44 420.83 252.00 1.00 1.00 45.82 191.70 127.80 Dsgn. L = 2.00 ft 2 0.760 0.178 -0.00-191.44 191.44 420.83 252.00 1.00 22.81 191.70 127.80 Dsgn. L = 8.00 ft 2 0.626 0.144 -145.92 145.92 389.31 233.12 1.00 18.44 191.70 127.80 +O+Lr+H Dsgn. L = 25.00 ft 1 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 Dsgn. L = 2.00 ft 2 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 Dsgn. L = 8.00 ft 2 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 +D+S+H Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 5/ A > C Load Combination Segment Length Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +0+0.750Lr+0.750L+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+0.750L+0.750S+11 Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+W+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+0.70E+H Dsgn. L = 25.00 ft Dsgn. L = 2,00 ft Dsgn. L = 8.00 ft +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +0+0.750L+0.750S+0.750W+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L= 8.00ft +0.60D+W+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft +0.60D+0.70E+H Dsgn. L = 25.00 ft Dsgn. L = 2.00 ft Dsgn. L = 8.00 ft Span # 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 Project Title: Engineer: Project Descr: Project ID: M JAN 2014, 2:2414 File =CitkereVmhIDUCUME-1tEMF.i CA-11P8FOFF-1.E{'i8 ENERCALC, INC.1963.2013, 8uirk6.13.8.31 Vox:&13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 0.331 0.157 48.05 -83.50 83.50 420.83 252.00 1.00 1.00 20.05 191.70 127.80 0.331 0.079 -0.00 -83.50 83.50 420.83 252.00 1.00 10.08 191.70 127.80 0.272 0.064 -63.44 63.44 389.31 233.12 1.00 8.13 191.70 127.80 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.653 0.308 93.38-164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0,00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127.80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.653 0.308 93.38 -164.46 164.46 420.83 252.00 1.00 1.00 39.37 191.70 127.80 0.653 0.154 -0.00-164.46 164.46 420.83 252.00 1.00 19.63 191.70 127,80 0.538 0.124 -125.30 125.30 389.31 233.12 1.00 15.86 191.70 127.80 0.199 0.094 28.83 -50.10 50.10 420.83 252.00 1.00 1.00 12.03 191.70 127.80 0.199 0.047 -0.00 -50.10 50.10 420.83 252.00 1.00 6.05 191.70 127.80 0.163 0.038 -38.06 38.06 389.31 233.12 1.00 4.88 191.70 127.80 1 0.199 0.094 2 0.199 0.047 2 0.163 0.038 Overall Maximum Deflections - Unfactored Loads 28.83 -50.10 50.10 420.83 252.00 1.00 1.00 12.03 191.70 127.80 -0.00 -50.10 50.10 420.83 252.00 1.00 6.05 191.70 127.80 -38.06 38.06 389.31 233.12 1.00 4.88 191.70 127.80 Load Combination Span Max. ' " Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L D+L Vertical Reactions - Unfactored 1 0.3581 10.577 0.0000 0.000 2 0.5084 10.000 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination vera I Ximum D Only L Only D+L Support 1 Support 2 Support 3 23.275 RAM 10.272 30.130 13.003 38.497 23.275 68.626 a PCS Project: t �7' 1� Subject: Sheet Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma 243 {', D 2 Cs. Lecib r. t 2 k ?L r. 1,43� Pr<=lot3�k Job No- Name - Date: -- Lo - (4- P1 &l e pL spa s� fi 2 t ., t+-K 3?, Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pos-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings' menu item and then using the Printing & Title Block' selection. Title Block line 6 Steel Beam Lic. # : KW-06002327 Description : girder 6 / C > D Z�Z CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Project Title: Engineer: Project Descr: Project ID: +Z F.2S PripttIci.1$AriZe14. 2:isvF'M Fie -11Ef ERCA-1WS. F0 F-1.EC6 ENERCALC, MC 19812013, 8uild:6.13.8.31, ver8.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(11.76) L(15.68) D(11.76) L(15.68) D(11.76) L(15.68) D(9.55) L(12.74) D(9.55) L(12.74) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D= 11.760, L=15.680k5.0ft Point Load: D=11.760, L=15.680k(a)13.0ft Point Load: D = 11.760, L=15.680k aa21.0ft Load(s) for Span Number 2 Point Load: D = 9.550, L = 12.740 k 0), 8.0 ft Point Load : D = 9.550, L=12.740 k (cil 16.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.964: 1 Section used for this span W14x38 Ma : Applied 147.848 k-ft Mn / Omega : Allowable 153.443 k-ft Load Combination +D+L+H Location of maximum on span 21.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desian OK Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span W14x38 Va : Applied 30.961 k Vn/Omega : Allowable 87.420 k Load Combination +D+L+H Location of maximum on span 21.000 ft Span # where maximum occurs Span # 1 0.399 in Ratio = -0.015 in Ratio = 0.705 in Ratio = -0.026 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 631 15,445 358 8815 Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma -Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft Dsgn. L = 19.00 ft +D+L+H Dsgn. L= 21.00ft Dsgn. L = 19.00 ft +D+Lr+H Dsgn. L= 21.00ft Dsgn. L = 19.00 ft +O+S+H Dsgn. L = 21.00 ft Dsgn. L = 19.00 ft +D+0.750Lr+0.750L+H Dsgn. L= 21.00ft Dsgn. L = 19.00 ft +D+0.7501+0.750S+H Dsgn. L= 21.00ft Dsgn. L = 19.00 ft 1 0.420 0.155 2 0.420 0.123 1 0.964 0.354 2 0.964 0.281 1 0.420 0.155 2 0.420 0.123 1 0.420 0.155 2 0.420 0.123 1 0.828 0.304 2 0.828 0.242 1 0.828 0.304 2 0.828 0.242 53.37 -64.45 64.45 256.25 153.44 1.00 1.00 13.55 131.13 87.42 26.88 -64.45 64.45 256.25 153.44 1.00 1.00 10.79 131.13 87.42 123.10 -147.85 147.85 256.25 153.44 1.00 1.00 30.96 131.13 87.42 61.92 -147.85 147.85 256.25 153.44 1.00 1.00 24.57 131.13 87.42 53.37 -64.45 64.45 256.25 153.44 1.00 1.00 13.55 131.13 87.42 26.88 -64.45 64.45 256.25 153.44 1.00 1.00 10.79 131.13 87.42 53.37 -64.45 64.45 256.25 153.44 1.00 1.00 13.55 131.13 87.42 26.88 -64.45 64.45 256.25 153.44 1.00 1.00 10.79 131.13 87.42 105.67 -127.00 127,00 256.25 153.44 1,00 1.00 26.61 131.13 87.42 53.16 -127.00 127.00 256.25 153.44 1.00 1.00 21.12 131.13 87.42 105.67 -127.00 127.00 256.25 153.44 1.00 1.00 26.61 131.13 87.42 53.16 -127.00 127.00 256.25 153.44 1.00 1.00 21.12 131.13 87.42 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Lire 6 Steel Beam Lic. # : KW-06002327 Description : girder 5/C>0 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Project Title: Engineer: Project Descr: D(7.73) L(10.31) D(7.73) L(10.31) D(7.73) L(10.31) Project ID: PnnO:d:18 Z 2014, 3:OOPM Elie =aiUs rsUisMIDOCUME-11ENERCA-IPSF0FF-1.EC8 ENERCALC, INC.1%34013, t k6.13:&31, Ver6.13:8.31 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : D(7.73) L(10.31) 50.0 ksi 29,000.0 ksi D(7.73) L(10.31) V-a1xo ft Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 7.730, L=10.310k p 5.0ft Point Load: D = 7.730, L=10.310k(a 13.0 ft Load(s) for Span Number 2 Point Load: D = 7.730, L=10.310k(a)1.50ft Point Load: D = 7.730, L=10.310k(a79.50ft Point Load: D = 7.730, L = 10.310 k 17.50ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.786:1 Section used for this span W14x38 Ma : Applied 120.561 k-ft Mn / Omega : Allowable 153.443 k-ft Load Combination +D+L+H Location of maximum on span 18.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.273 in Max Upward L+Lr+S Deflection -0.003 in Max Downward Total Deflection 0.485 in Max Upward Total Deflection -0.005 in Service Toads entered. Load Factors will be applied for calculations. 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 = 946 75,971 532 42504 Design OK 0.414 :1 W14x38 36.224 k 87.420 k +D+L+H 18.500 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 18.50 ft 1 0.344 0.181 Dsgn. L = 21.50 ft 2 0.344 0.181 +D+L+H Dsgn. L = 18.50 ft 1 0.786 0.414 Dsgn. L = 21.50 ft 2 0.786 0.414 +D+Lr+fi Dsgn. L = 18.50 ft 1 0.344 0.181 Dsgn. L = 21.50 ft 2 0.344 0.181 +D+S+H Dsgn. L = 18.50 ft 1 0.344 0.181 Dsgn. L = 21.50 ft 2 0.344 0.181 +D+0.750Lr40.750L+H Dsgn. L = 18.50 ft 1 0.675 0.356 Dsgn. L = 21.50 ft 2 0.675 0.356 +040.750L40.750S+H Dsgn. L = 18.50 ft 1 0.675 0.356 Dsgn. L = 21.50 ft 2 0.675 0.356 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 61.11 -120.56 120.56 256.25 153.44 1.00 1.00 77.50 -120.56 120.56 256.25 153.44 1.00 1.00 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 26.62 -52.77 52.77 256.25 153.44 1.00 1,00 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 15.81 131.13 87.42 15.81 131.13 87.42 36.22 131.13 87.42 36,22 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31,12 131.13 87,42 31.12 131.13 87.42 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : Load Combination girder 51 C > D Project Title: Engineer: Project Descr: Max Stress Ratios Summary of Moment Values Project ID: leF e? Nit:tees16 JAN 2014, 3:OOPM Foe = c:Ulsarsh.NmMDOCU#E-11ENERCA-11P6F0FH.EC6 ENERCALC, INC.1983-2013, th d$,13.8.31, VerL13.8.31 Licensee : PCS STRUCTURAL SOi_UTi0NS Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxiOmega Cb Rm +D+W+H Dsgn. L = 18.50 ft 1 0.344 0.181 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.344 0.181 33,84 -52.77 52.77 256.25 153.44 1.00 1.00 +D+0.70E+H Dsgn. L = 18.50 ft 1 0.344 0.181 26.62 -52.77 52.77 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.344 0.181 33.84 -52.77 52.77 256.25 153.44 1.00 1.00 +D+0.750Lr+0.750L+0.750W++1 Dsgn. L = 18.50 ft 1 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 +0+0.750L+0.750S+0.750W+41 Dsgn. L = 18.50 ft 1 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 +0+0.750Lr+0.7501+0.5250E+H Dsgn. L = 18.50 ft 1 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 +0+0.750L+0.750S+0.5250E41 Dsgn. L = 18.50 ft 1 0.675 0.356 52.48 -103.61 103.61 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.675 0.356 66.59 -103.61 103.61 256.25 153.44 1.00 1.00 +0.60D+W+H Dsgn. L = 18.50 ft 1 0.206 0.108 15.97 -31.66 31.66 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.206 0.108 20.30 -31.66 31.66 256.25 153.44 1.00 1.00 +0.60D+0.70E+H Dsgn. L = 18.50 ft 1 0.206 0.108 15.97 -31.66 31.66 256.25 153.44 1.00 1.00 Dsgn. L = 21.50 ft 2 0.206 0.108 20.30 -31.66 31.66 256.25 153.44 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max, ' " Dell Location in Span Load Combination D+L 1 D+L 2 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 0.1885 7.115 D+L 0.4849 12.238 Support notation : Far left is #1 Support 3 Summary of Shear Values Va Max Vnx Vnx/Omega 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 15.81 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131.13 87.42 31.12 131,13 87.42 31.12 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 9.48 131.13 87.42 Max. "+' Dell Location in Span -0.0052 17.504 0.0000 17.504 Values in KIPS overall MAXimum D Only L Only D+L 12.363 60.646 5.439 26.533 6.924 34.112 12.363 60.646 18.716 8.202 10.514 18.716 .3 PCS Project: ? �` Job No r1 Subject Sheet Job Name: "4 Structural Solutions Originating Office: Seattle LI Tacoma Date- 2D `1d' rL >= ?, q74- 4.'' 4 ,4t' 5 9 .jI 8 ,G b g 4 Pi ?� P-2 f i 1` Z,ql 6+ I ,72bb + 4"9 1-..`b4 4, itb t4 1'F = 1-,24'1. i,qz : o{. 44- 1Ntfd!"5.b Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tat: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structuraLcom Load Combination Segment Length D Only Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+L+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +0+Lr+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+S+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 29.00 ft Dsgn. L = 8.00 ft Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 [Steel Beam Project Title: Engineer: Project Descr: Project ID: 9..F30 o:'60012014, 3.21"M Lic. # : KW-0600232.7 Description : girder 5 / D > E CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 8.0 ft, Second Brace at ft, Third Brace at ft Pau =clthersl11m1ADOCUME-11ENERCA-1 PSFQFF-1:EC8 ENERCALC, INC.19832013, Buitk8.13.8:31, Ver.813.8 91 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield E: Modulus : 50.0 ksi 29,000.0 ksi D(8.52) L(11.36) D(9.94) L(14.14) D(7.32) L(9.76) SpK18O D(7.32) L(9.76) D(9.94) L(14.14) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 8.520, L= 11.360 k p 5.0 ft Point Load : D = 9.940, L= 14.140 k (a113.0 ft Point Load : D = 7.320, L = 9.760 k t5 21.0 ft Point Load: D = 7.320, L = 9.760 k 29.0 ft Load(s) for Span Number 2 Point Load: D = 9.940, L = 14.140 k a 8.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.833: 1 Section used for this span W18x50 Ma : Applied 194.241 k-ft Mn / Omega : Allowable 233.118 k-ft Load Combination +D+L+H Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.591 in Max Upward L+Lr+S Deflection -0.050 in Max Downward Total Deflection 1.058 in Max Upward Total Deflection -0.109 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 = 588 3,820 329 1758 Design OK 0.266 : 1 W18x50 34.014 k 127.80 k +D+L+H 29.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Summary of Moment Values Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/0mega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 1 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1.00 2 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 1 0.819 0.266 206.45 -194.24 206.45 420.83 252.00 1.00 1.00 2 0.833 0.192 -194.24 194.24 389.31 233.12 1.00 1 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1.00 2 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 1 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1.00 2 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 1 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 2 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 14.75 191.70 127.80 10.34 191.70 127.80 34.01 191.70 127.80 24.48 191.70 127.80 14.75 191.70 127.80 10.34 191.70 127.80 14.75 191.70 127.80 10.34 191.70 127.80 29.20 191.70 127.80 20.95 191.70 127.80 Title Block Line 1 You can change this area using the "Settings' menu item and then using the Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: ''LF 3 ! Pfkttitf.16J..AN2014...21r'M Pile =CtttisftrsL8mhu70CUME-1IEt RCA-11PSFOFE-1 EC6 ENERCALC,, We 1983.2013, 8 8.13.8:31, Ver..6118.31 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : girder 5/D>E Load Combination Segment Length +D+0.750L+0.750S+11 Dsgn. L = 29.00 ft 1 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 29.20 191.70 127.80 Dsgn. L = 8.00 ft 2 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 20.95 191.70 127.80 +D+W+H Dsgn. L = 29.00 ft 1 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1,00 14.75 191.70 127.80 Dsgn. L = 8.00 ft 2 0.348 0.081 -81.12 81.12 389.31 233.12 1.00 10.34 191.70 127.80 +0+0.70E+H Dsgn. L = 29.00 ft 1 0.356 0.115 89.68 -81.12 89.68 420.83 252.00 1.00 1,00 14.75 191.70 127.80 Dsgn. L = 8.00 ft 2 0.348 0.081 -81.12 81.12 389.31 233.12 1,00 10.34 191.70 127.80 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.00 ft 1 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1,00 29.20 191.70 127.80 Dsgn. L = 8.00 ft 2 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 20.95 191.70 127.80 +D+0.750L+0.750S+0.750W+H Dsgn. L = 29.00 ft 1 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1,00 29.20 191.70 127.80 Dsgn. L = 8.00 ft 2 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 20.95 191.70 127.80 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.00 ft 1 0.703 0.228 177.26 -165.96 177.26 420.83 252.00 1.00 1.00 29.20 191.70 127.80 Dsgn. L = 8.00 ft 2 0.712 0.164 -165.96 165.96 389.31 233.12 1.00 20.95 191.70 127.80 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft 1 0.703 0.228 177.26-165.96 177.26 420.83 252.00 1.00 1.00 29.20 191.70 127.80 Dsgn. L = 8.00 ft 2 0.712 0.164 -165.96 165.96 389.31 233.12 1,00 20.95 191.70 127.80 +0.60D+W++1 Dsgn. L = 29.00 ft 1 0.214 0.069 53.81 -48.67 53.81 420.83 252.00 1.00 1.00 8.85 191.70 127.80 Dsgn. L = 8.00 ft 2 0.209 0.049 -48.67 48.67 389.31 233.12 1.00 6.20 191.70 127.80 +0.60D+0.70E+H Dsgn. L = 29.00 ft 1 0.214 0.069 53.81 -48.67 53.81 420.83 252.00 1.00 1.00 8.85 191.70 127.80 Dsgn. L = 8.00 ft 2 0.209 0.049 -48.67 48.67 389.31 233.12 1.00 6.20 191.70 127.80 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega D+L 1 1.0575 13.162 0.0000 0.000 2 0.0000 13.162 D+L -0.1092 5.108 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 28.477 75.574 D Only 12.483 32.409 L Only 15.994 43.166 D+L 28.477 75.574 a KS Project: 1 /� Job No: 2 Subject Sheet K 32Name• Structural Solutions Originating Office: ❑ Seattle ❑Tacoma Date- _A -14 &(• 4,6 2G,r -�� Po• 5S0 tat__ '}304 P, pZ 2,014, ( t4-x240 zo I (65T D G uv t z. to 1 Z9 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 wwpcs-structural.co Tama 1 wtn co1250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title bock Line 6 Project Title: Engineer: Project Descr: Steel Beam Lic, # ' KW-0600232.7 Description : girder 4.6 / A > C CODE REFERENCES Protect ID: F3 3 Pri,•: td.1[. JAN 2C14. 94!t J F8e - calserstlMnh1D0CUME-11ENERCA-11PSF0FF-t.EC6 ENERCALC, INC.1983-2013, Bu d:6.13 4.31. Ver6.138.31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Fy : Steel Yield E: Modulus : Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at 0.0 ft 50.0 ksi 29,000.0 ksi D(0.55) L(0.73) D(0.55) L(0.73) 0(0.55) L(0.73) D(0.55) L(0.73) D(0.55) L(0.73) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.550, L = 0.730 k (a, 3.0 ft Point Load : D = 0.550, L = 0.730 k a(� 11.0 ft Point Load : D = 0.550, L = 0.730 k (a119.0 ft Load(s) for Span Number 2 Point Load: D=0.550, L=0.730k(a)2.0ft Point Load : D = 0.550, L = 0.730 k ell 10.0 ft DESIGN SUMMARY Sp 12x260 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable 0.180 : 1 W12x26 16.662 k-ft 92.814 k-ft Load Combination +D+L+H Location of maximum on span 25.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.111 in Max Upward L+Lr+S Deflection -0.002 in Max Downward Total Deflection 0.187 in Max Upward Total Deflection -0.002 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 = 2,152 139268 1283 139269 Design OK 0.050 : 1 W12x26 2.820 k 56.120 k +D+L+H 25.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega D Only Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 Dsgn. L = 8.00 ft 2 0.063 0.014 -5.23 5.23 +D+L+H Dsgn. L = 25.00 ft 1 0.180 0.050 8.08 -16.66 16.66 Dsgn. L = 2.00 ft 2 0.180 0.050 -0.00 -16.66 16.66 Dsgn. L = 8.00 ft 2 0.133 0.027 -11.07 11.07 +0+Lr+H Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 Dsgn. L = 8.00 ft 2 0.063 0.014 -5.23 5.23 +D+S+FI Dsgn. L = 25.00 ft 1 0.085 0.024 4.29 -7.90 7.90 Dsgn. L = 2.00 ft 2 0.085 0.024 -0.00 -7.90 7.90 155.00 155.00 138.94 155.00 155.00 138.94 155.00 155.00 138.94 155.00 155.00 92.81 92.81 83.20 92.81 92.81 83.20 92.81 92.81 83.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 92.81 1.00 1.00 92.81 1.00 1.37 1.36 0.76 2.82 2.82 1.49 1.37 1.36 0.76 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 84.18 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 56.12 1.37 84.18 56.12 1.36 84.18 56.12 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description Project Title: Engineer: Project Descr: Project ID: iF 34 Printed: 16 JA6I2014, 9'45», girder 4.61A> C Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Dsgn. L = 8.00 ft 2 +0+0.750Lr+0.750L+H Dsgn. L = 25.00 ft 1 Dsgn.L= 2.00ft 2 Dsgn.L= 8.00ft 2 +D+0.750L+0.750S41 Dsgn. L = 25.00 ft 1 Dsgn.L= 2.00ft 2 Dsgn. L = 8.00 ft 2 +D+W+H Dsgn. L = 25.00 ft 1 Dsgn.L= 2.00ft 2 Dsgn. L = 8.00 ft 2 +D+0.70E+H Dsgn. L = 25.00 ft 1 Dsgn.L= 2.00ft 2 Dsgn.L= 8.00ft 2 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 +D+0.750L+0.750S+0.750W+H Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 +0+0.7501+0.750S+0.5250E41 Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 +0.60D+W+H Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 +0.60D+0.70E+H Dsgn. L = 25.00 ft 1 Dsgn. L = 2.00 ft 2 Dsgn. L = 8.00 ft 2 Overall Maximum Deflections Load Combination 0.063 0.014 Fife = clllearsi,6mhk00CUME-NEN RCA-1WSFOFF-1.EC8 8NFRCALC, INC.1983.2013, Budd$.13.8.31, Yen6.13.L11 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega -5.23 5.23 138.94 83.20 1.00 0.76 84.18 56.12 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.085 0.024 4.29 -7,90 0.085 0.024 -0.00 -7.90 0.063 0.014 -5.23 0.085 0.024 4,29 -7.90 0.085 0.024 -0,00 -7.90 0.063 0.014 -5.23 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.156 0.044 7.13 -14.47 0.156 0.044 -0.00 -14.47 0.116 0.023 -9.61 0.051 0.015 2.57 -4.74 0.051 0.015 -0.00 -0.74 0.038 0.008 -3.14 0.051 0.015 0.051 0.015 0.038 0.008 - Unfactored Loads Span Max.' "Defl 2.57 -4.74 -0.00 -4.74 -3.14 14.47 155.00 92.81 1.00 1,00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2,46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2.46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 • 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 7.90 155.00 92.81 1.00 1.36 84.18 56.12 5.23 138.94 83.20 1.00 0.76 84.18 56.12 7.90 155.00 92.81 1.00 1.00 1.37 84.18 56.12 7.90 155.00 92.81 1.00 1.36 84.18 56.12 5.23 138.94 83.20 1.00 0.76 84.18 56.12 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2.46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2.46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2.46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 14.47 155.00 92.81 1.00 1.00 2.46 84.18 56.12 14.47 155.00 92.81 1.00 2.46 84.18 56.12 9.61 138.94 83.20 1.00 1.31 84.18 56.12 4.74 155.00 92.81 1.00 1.00 0.82 84.18 56.12 4.74 155.00 92.81 1.00 0.82 84.18 56.12 3.14 138.94 83.20 1.00 0.45 84.18 56.12 4.74 155.00 92.81 1.00 1.00 0.82 84.18 56.12 4.74 155.00 92.81 1,00 0.82 84.18 56.12 3.14 138.94 83.20 1,00 0.45 84.18 56.12 Location in Span Load Combination Max. '+ Defl Location in Span D+L 1 0.0999 10.192 L Only D+L 2 0.1871 10.000 Vertical Reactions - Unfactored Support notation : Far left Is #1 -0.0022 0.0000 Values in KIPS 23.462 23.462 Load Combination Overall MAXimum D Only L Only D+L Support 1 Support 2 Support 3 1.809 5.502 0.933 0.876 1.809 2.728 2.774 5.502 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 4.6 / C > D CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Project Title: Engineer: Project Descr: D(0.55) L(0.73) D(0.55) L(0.73) D(0.55) L(0.73) 4 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Pant Load : D = 0.550, L = 0.730 k 0 5.0 ft Point Load : D = 0,550, L = 0.730 k (a)13.0 ft Load(s) for Span Number 2 Point Load : D = 0.550, L = 0.730 k (a) 2.50 ft Point Load: D=0.550, L=0.730k(a)10.50ft Pant Load: D = 0.550, L=0.730k(o)18.50ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.099 : 1 Section used for this span W14x26 Ma : Applied 9.888 k-ft Mn / Omega : Allowable 100.299 k-ft Load Combination +D+L+H Location of maximum on span 18.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.031 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.063 in Max Upward Total Deflection -0.001 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Project ID: 7_,F'3S ''ick3a 1t JA7. 1314. 4:55N1 File» clUsersu iniADOCUME-111_tERCA-1WSF0FF-1.EC6 ENERCALC INC.1983-2013, 8 0:5.13.8.31, Vet-413131 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield : E: Modulus : D(0.55) L(0.73) Sp 11 X gcflt 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Design OK 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 = 8,377 0 <360 4123 246255 Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 0.038 : 1 W14x26 2.706 k 70.890 k +0+L+H 18.500 ft Span # 1 Summary of Shear Values Va Max Vnx VnxlOmega D Only Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft +D+1+H Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft +D+Lr+H Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft +D+S+►t Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft +D+0.750Lr+0.750L+H Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft +D+0.750L+0.750S+H Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft 1 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 2 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1 0.099 0.038 4.77 -9.89 9.89 167.50 100.30 1.00 1.00 2 0.099 0.038 6.83 -9.89 9.89 167.50 100.30 1.00 1.00 1 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 2 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 2 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 1 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 1.36 106.34 70.89 1.36 106.34 70.89 2.71 2.71 1.36 1.36 1.36 1.36 2.37 2.37 2.37 2.37 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 106.34 70.89 70.89 70.89 70.89 70.89 70.89 70.89 70.89 70.89 70.89 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Ltc. # : KW-06002327 Description : girder 4.61C>D Load Combination Segment Length Span # +D+W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +D+O.70E+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0+0.750Lr+0.750L+0.750 W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +D+0.7501..+0.750S+0.750W+H Dsgn. L = 18,50 ft 1 Dsgn. L = 21.50 ft 2 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0+0.7501+0.750S+0.5250E+11 Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0.60D+W+H Dsgn. L = 18.50 ft 1 Dsgn. L = 21.50 ft 2 +0.60D+0.70E++1 Dsgn. L = 18.50 ft Dsgn. L = 21.50 ft Project Title: Engineer: Project Descr: Project ID: Zlr 3(0 ";it, s i• ? JAC! Z:;74. 9:55AM File =C:1t18ersUimhiDOcU E-11ENERCA 1PSFOFF-I.EC6 ENERCALC, INC.1983-2013, 8ued.:6.13.&31, iMf8.13.8,31 Licensee : PCS STRUCTURAL SOLUTIONS Max Stress Ratios Summary of Moment Values V Mmax + Mmax - Ma - Max Mnx Mix/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.050 0.019 2.35 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.050 0.019 3.41 -5.01 5.01 167.50 100.30 1.00 1.00 1.36 106.34 70.89 0.086 0.033 4,16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.086 0.033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 106.34 70.89 70.89 0.086 0,033 4.16 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 2.37 106.34 70.89 0.086 0.033 4.16 -8.67 8.67 167,50 100.30 1.00 1.00 0.086 0.033 5.98 -8.67 8.67 167.50 100.30 1.00 1.00 0.030 0.011 1.41 -3.00 3.00 167.50 100.30 1.00 1.00 0.030 0.011 2.05 -3.00 3.00 167.50 100.30 1.00 1.00 1 0.030 0.011 2 0.030 0.011 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " ' Den 2.37 106.34 2.37 106.34 70.89 70.89 0.82 106.34 70.89 0.82 106,34 70.89 1.41 -3.00 3.00 167.50 100.30 1.00 1.00 0.82 2.05 -3.00 3.00 167.50 100.30 1.00 1.00 0.82 Location in Span Load Combination 106.34 106.34 70.89 70.89 Max. "+" Den Location in Span D+L 1 0.0232 7.115 D+L D+L 2 0.0626 12.073 Vertical Reactions - Unfactored Support notation : Far left is #1 -0.0009 17.504 0.0000 17.504 Values in KIPS Load Combination Overall MAXimum D Only L Only D+L Support 1 Support 2 Support 3 1.022 97 0.536 2.406 0.854 0.486 2.322 0.843 1.022 4.728 1.697 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Dock tine 6 Steel Beam Lic. # : KW-06002327 Project Title: Engineer: Project Descr: Project ID: /.El 4. Prime ci: 16 Jntr 2C 14. 3:39.=' Description : girder 4.6 /:> C > p CODE REFERENCES File = C UkersVerti100(X1A+IE-11ENERCA-11PSFOFF-t.EC6 ENERCALC Its.1983.2013, Bust6.t3.8.31, Ver1i.1a.8:31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 2.0 ft, Second Brace at 10.0 ft, Third Brace at 0.0 ft D(2.64) L(3.52) 1 D(4.34) L(6.86) Fy : Steel Yield E: Modulus : 50.0 ksi 29,000.0 ksi 8p Q18x350 ft D(1.92) ix(41.1$)4) L(6.86) } StillPigxV ft Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 2.640, L = 3.520 k 5.0 ft Point Load : D = 4.340, L = 6.860 k as 13.0 ft Load(s) for Span Number 2 Point Load: D=1.920, L=4.80k(a)5.0ft Point Load: D = 4.340, L=6.860k(a)8.0ft DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.749 : 1 Section used for this span W18x35 Ma : Applied 124.322 k-ft Mn / Omega : Allowable 165.918 k-ft Load Combination +D+L+H Location of maximum on span 29.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 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 0.494 in Ratio = -0.095 in Ratio = 0.715 in Ratio = -0.110 in Ratio = 388 3,648 268 3158 Desitin OK 0.171 : 1 W18x35 18.20 k 106.20 k +D+L+H 29.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 45.44 45.44 277.08 165.92 1.00 1.00 6.54 159.30 106.20 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 -45.44 45.44 277.08 165.92 1.00 6.54 159.30 106.20 Dsgn. L = 6.03 ft 2 0.215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 159.30 106.20 +D+t,+H Dsgn. L = 29.00 ft 1 0.749 0.171 45.19 -124.32 124.32 277.08 165.92 1.00 1.00 18.20 159.30 106.20 Dsgn. L = 1.97 ft 2 0.749 0.171 -0.00-124.32 124.32 277.08 165.92 1.00 18.20 159.30 106.20 Dsgn. L = 6.03 ft 2 0.583 0.171 -88.55 88.55 253.82 151.99 1.00 18.13 159.30 106.20 +0+Lr+H Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 159.30 106.20 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 -45.44 45.44 277.08 165.92 1.00 6.54 159.30 106.20 Dsgn. L = 6.03 ft 2 0.215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 159.30 106.20 +0+S+H Dsgn. L = 29.00 ft 1 0.274 0.062 21.66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 159.30 106.20 Dsgn. L = 1.97 ft 2 0.274 0.062 -0.00 445.44 45.44 277.08 165.92 1.00 6.54 159.30 106.20 Dsgn. L = 6.03 ft 2 0.215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 159.30 106.20 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 4.6 / A > C Load Combination Segment Length Span # Project Title: Engineer: Project Descr: Project ID: ft,Ficb Hinted: 18 JAI-4 2014. 3:38. M Max Stress Ratios M V Mmax + Fie=-14ENERcA-11PSFOFF-1.EC6 £NERCM G, INC.1963.2013, Bu114:6.13.1.31. ver:5,13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx!Omega +D+0.750Lr40.750L4H Dsgn. L = 29.00 ft 1 Dsgn.L= 1.97ft 2 Dsgn.L= 6.03ft 2 +D+0.750L+0.750S+H Dsgn. L = 29.00 ft 1 Dsgn.L= 1.97ft 2 Dsgn. L = 6.03 ft 2 +0+W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 1.97 ft 2 Dsgn. L = 6.03 ft 2 +D+0.70E4H Dsgn. L = 29.00 ft 1 Dsgn. L = 1.97 ft 2 Dsgn.L= 6.03ft 2 +040.750Lr+0.750L+0.750W4H Dsgn. L = 29.00 ft 1 Dsgn. L = 1.97 ft 2 Dsgn. L = 6.03 ft 2 +0+0.750L+0.750S+0.750W+H Dsgn. L = 29.00 ft 1 Dsgn. L = 1.97 ft 2 Dsgn. L = 6.03 ft 2 +0+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.00 ft Dsgn. L = 1.97 ft Dsgn. L = 6.03 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft Dsgn.L= 1.97ft Dsgn. L = 6.03 ft 40.60D+W4H Dsgn. L = 29.00 ft Dsgn. L = 1.97 ft Dsgn. L = 6.03 ft +0.600+0.70E4H Dsgn. L = 29.00 ft 1 Dsgn. L = 1.97 ft 2 Dsgn. L = 6.03 ft 2 Overall Maximum Deflections Load Combination 1 2 2 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 0.274 0.062 21.66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 0.274 0.062 -0.00 -45.44 45.44 277.08 165.92 1.00 6.54 0.215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 0.274 0.062 21 <66 -45.44 45.44 277.08 165.92 1.00 1.00 6.54 0.274 0.062 -0.00 45.44 45.44 277.08 165.92 1.00 6.54 0215 0.061 -32.63 32.63 253.82 151.99 1.00 6.47 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1,00 15.29 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 1 0.630 0.144 39.30 -104.60 104.60 277.08 165.92 1.00 1.00 15.29 2 0.630 0.144 -0.00-104.60 104.60 277.08 165.92 1.00 15.29 2 0.491 0.143 -74.57 74.57 253.82 151.99 1.00 15.22 1 2 2 0.164 0.037 13.00 -27.27 27.27 277.08 165.92 1.00 1.00 3.92 0,164 0.037 -0.00 -27.27 27.27 277.08 165.92 1.00 3.92 0.129 0.037 -19.58 19.58 253.82 151.99 1.00 3.88 0.164 0.037 0.164 0.037 0.129 0.037 • Unfactored Loads Span Max.'-" De8 13.00 -27.27 27.27 277.08 165.92 1.00 1.00 3.92 -0.00 -27.27 27.27 277.08 165.92 1.00 3.92 -19.58 19.58 253.82 151.99 1.00 3.88 D+L 1 0.1819 D+L 2 0.7154 Vertical Reactions - Unfactored Location in Span Load Combination 9.369 D4L 8.000 Support notation : Far left is #1 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106,20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 106.20 Max. "+ Dell Location in Span -0.1102 0.0000 Values in KIPS 24.538 24.538 Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only L Only D+L 7.499 29.079 3.521 11.017 3.978 18.062 7.499 29.079 241 2Gt-I V 411PCS Project: ` 6 Job No.(� 3.4 Subject: Sheet 1 Name Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: 1 ". 242 %6\ G- 3t' Got cb c.= , �5t, (0, f; *, P1 f'i 31$ I .1 g $�S l3 q tN1¢xZLe. Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 wwpcs-structural.com Tacoma 1 w1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block' selection. Title Block Line 6 ' Steel Beam Lic. # : KW-06002327 Description : girder 7/ A > C CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Span # 1, Fully Braced Project Title: Engineer: Project Descr: Project ID: 2F,4,t, Frnlr.<i. 16 JAii 2:14, File = mt iser81NmtADOC 1ME-11ENERCM1N8RX-F-1,EC6 ENERCALC, INC.1983.2013, 13uNdt13.8.31, Vec6,13.8,31 Licensee : PCS STRUCTURAL SOLUTiOCJS Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(2.35) L(3.14) D(2.35) L(3.14) D(1.18) L(1.57) SpN18x35D It-._ Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 2.350, L = 3.140 k 3.0 ft Pant Load : D = 2.350, L = 3.140 k 0.11.0 ft Pant Load: D=1.180, L=1.570k at?,19.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.458: 1 Section used for this span W18x35 Ma : Applied 76.063 k-ft Mn / Omega : Allowable 165.918 k-ft Load Combination +D+L+H Location of maximum on span 11.115ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.683 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.321 in Max Upward Total Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. 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 = 684 0 <360 354 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Design OK 0.105 : 1 W18x35 11.103 k 106.20 k +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 39.00 ft 1 0.215 0.048 35.73 +D+L+H Dsgn. L = 39.00 ft 1 0.458 0.105 76.06 +D+Lr+H Dsgn. L = 39.00 ft 1 0.215 0.048 35.73 +D+S+H Dsgn. L = 39.00 ft 1 0.215 0.048 35.73 +0+0.750Lr+0.750L+H Dsgn. L = 39.00 ft 1 0.398 0.091 65.97 +D+0.750L+0.750S+H Dsgn. L = 39.00 ft 1 0.398 0.091 65.97 +D+W+H Dsgn. L = 39.00 ft 1 0.215 0.048 35.73 +D+0.70E+H Dsgn. L = 39.00 ft 1 0,215 0.048 35.73 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 39.00 ft 1 0.398 0.091 65.97 +4+0.750L+0.750S+0.750W+H 35.73 277.08 165.92 1.00 1.00 5.15 159.30 106.20 76.06 277,08 165.92 1.00 1.00 11.10 159.30 106.20 35.73 277.08 165.92 1.00 1.00 5.15 159.30 106.20 35.73 277.08 165.92 1.00 1.00 5.15 159.30 106.20 65.97 277.08 165.92 1.00 1.00 9.61 159.30 106.20 65.97 277,08 165.92 1.00 1.00 9.61 159.30 106.20 35.73 277.08 165.92 1.00 1.00 5.15 159.30 106.20 35.73 277.08 165.92 1.00 1.00 5.15 159.30 106.20 65.97 277.08 165.92 1.00 1.00 9.61 159.30 106.20 • Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block tine 6 Project Title: Engineer: Project Descr. Project ID: 'Z( Primed: 't3 JAr! 2614. i 27PF? Steei Beam Lic. # : KW-06002327 Description : girder 7/ A > C Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Dsgn. L = 39.00 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 39.00 ft 1 +D+0.750L+0.750S+0.5250E+11 Dsgn. L = 39.00 ft 1 +0.60D+W+H Dsgn. L = 39.00 ft 1 +0.60D+0.70E+H Dsgn. L = 39.00 ft 1 0.398 0.398 0.398 0.129 0.129 0.091 0.091 0.091 0.029 0.029 Overall Maximum Deflections - Load Combination 65.97 65.97 65.97 21.44 21.44 x8e alsstalkmh1DOCUME ENFRCA-11PSFOFF-1.Ecti ENEttCALC, INC.1983-2013, 8u ld:6.13.8.31. Ver113.8.31 Licenses : PCS STRUCTURAL SOLUTIONS Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 65.97 277.08 165.92 1.00 1.00 65.97 65.97 21.44 21.44 277.08 277.08 277.08 277.08 Span Max. ' ' Deft Location in Span Load Combination Summary of Shear Values Va Max Vnx Vnx/Omega 9.61 159.30 106.20 165.92 1.00 1.00 9.61 165.92 1.00 1.00 9.61 165,92 1.00 1.00 3.09 165.92 1.00 1.00 3.09 159.30 159.30 159.30 159.30 106.20 106.20 106.20 106.20 Max. "+" Deft Location in Span D+L 1 1.3205 18.330 Vertical Reactions - Unfactored Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D+L 11.103 5.145 5.958 11.103 3.994 2.102 1.892 3.994 Unfactored Loads Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 [ Steel Beam Lic. # : KW-06002327 Description : girder 7 / C > CODE REFERENCES D Project Title: Engineer: Project Descr: Project ID: 'ZF+2. Nrit h Th Ji N 2014. 7.29PM File rc:Wserstlingt100CUME-101ERCA-11PSFOFF-1,EC6 ENERCALC, INC 19834013, BM:6.13.8.31, VeG6.13.8.31 Licensee PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.88) L(1.18) D(0.88) L(1.18) D(3.38) L(4.51) i Applied Loads 5�14x3�4- � Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.880, L = 1.180 k, 3.0 ft Point Load : D = 0.880, L =1.180 k (O 11.0 ft Point Load : D = 3.380, L = 4.510 k a(� 19.0 ft Load(s) for Span Number 2 Point Load: D=5.880, L=7,840k a(�0.0ft Pant Load: D=4.110, L=5,490k an.8.0ft DESIGN SUMMARY D(5.88) L(7.84) D(4.11) L(5.49) L_ 1 Maximum Bending Stress Ratio = 0.315: 1 Section used for this span W14x34 Ma : Applied 42.952 k-ft Mn / Omega : Allowable 136.228 k-ft Load Combination +D+L+H Location of maximum on span 27.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection s1 axt° ft Service loads entered. Load Factors will be applied for calculations. 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 0.180 in Ratio = -0.012 in Ratio = 0.338 in Ratio = -0.022 in Ratio = 1,799 13,545 958 7003 Oesic n OK 0.109 :1 W14x34 8.671 k 79.80 k +D+L+H 27.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 27.00 ft 1 0.145 0.050 13.28 -19.72 19.72 227.50 136.23 1.00 1.00 4.02 119.70 79.80 Dsgn. L = 13.00 ft 2 0.145 0.042 5.74 -19.72 19.72 227.50 136.23 1.00 1.00 3.32 119.70 79.80 +D+1.+#1 Dsgn. L = 27.00 ft 1 0.315 0.109 28.30 -42.95 42.95 227.50 136.23 1.00 1.00 8.67 119.70 79.80 Dsgn. L = 13.00 ft 2 0.315 0.090 13.70 -42.95 42.95 227.50 136.23 1.00 1.00 7.22 119.70 79.80 +D+Lr+H Dsgn. L = 27.00 ft 1 0.145 0.050 13.28 -19.72 19.72 227.50 136.23 1.00 1.00 4.02 119.70 79.80 Dsgn. L = 13.00 ft 2 0.145 0.042 5.74 -19.72 19.72 227.50 136.23 1.00 1.00 3.32 119.70 79.80 +D+S+H Dsgn. L = 27.00 ft 1 0.145 0.050 13.28 -19.72 19.72 227.50 136.23 1.00 1.00 4.02 119.70 79.80 Dsgn. L = 13.00 ft 2 0.145 0.042 5.74 -19.72 19.72 227.50 136.23 1.00 1.00 3.32 119.70 79.80 +D+0.750Lr+0.750L+H Dsgn. L = 27.00 ft 1 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 7.51 119.70 79.80 Dsgn. L = 13.00 ft 2 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 6.24 119.70 79.80 +0+0.750L+0.750S+H Dsgn. L = 27.00 ft 1 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 7.51 119.70 79.80 Dsgn. L = 13.00 ft 2 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 6.24 119.70 79.80 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: 02,p4s Prirr2.rt 16jAN SC1E< 272' FA Steel Beam Lic. # : KW-06002327 Description : Load Combination girder 7 / C > D Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Fag =clileersUirnhl •11ENERcfr1wSFOFF-1.Ec6 ENERCALC, INC. 1983.20131etdi138.31, V 6.13831 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Values Va Max Vnx VnxiOmega +D+W+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 +D+0.70E+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 +D+0.750L+0.750S+0.750W+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 +D+0.750 L r+0.750L+0.5250E+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 27.00 ft 1 Dsgn.L= 13.00ft 2 +0.60D+W+H Dsgn. L = 27.00 ft 1 Dsgn.L= 13.00ft 2 +0.60D+0.70E+H Dsgn. L = 27.00 ft 1 Dsgn. L = 13.00 ft 2 Overall Maximum Deflections - Load Combination 0.145 0.050 13.28 -19.72 19.72 227.50 136.23 1.00 1.00 0.145 0.042 5.74 -19.72 19.72 227.50 136.23 1.00 1.00 0.145 0.050 13.28 -19.72 19.72 227.50 136.23 1.00 1.00 0.145 0.042 5.74 -19.72 19.72 227.50 136.23 1.00 1.00 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.094 24.54 -37.14 37.14 227.50 136.23 1.00 1.00 0.273 0.078 11.71 -37.14 37.14 227.50 136.23 1.00 1.00 0.087 0.030 7.97 -11.83 11.83 227.50 136.23 1.00 1.00 0.087 0.025 3.45 -11.83 11.83 227.50 136.23 1.00 1.00 0.087 0.030 7.97 -11.83 11.83 227.50 136.23 1.00 1.00 0.087 0.025 3.45 -11.83 11.83 227.50 136.23 1.00 1.00 Unfactored Loads Span Max. ' " Dell Location in Span Load Combination 4.02 119.70 79.80 3.32 119.70 79.80 4.02 119.70 79.80 3.32 119.70 79.80 7.51 119.70 79.80 6.24 119.70 79.80 7.51 119.70 79.80 6.24 119.70 79.80 7.51 119.70 79.80 6.24 119.70 79.80 7.51 119.70 79.80 6.24 119.70 79.80 2.41 119.70 79.80 1.99 119.70 79.80 2.41 119.70 79.80 1.99 119.70 79.80 Max. "+" Deft Location in Span D+L 1 0.3380 D+L 2 0.0040 Vertical Reactions.- Unfactored 12.877 9.900 D+L Support notation : Far left is #1 0.0000 -0.0223 Values in KIPS 0.000 3.000 Load Combination Support 1 Support 2 Support 3 OverallMAXimum D Only L Only D+L 4.258 2.034 2.224 4.258 29.608 13.224 16.385 29.608 2.825 1.234 1.591 2.825 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. The Block Line 6 Steel Beam Lic. # : KW-06002327 Description : girder 7 / D > E CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: 4-4 Pt ntp.d'. 16 JAN 2014. 1:44)P1,1 f=cttimsUirrieDOCUME-1ENERCA-VPSF0FF-1.E# ENERCALC, ING.1903.2013, 8 i1±L13.8.31, Ver6.13,8.3t Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths Fy : Steel Yield : E: Modulus Span # 1, Fully Braced Span # 2, Defined Brace Locations, First Brace at 8.0 ft, Second Brace at ft, Third Brace at ft D(0.88) L(1.18) D(0.88) L(1.18) D(0.88) L(1.18) D(0.88) L(1.18) 50.0 ksi 29,000.0 ksi D(0.88) L(1.18) 1 Spo%14x' b R SR4x3 ft Applied Loads Service Toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.880, L =1.180 k (d,1 5.0 ft Point Load : D = 0.880, L = 1.180 k (o? 13.0 ft Point Load: D = 0,880, L=1,180k(o21.0ft Point Load: D=0.880, L=1.180k(a?29.0ft Load(s) for Span Number 2 Point Load: D = 0.880, L = 1.180 k 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.227 : 1 Section used for this span W14x26 Ma : Applied 22.756 k-ft Mn / Omega : Allowable 100.299k-ft Load Combination +D+L+N Location of maximum on span 12.938ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 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 0.209 in Ratio = -0.054 in Ratio = 0.413 in Ratio = -0.126 in Ratio = 1,668 3,575 844 1518 0.053 : 1 W14x26 3.747 k 70.890 k +D+L+H 29.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega D Only Dsgn. L = 29.00 ft 1 Dsgn.L= 8.00ft 2 +D+L#1 Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+Lr+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 +D+S+H Dsgn. L = 29.00 ft 1 Dsgn.L= 8.00ft 2 4040.750Lr+0.750L+H Dsgn. L = 29.00 ft 1 Dsgn. L = 8.00 ft 2 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1,00 1,00 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 0.227 0.053 22.76 -17.32 22.76 167.50 100.30 1.00 1.00 0.222 0.032 -17.32 17.32 130.32 78.03 1.00 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 1.83 1.09 3.75 2.27 106.34 106.34 106.34 106.34 70.89 70.89 70.89 70.89 1.83 106.34 70.89 1.09 106.34 70.89 1.83 1.09 106.34 106.34 70.89 70.89 3.27 106.34 70.89 1.97 106.34 70.89 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: 2F45 "rir:?ed:1i; j,4N 2 014 1.40r1,1 F#e=ct7serst ilDOCUME-11ENERCA-11PSFOFF-1,EC6 ENERCALC.INC.1963.2.413,Buii.'6.138.31, Ver6,13.6:31 : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Load Combination girder7ID>E Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega sD+0.750L+0.750S+H Dsgn. L = 29.00 ft 1 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 3.27 106.34 70.89 Dsgn. L = 8.00 ft 2 0.192 0.028 -14.96 14,96 130.32 78.03 1.00 1.97 106.34 70.89 +D+W+H Dsgn. L = 29.00 ft 1 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 1.83 106.34 70.89 Dsgn. L = 8.00 ft 2 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 1.09 106.34 70.89 +0+0.70E+H Dsgn. L = 29.00 ft 1 0.110 0.026 11.06 -7.88 11.06 167.50 100.30 1.00 1.00 1.83 106.34 70.89 Dsgn. L = 8.00 ft 2 0.101 0.015 -7.88 7.88 130.32 78.03 1.00 1.09 106.34 70.89 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.00 ft 1 0.198 0.046 19.83 -14.96 19.83 167,50 100.30 1.00 1,00 3.27 106.34 70.89 Dsgn. L = 8.00 ft 2 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 1.97 106.34 70.89 +D+0.750L+0.750S+0.750W+H Dsgn. L = 29.00 ft 1 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1,00 3.27 106.34 70.89 Dsgn. L = 8.00 ft 2 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 1.97 106.34 70.89 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.00 ft 1 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 3.27 106.34 70.89 Dsgn. L = 8.00 ft 2 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 1.97 106.34 70.89 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft 1 0.198 0.046 19.83 -14.96 19.83 167.50 100.30 1.00 1.00 3.27 106.34 70.89 Dsgn. L = 8.00 ft 2 0.192 0.028 -14.96 14.96 130.32 78.03 1.00 1.97 106.34 70.89 +0.60D+W+H Dsgn. L = 29.00 ft 1 0.066 0.016 6.64 -4.73 6.64 167.50 100.30 1.00 1.00 1.10 106.34 70.89 Dsgn. L = 8.00 ft 2 0.061 0.009 -4.73 4.73 130.32 78.03 1.00 0.65 106.34 70.89 +0.60D+0.70E+H Dsgn. L = 29.00 ft 1 0.066 0.016 6.64 -4.73 6.64 167.50 100.30 1.00 1.00 1.10 106.34 70.89 Dsgn. L = 8.00 ft 2 0.061 0.009 -4.73 4.73 130.32 78.03 1.00 0.65 106.34 70.89 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L Vertical Reactions - Unfactored 1 0.4125 13.385 0.0000 2 0.0000 13.385 D+L -0.1265 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.192 8.076 D Only 1.564 3.804 L Only 1.628' 4.272 D+L 3.192 8.076 0.000 8.000 GkP/ac.crY MARK DIMENSIONS REINF. EA. WAY F2.0 2'-0" 10" (2) #4 F3.0 3'-O" II" (3) #4 F4.0 4'-O" 12" (4) #5 F5.0 5'-O" 14" (5) #6 F6.0 6'-0" I6" (6) #6 F1.0 1'-0" 30" TOP t BOT REPLACE ET6 FUTURE BRACED FRAM FAO (E) F5D INFILL (E) FRS AS REM, 10V STRICT. ELL NV 5' CAN. 5.0.6. F5.0 Focfl ¼a1/4( Pc, k*.• a PCS Project: Job No Subject: Sheet Name Structural Solutions Originating Office: ,,Seattle ❑ Tacoma Date• I ` 7-n ` 4 CTw s-c,.14- Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Project: Subject: Sheet Structural Solutions Originating Office: Wa so(sF tint,=$o((s f e-T ks F oFi -+►\ 4, L� 14k W e= 4 (= 3 w PL, F (n.)= 4-(,O = 320 PL F �oort ►-)Ler U1 Seattle ❑ Tacoma f.2 . St, ke 1 N ff�z GAr �.• C, 44-S S toxcox + Job No. Name: Date. S (a— I -2...%* a-12_.t* µotIc6.4,r(4 Po - Zr`2.1r' j,$Z k-Ary t3.1_= (,or k a e PIP!„ ONO VIP Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 r4,e2 ,e_ www.pcs-structural.com Load Combination -Nerafl MAXimum D Only L Only D+L Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Bock Line 6 Concrete Beam Lic. # : KW-06002327 Description: exterior deck slab CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties fc _ fr= fc112 * 7.50 y1 Density % LtWt Factor Elastic Modulus = fy - Main Reber = E - Main Rebar = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi Phi Values Flexure : Shear: at 0.90 0.750 0.850 Project Title: Engineer: Project Descr: Fy - Stirrups 40.0 ksi 60.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination 2012 IBC & ASCE 7-10 D(0.080) L(0.080) Project ID: PitPfhot. 16 . A! 2014. 0:16AM fie =antUserslra tADOCl1ME-11ENEi CA-1tPSF0FF-1.Eal ENERCALC, INC. 19834013, Buid:6:13.8.31, Ver.6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS • 12 in i ) 12"wx6.5"h Span=2.0 ft 12"wx6.5"h Span=8.0 ft 12" w x 6.5" h Span=2.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 6.50 in Span #1 Reinforcing.... 1-#5 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #2 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #3 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Loads on all spans... D = 0.080, L = 0.080 Uniform Load on ALL spans : D = 0.080, L = 0.080 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.327: 1 Section used for this span Typical Section Mu : Applied 1.344 k-ft Mn * Phi : Allowable 4.110 k-ft Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 4.000ft Span # where maximum occurs Span # 2 Service Toads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.006 in Ratio = 16051 -0.004 in Ratio = 12068 0.012 in Ratio = 8025 -0.008 in Ratio = 6034 Vertical Reactions - Unfactored Support 1 Support 2 0.960 0,480 0.480 0.960 Support 3 0.960 0.480 0.480 0.960 Support notation : Far left is #1 Support 4 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at Maximum Forces & Stresses for Load Combinations 0.000 in Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection, Title Block Line 6 Concrete Beam Project Title: Engineer: Project Descr: Project ID: D3 r,:nted: *e2er4. 0 s2M4 File = c WserstiknhhDOCtMlE-11ENERCA-11PSFOFF-1:EC6 ENERCALC. INC. 483.2013, 6uild:6.13.8.31, Vec6.13.8.31 Lic. 4 : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Load Combination Segment Length exterior deck slab Location (ft) Bending Stress Results (k-ft ) Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 2.000 -0.44 4.11 0.11 Span # 2 2 8.000 1.34 4.11 0.33 Span # 3 3 2.000 -0.45 4.11 0.11 +1.40D Span # 1 1 2,000 -0.22 4.11 0.05 Span # 2 2 8.000 0.67 4.11 0.16 Span # 3 3 2.000 -0.22 4.11 0.05 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 2.000 -0.44 4.11 0.11 Span # 2 2 8.000 1.34 4.11 0.33 Span # 3 3 2.000 -0.45 4.11 0.11 +1.20D+1.60L+0.50S+1.60H Span # 1 1 2.000 -0.44 4.11 0.11 Span # 2 2 8.000 1.34 4.11 0.33 Span # 3 3 2.000 -0.45 4.11 0.11 +1.20D+1.60Lr+0.50L Span # 1 1 2.000 -0.27 4.11 0.07 Span # 2 2 8.000 0.82 4.11 0.20 Span # 3 3 2.000 -0.27 4.11 0.07 +1.20D+1.60Lr+0.80W Span # 1 1 2.000 -0.19 4.11 0.05 Span # 2 2 8.000 0.58 4.11 0.14 Span # 3 3 2.000 -0.19 4.11 0.05 +1.200+0.50L+1.60S Span # 1 1 2.000 -0.27 4.11 0.07 Span # 2 2 8.000 0.82 4.11 0.20 Span # 3 3 2.000 -0.27 4.11 0,07 +1.20D+1.60S+0.80W Span # 1 1 2.000 -0.19 4.11 0.05 Span # 2 2 8.000 0.58 4.11 0.14 Span # 3 3 2.000 -0.19 4.11 0.05 +1,20D+0.50Lr+0.50L+1.60W Span # 1 1 2.000 -0.27 4.11 0.07 Span # 2 2 8.000 0.82 4.11 0.20 Span # 3 3 2.000 -0.27 4.11 0.07 +1,20D+0.501+0.50S+1.60W Span # 1 1 2.000 -0.27 4.11 0.07 Span # 2 2 8.000 0.82 4.11 0.20 Span # 3 3 2.000 -0.27 4.11 0.07 +1.20 D+0.50 L+0.20 S+E Span # 1 1 2.000 -0.27 4.11 0.07 Span # 2 2 8.000 0.82 4.11 0.20 Span # 3 3 2.000 -0.27 4.11 0.07 +0.90D+1.60W+1.60H Span # 1 1 2.000 -0.14 4.11 0.03 Span* 2 2 8.000 0.43 4.11 0.11 Span # 3 3 2.000 -0.14 4.11 0.04 +0.90D+E+1.60H Span* 1 1 2.000 -0.14 4.11 0.03 Span # 2 2 8.000 0.43 4.11 0.11 Span # 3 3 2.000 -0.14 4.11 0.04 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. ' ' Deft Location in Span Load Combination Max. "+ Defl Location in Span D+L 1 0.0009 2.200 D+L -0.0080 0.000 D+L 2 0.0120 3.800 D+L -0.0002 8.050 3 0.0000 3.800 D+L -0.0080 2.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 [Steel Beam Lic. # : KW-06002327 Description : exterior deck beam CODE REFERENCES Project Title: Engineer: Project Descr: Project ID: D4 Printed' 18 JAN 2014. 8:21 AM fife = c UserstilmtiO3a1ME-11Et1ERCA-1tPSFOFF-I,EC6 EMERCAI.C, M C.1903.2013, 8ultd$13.8:3t, Vec6,1318.31 Licens : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination 2012 IBC & ASCE 7-10 Fy ; Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi 1r D(0.320) L(0.320) i Span = 19.0 ft HSS 10x6x1 /4 - Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.080, L = 0.080 ksf, Tributary Width = 4.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.448: 1 Maxi HSS10x6x1/4 26.377 k-ft 58.882 k-ft +D+L+H 9,062ft Span # 1 0.302 in Ratio = -0.179 in Ratio = 0.604 in Ratio = -0.358 in Ratio = mum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 754 536 377 268 Span =4.0ft HSS10x6x1/4 Service loads entered. Load Factors will be applied for calculations. Design OK 0.082 : 1 HSS10x6x1 /4 6.349 k 77.861 k +D+L+H 19.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxOOmega D Only Dsgn. L = 19.00 ft 1 0.224 0.041 13.19 -2.56 13.19 98.33 58.88 1.00 1.00 3.17 130.03 77.86 Dsgn. L = 4.00 ft 2 0.043 0.016 -2.56 2.56 98.33 58.88 1.00 1.00 1.28 130.03 77.86 +D+L+H 0sgn. L = 19.00 ft 1 0.448 0.082 26.38 -5.12 26.38 98.33 58.88 1.00 1.00 6.35 130.03 77.86 Dsgn. L = 4.00 ft 2 0.087 0.033 -5.12 5.12 98.33 58.88 1.00 1.00 2.56 130.03 77.86 +D+Lr+H Dsgn. L = 19.00 ft 1 0.224 0.041 13.19 -2.56 13.19 98.33 58.88 1.00 3.17 130.03 77.86 Dsgn. L = 4.00 ft 2 0.043 0.016 -2.56 2.56 98.33 58.88 1.00 1.28 130.03 77.86 +O+S+H Dsgn. L = 19.00 ft 1 0.224 0.041 13.19 -2.56 13.19 98.33 58.88 1.00 3.17 130.03 77.86 Dsgn. L = 4.00 ft 2 0.043 0.016 -2.56 2.56 98.33 58.88 1.00 1.28 130.03 77.86 +0+0.750Lr+0.750L+H Dsgn. L = 19.00 ft 1 0.392 0.071 23.08 -4.48 23.08 98.33 58.88 1.00 5.56 130.03 77.86 Dsgn. L = 4.00 ft 2 0,076 0.029 -4.48 4.48 98.33 58.88 1.00 2.24 130.03 77.86 +0+0.750L+0.750S+H Dsgn. L = 19.00 ft 1 0.392 0.071 23.08 -4.48 23.08 98.33 58.88 1.00 1.00 5.56 130.03 77.86 Dsgn. L = 4.00 ft 2 0.076 0.029 -4.48 4.48 98,33 58.88 1.00 1.00 2.24 130.03 77.86 +0+0.60W+H Dsgn. L = 19.00 ft 1 0.224 0.041 13.19 -2.56 13.19 98.33 58.88 1.00 1.00 3.17 130.03 77.86 Dsgn. L = 4.00 ft 2 0.043 0.016 -2.56 2.56 98.33 58.88 1.00 1.00 1.28 130.03 77.86 +0+0.70E+H Dsgn. L = 19.00 ft 1 0.224 3.17 130.03 77.86 Dsgn. L = 4.00 ft 2 0.043 1.28 130.03 77.86 0.041 13.19 -2.56 0.016 -2.56 1.00 1.00 1.00 1.00 1.00 1.00 13.19 98.33 58.88 1.00 1.00 2.56 98.33 58.88 1.00 1.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 `Steel Beam Lic. # : KW-06002327 Description : exterior deck beam Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Project Title: Engineer: Project Descr: Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxJOmega Project ID: p Pr ed.1r; JAN 2014, 921rt# F1e=c:tttserstiirnM IOCUME-I1ENEi A-1WSF0FF-1:E06 ENERCALC,INC 1903.2013, Build:6.13.8:31,Ver.6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Shear Valdes +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 +0+0.750L+0.750S+0.450W+H Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 +D+0.750Lr+0.7501.+0.5250E+H Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 +0.60D+0.60W+H Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 +0.60D+0.70E+1-1 Dsgn. L = 19.00 ft 1 Dsgn. L = 4.00 ft 2 Overall Maxim Load Combination 0.392 0.071 0.076 0.029 0.392 0.071 0.076 0.029 0.392 0.071 0.076 0.029 0,392 0.071 0.076 0.029 0,134 0.024 0.026 0.010 0.134 0.024 0.026 0.010 23.08 -0.48 23.08 98.33 58.88 1.00 1.00 5.56 130.03 77.86 -0.48 4.48 98.33 58.88 1.00 1.00 2.24 130.03 77.86 23.08 -4.48 23.08 98.33 58.88 1.00 1.00 5.56 130.03 77.86 -4.48 4.48 98.33 58.88 1.00 1.00 2.24 130.03 77.86 23.08 -4.48 23.08 98.33 58.88 1.00 1.00 5.56 130.03 77.86 -4.48 4.48 98,33 58.88 1.00 1.00 2.24 130.03 77.86 23.08 -4.48 23.08 98.33 58.88 1.00 1.00 5.56 130.03 77.86 -0.48 4.48 98.33 58.88 1.00 1.00 2.24 130.03 77.86 7.91 -1.54 7.91 98.33 58.88 1.00 1.00 1.90 130.03 77.86 -1.54 1.54 98.33 58.88 1.00 1.00 0.77 130.03 77.86 7.91 -1.54 7.91 98.33 58.88 1.00 1.00 1.90 130.03 77.86 -1.54 1.54 98.33 58.88 1.00 1.00 0.77 130.03 77.86 um Deflections •Unfactored Loads Span Max. =" Dell Location in Span Load Combination Max. "+" Dell Location in Span D+L 1 0.6045 2 0.0000 9.354 9.354 D+L Vertical Reactions - Unfactored Support notation : Far left is #1 0.0000 -0.3576 Values in KIPS 0.000 4.000 Load Combination Overall MAXimum D Only L Only D+L Support 1 Support 2 Support 3 8.811 8.909 2.905 4.455 2.905 4.455 5.811 8.909 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Una 6 [ Steel Column Lic.. # : KW-0b002.327 Description : exterior deck column Code References Project Title: Engineer: Project Desc r: Project ID: b R Printed. 18 JAN 2014, 0 28iM Rio = c:lUsersUinimpoCUME-1tENERCA-11'SFOFF-1.EC6 ENERCALC. WC 1983.2013, Buidtt3:t31, Ver9.13.8:31 License : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Pipe4 Std Allowable Strength 35.0 ksi 29,000.0 ksi 2012 IBC & ASCE 7-10 Column self weight included :176.715Ibs `Dead Load Factor AXIAL LOADS ... Axial Load at 17.50 ft, Xecc = 1.000 in, D = 6.0, L = 6.0 k DESIGN SUMMARY Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (budding) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.50 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis budding =17.50 ft, K = 1.0 Service Toads 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 0.6524 :1 +D+L+H 17.383 ft 12.177 k 23.081 k 0.0 k-ft 7.073 k-ft -0.9933 k-ft 7.073 k-ft 0.003060 :1 +D+L+H 0.0 ft 0.05714 k 18.674 k Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y 0.05714 k 0.05714 k 0.0 k 0.0 k Maximum SERVICE load Deflections , Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X -0.1731 in at 10.218ft above base for load combination : D+L Load Combination D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0,450W+H +D+0.750L+0.750S+0.450W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.330 PASS 17.38 ft 0.652 PASS 17.38 ft 0.330 PASS 17.38 ft 0.330 PASS 17.38 ft 0.572 PASS 17.38 ft 0.572 PASS 17.38 ft 0.330 PASS 17.38 ft 0.330 PASS 17.38 ft 0.572 PASS 17.38 ft 0.572 PASS 17.38 ft 0.572 PASS 17.38 ft 0.572 PASS 17.38 ft 0.161 PASS 0.00 ft 0.161 PASS 0.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.003 PASS 0.00 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.002 PASS 0.00 ft 0.002 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.001 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Project Title: Engineer: Project Descr: Project ID: D Printet:10 JAN 2014, 42'JIM file = ellsarstlimMOOCt E-11ENERCA-1%PSFOFF-1.EC6 ENERCALC, INC.1983-2013, 8uMds6.13.8,31"Vef6,13.8:31 Lic. t# ; KW-06092327 Licensee ; PCS STRUCTURAL SOLUTIONS Description : exterior deck column Maximum Reactions - Unfactored Load Combination X-X Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base D Otdy 0.029 0.029 k L Only 0.029 0.029 k D+L 0.057 0.057 k Maximum Deflections for Load Combinations - Unfactored Loads k 6.177 k k 6.000 k k 12.177 k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only L Only D+L -0.0866 in -0.0866 in -0.1731 in 10.218 ft 10.218 ft 10.218 ft Steel Section Properties Pipe4 Std Depth -• 4.500 in I xx - 6.82 inA4 S xx = 3.03 inA3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 inA3 Area = 2.970 inA2 1 yy - 6.820 inA4 Weight - 10.098 pif S yy = 3.030 inA3 R yy = 1.510 in Ycg 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 1 P_ A z 13.600 inA4 Loads are total entered value. Arrows do not reflect absolute direction. t3f 411 PCS Structural Solutions Project Ps Subject: Sheet Originating Office: ❑ Seattle F t..00t- L Q . 3 FS' u Lt— V2 fsF ti) , 4n (1,2 1)6e,66 $o) vt _ 52,g 5F t R C- 4-04 L ve't.. 2, Art.:re- -T (0.3 > 10% t►JCi- k C. 714- t2 S © , 4-1 3 4 ©s/b kRu- 1- r•V -L to t , 5. 42, R.ELe, $b 7-54/o Job No• t 4-0 IA SName 44d t- El Tacoma Date. t I D 1•Af1 ka-- Ex . tiu L L, e-,4 5 w t, Z 4,10 Ps F Ek15t' P, L =Ai, slat rw 5os=t.o1 ,c2.4vi/ Ct*S, Ai=Lcx` S(,o„ta''3.Del k /P Q,= 3+4-"7 5 C . t.3 c1 n• I , S9 (3 ` tAs (5- Z) 244 = , (4 4c t ...tomk. c! t3r wV _ 6!„'s. 24,to 4 t \ 4 g, k('A Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurat.coin Tacoma 11250 Pacific Avenue, Suite 701 •Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 Concrete Slender Wall Lic. # : KW-06002327 Description : tilt up at exterior deck at grid line Code References Project Title: Engineer: Project Descr: Project ID: r:ir;F~:r.:i7JAu2014. S:GSPF.i Fd9=clUsersUimIADOCI -11ENERCA-1WSFC F-1,EC6 ENERCALC, INC.198302013, BdW .13,8.31;11er,6.13 8:31 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc Concrete Density Width of Design Strip 3.0 ksi • 60.0 ksi = 3,122.0ksi • 1.0 273.861 psi = 0.01355 • 0.060 144.0 pcf 24.0 in One -Story Wall Dimensions A Clear Height = 24.40 ft B Parapet height = 4.60 ft Wall Support Condition Top Pinned, Bottom F Vertical Loads Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. . Bar Size Bar Count in Strip Widtl Vertical Concentrated Loads , . , (Applied to full "Strip Width' ) Beam Load #1 Eccentricity 7.0 in Dist. from Base 24.40 ft Lateral Loads • 3.090 6.0 in 1.250 in 5 6.0 Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 Lr : Foof Live Lf : Floor Live S : Snow W: Wind k Full area WIND bad Fp 1.0 Point Lateral Load Distributed Lateral Load Distributed Lateral Load 12.20 psf • 24.60 psf D Lr Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load L E W Direct entry of Lateral Wall Weight 24.60 psf Height (Applied to hdI "STRIP Width") 1.890 t E W 0.1480 0.1480 k/ft k/ft 13.0 ft Endpoints from Base (Applied to full 'STRIP Width") -16P bottom 15.0 0.10k/ft 29.0 20.50 k/ft Title Block Line 1 You can change this area using the "Settings' menu item and then using tie & Title Block' selection. Title Block tine 6 Concrete Slender Wall Lic. # : KW-06002327 Description : lift up at exterior deck at grid line DESIGN SUMMARY Goveming Load Combination ... PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D+L+S+E/1.4 PASS Axial Load Check +1.20D+0.50L+0.20S+E FAIL Reinforcing Limit Check PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Load Combination Axial Load Pu 0.061c*b*t f Mcr +1.40D at 21.96 to 22.77 +1.20D+0.50Lr+1.60L at 21.96 to 22.77 +1.20D+1.60L+0.50S at 21.96 to 22.77 +1.200+1.60Lr+0.50L at 21.96 to 22.77 +1.20D+1.60Lr+0.80W at 0.00 to 0.81 +1.20D+0.50L+1.60S at 21.96 to 22.77 +1.20D+1.60S+0.80W at 0.00 to 0.81 +1.20D+0.50Lr+0.50L+1.60W at 0.00 to 0.81 +1.20D+0.50L+0.50S+1.60W at 0.00 to 0.81 +1.20D+0.50L+0.20S+E at 0.00 to 0,81 +1.20D+0.50L+0.20S-1.0E at 0.00 to 0.81 +0.90D+1.60W at 0.00 to 0.81 +0.90D+E at 0.00 to 0.81 +0.90D-1,0E at 0.00 to 0.81 2.873 12.960 2.462 12.960 2.462 12.960 2.462 12.960 0.000 12.960 2.462 12.960 0.000 12.960 0.000 12.960 0.000 12.960 0.000 12.960 0.000 12.960 0.000 12.960 0.000 12.960 0.000 12.960 Design Maximum Combinations - Deflections Load Combination D+L+Lr at 15.45 to 16.27 D+L+W at 14.64 to 15.45 D+L+W+S/2 at 14.64 to 15.45 D+L+S+W/2 at 14.64 to 15.45 D+L+S+E/1.4 at 13.01 to 13.83 D+0.5(L+Lr)+0.7W at 14.64 to 15.45 D +0.5(L+Lr)+0.7E at 13.01 to 13.83 Reactions - Vertical & Horizontal Load Combination D Only S Only W Only E Only Axial Load Pu k 2.520 1.64 2.579 1.64 2.579 1.64 2.579 1.64 2.696 1.64 2.579 1.64 2.696 1.64 Base Horizontal 0.1 k 0.0 k 0.4 k 3.8 k 1.64 1.64 1.64 1.64 1.64 1,64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 Project Title: Engineer: Project Descr Project ID: l G Pit 20.Y l 2014. S:C5P61 RIB =aWsersUimhlDOCUME-t1ENERCA-11FSFOff-1.EC6 ENERCALC, INC.1983.2013, Build:6.13.8.31, Var.6.13.&31 e : PCS STRUCTURAL SOLUTIONS License Results reported for "Strip Width" of 24.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.8529 Max Mu -21.545 k-ft Phi * Mn Min. Defl. Ratio 275.665 Max Allow Ratio Max. Deflection 1.062 in Max. Allow. Defl. Max Pu / Ag 38.761 psi 0.06 * fc Location 0.4067 it Controlling As/bd 0.01632 As/bd = 0.0 rho bal 0.01355 Wracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction Mu 3.286 k-ft Minimum Phi Mn for Load Combination.... E Only E Only D+L+S+E11.4 Moment Values Phi Phi Mn k'e 1.11 0.95 0.95 0.95 1.24 0.95 1.24 1.84 1.84 10.77 9.62 1.71 10.56 9.71 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Moment Values Mcr Mactual I gross k-ft k-ft 0.44 216.00 0.86 216.00 0.86 216.00 0.63 216.00 5.02 216.00 0.72 216.00 4.93 216.00 12.54 12.56 12.56 12.56 12.63 12.56 12.63 12.63 12.63 12.63 12.63 12.63 12.63 12.63 Stiffness I cracked 404 108.13 108.16 108.16 108.16 108.27 108.16 108.27 As ,n 2 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 As Ratio 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 0.0163 25.261 k-ft 100.0 2.928in 180.0 psi 24.971 k-ft 2.976 k 3.804 k 7.266 k 0.6 * rho bal 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 Deflections I effective Deflection Defl. Ratio in'4 n 162.000 162.000 162.000 162.000 108.265 162.000 108.265 Top Horizontal 0.11 0.00 0.35 2.98 0.068 0.139 0.139 0.103 1.062 0.117 1.043 4,279.4 2,113.5 2,113.5 2,841.8 275.7 2,497.6 280.8 Vertical @ Wall Base 7.266 k 0.000 k 0.000 k 0.000 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Concrete Slender Wall Lic. # • KVV-06002327 Description : tilt up at exterior deck at grid line Reactions • Vertical & Horizontal Project Title: Engineer: Project Descr: Project ID: D { { «gait: 20 JAN 2,114 i:C' PM Fie 11ENERCA-1WSFOFF-S.EC6 ENERt ALC INC. 1E 4013. 6 d:6.13.8.31, Ver.6:13 8.31 Licensee : PCS STRUCTURAL SOLUTIONS Load Combination D+L+Lr D+L+S D+L+W+S/2 D+L+S+W/2 D+L+S+E/1.4 Base Horizontal 0.1 k 0.1 k 0.5 k 0.3 k 2.8 k Top Horizontal Vertical © Wall Base 0.11 k 0.11 k 0.24 :. 0.06 F 2.01 7.266 k 7.266 k 7.266 k 7.266 k 7.266 k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Una 6 Project Title: Engineer: Project Descr: Project ID: p 12r Print d: 29 sJ r14. 5:oo4.1 Concrete Slender Wall Lic. # : KW-06002327 Description : tik up at exterior deck at mid pier Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information File = cAUsersUiethIDOCUME-1IENERCA-11PSFOFF-1 EC8 EPIERCALC, INC. 1983.2013, Buid:8a3.131, VerAt9.tt:31 Licensee : PCS STRUCTURAL SOLUTIONS fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus X : Lt Wt Conc Factor Fr : Rupture Modulus Max ° of p balanced Max Pu/Ag = fc ` Concrete Density Width of Design Strip • 3.0 ksi • 60.0 ksi = 3,122.0 ksi • 1.0 • 273.861 psi = 0.01355 • 0.060 • 144.0 pcf • 30.0 in One -Story Wall Dimensions A Clear Height B Parapet height 27.0 ft 2.0 ft Wall Support Condition Top Pinned, Bottom F Lateral Loads Wall Thickness Rebar at each face Rebar "d" distance Lower Level Reber .. . Bar Size Bar Count in Strip Widtt 6.0 in 1.250 in 5 7.0 Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 Full area WIND load 12.20 psf Fp 1.0 = 24.60 Psf Lr Point Lateral Load `D'_.___._..__Lr Distributed Lateral Load Distributed Lateral Load Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load L E 2.0 0.1480 0.1480 W Direct entry of Lateral Wall Weight 24.60 psf Height (Applied to full "STRIP Width") 13.Oft Endpoints from Base (APPUed to full "STRIP Width') top bottom 15.0 0.10k/ft 29.0 20.50 k/ft Title Block Line 1 You can change this area wing the 'Settings" menu item and then using the *Printing & Title Block' selection. Title Block Line 6 Concrete Slender Wall Lic. # KW-06002327 Description : tilt up at exterior deck at mid pier DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +1.20D+0.50L+0.20S+E PASS Service Deflection Check D+L+S+E/1.4 PASS Axial Load Check +1.20D+0.50L+0.20S+E FAIL Reinforcing Limit Check PASS Minimum Moment Check +1.40D Design Maximum Combinations • Moments Project Title: Engineer: Project Descr: Project ID: 11 "ri e d 23J/U02014. 5-0511 Fl=callsars iarh1DOCUME-11ENERCA-nPSFOFF-1.EC6 ENEROALC. INC.1983-2ti13, 8ald:6.13.8.31, Ver:6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Results reported for "Strip Width" of 30.0 in Actual Values Maximum Bending Max Mu Min. Defl. Ratio Max. Deflection Max Pu / Ag Location Controlling As/bd Stress Ratio = -26.388 k-ft 255.20 1.270 in 5.320 psi 0.450 ft 0.01523 Mcracking 4.108 k-ft Allowable Values ... 0.8550 Phi * Mn Max Allow Ratio Max. Allow. Defl. 0.06`fc 30.863 k-ft 100.0 3.240 in 180.0 psi As/bd = 0.0 rho bal 0.01355 Minimum Phi Mn Maximum Reactions . , _ for Load Combination.... Top Horizontal Base Horizontal Vertical Reaction E Only E Only D+L+S+E/1.4 30.667 k-ft 2.718 k 4.529 k 5.220 k Axial Load i Moment Values 0.6 * Load Combination Pu 0.06*Pc"b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k-f° k-,, m:^ 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.80W at 0.00 to 0.90 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 +1.200+1.60Lr-0.80W at 0.00 to 0.90 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 10.56 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 10.56 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 10.52 0.90 12.35 0.868 0.0152 0.0135 1.64 10.52 0.90 12.35 0.868 0.0152 0.0135 +1.20D+1.60S+0.80W at 0.00 to 0.90 +1.20D+1.60S-0.80W at 0.00 to 0.90 +1.20D+0.50Lr+0.50L+1.60W at 0.00 to 0.90 +1.20D+0.50Lr+0.50L-1.60W at 0.00 to 0.90 +1.20D+0.50L+0.50S+1.60W at 0.00 to 0.90 +1.20D+0.50L+0.50S-1.60W at 0.00 to 0.90 +1.20D+0.50L+0.20S+E at 0.00 to 0.90 +1.20D+0.50L+0.20S-1.0E at 0.00 to 0.90 +0.90D+1.60W at 0.00 to 0.90 +0.90D-1.60W at 0.00 to 0.90 +0.90D+E at 0.00 to 0.90 +0.90D-1.0E at 0.00 to 0.90 0.000 12.960 Design Maximum Combinations - Deflections Axial Load Load Combination Pu Moment Values Mcr Mactual k-`t tt 1 gross Stiffness I cracked rn'[ I effective Deflections Deflection Defl. Ratio in D+L+W at 15.30 to 16.20 D + L +W + S/2 at 15.30 to 16.20 D+L+S+W/2 at 15.30 to 16.20 D+L+S+E/1.4 at 14.40 to 15.30 D+0.5(L+Lr)+0.7W at 15.30 to 16.20 D+0.5(L+Lr)+0.7E at 14.40 to 15.30 0.000 0.986 0.986 0.986 1.051 0.986 1.051 0.00 1.64 1.64 1.64 1.64 1.64 1.64 0.00 0.61 0.61 0.31 4.27 0.43 4.18 0.00 216.00 216.00 216.00 216.00 216.00 216.00 0.00 101.58 101.58 101.58 101.65 101.58 101.65 0.000 162.000 162.000 162.000 101.654 162.000 101.654 0.000 0.119 0.119 0.059 1.270 0.083 1.243 0.0 2,730.2 2,730.2 5,460.4 2552 3,900.3 260.7 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Concrete Slender Wall Lic. # : KW-06002327 Description : tilt up at exterior deck at mid pier Reactions - Vertical & Horizontal Load Combination D Only S Only W Only E Only D+L+Lr D+L+S D+L+W +S/2 D+L+S+W/2 D+L+S+E/1.4 Base Horizontal 0.0 k 0.0 k 0.5 k 4.5 0.0 k 0.0 0.5 0.3 i. 3.2 s Project Title: Engineer: Project Descr: Project ID: b t4- Printed. 20 Jt012014. 5:05?1,4 FileUsersUlme DO0 ihE-1tENERCA-11f OFF-1.EC6 ENERCALC, INC.19632013, 9uNd.'6.1a8.31, Veralaa.31 Licensee : PCS STRUCTURAL SOLUTIONS Top Horizontal Vertical @ Wall Base 0.00 k 0.00 k 0.37 k 2.72 k 0.00 k 0.00 E: 0.37 k 0.19 k 1.95 k 5.220 k 0.000 k 0.000 k 0.000 k 5.220 k 5.220 k 5.220 k 5.220 k 5.220 k al PCS Project: Job No. Subject: Sheet Name Structural Solutions Originating Office: ❑ Seattle ['Tacoma Date. Seattle 1811 First Avenue, Suite 620 - Seattle, WA 98104 • WI: 206.292.5076 www.pcs-structurat.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Pcs Project: Job No.t Z.� E"t Subject: Sheet W3 Name 444 - • Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date* t 2- D ` (4" f • i,t) h-w 6.44-t fl N b P t I )C - pt.- Gr1 N l t t„ `"a wtr-)po_ R-V11..\A G+0• te tLx-, Jkt-L C. tCa fP;UNtt-)Cve S PLk rt ! t '1 C; V P e ,e4021-1 a e> C kt-s W 1 J t tea r - FA er4 i+.14.- D©c- toe, o `r'd-•.s tb L I e -.. • k$ `t i.e` e+12 16ca t`A Act.- `f 'ki-trr r#- �✓ -~n q--c,,,.. +PE tz.. ‘ e.: E A. 6 w szto S La, ba .. 6- tez) k- s. (5 N b'r" .t._ k- "-ME "FuL.A.. 4et “V." 6F•T Pk-eL pa.E\I 1 bJ S cArc, 5 t NL.t,. u pow dP Pt.•k*•-sEr p�RS c--�-�' e.g.. tpa.�. G-J��... �... Foie. % . a 60,5 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 • 41PCS Project: ()C Subject Sheet ' Structural Solutions Originating Office: Seattle ❑ Tacoma w4 Job No: Name. Date. 1401-1 t Z. -t4' eg.w R-- a711 k CoDla Ks/ 40 3- v.) s 5,S 6ot Sesr) = 44,0 P+-F lAu VI- 1442) 41's1-. 5,10 (k. (441‘-' C PetA-.0,4-> 5 oeP ' - Cs, x I& - Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 wwwpcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 AB Tau PROJECT su er. SUBJECT gm. SHEET Diagram/Input JOBNo• JOB # DENIER. DESIGNER DATE: DATE Concrete Beam Ccnacuv Wr- C:\Users\Jlmh\Documents\tov's Excef\1Concrete Bending CapocIty.xbJCorcrete Beom Capacity • Ast = 0.60 sq. in fyi = 60 ksi A52 = 0,00 sq. in fy2 = 60 ksi A53 = 0.00 sq. in i� = 00 ksi NOTE: 2 # 8's Mu = 5.6 fi-k = 3000 psi = 0.90 B= 0.85 Results • • • = 4" d1 O" d3=0" deft b= 12" d = 60" 4 Me = 4 T l dell - , = 149.6 ff-k > Mu = 5.6 ff-k OK Maximum Reinforcing Check p = 0.0009 < 0.75sp bal = 0.0160 ACI-99 Steel Strain = 0.1184 > 0.005 ACI-02 Minimum Reinforcing Check p min > 0.0033 or 4/3'3 Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculations; T = As, tyt + As2 iy2 + As3 fy3 = 36.00 k As, fr, d, + As2 ty2 d2 + Asa fv3 d3 den = d T T 36.00 k 0.85 ra b 30.60 k/in Ku = Mu*12000/bd^2 = 2 Ku = 4Mn'12000/bd^2 = 48 = 1.18" 144.00 in-k 60" - 36.00 k = 56.00" c= o/B1= 1.38" JOBTiTi : PROJECT SUBJECT' SUBJECT see: SHEET d08N0' JOB # DESIGNER; DESIGNER DATEDATE Cassrjeta Bgam Capacity Diagram/Input As, = 0.20 sq. in fy, = 60 ksi A52 = 0.00 sq. in fy2 = 60 ksi A53 = 0.00 sq. in NOTE: 2 # 8's Mu= 8.4 ft-k f'a = 3000 psi = 0.90 B= 0.85 Results fy3 = 00 ksi • • C:\Users\Jimh\Documents\Lots ExceNConcrete Bending Capacity.xkiConcrete Beam Capacity • • di= 14'• d2 = o"._. d3 = 0„ 4 b=12" a d = 108" Maximum Reinforcing Check p = 0.0002 < 0.75•p bal = 0.0160 ACI-99 Steel Strain = 0.6082 > 0.005 ACI-02 Minimum Reinforcing Check p_min > 0.0033 or 4/3'4 Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK Calculation; T = Asi fyt + As2 fy2 + Ass fy3 = 12.00 k A5, fy, di + As2 fy2 d2 + Ass fy3 d3 deft = d T a = T = ._..._...._12.00 k = 0.39" 0.85 cc b 30.60 k/in Ku = Mu`12000/bdA2 = 1 Ku = $Mn' 12000/bdA2 = 10 108„ 168.00 in-k 12.00 k c= a/B1= 0.46" = 94.00" ft s.* •# 4V..t-t 14.-D" fl'PE 8 CONN 2—#6 BOTTOM <29' - 0"> TYPE DD CONN RE: D-- — 21-0" TYPE 8 CONN 14'-0" TYPE 8 CONN 2 #6 BOTTOM .t' M6 t fM llt1 f k? r,=11;1 1 ��it rMrr1sw � % 5-#5 EA. FACE (10 TOTAL)w/STD HOOK ® EA END 4-#t7 Wit TIES 0 6"$i.c T & 8. FOR 42".12"11sc REMAINDER 2-#6 WI TYPE 8 CONN .#4 X 2'-6" blot TYP. #3 0 12"OC (e #4 0 120C VE R 1 14 A 14"OC HOR17 TYPE OD CONN RE: D-4 f...f.;IWEE OPENING `�-5-#5 EA. FACE (10 TOTAL)w/STD HOOK 0 EA END 4- #7 w/#3 TIES 0 6"OC --{' T. & B FOR 42",12"0C REM AINDER �,_TtPE 8 CONN 4-#5EA FACE (8 TOTAL) TYPE H CONN #3 0 12"0C 1 t WZ 4 #4 ® 12"0C VERT, #4 0 14"OC HOR12 (T• O"> CONN_ RE: 8-4 Q CONN. RE: 8-4 TYPE 8 CONN 0 TYPE B CONN TYPE B CONN _ 7—#5 EA.FACE svwr (14 TOTAL) MIN 40, .�-#4x2.-6" 'MAC_ 1 j2� #5 EA. FACE (4 TOTAL) ! #4 CONT. #4 x 2 0 — " ® 24"0C (ON, 3 EA. LEG) — CONC. SLAB 21'-0" Q, TYPE 8 CONN 14.-0" ' TYPE 8 CONN 7 .— 0" QS TYPE B CONN 6—#5 EA -FACE — (12 TOTAL) O'—O" SLAB DOWELS p oipeo L)C,rs (4}—PANEL 3RD POINT CONN. RE: 8-4 TYPE 8 CONN 7—#5 EA.FACE (14 TOTAL) TYPE B CIDNN TYPE 8 CONN 6—#5 EA.FACE (12 TOTAL) RE: A-3 2—#5 EA.FACE (4 TOTAL) P C. PANEL Q SLZ City of Tukwila Department of Community Development 8/4/2014 RYAN HARASIMOWICZ 109 BELL ST SEATTLE, WA 98121 RE: Permit No. D14-0044 PSF MECHANICAL 11621 EAST MARGINAL WY S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/28/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/28/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 'IA() Bill Rambo Permit Technician File No: D14-0044 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPII111 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0044 DATE: 04/01/2014 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision .# 1 after Permit Issued DEPARTMENTS: Building Division ■ 1)111A ►SIP o 1(1 Public Works Fire Prevention Structural AYv' NIA d�l'o�il�l ■ (XL ArO•O7 Planning Division ■ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/03/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/01/14 Approved Approved with Conditions ❑ Corrections Required L (corrections entered in Reviews) Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 . HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0044 DATE: 01/31/2014 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division A)s AwC itt Public Works Fire Prevention Structural c9-c(tflq 1314 AT . Planning Division III Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 03/04/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/ 18/2013 PROJECT NAME: SITE ADDRESS: PERMIT NO: ORIGINAL ISSUE DATE: REVISION LOG Diq io tly REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 ocitoil 1 G -- 1--t—s-t it rl- s Summary of Revision: t7 \ (A : W L NW\,JV., ei•0 '4 \ifEST16 VW= , 5V-1 U,(SItTSI Received b 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) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: X 14" O4- (2 II Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # f after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner �� ^ Project Name: �l{1k 1F j►itE;C=�`1'i1�C�/%L R 1 z014 Project Address: 110z1 L� KA124 u J4t.. vyktr CENTER Contact Person: r--W N S 1 IMO WI CZ Phone Number: Ze74 '-(41S C441zt Summary of Revision: tEY6f,') 7 V P' Sc®PE m ice vo�.v� ,e&77r)crla J /•(J Ai M geol' c 7 LJ/4Jt2OW S , PEte77 -) OF e9117 I16DgduF , r -flat..) of /9,- ePosty ,e0r,F Code72 4 /, k a) OF NEW SK114/41f1 Sheet Number(s): M9( " Ga2c 14/ /%Vfl - "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on oq VQ i� H PUGET WEST CORPORATION Page 1 of 3 0 Washington State Department of Labor & Industries PUGET WEST CORPORATION Owner or tradesperson FLETCHER, RICHARD FRANCIS Principals FLETCHER, RICHARD FRANCIS MILLER, MARIANNE DAVIS, LEANNE MUNNOCH, MARYJ (End: 01/12/2011) Doing business as PUGET WEST CORPORATION WA UBI No. 600 437 790 PO BOX 3535 ARLINGTON, WA98223 425-290-9696 SNOHOMISH County Business type Corporation Governing persons LEANNE DAVIS 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. PUGETWC187KG Effective — expiration 05/07/1982 — 01/15/2015 Bond No bonds during the previous 6 year period. Insurance Kinsale Insurance Company Policy no. 01000165060 Received by L&I 12/31/2013 $1,000,000.00 Effective date 01 /01 /2014 Expiration date 01 /01 /2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600437790&LIC=PUGETWC 187KG&SAW= 04/01/2014