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Permit D15-0103 - SAHALE SNACKS - STORAGE RACKS
SAHALE SNACKS 3411 S 120 PL D15-0103 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 Parcel No: 1023049069 Address: 3411 S 120TH PL 100 Project Name: SAHALE SNACKS Owner: Name: SABEY CORPORATION Address: 12201 TUKWILA INTL BLVD 4THFL , SEATTLE, OR, 98168 Contact Person: Name: REBECCA GRAY Address: 4820 N OBERLIN ST, PORTLAND, OR, 97203 Contractor: Name: B & B INSTALLATIONS INC Address: 14401 S GLEN OAK RD , OREGON CITY, OR, 97045 License No: BBINSI*135B3 Permit Number: D15-0103 Issue Date: 10/26/2015 Permit Expires On: 4/23/2016 Phone: (541) 210-3872 Phone: (503) 722-8155 Expiration Date: 7/18/2017 Lender: Name: THE J.M. SMUCKER COMPANY Address: 1 STRAWBERRY LANE, ORVILLE, OH, 44667 DESCRIPTION OF WORK: INSTALLATION OF PRE -FABRICATED STEEL STORAGE RACK IN AN EXISTING STORAGE WAREHOUSE. Project Valuation: $65,487.00 Fees Collected: $1,964.34 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Occupancy per IBC: Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No WiL 7�1 Permit Center Authorized Signature: Date: I0 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. ''^^ Signature: Date: ty`qk—.''' Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 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. 12: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 10: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 11: 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) 13: Maintain fire extinguisher coverage throughout. 14: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 15: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 16: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 17: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 21: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 20: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 h!ip://www.Tukwi]aWA.gov Building Permit No. O /03 Project No. / Date Application Accepted: Date Application Expires: For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION King Co Assessor's Tax No.: 4-1 Site Address: )54 kk 5 - Tenant Name: w- L �J%i�i6ci�-f-w- S PROPERTY OWNER Name: Address: WL,ot �t�1 City: �A,Ct State: Zip9(al CONTACT PERSON - person receiving all project communication Name:,! Address: City: Q,// State: Zip:12n Phone: [, i�� -o „ Fax: "1 Email: tD-TWIWLoge.CX>0 CONTRACTOR INFORMATION Company Name: �- b Wu Address: City:,D�' J ` State: Zip�-� Phone:5o,r v Fax:C-05-- ., Contr Reg No.: Exp Date: Tukwila Business License No.: Suite Number: Floor: New Tenant: ❑ .....Yes ..No ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name:tAJ0 Engineer Name: Address: 1" City: State: cis, Zip p p C) ov-�, Phone: �l rWV=b - Q-) V! I Fax: C? � � , p1' -d �Jco Email: C, 1 P, �� V LP, kA LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: i i-� - �+ �, \V c ttttq Address: 1 ) C City: c)y State: o 1 ► Zip:( H:1Applications\Forfns.Applications On Line\2011 ApplicationsTermit Application Revised - 8-9.1l.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATIdir = 206-431-3670 n Valuation of Project (contractor's bid price): $ (05 1 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): i FJt�.l oF- rh_o� ,o �STiw 6., LAA Will there be new rack storage? [.....Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC i" Floor 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 1 on Compact: Handicap: Will there be a change in use? ❑_..... Yes No If "yes", explain: FIRE PR TECTIONIHAZARDOUS MATERIALS: ....... Sprinklers ❑....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes ❑ .......No If "yes, attach list of materials and storage locations on a separate 8-112 " x 11 "paper including quantities and Material SafetyData 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. HAAppliwtionsTonns-Applications On Line\2011 ApplicationsTennit Application Revised - 8-9-1 l.doot Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERAUT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District # 125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑... Sewer Availability Provided 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) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ... Hold Harmless — (SAO) ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ..Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor []...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑ ...Deduct Water Meter Size " ❑... Sewer Main Extension.............Public ❑ Private ❑ ❑... Water Main Extension .............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billinp: Name: Day Telephone: Mailing Address: City State Zip H:ApplicationsToans-Applications On Line\201 I ApplicationsNennit Application Revised - 8-9-1 Ldoac Revised: August 2011 Page 3 of 4 bh 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 OAv ER OR AUTHORIZED AGENT: Date: r)'--)'' 1!5- Print Name: ' S 1 'K— • Day AT`el1ephone.�541r 12 —''� / _ Mailing Address: ��� �N' I�� ���Y � 4—�" �1 i ►V LzrS9.Q "/'� C\G )IM city state zip H:WpplicationsTormsApplicatious On Line\2011 ApplieetionsTelmit Application Revised - 8-9-1 Ldom Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,214.99 D15-0103 Address: 34115120TH PL 100 Apn: 1023049069 $1,214.99 DEVELOPMENT $1,157.35 PERMIT FEE R000.322.100.00.00 0.00 $1,152.85 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $57.64 TECHNOLOGY FEE TOTAL+ R000.322.900.04.00 0.00 $57.64 .. Date Paid: Monday, October 26, 2015 Paid By: REBECCA GRAY Pay Method: CREDIT CARD 01127C Printed: Monday, October 26, 2015 8:18 AM 1 of 1 e7p SY57EM5 Date Paid: Thursday, May 07, 2015 Paid By: REBECCA GRAYBRUMETT Pay Method: CREDIT CARD 08721D Printed: Thursday, May 07, 2015 12:20 PM 1 of 1 l��Ijjl� LJ' WSYS7EM5 v INSPECTION RECORD i Retain a copy with permit�� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Wt 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: / a I Type of Ins ction: / 1, l' ----- /1 Address: s 1�6^� Date Called: 2 11/a Special Instructions: Date wanted: M. L13 Requester: Phone No: Appraved per applicable codes. 1-1 Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. v C_ INSPECTION RECORD r Retain a copy with permitlQ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Inspec Address: ZL111 Isi�� /� ate Called: If 3 Special Instructions: %% Date Wanted:/ / a.m. p.m. Re u er. / �5 -�r PhoneNo: Lf � Approved per applicable codes. orrections required prior to approval. `—' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 Retain a copy with permit vy 3 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: - -- wc,A. e- Cs � - k - I � Type of Inspection: �i �.�,fr Address: Contact Person:` ' / Suite #: �t(�� S , b Special Instructions: Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: f t"v- sJ d S 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i�� Date: /� /Z �/ Hrs.: U $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from t the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD N �;- - U(U 3 1 Retain a copy with permit j -� INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: /' ,ter Contact Person: Suite #: Special Instructions: Phone No.: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 64 i f � �72 �14;i-e i � f Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:! ,4�w Date: J/ � / yJ I Hrs.: . Q ❑ $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 Field Report Report #: 65130 KAR, Testing .atx t , inc. 7126 8 Ave.N.E.} Park 180, Strtte C1it1, Redmond, A t3 2 42 Z F 4 Client: Twinlode Corporation Project Number: 1 "85 51024 Portage Rd. Permit #: D15-0103 South Bend, IN 46628 Project Name: Smucker Sahate Snacks Contact: Rebecca Gray Address: 3411 S 120th Place Inspection Performed: Proprietary Anchors Date: 11 /2/2015 Time: Temperature: Dn site for anchor bolt inspection for newly placed racks in building 1. Contractor used a mix of Dowers 1/2" wedge bolt and 1/2" Hilti KB-TZ anchors. Power wedge boats were placed per SR1678. Hilti KB-TZ anchors were torqued to 40 ft./lbs. per ESR 1917. RECEIVED 20i5 ,,;EPftAtq CENTER Distribution: ❑ Distribute Client ❑ Distribute Contractor [ Inspector: Nygard, John Distribute Engineer Distribute Owner Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guerrini Distribute Architect [_ Distribute Other All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden FIRE SPRINKLERS INC. 1524 45th St E, SUITE 102 SUMNER,WA 98390 HYDRAULIC CALCULATIONS FOR SAHALE SNACK STORAGE UPGRADES 3411 S. 120TH PLACE TUKWILA, WA 98168 SYSTEM #1 - AREA #1' FILE NUMBER: 3678 DATE: 04/8/2015 -DESIGN DATA - OCCUPANCY CLASSIFICATION: DENSITY: AREA OF APPLICATION: COVERAGE PER SPRINKLER: NUMBER OF SPRINKLERS CALCULATED: TOTAL SPRINKLER WATER FLOW REQUIRED: TOTAL WATER REQUIRED (including hose): FLOW AND PRESSURE (@ BOR): SPRINKLER ORIFICE SIZE: SPRINKLER TYPE: SPRINKLER TEMP: NAME OF CONTRACTOR: DESIGN/LAYOUT BY: AUTHORITY HAVING JURISDICTION: CONTRACTOR CERTIFICATION NUMBER: IrIL� FM 8-9 TABLE 5 25 gpm 20 HEADS co di - m-vMU FOR APCQMpLIgNCE PpDVED OCT 14 2015 Ci of %kvvila 8t11LDING DIVISION 100 sq. ft. 20 sprinklers(ENTIRE AREA) 1788.7 gpm 2288.8 gpm 1788.7 gpm @ 69.0 psi K=16.8 STORAGE UPRIGHT 1650 FIRE SPRINKLERS INC KYLE BARROW CITY OF TUKWILA FIRESI*988RJ CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE # 38011601 ) HRS SYSTEMS, INC. CORRECTION 'b 1 (� `O 103 LTR#� J RECEIVED CITY OF TUKWILA MAY 2 0 2015 PERMIT CENTER SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: WATER SUPPLY DATA SOURCE STATIC .RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. :.-.PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) 300 127.5 20.0 4051.0 90.1 2288.8 77.6 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 2288.8 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 500.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 1788.8 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 26.0 - - - - 53.4 - - - 2 26.0 - - - - 53.4 - - - 3 26.0 - - - - 53.4 - - - 4 26.0 - - - - 53.4 - - - 5 26.0 - - - - 53.4 - - - 6 26.0 - - - - 53.5 - - - 7 26.0 - - - - 53.5 - - - 8 25.8 - - - - 53.5 - - - 9 25.8 - - - - 53.6 - - - 10 25.8 - - - - 53.6 - - - 11 25.8 - - - - 53.6 - - - 12 25.8 - - - - 53.6 - - - 13 25.8 - - - - 53.6 - - - 14 25.8 - - - - 53.6 - - - 15 25.6 - - - - 53.7 - - - 16 25.6 - - - - 53.7 - - - 17 25.6 - - - - 53.8 - - - 18 25.6 - - - - 53.8 - - - 19 25.6 - - - - 53.8 - - - 20 25.6 - - - - 53.8 - - - 21 25.4 - - - - 53.9 - - - 22 25.2 - - - - 54.1 - - - 23 25.0 - - - - 54.2 - - - 24 26.0 - - - - 53.1 - - - 25 25.8 - - - - 53.3 - - - 26 25.6 - - - - 53.5 - - - 27 25.4 - - - - 53.8 - - - 28 25.2 - - - - 54.0 - - - 29 25.0 - - - - 54.2 - - - 30 26.0 - - - - 53.5 - - - 31 25.8 - - - - 53.7 - - - 32 25.6 - - - - 53.8 - - - 33 25.4 - - -; �� 5*3..9 - fl � - 34 25.2 - - tr t {54.1.- 35 25.0 - - "` - W542 �... 36 26.0 - - -..- 52.1 - - - . SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 PATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: NODE.ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 25.8 - - - - 52.4 - - - 25.6 - - - - 53.0 - - - 25.4 - - - - 53.3 - - - 25.2 - - - - 53.7 - - - 25.0 - - - - 54.0 - - - 26.0 - - - - 53.6 - - - 23.0 - - - - 54.9 - - - 25.8 - - - - 53.7 - - - 23.0 - - - - 54.9 - - - 25.6 - - - - 53.8 - - - 23.0 - - - - 55.0 - - - 25.4 - - - - 54.0 - - - 23.0 - - - - 55.0 - - - 25.2 - - - - 54.1 - - - 23.0 - - - - 55.0 - - - 25.0 - - - - 54.2 - - - 23.0 - - - - 55.1 - - - 26.0 - - - - 53.4 - - - 23.0 - - - - 54.7 - - - 25.8 - - - - 53.6 - - - 23.0 - - - - 54.8 - - - 25.6 - - - - 53.7 - - - 23.0 - - - - 54.9 - - - 25.4 - - - - 53.9 - - - 23.0 - - - - 55.0 - - - 25.2 - - - - 54.1 - - - 23.0 - - - - 55.0 - - - 25.0 - - - - 54.2 - - - 23.0 - - - - 55.1 - - - 23.0 - - - - 55.4 - - - 23.0 - - - - 54.3 - - - 25.4 - - - - 47.1 - - - 23.0 - - - - 52.3 - - - 25.6 - - - - 47.4 - - - 23.0 - - - - 52.3 - - - 25.8 - - - - 47.3 - - - 23.0 - - - - 52.3 - - - 26.0 - - - - 47.3 - - - 23.0 - - - - 52.3 - - - 26.2 - - - - 47.3 - - - 23.0 - - - - 52.3 - - - 26.4 - - - - 50.5 - - - 23.0 - - - - 52.5 - - - 26.4 - - - - 50.8 - - - 23.0 - - - - 52.7 - - - 26.2 - - - - 51.2 - - - 23.0 - - - - 52.9 - - - 26.0 - - - - 51.8 - - - 23.0 - - - - 53.2 - - - 25.8 - - - - 52.2 - - - 23.0 - - - - 53.5 - - - 25.6 - - - - 52.8 - - - 23.0 - - - - 53.9 - - - 25.4 - - - - 53.2 - - - SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 ,ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF 'OB TITLE: ;ODE ANALYSIS DATA (ODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 13 23.0 - - - - 54.2 - - - 14 25.2 - - - - 53.6 - - - 15 23.0 - - - - 54.5 - - - 16 25.0 - - - - 54.0 - - - ,7 23.0 - - - - 54.8 - - - ,8 23.0 - - - - 55.9 - - - 00 25.4 K=16.80 26.2 86.0 O1 25.4 K=16.80 26.4 86.3 02 25.4 K=16.80 29.3 91.0 03 25.4 K=16.80 32.0 95.0 04 25.6 K=16.80 25.0 84.0 .05 25.6 K=16.80 25.0 84.0 06 25.6 K=16.80 27.0 87.3 07 25.6 K=16.80 34.2 98.3 08 25.8 K=16.80 25.2 84.4 09 25.8 K=16.80 25.2 84.4 10 25.8 K=16.80 27.2 87.6 11 25.8 K=16.80 34.2 98.3 12 26.0 K=16.80 25.9 85.5 13 26.0 K=16.80 25.9 85.5 14 26.0 K=16.80 27.7 88.3 15 26.0 K=16.80 34.5 98.6 16 26.2 K=16.80 27.1 87.5 17 26.2 K=16.80 27.1 87.4 18 26.2 K=16.80 28.6 89.8 19 26.2 K=16.80 35.0 99.4 .20 26.4 - - - - 48.7 - - - 21 26.4 - - - - 49.3 - - - .22 26.2 - - - - 49.9 - - - 23 26.0 - - - - 51.0 - - - 24 25.8 - - - - 51.4 - - - 30 23.0 - - - - 29.7 - - - 31 23.0 - - - - 29.8 - - - 32 23.0 - - - - 30.4 - - - 33 23.0 - - - - 31.8 - - - 34 23.0 - - - - 34.3 - - - 35 23.0 - - - - 38.6 - - - 36 23.0 - - - - 41.3 - - - 37 23.0 - - - - 42.8 - - - 38 23.0 - - - - 43.5 - - - 39 23.0 - - - - 43.7 - - - 85 23.0 - - - - 56.9 - - - 87 4.0 - - - - 67.5 - - - 90 0.5 - - - - 69.0 - - - 95 -4.0 - - - - 73.7 - - - 96 -4.0 - - - - 78.7 - - - .00 0.0 SOURCE 77.6 1788.8 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 1 10.3 2.067 PL 3.80 PF 0.0 42 26.0 0.0 53.6 0.0 1.0 120 FTG T PE 0.0 30 26.0 0.0 53.5 0.0 0.001 TL 13.80 PV Pipe: 2 10.3 1.610 PL 16.00 PF 0.1 30 26.0 0.0 53.5 0.0 1.6 120 FTG ---- PE 0.0 7 26.0 0.0 53.5 0.0 0.005 TL 16.00 PV Pipe: 3 10.3 2.203 PL 8.00 PF 0.0 7 26.0 0.0 53.5 0.0 0.9 120 FTG ---- PE 0.0 6 26.0 0.0 53.5 0.0 0.001 TL 8.00 PV Pipe: 4 10.3 2.203 PL 8.00 PF 0.0 6 26.0 0.0 53.5 0.0 0.9 120 FTG ---- PE 0.0 5 26.0 0.0 53.4 0.0 0.001 TL 8.00 PV Pipe: 5 10.3 2.203 PL 8.00 PF 0.0 5 26.0 0.0 53.4 0.0 0.9 120 FTG ---- PE 0.0 4 26.0 0.0 53.4 0.0 0.001 TL 8.00 PV Pipe: 6 10.3 2.203 PL 8.00 PF 0.0 4 26.0 0.0 53.4 0.0 0.9 120 FTG ---- PE 0.0 3 26.0 0.0 53.4 0.0 0.001 TL 8.00 PV Pipe: 7 10.3 2.203 PL 8.00 PF 0.0 3 26.0 0.0 53.4 0.0 0.9 120 FTG ---- PE 0.0 2 26.0 0.0 53.4 0.0 0.001 TL 8.00 PV Pipe: 8 10.3 2.203 PL 4.20 PF 0.0 2 26.0 0.0 53.4 0.0 0.9 120 FTG T PE 0.0 54 26.0 0.0 53.4 0.0 0.001 TL 17.84 PV Pipe: 9 33.7 2.203 PL 3.80 PF 0.0 54 26.0 0.0 53.4 0.0 2.8 120 FTG ---- PE 0.0 1 26.0 0.0 53.4 0.0 0.009 TL 3.80 PV Pipe: 10 33.7 2.203 PL 32.00 PF 0.3 1 26.0 0.0 53.4 0.0 2.8 120 FTG ---- PE 0.0 24 26.0 0.0 53.1 0.0 0.009 TL 32.00 PV Pipe: 11 33.7 1.610 PL 24.00 PF 1.0 24 26.0 0.0 53.1 0.0 5.3 120 FTG ---- PE 0.0 36 26.0 0.0 52.1 0.0 0.042 TL 24.00 PV Pipe: 12 33.7 2.067 PL 12.20 PF 0.3 36 26.0 0.0 52.1 0.0 3.2 120 FTG T PE 0.0 86 26.0 0.0 51.8 0.0 0.013 TL 22.20 PV Pipe: 13 80.9 2.067 PL 11.80 PF 0.7 86 26.0 0.0 51.8 0.0 7.7 120 FTG ---- PE 0.0 123 26.0 0.0 51.0 0.0 0.063 TL 11.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 )ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF 'OB TITLE: 'IPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 14 80.9 1.610 PL 29.00 PF 8.8 .23 26.0 0.0 51.0 0.0 12.7 120 FTG ET PE 1.3 38 23.0 0.0 43.5 0.0 0.214 TL 41.00 PV Pipe: 15 9.3 2.067 PL 3.80 PF 0.0 4 25.8 0.0 53.7 0.0 0.9 120 FTG T PE 0.0 .1 25.8 0.0 53.7 0.0 0.001 TL 13.80 PV Pipe: 16 9.3 1.610 PL 16.00 PF 0.1 .1 25.8 0.0 53.7 0.0 1.5 120 FTG ---- PE 0.0 4 25.8 0.0 53.6 0.0 0.004 TL 16.00 PV Pipe: 17 9.3 2.203 PL 8.00 PF 0.0 .4 25.8 0.0 53.6 0.0 0.8 120 FTG ---- PE 0.0 .3 25.8 0.0 53.6 0.0 0.001 TL 8.00 PV Pipe: 18 9.3 2.203 PL 8.00 PF 0.0 .3 25.8 0.0 53.6 0.0 0.8 120 FTG ---- PE 0.0 .2 25.8 0.0 53.6 0.0 0.001 TL 8.00 PV Pipe: 19 9.3 2.203 PL 8.00 PF 0.0 2 25.8 0.0 53.6 0.0 0.8 120 FTG ---- PE 0.0 .1 25.8 0.0 53.6 0.0 0.001 TL 8.00 PV Pipe: 20 9.3 2.203 PL 8.00 PF 0.0 .1 25.8 0.0 53.6 0.0 0.8 120 FTG ---- PE 0.0 0 25.8 0.0 53.6 0.0 0.001 TL 8.00 PV Pipe: 21 9.3 2.203 PL 8.00 PF 0.0 .0 25.8 0.0 53.6 0.0 0.8 120 FTG ---- PE 0.0 25.8 0.0 53.6 0.0 0.001 TL 8.00 PV Pipe: 22 9.3 2.203 PL 4.20 PF 0.0 25.8 0.0 53.6 0.0 0.8 120 FTG T PE 0.0 .6 25.8 0.0 53.6 0.0 0.001 TL 17.84 PV Pipe: 23 31.1 2.203 PL 3.80 PF 0.0 16 25.8 0.0 53.6 0.0 2.6 120 FTG ---- PE 0.0 25.8 0.0 53.5 0.0 0.008 TL 3.80 PV Pipe: 24 31.1 2.203 PL 32.00 PF 0.3 25.8 0.0 53.5 0.0 2.6 120 FTG ---- PE 0.0 :5 25.8 0.0 53.3 0.0 0.008 TL 32.00 PV Pipe: 25 31.1 1.610 PL 24.00 PF 0.9 :5 25.8 0.0 53.3 0.0 4.9 120 FTG ---- PE 0.0 t7 25.8 0.0 52.4 0.0 0.037 TL 24.00 PV Pipe: 26 31.1 2.067 PL 12.20 PF 0.2 !7 25.8 0.0 52.4 0.0 3.0 120 FTG T PE 0.0 8 25.8 0.0 52.2 0.0 0.011 TL 22.20 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLZ: PIPE,TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 27 81.3 2.067 PL 11.80 PF 0.8 88 25.8 0.0 52.2 0.0 7.8 120 FTG ---- PE 0.0 124 25.8 0.0 51.4 0.0 0.064 TL 11.80 PV Pipe: 28 81.3 1.610 PL 29.00 PF 8.9 124 25.8 0.0 51.4 0.0 12.8 120 FTG ET PE 1.2 139 23.0 0.0 43.7 0.0 0.216 TL 41.00 PV Pipe: 29 7.7 2.067 PL 3.80 PF 0.0 46 25.6 0.0 53.8 0.0 0.7 120 FTG T PE 0.0 32 25.6 0.0 53.8 0.0 0.001 TL 13.80 PV Pipe: 30 7.7 1.610 PL 16.00 PF 0.0 32 25.6 0.0 53.8 0.0 1.2 120 FTG ---- PE 0.0 20 25.6 0.0 53.8 0.0 0.003 TL 16.00 PV Pipe: 31 7.7 2.203 PL 8.00 PF 0.0 20 25.6 0.0 53.8 0.0 0.6 120 FTG ---- PE 0.0 19 25.6 0.0 53.8 0.0 0.001 TL 8.00 PV Pipe: 32 7.7 2.203 PL 8.00 PF 0.0 19 25.6 0.0 53.8 0.0 0.6 120 FTG ---- PE 0.0 18 25.6 0.0 53.8 0.0 0.001 TL 8.00 PV Pipe: 33 7.7 2.203 PL 8.00 PF 0.0 18 25.6 0.0 53.8 0.0 0.6 120 FTG ---- PE 0.0 17 25.6 0.0 53.8 0.0 0.001 TL 8.00 PV Pipe: 34 7.7 2.203 PL 8.00 PF 0.0 17 25.6 0.0 53.8 0.0 0.6 120 FTG ---- PE 0.0 16 25.6 0.0 53.7 0.0 0.001 TL 8.00 PV Pipe: 35 7.7 2.203 PL 8.00 PF 0.0 16 25.6 0.0 53.7 0.0 0.6 120 FTG ---- PE 0.0 15 25.6 0.0 53.7 0.0 0.001 TL 8.00 PV Pipe: 36 7.7 2.203 PL 4.20 PF 0.0 15 25.6 0.0 53.7 0.0 0.6 120 FTG T PE 0.0 58 25.6 0.0 53.7 0.0 0.001 TL 17.84 PV Pipe: 37 25.0 2.203 PL 35.80 PF 0.2 58 25.6 0.0 53.7 0.0 2.1 120 FTG ---- PE 0.0 26 25.6 0.0 53.5 0.0 0.005 TL 35.80 PV Pipe: 38 25.0 1.610 PL 24.00 PF 0.6 26 25.6 0.0 53.5 0.0 3.9 120 FTG ---- PE 0.0 38 25.6 0.0 53.0 0.0 0.024 TL 24.00 PV Pipe: 39 25.0 2.067 PL 12.20 PF 0.2 38 25.6 0.0 53.0 0.0 2.4 120 FTG T PE 0.0 90 25.6 0.0 52.8 0.0 0.007 TL 22.20 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF OB TITLE: 'IPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 40 8 25.4 O.0 3 25.4 0.0 Pipe: 41 3 25.4 0.0 1 25.4 0.0 Pipe: 42 1 25.4 0.0 .0 25.4 0.0 Pipe: 43 0 25.4 0.0 7 25.4 0.0 Pipe: 44 7 25.4 0.0 .9 25.4 0.0 Pipe: 45 9 25.4 0.0 .2 25.4 0.0 Pipe: 46 0 25.2 0.0 4 25.2 0.0 Pipe: 47 ;4 25.2 0. '2 25.2 0.( Pipe: 48 '2 25.2 0.( -)2 25.2 0.( Pipe: 49 )2 25.2 0.( '8 25.2 0.( Pipe: 50 8 25.2 0.( 0 25.2 0.( Pipe: 51 0 25.2 0.( )4 25.2 0.( Pipe: 52 .2 25.0 0.( ;5 25.0 0.( Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) 6.0 2.067 PL 3.80 PF 0.0 54.0 0.0 0.6 120 FTG T PE 0.0 53.9 0.0 0.001 TL 13.80 PV 6.0 1.610 PL 16.00 PF 0.0 53.9 0.0 1.0 120 FTG ---- PE 0.0 53.9 0.0 0.002 TL 16.00 PV 6.0 2.203 PL 44.20 PF 0.0 53.9 0.0 0.5 120 FTG T PE 0.0 53.9 0.0 0.000 TL 57.84 PV 21.3 2.203 PL 35.80 PF 0.1 53.9 0.0 1.8 120 FTG ---- PE 0.0 53.8 0.0 0.004 TL 35.80 PV 21.3 1.610 PL 24.00 PF 0.4 53.8 0.0 3.4 120 FTG ---- PE 0.0 53.3 0.0 0.018 TL 24.00 PV 21.3 2.067 PL 12.20 PF 0.1 53.3 0.0 2.0 120 FTG T PE 0.0 53.2 0.0 0.005 TL 22.20 PV 3.6 2.067 PL 3.80 PF 0.0 54.1 0.0 0.3 120 FTG T PE 0.0 54.1 0.0 0.000 TL 13.80 PV 3.6 1.610 PL 16.00 PF 0.0 54.1 0.0 0.6 120 FTG ---- PE 0.0 54.1 0.0 0.001 TL 16.00 PV 3.6 2.203 PL 44.20 PF 0.0 54.1 0.0 0.3 120 FTG T PE 0.0 54.1 0.0 0.000 TL 57.84 PV 17.4 2.203 PL 35.80 PF 0.1 54.1 0.0 1.5 120 FTG ---- PE 0.0 54.0 0.0 0.003 TL 35.80 PV 17.4 1.610 PL 24.00 PF 0.3 54.0 0.0 2.7 120 FTG ---- PE 0.0 53.7 0.0 0.012 TL 24.00 PV 17.4 2.067 PL 12.20 PF 0.1 53.7 0.0 1.7 120 FTG T PE O.0 53.6 0.0 0.004 TL 22.20 PV -2.5 2.067 PL 3.80 PF O.0 54.2 0.0 0.2 120 FTG T PE O.0 54.2 0.0 0.000 TL 13.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 9 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLV: PIPE.TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 53 -2.5 1.610 PL 16.00 PF 0.0 35 25.0 0.0 54.2 0.0 0.4 120 FTG ---- PE 0.0 23 25.0 0.0 54.2 0.0 0.000 TL 16.00 PV Pipe: 54 -2.5 2.203 PL 44.20 PF 0.0 23 25.0 0.0 54.2 0.0 0.2 120 FTG T PE 0.0 64 25.0 0.0 54.2 0.0 0.000 TL 57.84 PV Pipe: 55 12.7 2.203 PL 35.80 PF 0.1 64 25.0 0.0 54.2 0.0 1.1 120 FTG ---- PE 0.0 29 25.0 0.0 54.2 0.0 0.002 TL 35.80 PV Pipe: 56 12.7 1.610 PL 24.00 PF 0.2 29 25.0 0.0 54.2 0.0 2.0 120 FTG ---- PE 0.0 41 25.0 0.0 54.0 0.0 0.007 TL 24.00 PV Pipe: 57 12.7 2.067 PL 12.20 PF 0.0 41 25.0 0.0 54.0 0.0 1.2 120 FTG T PE 0.0 96 25.0 0.0 54.0 0.0 0.002 TL 22.20 PV Pipe: 58 294.4 2.067 PL 11.80 PF 15.1 70 25.4 0.0 47.1 0.0 28.1 120 FTG T PE 0.0 103 25.4 16.8 32.0 95.0 0.692 TL 21.80 PV Pipe: 59 199.3 2.067 PL 8.00 PF 2.7 103 25.4 16.8 32.0 95.0 19.1 120 FTG ---- PE 0.0 102 25.4 16.8 29.3 91.0 0.337 TL 8.00 PV Pipe: 60 108.4 1.610 PL 8.00 PF 2.9 102 25.4 16.8 29.3 91.0 17.1 120 FTG ---- PE 0.0 101 25.4 16.8 26.4 86.3 0.368 TL 8.00 PV Pipe: 61 22.1 1.610 PL 8.00 PF 0.2 101 25.4 16.8 26.4 86.3 3.5 120 FTG ---- PE 0.0 100 25.4 16.8 26.2 86.0 0.019 TL 8.00 PV Pipe: 62 -63.9 1.610 PL 5.50 PF 2.4 100 25.4 16.8 26.2 86.0 10.1 120 FTG ET PE 1.0 130 23.0 0.0 29.7 0.0 0.139 TL 17.50 PV Pipe: 63 273.9 2.067 PL 11.80 PF 13.2 72 25.6 0.0 47.4 0.0 26.2 120 FTG T PE 0.0 107 25.6 16.8 34.2 98.3 0.606 TL 21.80 PV Pipe: 64 175.6 1.610 PL 8.00 PF 7.2 107 25.6 16.8 34.2 98.3 27.7 120 FTG ---- PE 0.0 106 25.6 16.8 27.0 87.3 0.899 TL 8.00 PV Pipe: 65 88.3 1.610 PL 8.00 PF 2.0 106 25.6 16.8 27.0 87.3 13.9 120 FTG ---- PE 0.0 105 25.6 16.8 25.0 84.0 0.252 TL 8.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 10 ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF OB TITLE: IPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 66 05 25.6 16.8 04 25.6 16.8 Pipe: 67 04 25.6 16.8 31 23.0 0.0 Pipe: 68 4 25.8 0.0 11 25.8 16.8 Pipe: 69 11 25.8 16.8 10 25.8 16.8 Pipe: 70 10 25.8 16.8 09 25.8 16.8 Pipe: 71 09 25.8 16.8 08 25.8 16.8 Pipe: 72 08 25.8 16.8 32 23.0 0.0 Pipe: 73 6 26.0 0.0 15 26.0 16.8 Pipe: 74 15 26.0 16.8 14 26.0 16.8 Pipe: 75 14 26.0 16.8 13 26.0 16.8 Pipe: 76 13 26.0 16.8 12 26.0 16.8 Pipe: 77 12 26.0 16.8 33 23.0 0.0 Pipe: 78 8 26.2 0.0 19 26.2 16.8 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) 4.3 1.610 PL 8.00 PF 0.0 25.0 84.0 0.7 120 FTG ---- PE 0.0 25.0 84.0 0.001 TL 8.00 PV -79.7 1.610 PL 5.70 PF 3.7 25.0 84.0 12.6 120 FTG ET PE 1.1 29.8 0.0 0.209 TL 17.70 PV 272.3 2.067 PL 11.80 PF 13.1 47.3 0.0 26.0 120 FTG T PE 0.0 34.2 98.3 0.600 TL 21.80 PV 174.0 1.610 PL 8.00 PF 7.1 34.2 98.3 27.4 120 FTG ---- PE 0.0 27.2 87.6 0.884 TL 8.00 PV 86.4 1.610 PL 8.00 PF 1.9 27.2 87.6 13.6 120 FTG ---- PE 0.0 25.2 84.4 0.242 TL 8.00 PV 2.0 1.610 PL 8.00 PF 0.0 25.2 84.4 0.3 120 FTG ---- PE 0.0 25.2 84.4 0.000 TL 8.00 PV -82.4 1.610 PL 5.90 PF 4.0 25.2 84.4 13.0 120 FTG ET PE 1.2 30.4 0.0 0.222 TL 17.90 PV 269.2 2.067 PL 11.80 PF 12.8 47.3 0.0 25.7 120 FTG T PE 0.0 34.5 98.6 0.587 TL 21.80 PV 170.6 1.610 PL 8.00 PF 6.8 34.5 98.6 26.9 120 FTG ---- PE 0.0 27.7 88.3 0.852 TL 8.00 PV 82.2 1.610 PL 8.00 PF 1.8 27.7 88.3 13.0 120 FTG ---- PE 0.0 25.9 85.5 0.221 TL 8.00 PV -3.3 1.610 PL 8.00 PF 0.0 25.9 85.5 0.5 120 FTG ---- PE 0.0 25.9 85.5 0.001 TL 8.00 PV -88.7 1.610 PL 6.10 PF 4.6 25.9 85.5 14.0 120 FTG ET PE 1.3 31.8 0.0 0.254 TL 18.10 PV 264.1 2.067 PL 11.80 PF 12.3 47.3 0.0 25.3 120 FTG T PE 0.0 35.0 99.4 0.567 TL 21.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 11 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: PIPE, TAG Q(GPM) DIA(IN) LENGTH PRESS.. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 79 164.8 1.610 PL 8.00 PF 6.4 119 26.2 16.8 35.0 99.4 26.0 120 FTG ---- PE 0.0 118 26.2 16.8 28.6 89.8 0.799 TL 8.00 PV Pipe: 80 74.9 1.610 PL 8.00 PF 1.5 118 26.2 16.8 28.6 89.8 11.8 120 FTG ---- PE 0.0 117 26.2 16.8 27.1 87.4 0.186 TL 8.00 PV Pipe: 81 -12.5 1.610 PL 8.00 PF 0.1 117 26.2 16.8 27.1 87.4 2.0 120 FTG ---- PE 0.0 116 26.2 16.8 27.1 87.5 0.007 TL 8.00 PV Pipe: 82 -100.0 1.610 PL 6.30 PF 5.8 116 26.2 16.8 27.1 87.5 15.8 120 FTG ET PE 1.4 134 23.0 0.0 34.3 0.0 0.317 TL 18.30 PV Pipe: 83 92.3 2.067 PL 11.80 PF 1.8 80 26.4 0.0 50.5 0.0 8.8 120 FTG T PE 0.0 120 26.4 0.0 48.7 0.0 0.081 TL 21.80 PV Pipe: 84 92.3 1.610 PL 30.50 PF 11.6 120 26.4 0.0 48.7 0.0 14.5 120 FTG ET PE 1.5 135 23.0 0.0 38.6 0.0 0.273 TL 42.50 PV Pipe: 85 82.9 2.067 PL 11.80 PF 1.4 82 26.4 0.0 50.8 0.0 7.9 120 FTG T PE 0.0 121 26.4 0.0 49.3 0.0 0.066 TL 21.80 PV Pipe: 86 82.9 1.610 PL 30.70 PF 9.6 121 26.4 0.0 49.3 0.0 13.1 120 FTG ET PE 1.5 136 23.0 0.0 41.3 0.0 0.224 TL 42.70 PV Pipe: 87 77.5 2.067 PL 11.80 PF 1.3 84 26.2 0.0 51.2 0.0 7.4 120 FTG T PE 0.0 122 26.2 0.0 49.9 0.0 0.059 TL 21.80 PV Pipe: 88 77.5 1.610 PL 30.90 PF 8.5 122 26.2 0.0 49.9 0.0 12.2 120 FTG ET PE 1.4 137 23.0 0.0 42.8 0.0 0.198 TL 42.90 PV Pipe: 89 -10.3 2.469 PL 3.00 PF 0.0 42 26.0 0.0 53.6 0.0 0.7 120 FTG T PE 1.3 43 23.0 0.0 54.9 0.0 0.001 TL 15.00 PV Pipe: 90 -9.3 2.469 PL 2.80 PF 0.0 44 25.8 0.0 53.7 0.0 0.6 120 FTG T PE 1.2 45 23.0 0.0 54.9 0.0 0.000 TL 14.80 PV Pipe: 91 -7.7 2.469 PL 2.60 PF 0.0 46 25.6 0.0 53.8 0.0 0.5 120 FTG T PE 1.1 47 23.0 0.0 55.0 0.0 0.000 TL 14.60 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 12 )ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF SOB TITLE: 'IPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 92 8 25.4 0.0 :9 23.0 0.0 Pipe: 93 10 25.2 0.0 11 23.0 0.0 Pipe: 94 .2 25.0 0.0 3 23.0 0.0 Pipe: 95 14 26.0 0.0 .5 23.0 0.0 Pipe: 96 ,6 25.8 0.0 ,7 23.0 0.0 Pipe: 97 8 25.6 0.0 9 23.0 0.0 Pipe: 98 ;0 25.4 0.0 l 23.0 0.0 Pipe: 99 2 25.2 0.0 -)3 23.0 0.0 Pipe: 100 14 25.0 0.0 5 23.0 0.0 Pipe: 101 0 25.4 0.0 1 23.0 0.0 Pipe: 102 2 25.6 0.0 3 23.0 0.0 Pipe: 103 4 25.8 0.0 5 23.0 0.0 Pipe: 104 6 26.0 0.0 7 23.0 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -6.0 2.469 PL 2.40 PF 0.0 54.0 0.0 0.4 120 FTG T PE 1.0 55.0 0.0 0.000 TL 14.40 PV -3.6 2.469 PL 2.20 PF 0.0 54.1 0.0 0.2 120 FTG T PE 1.0 55.0 0.0 0.000 TL 14.20 PV 2.5 2.469 PL 2.00 PF 0.0 54.2 0.0 0.2 120 FTG T PE 0.9 55.1 0.0 0.000 TL 14.00 PV -23.4 2.469 PL 3.00 PF 0.0 53.4 0.0 1.6 120 FTG T PE 1.3 54.7 0.0 0.003 TL 15.00 PV -21.8 2.469 PL 2.80 PF 0.0 53.6 0.0 1.5 120 FTG T PE 1.2 54.8 0.0 0.002 TL 14.80 PV -17.2 2.469 PL 2.60 PF 0.0 53.7 0.0 1.2 120 FTG T PE 1.1 54.9 0.0 0.002 TL 14.60 PV -15.3 2.469 PL 2.40 PF 0.0 53.9 0.0 1.0 120 FTG T PE 1.0 55.0 0.0 0.001 TL 14.40 PV -13.8 2.469 PL 2.20 PF 0.0 54.1 0.0 0.9 120 FTG T PE 1.0 55.0 0.0 0.001 TL 14.20 PV -15.2 2.469 PL 2.00 PF 0.0 54.2 0.0 1.0 120 FTG T PE 0.9 55.1 0.0 0.001 TL 14.00 PV -294.4 2.469 PL 2.40 PF 4.2 47.1 0.0 19.7 120 FTG T PE 1.0 52.3 0.0 0.291 TL 14.40 PV -273.9 2.469 PL 2.60 PF 3.7 47.4 0.0 18.4 120 FTG T PE 1.1 52.3 0.0 0.255 TL 14.60 PV -272.3 2.469 PL 2.80 PF 3.7 47.3 0.0 18.2 120 FTG T PE 1.2 52.3 0.0 0.252 TL 14.80 PV -269.2 2.469 PL 3.00 PF 3.7 47.3 0.0 18.0 120 FTG T PE 1.3 52.3 0.0 0.247 TL 15.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 13 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 105 -264.1 2.469 PL 3.20 PF 3.6 78 26.2 0.0 47.3 0.0 17.7 120 FTG T PE 1.4 79 23.0 0.0 52.3 0.0 0.238 TL 15.20 PV Pipe: 106 -92.3 2.469 PL 3.40 PF 0.5 80 26.4 0.0 50.5 0.0 6.2 120 FTG T PE 1.5 81 23.0 0.0 52.5 0.0 0.034 TL 15.40 PV Pipe: 107 -82.9 2.469 PL 3.40 PF 0.4 82 26.4 0.0 50.8 0.0 5.6 120 FTG T PE 1.5 83 23.0 0.0 52.7 0.0 0.028 TL 15.40 PV Pipe: 108 -77.5 2.469 PL 3.20 PF 0.4 84 26.2 0.0 51.2 0.0 5.2 120 FTG T PE 1.4 85 23.0 0.0 52.9 0.0 0.025 TL 15.20 PV Pipe: 109 -47.2 2.469 PL 3.00 PF 0.1 86 26.0 0.0 51.8 0.0 3.2 120 FTG T PE 1.3 87 23.0 0.0 53.2 0.0 0.010 TL 15.00 PV Pipe: 110 -50.2 2.469 PL 2.80 PF 0.2 88 25.8 0.0 52.2 0.0 3.4 120 FTG T PE 1.2 89 23.0 0.0 53.5 0.0 0.011 TL 14.80 PV Pipe: 111 25.0 2.469 PL 2.60 PF 0.0 90 25.6 0.0 52.8 0.0 1.7 120 FTG T PE 1.1 91 23.0 0.0 53.9 0.0 0.003 TL 14.60 PV Pipe: 112 21.3 2.469 PL 2.40 PF 0.0 92 25.4 0.0 53.2 0.0 1.4 120 FTG T PE 1.0 93 23.0 0.0 54.2 0.0 0.002 TL 14.40 PV Pipe: 113 17.4 2.469 PL 2.20 PF 0.0 94 25.2 0.0 53.6 0.0 1.2 120 FTG T PE 1.0 95 23.0 0.0 54.5 0.0 0.002 TL 14.20 PV Pipe: 114 12.7 2.469 PL 2.00 PF 0.0 96 25.0 0.0 54.0 0.0 0.9 120 FTG T PE 0.9 97 23.0 0.0 54.8 0.0 0.001 TL 14.00 PV Pipe: 115 -63.9 2.703 PL 12.00 PF 0.1 130 23.0 0.0 29.7 0.0 3.6 120 FTG ---- PE 0.0 131 23.0 0.0 29.8 0.0 0.011 TL 12.00 PV Pipe: 116 -143.7 2.703 PL 12.00 PF 0.6 131 23.0 0.0 29.8 0.0 8.0 120 FTG ---- PE 0.0 132 23.0 0.0 30.4 0.0 0.050 TL 12.00 PV Pipe: 117 -226.1 2.703 PL 12.00 PF 1.4 132 23.0 0.0 30.4 0.0 12.6 120 FTG ---- PE 0.0 133 23.0 0.0 31.8 0.0 0.115 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 14 )ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF 'OB TITLE: 'IPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 118 .33 23.0 O.0 34 23.0 O.0 Pipe: 119 34 23.0 0.0 35 23.0 O.0 Pipe: 120 35 23.0 O.0 36 23.0 0.0 Pipe: 121 .36 23.0 O.0 .37 23.0 O.0 Pipe: 122 .37 23.0 O.0 .38 23.0 O.0 Pipe: 123 38 23.0 O.0 39 23.0 O.0 Pipe: 124 1 23.0 0.0 3 23.0 0.0 Pipe: 125 '3 23.0 O.0 15 23.0 0.0 Pipe: 126 5 23.0 0.0 '7 23.0 O.0 Pipe: 127 7 23.0 O.0 9 23.0 O.0 Pipe: 128 9 23.0 O.0 1 23.0 0.0 Pipe: 129 1 23.0 0.0 3 23.0 0.t Pipe: 130 3 23.0 0.0 :5 23.0 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -314.8 2.703 PL 12.00 PF 2.5 31.8 0.0 17.6 120 FTG ---- PE 0.0 34.3 0.0 0.212 TL 12.00 PV -414.8 2.703 PL 12.00 PF 4.2 34.3 0.0 23.2 120 FTG ---- PE 0.0 38.6 0.0 0.354 TL 12.00 PV -322.6 2.703 PL 12.00 PF 2.7 38.6 0.0 18.0 120 FTG ---- PE 0.0 41.3 0.0 0.222 TL 12.00 PV -239.7 2.703 PL 12.00 PF 1.5 41.3 0.0 13.4 120 FTG ---- PE 0.0 42.8 0.0 0.128 TL 12.00 PV -162.2 2.703 PL 12.00 PF 0.7 42.8 0.0 9.1 120 FTG ---- PE 0.0 43.5 0.0 0.062 TL 12.00 PV -81.3 2.703 PL 12.00 PF 0.2 43.5 0.0 4.5 120 FTG ---- PE 0.0 43.7 0.0 0.017 TL 12.00 PV 415.2 6.357 PL 12.00 PF 0.1 52.3 0.0 4.2 120 FTG ---- PE 0.0 52.3 0.0 0.005 TL 12.00 PV 141.3 6.357 PL 12.00 PF 0.0 52.3 0.0 1.4 120 FTG ---- PE 0.0 52.3 0.0 0.001 TL 12.00 PV -131.0 6.357 PL 12.00 PF 0.0 52.3 0.0 1.3 120 FTG ---- PE 0.0 52.3 0.0 0.001 TL 12.00 PV -400.3 6.357 PL 12.00 PF 0.1 52.3 0.0 4.0 120 FTG ---- PE 0.0 52.3 0.0 0.005 TL 12.00 PV -664.4 6.357 PL 12.00 PF 0.2 52.3 0.0 6.7 120 FTG ---- PE 0.0 52.5 0.0 0.013 TL 12.00 PV -756.6 6.357 PL 12.00 PF 0.2 52.5 0.0 7.6 120 FTG ---- PE 0.0 52.7 0.0 0.017 TL 12.00 PV -839.5 6.357 PL 12.00 PF 0.2 52.7 0.0 8.5 120 FTG ---- PE 0.0 52.9 0.0 0.020 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 15 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 131 -917.0 6.357 PL 12.00 PF 0.3 85 23.0 0.0 52.9 0.0 9.3 120 FTG ---- PE 0.0 87 23.0 0.0 53.2 0.0 0.024 TL 12.00 PV Pipe: 132 -964.2 6.357 PL 12.00 PF 0.3 87 23.0 0.0 53.2 0.0 9.7 120 FTG ---- PE 0.0 89 23.0 0.0 53.5 0.0 0.026 TL 12.00 PV Pipe: 133 -1014.4 6.357 PL 12.00 PF 0.3 89 23.0 0.0 53.5 0.0 10.3 120 FTG ---- PE 0.0 91 23.0 0.0 53.9 0.0 0.029 TL 12.00 PV Pipe: 134 -989.4 6.357 PL 12.00 PF 0.3 91 23.0 0.0 53.9 0.0 10.0 120 FTG ---- PE 0.0 93 23.0 0.0 54.2 0.0 0.027 TL 12.00 PV Pipe: 135 -968.1 6.357 PL 12.00 PF 0.3 93 23.0 0.0 54.2 0.0 9.8 120 FTG ---- PE 0.0 95 23.0 0.0 54.5 0.0 0.026 TL 12.00 PV Pipe: 136 -950.7 6.357 PL 12.00 PF 0.3 95 23.0 0.0 54.5 0.0 9.6 120 FTG ---- PE 0.0 97 23.0 0.0 54.8 0.0 0.025 TL 12.00 PV Pipe: 137 -938.0 6.357 PL 4.00 PF 1.0 97 23.0 0.0 54.8 0.0 9.5 120 FTG T PE 0.0 98 23.0 0.0 55.9 0.0 0.025 TL 41.72 PV Pipe: 138 -709.5 6.357 PL 74.00 PF 1.9 71 23.0 0.0 52.3 0.0 7.2 120 FTG ET PE 0.0 67 23.0 0.0 54.3 0.0 0.015 TL 129.32 PV Pipe: 139 -390.8 6.357 PL 98.50 PF 0.5 67 23.0 0.0 54.3 0.0 4.0 120 FTG ---- PE 0.0 55 23.0 0.0 54.7 0.0 0.005 TL 98.50 PV Pipe: 140 -414.2 6.357 PL 12.00 PF 0.1 55 23.0 0.0 54.7 0.0 4.2 120 FTG ---- PE 0.0 57 23.0 0.0 54.8 0.0 0.005 TL 12.00 PV Pipe: 141 -436.0 6.357 PL 12.00 PF 0.1 57 23.0 0.0 54.8 0.0 4.4 120 FTG ---- PE 0.0 59 23.0 0.0 54.9 0.0 0.006 TL 12.00 PV Pipe: 142 -453.2 6.357 PL 12.00 PF 0.1 59 23.0 0.0 54.9 0.0 4.6 120 FTG ---- PE 0.0 61 23.0 0.0 55.0 0.0 0.006 TL 12.00 PV Pipe: 143 -468.5 6.357 PL 12.00 PF 0.1 61 23.0 0.0 55.0 0.0 4.7 120 FTG ---- PE 0.0 63 23.0 0.0 55.0 0.0 0.007 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 16 )ATE: 5/14/2015 D:\HASS CALLS\SAHALETOTE.SDF 'OB TITLE: 'IPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 144 13 23.0 O.0 15 23.0 O.0 Pipe: 145 15 23.0 O.0 16 23.0 0.0 Pipe: 146 ;7 23.0 0.0 3 23.0 0.0 Pipe: 147 :3 23.0 O.0 :5 23.0 O.0 Pipe: 148 :5 23.0 O.0 7 23.0 O.0 Pipe: 149 7 23.0 O.0 9 23.0 O.0 Pipe: 150 :9 23.0 O.0 1 23.0 O.0 Pipe: 151 .1 23.0 O.0 13 23.0 O.0 Pipe: 152 .3 23.0 O.0 )6 23.0 O.0 Pipe: 153 )6 23.0 0.0 18 23.0 0.0 Pipe: 154 18 23.0 0.0 .85 23.0 O.0 Pipe: 155 .85 23.0 0.( 87 4.0 0.( Pipe: 156 .87 4.0 0.( .90 0.5 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -482.3 6.357 PL 12.00 PF 0.1 55.0 0.0 4.9 120 FTG ---- PE 0.0 55.1 0.0 0.007 TL 12.00 PV -497.5 6.357 PL 4.00 PF 0.3 55.1 0.0 5.0 120 FTG T PE 0.0 55.4 0.0 0.008 TL 41.72 PV -318.7 6.357 PL 162.50 PF 0.6 54.3 0.0 3.2 120 FTG E PE 0.0 54.9 0.0 0.003 TL 180.10 PV -329.1 6.357 PL 12.00 PF 0.0 54.9 0.0 3.3 120 FTG ---- PE 0.0 54.9 0.0 0.004 TL 12.00 PV -338.4 6.357 PL 12.00 PF 0.0 54.9 0.0 3.4 120 FTG ---- PE 0.0 55.0 0.0 0.004 TL 12.00 PV -346.1 6.357 PL 12.00 PF 0.0 55.0 0.0 3.5 120 FTG ---- PE 0.0 55.0 0.0 0.004 TL 12.00 PV -352.1 6.357 PL 12.00 PF 0.0 55.0 0.0 3.6 120 FTG ---- PE 0.0 55.0 0.0 0.004 TL 12.00 PV -355.7 6.357 PL 12.00 PF 0.0 55.0 0.0 3.6 120 FTG ---- PE 0.0 55.1 0.0 0.004 TL 12.00 PV -353.2 6.357 PL 68.00 PF 0.3 55.1 0.0 3.6 120 FTG E PE 0.0 55.4 0.0 0.004 TL 85.60 PV -850.7 8.249 PL 72.00 PF 0.4 55.4 0.0 5.1 120 FTG ---- PE 0.0 55.9 0.0 0.006 TL 72.00 PV -1788.7 8.249 PL 25.00 PF 1.1 55.9 0.0 10.7 120 FTG E PE 0.0 56.9 0.0 0.023 TL 46.14 PV -1788.7 8.249 PL 19.00 PF 2.3 56.9 0.0 10.7 120 FTG TGA PE 8.2 67.5 0.0 0.023 TL 101.22 PV -1788.7 10.370 PL 3.50 PF 0.0 67.5 0.0 6.8 120 FTG ---- PE 1.5 69.0 0.0 0.008 TL 3.50 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 17 DATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 157 190 0.5 0.0 295 -4.0 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -1788.7 10.400 PL 350.00 PF 2.7 69.0 0.0 6.8 140 FTG 4E PE 1.9 73.7 0.0 0.006 TL 490.00 PV Pipe: 158 FIXED PRESSURE LOSS DEVICE 296 -4.0 0.0 78.7 0.0 5.0 psi, 1788.7 gpm 295 -4.0 0.0 73.7 0.0 Pipe: 159-1788.8 10.400 PL 20.00 PF 0.6 296 -4.0 0.0 78.7 0.0 6.8 140 FTG TG PE -1.7 300 0.0 SRCE 77.6 (N/A) 0.006 TL 108.00 PV NOTES (HASS): (1) Calculations were performed by the HASS 8.5 computer program under license no. 38011601 granted by HRS Sy stems, Inc. 208 Southside Square Petersburg, TN 37144 (931) 659-9760 (2) The system has been calculated to provide an average imbalance at each node of 0.001 gpm and a maximum imbalance at any node of 0.135 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 28.1 ft/sec at pipe 58. (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report. (5) Available pressure at source node 300 under full flow conditions is 86.21 psi compared to the minimum required pressure of 20.00 psi. (6) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: * MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 2.203 6.82 13.64 4.09 15.00 8.18 1.36 13.64 13.64 13.64 2.703 9.33 18.65 6.22 21.76 10.88 1.55 15.54 15.54 18.65 6.357 17.60 37.72 11.32 40.23 12.57 3.77 35.21 35.21 37.72 8.249 21.14 41.11 15.27 52.85 14.09 4.70 36.41 36.41 41.11 10.370 26.00 59.10 18.91 65.01 22.46 5.91 43.73 43.73 59.10 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 18 ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF OB TITLE: AGE: A MATERIAL: S40 HWC: 120 iameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 1.610 4.00 8.00 2.00 9.00 6.00 1.00 10.00 10.00 8.00 2.067 5.00 10.00 3.00 11.00 6.00 1.00 10.00 10.00 10.00 2.469 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 12.00 AGE: D MATERIAL: DIRON HWC: 140 ,iameter Equivalent Fitting Lengths in Feet (in) E T L C B G N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 10.400 35.00 80.00 26.00 88.00 30.00 8.00 80.00 DATE: 5/14/2015 JOB TITLE: SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 19 D:\HASS CALCS\SAHALETOTE.SDF N m O � N U) oz) DO oq �n N N O �4 N •'i o z Q 04 04 o 0 0 -r♦ N rz 0, p U) `n H cr) N a a � w -p w U) a w E{ 0 O O u u � �l �l �l co U U O s4 CC)J, 71 acC) +S O O O O p N v l0 OD O co Ln N r1 0 �D0w a,rzwcnMprzw - 04m-i 0 0 p Ln ,1 i O O m rn N a O 4-) O U) O N '3+ EH E 0 4-4 o � O L 4-) 0 o a 0, w m a-) o x o N 0 m N -u co U -rl •ri (D o U) N � -r-I a �s 0 p C p o Q N p O � Z O O O r-I SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 20 )ATE: 5/14/2015 D:\HASS CALCS\SAHALETOTE.SDF FOB TITLE: LATER SUPPLY CURVE 132+ I * 121\ I\ I\ I\ 110+ \ I \ I \ I \ 99+ \ I \ I \ 1 0 P 88+ \ R I \ E I \ S I \ S 77+ x \ U I \ R I \ E I \ 66+ \ ( I \ P I \ S I \ I 55+ \ 4 \ I \ I \ 44+ \ I \ I \ I \ 33+ \ I \ I \ 22+ LEGE\D I * <-20.0 psi @ 4051 gpm X = Required Water Supply Test Point I 77.61 psi @ 2288.8 gpm if ll+ it 0 = Available Water Supply if 90.12 psi @ 2288.8 gpm it I 0++-+---+----+-----+------+--------+--------+---------+-----------+ 16002400 3200 4000 4800 5600 6400 7200 8000 FLOW (GPM) FIRE SPRINKLERS INC. 1524 45th St E, SUITE 102 SUMNER,WA 98390 HYDRAULIC CALCULATIONS FOR SAHALE SNACK STORAGE UPGRADES 3411 S. 120TH PLACE TUKWILA, WA 98168 ;SYSTEM #2 - AREA #1 FILE NUMBER: 3678 DATE: 04/8/2015 -DESIGN DATA - OCCUPANCY CLASSIFICATION: DENSITY: AREA OF APPLICATION: COVERAGE PER SPRINKLER: NUMBER OF SPRINKLERS CALCULATED: TOTAL SPRINKLER WATER FLOW REQUIRED: TOTAL WATER REQUIRED (including hose): FLOW AND PRESSURE (@ BOR): SPRINKLER ORIFICE SIZE: SPRINKLER TYPE: SPRINKLER TEMP: NAME OF CONTRACTOR: DESIGN/LAYOUT BY: AUTHORITY HAVING JURISDICTION: CONTRACTOR CERTIFICATION NUMBER: FILE FM 8-9 TABLE 5 25 gpm 20 HEADS REVtWED FOR CODE COMPLIANCE APPROVED OCT 14 2015 City f TukwVila BUILDING DIVISION 100 sq. ft. 18 sprinklers(ENTIRE AREA) 1600.7 gpm 2100.6 gpm 1600.7 gpm @ 69.7 psi K=16.8 STORAGE UPRIGHT 1650 FIRE SPRINKLERS INC KYLE BARROW CITY OF TUKWILA FIRESI*988RJ CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE # 38011601 ) HRS SYSTEMS, INC. RECEIVED CITY OF TUKWILA CORREC ION MAY 2 0 2015 LTR# PERMIT CENTER SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 5/13/2015 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF JOB TITLE: WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS, PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI); (PSI) (GPM) (PSI) (GPM) (PSI) 300 127.5 20.0 4051.0 95.6 2100.6 78.5 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 2100.6 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 500.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 1600.6 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 201 25.4 K=16.80 25.2 84.4 202 25.4 K=16.80 25.4 84.6 203 25.4 K=16.80 25.9 85.5 204 25.4 K=16.80 27.1 87.4 205 25.4 K=16.80 29.0 90.5 206 25.4 K=16.80 37.1 102.3 207 25.6 K=16.80 25.1 84.2 208 25.6 K=16.80 25.2 84.4 209 25.6 K=16.80 25.8 85.3 210 25.6 K=16.80 26.9 87.2 211 25.6 K=16.80 28.9 90.3 212 25.6 K=16.80 36.9 102.1 213 25.8 K=16.80 25.0 84.0 214 25.8 K=16.80 25.1 84.2 215 25.8 K=16.80 25.7 85.1 216 25.8 K=16.80 26.8 87.0 217 25.8 K=16.80 28.8 90.1 218 25.8 K=16.80 36.8 101.9 220 25.4 - - - - 38.5 - - - 221 23.0 - - - - 52.2 - - - 222 25.6 - - - - 38.3 - - - 223 23.0 - - - - 52.2 - - - 224 25.8 - - - - 38.1 - - - 225 23.0 - - - - 52.3 - - - 280 23.0 - - - - 56.5 - - - 282 23.0 - - - - 56.7 - - - 285 23.0 - - - - 58.1 - - - 287 4.0 - - - - 68.2 - - - 290 0.5 - - - - 69.7 - - - 295 -4.0 - - - - 74.7 - - - 296 -4.0 - - - - 79.7 - - - 300 0.0 SOURCE 78.5 1600.6 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE: 5/13/2015 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF JOB TieTLE: PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 1 -84.4 2.703 PL 8.00 PF 0.1 201 25.4 16.8 25.2 84.4 4.7 120 FTG ---- PE 0.0 202 25.4 16.8 25.4 84.6 0.019 TL 8.00 PV Pipe: 2 -169.0 2.703 PL 8.00 PF 0.5 202 25.4 16.8 25.4 84.6 9.5 120 FTG ---- PE 0.0 203 25.4 16.8 25.9 85.5 0.067 TL 8.00 PV Pipe: 3 -254.6 2.703 PL 8.00 PF 1.1 203 25.4 16.8 25.9 85.5 14.2 120 FTG ---- PE 0.0 204 25.4 16.8 27.1 87.4 0.143 TL 8.00 PV Pipe: 4 -342.0 2.703 PL 8.00 PF 2.0 204 25.4 16.8 27.1 87.4 19.1 120 FTG ---- PE 0.0 205 25.4 16.8 29.0 90.5 0.247 TL 8.00 PV Pipe: 5 -432.5 2.469 PL 3.90 PF 9.4 205 25.4 16.8 29.0 90.5 29.0 120 FTG T PE 0.0 220 25.4 0.0 38.5 0.0 0.594 TL 15.90 PV Pipe: 6 102.3 2.067 PL 4.10 PF 1.4 220 25.4 0.0 38.5 0.0 9.8 120 FTG T PE 0.0 206 25.4 16.8 37.1 102.3 0.098 TL 14.10 PV Pipe: 7 -84.2 2.703 PL 8.00 PF 0.1 207 25.6 16.8 25.1 84.2 4.7 120 FTG ---- PE 0.0 208 25.6 16.8 25.2 84.4 0.018 TL 8.00 PV Pipe: 8 -168.6 2.103 PL 8.00 PF 0.5 208 25.6 16.8 25.2 84.4 9.4 120 FTG ---- PE 0.0 209 25.6 16.8 25.8 85.3 0.067 TL 8.00 PV Pipe: 9 -253.9 2.703 PL 8.00 PF 1.1 209 25.6 16.8 25.8 85.3 14.2 120 FTG ---- PE 0.0 210 25.6 16.8 26.9 87.2 0.143 TL 8.00 PV Pipe: 10 -341.1 2.703 PL 8.00 PF 2.0 210 25.6 16.8 26.9 87.2 19.1 120 FTG ---- PE 0.0 211 25.6 16.8 28.9 90.3 0.246 TL 8.00 PV Pipe: 11 -431.4 2.469 PL 3.90 PF 9.4 211 25.6 16.8 28.9 90.3 28.9 120 FTG T PE 0.0 222 25.6 0.0 38.3 0.0 0.591 TL 15.90 PV Pipe: 12 102.1 2.067 PL 4.10 PF 1.4 222 25.6 0.0 38.3 0.0 9.8 120 FTG T PE 0.0 212 25.6 16.8 36.9 102.1 0.098 TL 14.10 PV Pipe: 13 -84.0 2.703 PL 8.00 PF 0.1 213 25.8 16.8 25.0 84.0 4.7 120 FTG ---- PE 0.0 214 25.8 16.8 25.1 84.2 0.018 TL 8.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE: 5/13/2015 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe:. 14 -168.2 2.703 PL 8.00 PF 0.5 214 25.8 16.8 25.1 84.2 9.4 120 FTG ---- PE 0.0 215 25.8 16.8 25.7 85.1 0.067 TL 8.00 PV Pipe: 15 -253.4 2.703 PL 8.00 PF 1.1 215 25.8 16.8 25.7 85.1 14.2 120 FTG ---- PE 0.0 216 25.8 16.8 26.8 87.0 0.142 TL 8.00 PV Pipe: 15A -340.4 2.703 PL 8.00 PF 2.0 216 25.8 16.8 26.8 87.0 19.0 120 FTG ---- PE 0.0 217 25.8 16.8 28.8 90.1 0.245 TL 8.00 PV Pipe: 15B -430.5 2.469 PL 3.90 PF 9.4 217 25.8 16.8 28.8 90.1 28.8 120 FTG T PE 0.0 224 25.8 0.0 38.1 0.0 0.589 TL 15.90 PV Pipe: 15C 101.9 2.067 PL 4.10 PF 1.4 224 25.8 0.0 38.1 0.0 9.7 120 FTG T PE 0.0 218 25.8 16.8 36.8 101.9 0.097 TL 14.10 PV Pipe: 15D -534.9 2.469 PL 2.40 PF 12.7 220 25.4 0.0 38.5 0.0 35.8 120 FTG T PE 1.0 221 23.0 0.0 52.2 0.0 0.880 TL 14.40 PV Pipe: 15E -533.4 2.469 PL 2.60 PF 12.8 222 25.6 0.0 38.3 0.0 35.7 120 FTG T PE 1.1 223 23.0 0.0 52.2 0.0 0.875 TL 14.60 PV Pipe: 15F -532.4 2.469 PL 2.80 PF 12.9 224 25.8 0.0 38.1 0.0 35.7 120 FTG T PE 1.2 225 23.0 0.0 52.3 0.0 0.872 TL 14.80 PV Pipe: 46 951.4 6.357 PL 137.50 PF 4.5 282 23.0 0.0 56.7 0.0 9.6 120 FTG T PE 0.0 225 23.0 0.0 52.3 0.0 0.026 TL 175.22 PV Pipe: 47 419.0 6.357 PL 12.20 PF 0.1 225 23.0 0.0 52.3 0.0 4.2 120 FTG ---- PE 0.0 223 23.0 0.0 52.2 0.0 0.006 TL 12.20 PV Pipe: 48 -114.4 6.357 PL 12.20 PF 0.0 223 23.0 0.0 52.2 0.0 1.2 120 FTG ---- PE 0.0 221 23.0 0.0 52.2 0.0 0.001 TL 12.20 PV Pipe: 49 -649.3 6.357 PL 229.00 PF 4.3 221 23.0 0.0 52.2 0.0 6.6 120 FTG 3T PE 0.0 280 23.0 0.0 56.5 0.0 0.013 TL 342.16 PV Pipe: 55C -649.3 8.249 PL 64.00 PF 0.2 280 23.0 0.0 56.5 0.0 3.9 120 FTG ---- PE 0.0 282 23.0 0.0 56.7 0.0 0.004 TL 64.00 PV DATE: 5/13/2015 JOB TkTLE: PIPE TAG SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF END ELEV. NOZ. NODES (FT) (K) Pipe: 57 282 23.0 285 23.0 Pipe: 58 285 23.0 287 4.0 Pipe: 59 287 4.0 290 0.5 / 1 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL (FPS) HW (C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -1600.7 8.249 PL 49.50 PF 1.3 56.7 0.0 9.6 120 FTG E PE 0.0 58.1 0.0 0.019 TL 70.64 PV -1600.7 8.249 PL 19.00 PF 1.9 0.0 58.1 0.0 9.6 120 FTG TGA PE 8.2 0.0 68.2 0.0 0.019 TL 101.22 PV -1600.7 10.370 PL 3.50 PF 0.0 0.0 68.2 0.0 6.1 120 FTG ---- PE 1.5 0.0 69.7 0.0 0.006 TL 3.50 PV Pipe: 60 -1600.7 10.400 PL 530.00 PF 3.1 290 0.5 0.0 69.7 0.0 6.0 140 FTG 4E PE 1.9 295 -4.0 0.0 74.7 0.0 0.005 TL 670.00 PV Pipe: 61 FIXED PRESSURE LOSS DEVICE 296 -4.0 0.0 79.7 0.0 5.0 psi, 1600.7 gpm 295 -4.0 0.0 74.7 0.0 Pipe: 62 -1600.6 10.400 PL 20.00 PF 0.5 296 -4.0 0.0 79.7 0.0 6.0 140 FTG TG PE -1.7 300 0.0 SRCE 78.5 (N/A) 0.005 TL 108.00 PV NOTES (HASS): (1) Calculations were performed by the HASS 8.5 computer program under license no. 38011601 granted by HRS Systems, Inc. 208 Southside Square Petersburg, TN 37144 (931) 659-9760 (2) The system has been calculated to provide an average imbalance at each node of 0.002 gpm and a maximum imbalance at any node of 0.069 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 35.8 ft/sec at pipe 15D. (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report. (5) Available pressure at source node 300 under full flow conditions is 90.97 psi compared to the minimum required pressure of 20.00 psi. SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 DATE: 5/13/2015 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF JOB TITLE: �. (6) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: * MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 2.703 9.33 18.65 6.22 21.76 10.88 1.55 15.54 15.54 18.65 6.357 17.60 37.72 11.32 40.23 12.57 3.77 35.21 35.21 37.72 8.249 21.14 41.11 15.27 52.85 14.09 4.70 36.41 36.41 41.11 10.370 26.00 59.10 18.91 65.01 22.46 5.91 43.73 43.73 59.10 PAGE: A MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 2.067 5.00 10.00 3.00 11.00 6.00 1.00 10.00 10.00 10.00 2.469 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 12.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 10.400 35.00 80.00 26.00 88.00 30.00 8.00 80.00 DAT5-: 5V13/2015 JOB TITTLE: 0 � Q, Qa 0, N l0 O o m o �n N N O �4 Q+� N - O m Q r W -1 o ro awl m U) CD 0 0 N � •ri U) N . r{ Y) 0a 0 U) Lo H U) N a a � a, -p a, U) w E- 4 {`J O O c-i SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF r 0 0 0 0 0 N 0� O —1 c7Q,m-� , V) a--) a m N o � O Ln � � N 4, ro 0 o a Q, 44 m -p o k o N 0 ch N -u rtS U 0 O rq Ln N N � -rl a zs CD •ci O Y) o Q N N O 4J O L Z c-i O O O r-1 DATE: 5/13/2015 JOB TITLE: WATER SUPPLY CURVE SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 D:\HASS CALCS\SAHALEFLOORTOTEEAST.SDF S 132+ I * 121\ I\ I\ I \ 110+ \ I \ I \ I \ 99+ \ I 0 I \ I \ P 88+ \ R I \ E I \ S I x \ S 77+ \ U I \ R I \ E I \ 66+ \ ( I \ P I \ S I \ I 55+ \ 4 \ I \ I \ 44+ \ I \ I \ I \ 33+ \ I \ I \ 22+ LEGE\D " I * <-20.0 psi @ 4051 gpm I X = Required Water Supply Test Point I 78.49 psi @ 2100.6 gpm it ll+ if 0 = Available Water Supply it I 95.60 psi @ 2100.6 gpm it 0++-+---+----+-----+------+--------+------ 16002400 3200 4000 4800 5600 FLOW (GPM) --+---------+-----------+ 6400 7200 8000 0 FIRE SPRINKLERS INC. 1524 45th St E, SUITE 102 SUMNER,WA 98390 REVIEWED FR HYDRAULIC CALCULATIONS CODE COMPLIANCE APPROVED FOR OCT 14 2015 SAHALE SNACK STORAGE UPGRADES 3 411 S . 12 0 TH PLACE TUKWILA, WA 98168 CI ofTUkwIa ,,SYSTEM #1 - AREA #2 : BUIL ING DIVISION FILE NUMBER: 3678 DATE: 04/8/2015 -DESIGN DATA - FILM OCCUPANCY CLASSIFICATION: DENSITY: AREA OF APPLICATION: COVERAGE PER SPRINKLER: NUMBER OF SPRINKLERS CALCULATED: TOTAL SPRINKLER WATER FLOW REQUIRED: TOTAL WATER REQUIRED (including hose): FLOW AND PRESSURE (@ BOR): SPRINKLER ORIFICE SIZE: SPRINKLER TYPE: SPRINKLER TEMP: NAME OF CONTRACTOR: DESIGN/LAYOUT.BY: AUTHORITY HAVING JURISDICTION: CONTRACTOR CERTIFICATION NUMBER: FM 8-9 TABLE 7 25 gpm 20 HEADS 100 sq. ft. 20 sprinklers(ENTIRE AREA) 1771.1 gpm 2271.1 gpm 1771.1 gpm @ 63.2 psi K=16.8 STORAGE UPRIGHT 1650 FIRE SPRINKLERS INC KYLE BARROW CITY OF TUKWILA FIRESI*988RJ CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE # 38011601 ) HRS SYSTEMS, INC. CORRECTION LTR#_+— V RECEIVED CITY OF TUKWILA MAY 2 0 2015 PERMIT CENTER SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: r WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) 300 127.5 20.0 4051.0 90.6 2271.1 71.8 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE _ 2271.1 GPM TOTAL HOSE STREAMIALLOWANCE AT SOURCE 500.0 GPM OTHER HOSE STR�AMIALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 1771.1 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 26.0 K=16.80 40.5 106.9 2 26.0 K=16.80 29.3 90.9 3 26.0 K=16.80 26.5 86.5 4 26.0 K=16.80 25.3 84.5 5 26.0 K=16.80 25.0 84.0 6 26.0 K=16.80 25.0 84.0 7 26.0 K=16.80 25.6 84.9 8 25.8 K=16.80 40.6 107.1 9 25.8 K=16.80 29.4 91.0 10 25.8 K=16.80 26.6 86.6 11 25.8 K=16.80 25.4 84.6 12 25.8 K=16.80 25.1 84.1 13 25.8 K=16.80 25.1 84.2 14 25.8 K=16.80 25.6 85.1 15 25.6 K=16.80 30.9 93.4 16 25.6 K=16.80 27.8 88.6 17 25.6 K=16.80 26.5 86.4 18 25.6 K=16.80 26.1 85.8 19 25.6 K=16.80 26.1 85.9 20 25.6 K=16.80 26.6 86.7 21 25.4 - - - - 47.5 - - - 22 25.2 - - - - 47.7 - - - 23 25.0 - - - - 47.9 - - - 24 26.0 - - - - 41.8 - - - 25 25.8 - - - - 41.9 - - - 26 25.6 - - - - 44.1 - - - 27 25.4 - - - - 47.7 - - - 28 25.2 - - - - 47.9 - - - 29 25.0 - - - - 48.1 - - - 30 26.0 - - - - 41.3 - - - 31 25.8 - - - - 41.4 - - - 32 25.6 - - - - 41.7 - - - 3 3 25.4 - - - - 7. 5 34 25.2 - - - - 4Z,. 7 PA �- - 35 25.0 C7 '4 9 -- 36 26.0 - - - - 46.3 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE, 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 37 25.8 - - - - 46.5 - - - 38 25.6 - - - - 47.1 - - - 39 25.4 - - - - 48.2 - - - 40 25.2 - - - - 48.4 - - - 41 25.0 - - - - 48.6 - - - 42 26.0 - - - - 45.3 - - - 43 23.0 - - - - 48.4 - - - 44 25.8 - - - - 45.4 - - - 45 23.0 - - - - 48.4 - - - 46 25.6 - - - - 45.6 - - - 47 23.0 - - - - 48.5 - - - 48 25.4 - - - - 47.5 - - - 49 23.0 - - - - 48.6 - - - 50 25.2 - - - - 47.7 - - - 51 23.0 - - - - 48.6 - - - 52 25.0 - - - - 47.9 - - - 53 23.0 - - - - 48.7 - - - 54 26.0 - - - - 40.5 - - - 55 23.0 - - - - 48.2 - - - 56 25.8 - - - - 40.6 - - - 57 23.0 - - - - 48.2 - - - 58 25.6 - - - - 43.1 - - - 59 23.0 - - - - 48.3 - - - 60 25.4 - - - - 47.5 - - - 61 23.0 - - - - 48.5 - - - 62 25.2 - - - - 47.7 - - - 63 23.0 - - - - 48.6 - - - 64 25.0 - - - - 48.0 - - - 65 23.0 - - - - 48.8 - - - 66 23.0 - - - - 49.4 - - - 67 23.0 - - - - 48.4 - - - 70 25.4 - - - - 47.8 - - - 71 23.0 - - - - 48.9 - - - 72 25.6 - - - - 47.8 - - - 73 23.0 - - - - 48.9 - - - 74 25.8 - - - - 47.7 - - - 75 23.0 - - - - 49.0 - - - 76 26.0 - - - - 47.7 - - - 77 23.0 - - - - 49.0 - - - 78 26.2 - - - - 47.6 - - - 79 23.0 - - - - 49.0 - - - 80 26.4 - - - - 47.6 - - - 81 23.0 - - - - 49.1 - - - 82 26.4 - - - - 47.6 - - - 83 23.0 - - - - 49.1 - - - 84 26.2 - - - - 47.8 - - - 85 23.0 - - - - 49.1 - - - 86 26.0 - - - - 47.6 - - - 87 23.0 - - - - 49.2 - - - 88 25.8 - - - - 47.7 - - - 89 23.0 - - - -•- 49.3 - - - 90 25.6 - - - - 48.0 - - - 91 23.0 - - - - 49.3 - - - 92 25.4 - - - - 48.4 - - - SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 93 23.0 - - - - 49.4 - - - 94 25.2 - - - - 48.6 - - - 95 23.0 - - - - 49.6 - - - 96 25.0 - - - - 48.8 - - - 97 23.0 - - - - 49.7 - - - 98 23.0 - - - - 50.1 - - - 100 25.4 - - - - 47.9 - - - 101 25.4 - - - - 47.9 - - - 102 25.4 - - - - 47.9 - - - 103 25.4 - - - - 47.9 - - - 104 25.6 - - - - 47.8 - - - 105 25.6 - - - - 47.8 - - - 106 25.6 - - - - 47.8 - - - 107 25.6 - - - - 47.8 - - - 108 25.8 - - - - 47.8 - - - 109 25.8 - - - - 47.8 - - - 110 25.8 - - - - 47.7 - - - ill 25.8 - - - - 47.7 - - - 112 26.0 - - - - 47.7 - - - 113 26.0 - - - - 47.7 - - - 114 26.0 - - - - 47.7 - - - 115 26.0 - - - - 47.7 - - - 116 26.2 - - - - 47.6 - - - 117 26.2 - - - - 47.6 - - - 118 26.2 - - - - 47.6 - - - 119 26.2 - - - - 47.6 - - - 120 26.4 - - - - 47.6 - - - 121 26.4 - - - - 47.6 - - - 122 26.2 - - - - 47.7 - - - 123 26.0 - - - - 47.6 - - - 124 25.8 - - - - 47.7 - - - 130 23.0 - - - - 49.0 - - - 131 23.0 - - - - 49.0 - - - 132 23.0 - - - - 49.0 - - - 133 23.0 - - - - 49.0 - - - 134 23.0 - - - - 49.0 - - - 135 23.0 - - - - 49.0 - - - 136 23.0 - - - - 49.0 - - - 137 23.0 - - - - 49.0 - - - 138 23.0 - - - - 49.0 - - - 139 23.0 - - - - 49.0 - - - 185 23.0 - - - - 51.2 - - - 187 4.0 - - - - 61.7 - - - 190 0.5 - - - - 63.2 - - - 295 -4.0 - - - - 67.9 - - - 296 -4.0 - - - - 72.9 - - - 300 0.0 SOURCE 71.8 1771.1 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE:- 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE DATA PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 1 42 26.0 0.0 30 26.0 0.0 Pipe: 2 30 26.0 0.0 7 26.0 16.8 Pipe: 3 7 26.0 16.8 6 26.0 16.8 Pipe: 4 6 26.0 16.8 5 26.0 16.8 Pipe: 5 5 26.0 16.8 4 26.0 16.8 Pipe: 6 4 26.0 16.8 3 26.0 16.8 Pipe: 7 3 26.0 16.8 2 26.0 16.8 Pipe: 8 2 26.0 16.8 54 26.0 0.0 Pipe: 9 54 26.0 0.0 1 26.0 16.8 Pipe: 10 1 26.0 16.8 24 26.0 0.0 Pipe: 11 24 26.0 0.0 36 26.0 0.0 Pipe: 12 36 26.0 0.0 86 26.0 0.0 Pipe: 13 86 26.0 0.0 123 26.0 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL (FPS) HW (C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) 184.2 2.067 PL 3.80 PF 4.0 45.3 0.0 17.6 120 FTG T PE 0.0 41.3 0.0 0.291 TL 13.80 PV 184.2 1.610 PL 16.00 PF 15.7 41.3 0.0 29.0 120 FTG ---- PE 0.0 25.6 84.9 0.982 TL 16.00 PV 99.2 2.203 PL 8.00 PF 0.5 25.6 84.9 8.4 120 FTG ---- PE 0.0 25.0 84.0 0.068 TL 8.00 PV 15.2 2.203 PL 8.00 PF 0.0 25.0 84.0 1.3 120 FTG ---- PE 0.0 25.0 84.0 0.002 TL 8.00 PV -68.8 2.203 PL 8.00 PF 0.3 25.0 84.0 5.8 120 FTG ---- PE 0.0 25.3 84.5 0.034 TL 8.00 PV -153.3 2.203 PL 8.00 PF 1.2 25.3 84.5 12.9 120 FTG ---- PE 0.0 26.5 86.5 0.152 TL 8.00 PV -239.7 2.203 PL 8.00 PF 2.8 26.5 86.5 20.2 120 FTG ---- PE 0.0 29.3 90.9 0.347 TL 8.00 PV -330.6 2.203 PL 4.20 PF 11.2 29.3 90.9 27.8 120 FTG T PE 0.0 40.5 0.0 0.629 TL 17.84 PV 31.1 2.203 PL 3.80 PF 0.0 40.5 0.0 2.6 120 FTG ---- PE 0.0 40.5 106.9 0.008 TL 3.80 PV -75.8 2.203 PL 32.00 PF 1.3 40.5 106.9 6.4 120 FTG ---- PE 0.0 41.8 0.0 0.041 TL 32.00 PV -75.8 1.610 PL 24.00 PF 4.6 41.8 0.0 11.9 120 FTG ---- PE 0.0 46.3 0.0 0.190 TL 24.00 PV -75.8 2.067 PL 12.20 PF 1.2 46.3 0.0 7.2 120 FTG T PE 0.0 47.6 0.0 0.056 TL 22.20 PV -6.7 2.067 PL 11.80 PF 0.0 47.6 0.0 0.6 120 FTG ---- PE 0.0 47.6 0.0 0.001 TL 11.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 14 123 26.0 0.0 138 23.0 0.0 Pipe: 15 44 25.8 0.0 31 25.8 0.0 Pipe: 16 31 25.8 0.0 14 25.8 16.8 Pipe: 17 14 25.8 16.8 13 25.8 16.8 Pipe: 18 13 25.8 16.8 12 25.8 16.8 Pipe: 19 12 25.8 16.8 11 25.8 16.8 Pipe: 20 11 25.8 16.8 10 25.8 16.8 Pipe: 21 10 25.8 16.8 9 25.8 16.8 Pipe: 22 9 25.8 16.8 56 25.8 0.0 Pipe: 23 56 25.8 0.0 8 25.8 16.8 Pipe: 24 8 25.8 16.8 25 25.8 0.0 Pipe: 25 25 25.8 0.0 37 25.8 0.0 Pipe: 26 37 25.8 0.0 88 25.8 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -6.7 1.610 PL 29.00 PF 0.1 47.6 0.0 1.0 120 FTG ET PE 1.3 49.0 0.0 0.002 TL 41.00 PV 184.3 2.067 PL 3.80 PF 4.0 45.4 0.0 17.6 120 FTG T PE 0.0 41.4 0.0 0.291 TL 13.80 PV 184.3 1.610 PL 16.00 PF 15.7 41.4 0.0 29.0 120 FTG ---- PE 0.0 25.6 85.1 0.983 TL 16.00 PV 99.3 2.203 PL 8.00 PF 0.5 25.6 85.1 8.4 120 FTG ---- PE 0.0 25.1 84.2 0.068 TL 8.00 PV 15.1 2.203 PL 8.00 PF 0.0 25.1 84.2 1.3 120 FTG ---- PE 0.0 25.1 84.1 0.002 TL 8.00 PV -69.1 2.203 PL 8.00 PF 0.3 25.1 84.1 5.8 120 FTG ---- PE 0.0 25.4 84.6 0.035 TL 8.00 PV -153.7 2.203 PL 8.00 PF 1.2 25.4 84.6 12.9 120 FTG ---- PE 0.0 26.6 86.6 0.152 TL 8.00 PV -240.3 2.203 PL 8.00 PF 2.8 26.6 86.6 20.2 120 FTG ---- PE 0.0 29.4 91.0 0.349 TL 8.00 PV -331.3 2.203 PL 4.20 PF 11.3 29.4 91.0 27.9 120 FTG T PE 0.0 40.6 0.0 0.632 TL 17.84 PV 31.3 2.203 PL 3.80 PF 0.0 40.6 0.0 2.6 120 FTG ---- PE 0.0 40.6 107.1 0.008 TL 3.80 PV -75.7 2.203 PL 32.00 PF 1.3 40.6 107.1 6.4 120 FTG ---- PE 0.0 41.9 0.0 0.041 TL 32.00 PV -75.7 1.610 PL 24.00 PF 4.6 41.9 0.0 11.9 120 FTG ---- PE 0.0 46.5 0.0 0.190 TL 24.00 PV -75.7 2.067 PL 12.20 PF 1.2 46.5 0.0 7.2 120 FTG T PE 0.0 47.7 0.0 0.056 TL 22.20 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 27 -4.5 2.067 PL 11.80 PF 0.0 88 25.8 0.0 47.7 0.0 0.4 120 FTG ---- PE 0.0 124 25.8 0.0 47.7 0.0 0.000 TL 11.80 PV Pipe: 28 -4.5 1.610 PL 29.00 PF 0.0 124 25.8 0.0 47.7 0.0 0.7 120 FTG ET PE 1.2 139 23.0 0.0 49.0 0.0 0.001 TL 41.00 PV Pipe: 29 180.5 2.067 PL 3.80 PF 3.9 46 25.6 0.0 45.6 0.0 17.3 120 FTG IT PE 0.0 32 25.6 0.0 41.7 0.0 0.280 TL 13.80 PV Pipe: 30 180.5 1.610 PL 16.00 PF 15.1 32 25.6 0.0 41.7 0.0 28.5 120 FTG ---- PE 0.0 20 25.6 16.8 26.6 86.7 0.946 TL 16.00 PV Pipe: 31 93.9 2.203 PL 8.00 PF 0.5 20 25.6 16.8 26.6 86.7 7.9 120 FTG ---- PE 0.0 19 25.6 16.8 26.1 85.9 0.061 TL 8.00 PV Pipe: 32 8.0 2.203 PL 8.00 PF 0.0 19 25.6 16.8 26.1 85.9 0.7 120 FTG ---- PE 0.0 18 25.6 16.8 26.1 85.8 0.001 TL 8.00 PV Pipe: 33 -77.8 2.203 PL 8.00 PF 0.3 18 25.6 16.8 26.1 85.8 6.5 120 FTG ---- PE 0.0 17 25.6 16.8 26.5 86.4 0.043 TL 8.00 PV Pipe: 34 -164.2 2.203 PL 8.00 PF 1.4 17 25.6 16.8 26.5 86.4 13.8 120 FTG ---- PE 0.0 16 25.6 16.8 27.8 88.6 0.172 TL 8.00 PV Pipe: 35 -252.9 2.203 PL 8.00 PF 3.1 16 25.6 16.8 27.8 88.6 21.3 120 FTG ---- PE 0.0 15 25.6 16.8 30.9 93.4 0.383 TL 8.00 PV Pipe: 36 -346.3 2.203 PL 4.20 PF 12.2 15 25.6 16.8 30.9 93.4 29.1 120 FTG T PE 0.0 58 25.6 0.0 43.1 0.0 0.686 TL 17.84 PV Pipe: 37 -60.8 2.203 PL 35.80 PF 1.0 58 25.6 0.0 43.1 0.0 5.1 120 FTG ---- PE 0.0 26 25.6 0.0 44.1 0.0 0.027 TL 35.80 PV Pipe: 38 -60.8 1.610 PL 24.00 PF 3.0 26 25.6 0.0 44.1 0.0 9.6 120 FTG ---- PE 0.0 38 25.6 0.0 47.1 0.0 0.126 TL 24.00 PV Pipe: 39 -60.8 2.067 PL 12.20 PF 0.8 38 25.6 0.0 47.1 0.0 5.8 120 FTG T PE 0.0 90 25.6 0.0 48.0 0.0 0.037 TL 22.20 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. ' END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 40 4.3 2.067 PL 3.80 PF 0.0 48 25.4 0.0 47.5 0.0 0.4 120 FTG T PE 0.0 33 25.4 0.0 47.5 0.0 0.000 TL 13.80 PV Pipe: 41 4.3 1.610 PL 16.00 PF 0.0 33 25.4 0.0 47.5 0.0 0.7 120 FTG ---- PE 0.0 21 25.4 0.0 47.5 0.0 0.001 TL 16.00 PV Pipe: 42 4.3 2.203 PL 44.20 PF 0.0 21 25.4 0.0 47.5 0.0 0.4 120 FTG T PE 0.0 60 25.4 0.0 47.5 0.0 0.000 TL 57.84 PV Pipe: 43 -24.2 2.203 PL 35.80 PF 0.2 60 25.4 0.0 47.5 0.0 2.0 120 FTG ---- PE 0.0 27 25.4 0.0 47.7 0.0 0.005 TL 35.80 PV Pipe: 44 -24.2 1.610 PL 24.00 PF 0.5 27 25.4 0.0 47.7 0.0 3.8 120 FTG ---- PE 0.0 39 25.4 0.0 48.2 0.0 0.023 TL 24.00 PV Pipe: 45 -24.2 2.067 PL 12.20 PF 0.2 39 25.4 0.0 48.2 0.0 2.3 120 FTG T PE 0.0 92 25.4 0.0 48.4 0.0 0.007 TL 22.20 PV Pipe: 46 -3.8 2.067 PL 3.80 PF 0.0 50 25.2 0.0 47.7 0.0 0.4 120 FTG T PE 0.0 34 25.2 0.0 47.7 0.0 0.000 TL 13.80 PV Pipe: 47 -3.8 1.610 PL 16.00 PF 0.0 34 25.2 0.0 47.7 0.0 0.6 120 FTG ---- PE 0.0 22 25.2 0.0 47.7 0.0 0.001 TL 16.00 PV Pipe: 48 -3.8 2.203 PL 44.20 PF 0.0 22 25.2 0.0 47.7 0.0 0.3 120 FTG T PE 0.0 62 25.2 0.0 47.7 0.0 0.000 TL 57.84 PV Pipe: 49 -23.6 2.203 PL 35.80 PF 0.2 62 25.2 0.0 47.7 0.0 2.0 120 FTG ---- PE 0.0 28 25.2 0.0 47.9 0.0 0.005 TL 35.80 PV Pipe: 50 -23.6 1.610 PL 24.00 PF 0.5 28 25.2 0.0 47.9 0.0 3.7 120 FTG ---- PE 0.0 40 25.2 0.0 48.4 0.0 0.022 TL 24.00 PV Pipe: 51 -23.6 2.067 PL 12.20 PF 0.1 40 25.2 0.0 48.4 0.0 2.3 120 FTG T PE 0.0 94 25.2 0.0 48.6 0.0 0.007 TL 22.20 PV Pipe: 52 -7.6 2.067 PL 3.80 PF 0.0 52 25.0 0.0 47.9 0.0 0.7 120 FTG T PE 0.0 35 25.0 0.0 47.9 0.0 0.001 TL 13.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 9 DATE:. 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 53 -7.6 1.610 PL 16.00 PF 0.0 35 25.0 0.0 47.9 0.0 1.2 120 FTG ---- PE 0.0 23 25.0 0.0 47.9 0.0 0.003 TL 16.00 PV Pipe: 54 -7.6 2.203 PL 44.20 PF 0.0 23 25.0 0.0 47.9 0.0 0.6 120 FTG T PE 0.0 64 25.0 0.0 48.0 0.0 0.001 TL 57.84 PV Pipe: 55 -23.1 2.203 PL 35.80 PF 0.2 64 25.0 0.0 48.0 0.0 1.9 120 FTG ---- PE 0.0 29 25.0 0.0 48.1 0.0 0.005 TL 35.80 PV Pipe: 56 -23.1 1.610 PL 24.00 PF 0.5 29 25.0 0.0 48.1 0.0 3.6 120 FTG ---- PE 0.0 41 25.0 0.0 48.6 0.0 0.021 TL 24.00 PV Pipe: 57 -23.1 2.067 PL 12.20 PF 0.1 41 25.0 0.0 48.6 0.0 2.2 120 FTG T PE 0.0 96 25.0 0.0 48.8 0.0 0.006 TL 22.20 PV Pipe: 58 -7.0 2.067 PL 11.80 PF 0.0 70 25.4 0.0 47.8 0.0 0.7 120 FTG T PE 0.0 103 25.4 0.0 47.9 0.0 0.001 TL 21.80 PV Pipe: 59 -7.0 2.067 PL 8.00 PF 0.0 103 25.4 0.0 47.9 0.0 0.7 120 FTG ---- PE 0.0 102 25.4 0.0 47.9 0.0 0.001 TL 8.00 PV Pipe: 60 -7.0 1.610 PL 8.00 PF 0.0 102 25.4 0.0 47.9 0.0 1.1 120 FTG ---- PE 0.0 101 25.4 0.0 47.9 0.0 0.002 TL 8.00 PV Pipe: 61 -7.0 1.610 PL 8.00 PF 0.0 101 25.4 0.0 47.9 0.0 1.1 120 FTG ---- PE 0.0 100 25.4 0.0 47.9 0.0 0.002 TL 8.00 PV Pipe: 62 -7.0 1.610 PL 5.50 PF 0.0 100 25.4 0.0 47.9 0.0 1.1 120 FTG ET PE 1.0 130 23.0 0.0 49.0 0.0 0.002 TL 17.50 PV Pipe: 63 -5.1 2.067 PL 11.80 PF 0.0 72 25.6 0.0 47.8 0.0 0.5 120 FTG T PE 0.0 107 25.6 0.0 47.8 0.0 0.000 TL 21.80 PV Pipe: 64 -5.1 1.610 PL 8.00 PF 0.0 107 25.6 0.0 47.8 0.0 0.8 120 FTG ---- PE 0.0 106 25.6 0.0 47.8 0.0 0.001 TL 8.00 PV Pipe: 65 -5.1 1.610 PL 8.00 PF 0.0 106 25.6 0.0 47.8 0.0 0.8 120 FTG ---- PE 0.0 105 25.6 0.0 47.8 0.0 0.001 TL 8.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 10 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 66 105 25.6 0.( 104 25.6 0.( Pipe: 67 104 25.6 0.0 131 23.0 O.0 Pipe: 68 74 25.8 0.0 111 25.8 O.0 Pipe: 69 111 25.8 0.0 110 25.8 0.0 Pipe: 70 110 25.8 0.( 109 25.8 0.0 Pipe: 71 109 25.8 0.0 108 25.8 0.0 Pipe: 72 108 25.8 0.0 132 23.0 0.( Pipe: 73 76 26.0 0.( 115 26.0 0.( Pipe: 74 115 26.0 0.( 114 26.0 0.( Pipe: 75 114 26.0 0.( 113 26.0 0.( Pipe: 76 113 26.0 0.( 112 26.0 0.( Pipe: 77 112 26.0 0.( 133 23.0 0.( Pipe: 78 78 26.2 0.( 119 26.2 0.( Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -5.1 1.610 PL 8.00 PF 0.0 47.8 0.0 0.8 120 FTG ---- PE 0.0 47.8 0.0 0.001 TL 8.00 PV -5.1 1.610 PL 5.70 PF 0.0 47.8 0.0 0.8 120 FTG ET PE 1.1 49.0 0.0 0.001 TL 17.70 PV -3.2 2.067 PL 11.80 PF 0.0 47.7 0.0 0.3 120 FTG T PE 0.0 47.7 0.0 0.000 TL 21.80 PV -3.2 1.610 PL 8.00 PF 0.0 47.7 0.0 0.5 120 FTG ---- PE 0.0 47.7 0.0 0.001 TL 8.00 PV -3.2 1.610 PL 8.00 PF 0.0 47.7 0.0 0.5 120 FTG ---- PE 0.0 47.8 0.0 0.001 TL 8.00 PV -3.2 1.610 PL 8.00 PF 0.0 47.8 0.0 0.5 120 FTG ---- PE 0.0 47.8 0.0 0.001 TL 8.00 PV -3.2 1.610 PL 5.90 PF 0.0 47.8 0.0 0.5 120 FTG ET PE 1.2 49.0 0.0 0.001 TL 17.90 PV 1.5 2.067 PL 11.80 PF 0.0 47.7 0.0 0.1 120 FTG T PE 0.0 47.7 0.0 0.000 TL 21.80 PV 1.5 1.610 PL 8.00 PF 0.0 47.7 0.0 0.2 120 FTG ---- PE 0.0 47.7 0.0 0.000 TL 8.00 PV 1.5 1.610 PL 8.00 PF 0.0 47.7 0.0 0.2 120 FTG ---- PE 0.0 47.7 0.0 0.000 TL 8.00 PV 1.5 1.610 PL 8.00 PF 0.0 47.7 0.0 0.2 120 FTG ---- PE 0.0 47.7 0.0 0.000 TL 8.00 PV 1.5 1.610 PL 6.10 PF 0.0 47.7 0.0 0.2 120 FTG ET PE 1.? 49.0 0.0 0.000 TL 18.10 PV 4.0 2.067 PL 11.80 PF O.0 47.6 0.0 0.4 120 FTG T PE O.0 47.6 0.0 0.000 TL 21.80 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 11 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 79 4.0 1.610 PL 8.00 PF 0.0 119 26.2 0.0 47.6 0.0 0.6 120 FTG ---- PE 0.0 118 26.2 0.0 47.6 0.0 0.001 TL 8.00 PV Pipe: 80 4.0 1.610 PL 8.00 PF 0.0 118 26.2 0.0 47.6 0.0 0.6 120 FTG ---- PE 0.0 117 26.2 0.0 47.6 0.0 0.001 TL 8.00 PV Pipe: 81 4.0 1.610 PL 8.00 PF 0.0 117 26.2 0.0 47.6 0.0 0.6 120 FTG ---- PE 0.0 116 26.2 0.0 47.6 0.0 0.001 TL 8.00 PV Pipe: 82 4.0 1.610 PL 6.30 PF 0.0 116 26.2 0.0 47.6 0.0 0.6 120 FTG ET PE 1.4 134 23.0 0.0 49.0 0.0 0.001 TL 18.30 PV Pipe: 83 5.6 2.067 PL 11.80 PF 0.0 80 26.4 0.0 47.6 0.0 0.5 120 FTG T PE 0.0 120 26.4 0.0 47.6 0.0 0.000 TL 21.80 PV Pipe: 84 5.6 1.610 PL 30.50 PF 0.1 120 26.4 0.0 47.6 0.0 0.9 120 FTG ET PE 1.5 135 23.0 0.0 49.0 0.0 0.002 TL 42.50 PV Pipe: 85 7.0 2.067 PL 11.80 PF 0.0 82 26.4 0.0 47.6 0.0 0.7 120 FTG T PE 0.0 121 26.4 0.0 47.6 0.0 0.001 TL 21.80 PV Pipe: 86 7.0 1.610 PL 30.70 PF 0.1 121 26.4 0.0 47.6 0.0 1.1 120 FTG ET PE 1.5 136 23.0 0.0 49.0 0.0 0.002 TL 42.70 PV Pipe: 87 8.2 2.067 PL 11.80 PF 0.0 84 26.2 0.0 47.8 0.0 0.8 120 FTG T PE 0.0 122 26.2 0.0 47.7 0.0 0.001 TL 21.80 PV Pipe: 88 8.2 1.610 PL 30.90 PF 0.1 122 26.2 0.0 47.7 0.0 1.3 120 FTG ET PE 1.4 137 23.0 0.0 49.0 0.0 0.003 TL 42.90 PV Pipe: 89 -184.2 2.469 PL 3.00 PF 1.8 42 26.0 0.0 45.3 0.0 12.3 120 FTG T PE 1.3 43 23.0 0.0 48.4 0.0 0.122 TL 15.00 PV Pipe: 90 -184.3 2.469 PL 2.80 PF 1.8 44 25.8 0.0 45.4 0.0 12.4 120 FTG T PE 1.2 45 23.0 0.0 48.4 0.0 0.123 TL 14.80 PV Pipe: 91 -180.5 2.469 PL 2.60 PF 1.7 46 25.6 0.0 45.6 0.0 12.1 120 FTG T PE 1.1 47 23.0 0.0 48.5 0.0 0.118 TL 14.60 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 12 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 92 48 25.4 O.0 49 23.0 O.0 Pipe: 93 50 25.2 O.0 51 23.0 O.0 Pipe: 94 52 25.0 0.0 53 23.0 O.0 Pipe: 95 54 26.0 O.0 55 23.0 O.0 Pipe: 96 56 25.8 O.0 57 23.0 O.0 Pipe: 97 58 25.6 O.0 59 23.0 O.0 Pipe: 98 60 25.4 O.0 61 23.0 O.0 Pipe: 99 62 25.2 O.0 63 23.0 0.( Pipe: 100 64 25.0 O.0 65 23.0 0.( Pipe: 101 70 25.4 0.0 71 23.0 O.0 Pipe: 102 72 25.6 O.0 73 23.0 0.0 Pipe: 103 74 25.8 0.( 75 23.0 0.( Pipe: 104 76 26.0 0.( 77 23.0 0.( Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -4.3 2.469 PL 2.40 PF 0.0 47.5 0.0 0.3 120 FTG T PE 1.0 48.6 0.0 0.000 TL 14.40 PV 3.8 2.469 PL 2.20 PF 0.0 47.7 0.0 0.3 120 FTG T PE 1.0 48.6 0.0 0.000 TL 14.20 PV 7.6 2.469 PL 2.00 PF 0.0 47.9 0.0 0.5 120 FTG T PE 0.9 48.7 0.0 0.000 TL 14.00 PV -361.7 2.469 PL 3.00 PF 6.4 40.5 0.0 24.2 120 FTG T PE 1.3 48.2 0.0 0.427 TL 15.00 PV -362.6 2.469 PL 2.80 PF 6.3 40.6 0.0 24.3 120 FTG T PE 1.2 48.2 0.0 0.429 TL 14.80 PV -285.4 2.469 PL 2.60 PF 4.0 43.1 0.0 19.1 120 FTG T PE 1.1 48.3 0.0 0.275 TL 14.60 PV 28.4 2.469 PL 2.40 PF 0.1 47.5 0.0 1.9 120 FTG T PE 1.0 48.5 0.0 0.004 TL 14.40 PV 19.8 2.469 PL 2.20 PF 0.0 47.7 0.0 1.3 120 FTG T PE 1.0 48.6 0.0 0.002 TL 14.20 PV 15.5 2.469 PL 2.00 PF 0.0 48.0 0.0 1.0 120 FTG T PE 0.9 48.8 0.0 0.001 TL 14.00 PV 7.0 2.469 PL 2.40 PF 0.0 47.8 0.0 0.5 120 FTG T PE 1.0 48.9 0.0 0.000 TL 14.40 PV 5.1 2.469 PL 2.60 PF 0.0 47.8 0.0 0.3 120 FTG T PE 1.1 48.9 0.0 0.000 TL 14.60 PV 3.2 2.469 PL 2.80 PF 0.0 47.7 0.0 0.2 120 FTG T PE 1.2 49.0 0.0 0.000 TL 14.80 PV -1.5 2.469 PL 3.00 PF 0.0 47.7 0.0 0.1 120 FTG T PE 1.3 49.0 0.0 0.000 TL 15.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 13 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 105 -4.0 2.469 PL 3.20 PF 0.0 78 26.2 0.0 47.6 0.0 0.3 120 FTG T PE 1.4 79 23.0 0.0 49.0 0.0 0.000 TL 15.20 PV Pipe: 106 -5.6 2.469 PL 3.40 PF 0.0 80 26.4 0.0 47.6 0.0 0.4 120 FTG T PE 1.5 81 23.0 0.0 49.1 0.0 0.000 TL 15.40 PV Pipe: 107 -7.0 2.469 PL 3.40 PF 0.0 82 26.4 0.0 47.6 0.0 0.5 120 FTG T PE 1.5 83 23.0 0.0 49.1 0.0 0.000 TL 15.40 PV Pipe: 108 -8.2 2.469 PL 3.20 PF 0.0 84 26.2 0.0 47.8 0.0 0.6 120 FTG T PE 1.4 85 23.0 0.0 49.1 0.0 0.000 TL 15.20 PV Pipe: 109 -69.1 2.469 PL 3.00 PF 0.3 86 26.0 0.0 47.6 0.0 4.6 120 FTG T PE 1.3 87 23.0 0.0 49.2 0.0 0.020 TL 15.00 PV Pipe: 110 -71.3 2.469 PL 2.80 PF 0.3 88 25.8 0.0 47.7 0.0 4.8 120 FTG T PE 1.2 89 23.0 0.0 49.3 0.0 0.021 TL 14.80 PV Pipe: 111 -60.8 2.469 PL 2.60 PF 0.2 90 25.6 0.0 48.0 0.0 4.1 120 FTG T PE 1.1 91 23.0 0.0 49.3 0.0 0.016 TL 14.60 PV Pipe: 112 -24.2 2.469 PL 2.40 PF 0.0 92 25.4 0.0 48.4 0.0 1.6 120 FTG T PE 1.0 93 23.0 0.0 49.4 0.0 0.003 TL 14.40 PV Pipe: 113 -23.6 2.469 PL 2.20 PF 0.0 94 25.2 0.0 48.6 0.0 1.6 120 FTG T PE 1.0 95 23.0 0.0 49.6 0.0 0.003 TL 14.20 PV Pipe: 114 -23.1 2.469 PL 2.00 PF 0.0 96 25.0 0.0 48.8 0.0 1.5 120 FTG T PE 0.9 97 23.0 0.0 49.7 0.0 0.003 TL 14.00 PV Pipe: 115 -7.0 3.387 PL 12.00 PF 0.0 130 23.0 0.0 49.0 0.0 0.2 120 FTG ---- PE 0.0 131 23.0 0.0 49.0 0.0 0.000 TL 12.00 PV Pipe: 116 -12.1 3.387 PL 12.00 PF 0.0 131 23.0 0.0 49.0 0.0 0.4 120 FTG ---- PE 0.0 132 23.0 0.0 49.0 0.0 0.000 TL 12.00 PV Pipe: 117 -15.3 3.387 PL 12.00 PF 0.0 132 23.0 0.0 49.0 0.0 0.5 120 FTG ---- PE 0.0 133 23.0 0.0 49.0 0.0 0.000 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 14 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 118 133 23.0 O.0 134 23.0 O.0 Pipe: 119 134 23.0 O.0 135 23.0 O.0 Pipe: 120 135 23.0 O.0 136 23.0 O.0 Pipe: 121 136 23.0 O.0 137 23.0 O.0 Pipe: 122 137 23.0 O.0 138 23.0 O.0 Pipe: 123 138 23.0 O.0 139 23.0 O.0 Pipe: 124 71 23.0 O.0 73 23.0 O.0 Pipe: 125 73 23.0 O.0 75 23.0 0.0 Pipe: 126 75 23.0 O.0 77 23.0 O.0 Pipe: 127 77 23.0 0.0 79 23.0 0.0 Pipe: 128 79 23.0 O.0 81 23.0 0.0 Pipe: 129 81 23.0 0.( 83 23.0 0.( Pipe: 130 83 23.0 0.( 85 23.0 0.( Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -13.8 3.387 PL 12.00 PF 0.0 49.0 0.0 0.5 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV -9.8 3.387 PL 12.00 PF 0.0 49.0 0.0 0.3 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV -4.1 3.387 PL 12.00 PF 0.0 49.0 0.0 0.1 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV 2.,9 3.387 PL 12.00 PF 0.0 49.0 0.0 0.1 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV 11.1 3.387 PL 12.00 PF 0.0 49.0 0.0 0.4 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV 4.5 3.387 PL 12.00 PF 0.0 49.0 0.0 0.2 120 FTG ---- PE 0.0 49.0 0.0 0.000 TL 12.00 PV -313.4 6.357 PL 12.00 PF 0.0 48.9 0.0 3.2 120 FTG ---- PE 0.0 48.9 0.0 0.003 TL 12.00 PV -308.4 6.357 PL 12.00 PF 0.0 48.9 0.0 3.1 120 FTG ---- PE 0.0 49.0 0.0 0.003 TL 12.00 PV -305.2 6.357 PL 12.00 PF 0.0 49.0 0.0 3.1 120 FTG ---- PE 0.0 49.0 0.0 0.003 TL 12.00 PV -306.7 6.357 PL 12.00 PF 0.0 49.0 0.0 3.1 120 FTG ---- PE 0.0 49.0 0.0 0.003 TL 12.00 PV -310.7 6.357 PL 12.00 PF 0.0 49.0 0.0 3.1 120 FTG ---- PE 0.0 49.1 0.0 0.003 TL 12.00 PV -316.3 6.357 PL 12.00 PF 0.0 49.1 0.0 3.2 120 FTG ---- PE 0.0 49.1 0.0 0.003 TL 12.00 PV -323.3 6.357 PL 12.00 PF O.0 49.1 0.0 3.3 120 FTG ---- PE 0.0 49.1 0.0 0.003 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 15 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 131 85 23.0 0.( 87 23.0 0.( Pipe: 132 87 23.0 0.( 89 23.0 0.( Pipe: 133 89 23.0 0.( 91 23.0 0.( Pipe: 134 91 23.0 0.( 93 23.0 0.( Pipe: 135 93 23.0 0.( 95 23.0 0.( Pipe: 136 95 23.0 0.( 97 23.0 0.( Pipe: 137 97 23.0 0.( 98 23.0 0.( Pipe: 138 71 23.0 0.( 67 23.0 0.( Pipe: 139 67 23.0 0.( 55 23.0 0.( Pipe: 140 55 23.0 0.( 57 23.0 0.( Pipe: 141 57 23.0 0.( 59 23.0 0.( Pipe: 142 59 23.0 0.( 61 23.0 0.( Pipe: 143 61 23.0 0.( 63 23.0 0.( Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -331.6 6.357 PL 12.00 PF 0.0 49.1 0.0 3.4 120 FTG ---- PE 0.0 49.2 0.0 0.004 TL 12.00 PV -400.7 6.357 PL 12.00 PF 0.1 49.2 0.0 4.1 120 FTG ---- PE 0.0 49.3 0.0 0.005 TL 12.00 PV -472.0 6.357 PL 12.00 PF 0.1 49.3 0.0 4.8 120 FTG ---- PE 0.0 49.3 0.0 0.007 TL 12.00 PV -532.8 6.357 PL 12.00 PF 0.1 49.3 0.0 5.4 120 FTG ---- PE 0.0 49.4 0.0 0.009 TL 12.00 PV -557.0 6.357 PL 12.00 PF 0.1 49.4 0.0 5.6 120 FTG ---- PE 0.0 49.6 0.0 0.009 TL 12.00 PV -580.6 6.357 PL 12.00 PF 0.1 49.6 0.0 5.9 120 FTG ---- PE 0.0 49.7 0.0 0.010 TL 12.00 PV -603.7 6.357 PL 4.00 PF 0.5 49.7 0.0 6.1 120 FTG T PE 0.0 50.1 0.0 0.011 TL 41.72 PV 320.4 6.357 PL 74.00 PF 0.4 48.9 0.0 3.2 120 FTG ET PE 0.0 48.4 0.0 0.003 TL 129.32 PV 269.2 6.357 PL 98.50 PF 0.2 48.4 0.0 2.7 120 FTG ---- PE 0.0 48.2 0.0 0.002 TL 98.50 PV -92.5 6.357 PL 12.00 PF 0.0 48.2 0.0 0.9 120 FTG ---- PE 0.0 48.2 0.0 0.000 TL 12.00 PV -455.1 6.357 PL 12.00 PF 0.1 48.2 0.0 4.6 120 FTG ---- PE 0.0 48.3 0.0 0.007 TL 12.00 PV -740.6 6.357 PL 12.00 PF 0.2 48.3 0.0 7.5 120 FTG ---- PE 0.0 48.5 0.0 0.016 TL 12.00 PV -712.1 6.357 PL 12.00 PF 0.2 48.5 0.0 7.2 120 FTG ---- PE 0.0 48.6 0.0 0.015 TL 12.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 16 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG END ELEV. NOZ. NODES (FT) (K) Pipe: 144 63 23.0 O.0 65 23.0 O.0 Pipe: 145 65 23.0 O.0 66 23.0 O.0 Pipe: 146 67 23.0 O.0 43 23.0 O.0 Pipe: 147 43 23.0 O.0 45 23.0 O.0 Pipe: 148 45 23.0 O.0 47 23.0 O.0 Pipe: 149 47 23.0 O.0 49 23.0 O.0 Pipe: 150 49 23.0 O.0 51 23.0 O.0 Pipe: 151 51 23.0 O.0 53 23.0 O.0 Pipe: 152 53 23.0 O.0 66 23.0 O.0 Pipe: 153 66 23.0 O.0 98 23.0 O.0 Pipe: 154 98 23.0 O.0 185 23.0 O.0 Pipe: 155 185 23.0 O.0 187 4.0 0.0 Pipe: 156 187 4.0 0.0 190 0.5 0.0 Q(GPM) DIA(IN) LENGTH PRESS. PT DISC. VEL(FPS) HW(C) (FT) SUM. (PSI) (GPM) FL/FT (PSI) -692.3 6.357 PL 12.00 PF 0.2 48.6 0.0 7.0 120 FTG ---- PE 0.0 48.8 0.0 0.014 TL 12.00 PV -676.8 6.357 PL 4.00 PF 0.6 48.8 0.0 6.8 120 FTG T PE 0.0 49.4 0.0 0.014 TL 41.72 PV 51.2 6.357 PL 162.50 PF 0.0 48.4 0.0 0.5 120 FTG E PE 0.0 48.4 0.0 0.000 TL 180.10 PV -132.9 6.357 PL 12.00 PF 0.0 48.4 0.0 1.3 120 FTG ---- PE 0.0 48.4 0.0 0.001 TL 12.00 PV -317.2 6.357 PL 12.00 PF 0.0 48.4 0.0 3.2 120 FTG ---- PE 0.0 48.5 0.0 0.003 TL 12.00 PV -497.8 6.357 PL 12.00 PF 0.1 48.5 0.0 5.0 120 FTG ---- PE 0.0 48.6 0.0 0.008 TL 12.00 PV -502.1 6.357 PL 12.00 PF 0.1 48.6 0.0 5.1 120 FTG ---- PE 0.0 48.6 0.0 0.008 TL 12.00 PV -498.3 6.357 PL 12.00 PF 0.1 48.6 0.0 5.0 120 FTG ---- PE 0.0 48.7 0.0 0.008 TL 12.00 PV -490.7 6.357 PL 68.00 PF 0.6 48.7 0.0 5.0 120 FTG E PE 0.0 49.4 0.0 0.007 TL 85.60 PV -1167.5 8.249 PL 72.00 PF 0.8 49.4 0.0 7.0 120 FTG ---- PE 0.0 50.1 0.0 0.010 TL 72.00 PV -1771.1 8.249 PL 25.00 PF 1.0 50.1 0.0 10.6 120 FTG E PE 0.0 51.2 0.0 0.023 TL 46.14 PV -1771.1 8.249 PL 19.00 PF 2.3 51.2 0.0 10.6 120 FTG TGA PE 8.2 61.7 0.0 0.023 TL 101.22 PV -1771.1 10.370 PL 3.50 PF 0.0 61.7 0.0 6.7 120 FTG ---- PE 1.5 63.2 0.0 0.007 TL 3.50 PV a SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 17 DATE; 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 157-1771.1 10.400 PL 350.00 PF 2.7 190 0.5 0.0 63.2 0.0 6.7 140 FTG 4E PE 1.9 295 -4.0 0.0 67.9 0.0 0.006 TL 490.00 PV Pipe: 158 FIXED PRESSURE LOSS DEVICE 296 -4.0 0.0 72.9 0.0 5.0 psi, 1771.1 gpm 295 -4.0 0.0 67.9 0.0 Pipe: 159-1771.1 10.400 PL 20.00 PF 0.6 296 -4.0 0.0 72.9 0.0 6.7 140 FTG TG PE -1.7 300 0.0 SRCE 71.8 (N/A) 0.006 TL 108.00 PV NOTES (HASS): (1) Calculations were performed by the HASS 8.5 computer program under license no. 38011601 granted by HRS Systems, Inc. 208 Southside Square Petersburg, TN 37144 (931) 65 9-97 60 (2) The system has been calculated to provide an average imbalance at each node of 0.001 gpm and a maximum imbalance at any node of 0.094 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 29.1 ft/sec at pipe 36. (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report. (5) Available pressure at source node 300 under full flow conditions is 84.44 psi compared to the minimum required pressure of 20.00 psi. (6) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: * MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 2.203 6.82 13.64 4.09 15.00 8.18 1.36 13.64 13.64 13.64 3.387 11.33 24.28 8.09 25.90 16.19 1.62 21.05 21.05 24.28 6.357 17.60 37.72 11.32 40.23 12.57 3.77 35.21 35.21 37.72 8.249 21.14 41.11 15.27 52.85 14.09 4.70 36.41 36.41 41.11 10.370 26.00 59.10 18.91 65.01 22.46 5.91 43.73 43.73 59.10 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 18 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF It JOB TITLE: PAGE: A MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 1.610 4.00 8.00 2.00 9.00 6.00 1.00 10.00 10.00 8.00 2.067 5.00 10.00 3.00 11.00 6.00 1.00 10.00 10.00 10.00 2.469 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 12.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 10.400 35.00 80.00 26.00 88.00 30.00 8.00 80.00 DATE; 5/14/2015 JOB TITLE: 0 uo 0 v+ 3 O r-I Ga -ri 04 0 0 0 N •ri U) N ac Q4 0 U) Ln H � N � H a H 4' a � w w U) a W H 3 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 19 D:\HASS CALCS\SAHALERACK.SDF 0 0 0 0 0 0 O OD O r-I 00 N r-I r-I FC C7 w a, rz w cn a w 04 0 0 0 Ln i 0 0 Lo a+ O 4-) O � O V+ E r O s4 44 U) a) o O (y). a) -- -p ro 0o w u +J o x o N 0 m N -p r� U 0 o � Ln N N G -r-I a 0 0 0 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 20 DATE: 5/14/2015 D:\HASS CALCS\SAHALERACK.SDF JOB TITLE: WATER SUPPLY CURVE 132+ I * 121\ I\ I\ I \ 110+ \ I \ I \ I \ 99+ \ I \ I \ I 0 P 88+ \ R I \ E I \ S I \ S 77+ \ U I \ R + X \ E I \ 6 6+ \ ( I \ P I \ S I \ I 55+ \ l 4 \ I \ I \ 44+ \ I \ I \ I \ 33+ \ I \ I \ 22+ LEGE\D " I * <-20.0 psi @ 4051 gpm I X = Required Water Supply Test Point I 71.76 psi @ 2271.1 gpm " ll+ it 0 = Available Water Supply IT 90.65 psi @ 2271.1 gpm IT I 0++-+---+----+-----+------+--------+--------+---------+-----------+ 16002400 3200 4000 4800 5600 6400 7200 8000 FLOW (GPM) Sahale Snacks (Smucker's) Hannibal Industries, Inc. Tube -Rack Style Storage Rack Fixtures Location: 3411 South 120th Place Tukwila, WA 98168 Prepared For: Twinlode Corp. South Bend, IN 46628 Prepared By: Andrew L. Kirby Consulting Engineer 29523 Ridgeway Dr. Agoura Hills, CA 91301 Ph. (818)735-0719 Fax (818)735-0355 Andrew L. Kirby, PE Job Number 2307 May 04, 2015 This document and the design it contains is copyright by Andrew L. Kirby, PE. It is provided as an instrument of service, and shall not be reproduced in any fashion without written 2ermission Notice to Building Departments If this calculation is submitted for building permit approval, it shall contain all sheets of calculations as listed in the table of contents on the next page(s), and shall be accompanied by all drawings listed in Section 1. All documents shall bear appropriate seals and signatures in ink of a contrasting color with the same Job Number Reference. EXPIRES 06 - «a- LO 1 L REC: E I V E D CITY OF TUKWILA MAY 0 7 2015 PERMIT CENTER D19 -OIU� Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 5/3/2015 Sheet No. i Table of Contents ProjectInformation..............................:.................................................................. 1 LoadInformation.................................................:.......................................... 2 Pushback Rack Components & Configurations..................................................... 3 Seismic Design Criteria................................................................................... 4 BeamDesign Checks........................................................................... 5 Down -aisle Exterior Post Checks: Vertical Load Information...................................................................... 7 Down -Aisle Model "T" Input Information................................................... 8 Seismic Response Coefficient.......................:............................ I ............. 9 Distribution of Forces........................................................................... 10 Down -Aisle Model "Pa" Input Information.................................................... 11 Column Interaction Coefficients............................................................... 12 Down -Aisle Interior Post Checks: Vertical Load Information...................................................................... 13 Down -Aisle Model "T" Input Information................................................... 14 Seismic Response Coefficient.................................................................. 15 Distribution of Forces........................................................................... 16 Down -Aisle Model "Pa" Input Information.................................................... 17 Column Interaction Coefficients............................................................... 18 Transverse Direction Design Checks Cross -Aisle Model "T" Input Information................................................... 1.9 Seismic Response Coefficient.................................................................. 20 Distribution of Forces........................................................................... 21 Cross -Aisle Model "Pa" Input Information.................................................... 22 Column Interaction Coefficients............................................................... 23 Load/ Cross Beam Connection Information .................................................. 24 Connection Selection Summary.................................................................. 25 Overturning Anchorage Check: Fully Loaded .............................................. 26 Overturning Anchorage Check: Top Level Only Loaded ................................. 27 Exterior Post: Down -Aisle Base Plate Design Check ....................................................... 28 Cross -Aisle Base Plate Design Check......................................................... 29 Interior Post: Down -Aisle Base Plate Design Check.......................................................... 30 Cross -Aisle Base Plate Design Check...............:......................................... 31 Anchor Bolt Design Checks.............................................................................. 32 Slab -on -Grade Design Checks........................................................................... 34 j Drive-fn Rack Components & Configurations...................................................... r 35 BeamDesign Checks........................................................................... 36 Down -Aisle Analysis Design Checks Vertical Load Information...................................................................... 37 Down -Aisle Model "T" Input Information................................................... 38 Seismic Response Coefficient.................................................................. 39 Distribution of Forces........................................................................... 40 t Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. i Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 5/3/2015 Sheet No. i Down -Aisle Model "Pa" Input Information.................................................... 41 Column Interaction Coefficients............................................................... 42 Cross -Aisle Analysis Design Checks Cross -Aisle Model "T" Input Information................................................... 43 Seismic Response Coefficient.................................................................. 44 Distribution of Forces........................................................................... 45 Cross -Aisle Model "Pa" Input Information.................................................... 46 Column Interaction Coefficients............................................................... 47 Load/ Cross Beam Connection Information .................................................. 48 Connection Selection Summary ................................................................ 49 Overturning Anchorage Check: Fully Loaded .............................................. 50 Overturning Anchorage Check: Top Level Only Loaded ................................. 51 Base Plate Design Checks: Down -Aisle Base Plate Design Check ....................................................... 52 Cross -Aisle Base Plate Design Checks........................................................ 53 AnchorBolt Design Checks.............................................................................. 55 Slab -on -Grade Design Checks........................................................................... 57 Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. PROJECT: ALK-RO Smuckers Pushabck Job#2307 5/3/2015 PROJECT INFORMATION: JOB NUMBER 2307 PROJECT NAME. SMUCKERS SAHALE SNACKS BUILDING CODES: ASCE 7-10 2012 RMI IBC 2012 RACK SYSTEM GEOMETRY: Andrew L. Kirby, PE CONSULTING ENGINEER MULTI DEEP FRAME MULTI LEVEL B2 SINGLE DEPTH RACK FRAME I i ULTI LEVEL I I I RACK PROJECT ADDRESS: 3411 SOUTH 120TH PLACE TUKWILA WA 98168 I I I i I i -C2 X 1 I C4 i X 61� " C3 I C2 1 Cly j ! \ B1 W Y CROSS AISLE D OWN AISLE BAY DEPTH Cl BAY WIDTH SELECTIVE RACK MULTI RACK LOAD BEAM NOMENCLATURE COLUMN NOMENCLATURE B1 RACK EXTERIOR Cl CORNER - RACK EXTERIOR B2 RACK INTERIOR C2 INTERMEDIATE - RACK EXTERIOR C3 END - RACK EXTERIOR C4 INTERMEDIATE - RACK INTERIOR REFERENCE DATA: THIS CALCULATION REVIEW THE INSTALLATION OF STORAGE RACKS FOR STRUCTURAL ADEQUACY. THE SEALING OF DRAWINGS IS FOR THE STRUCTURAL REVIEW OF THE STORAGE RACKS ONLY. OTHER INFORMATION IS NOT REVIEWED, NOR APPROVED. DOCUMENTS: DRAWINGS BY STORAGE RACK ENGINEER: ANDREW L. KIRBY DRAWINGS W OTHERS: DRAWING NUMBER SHEET REV DATE REMARKS 150245 S1 04-20-15 MASTER LAYOUT PLAN & ELEVATIONS 1 OF 57 Fl Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE i PROJECT: ALK-RO Smuckers Pushabdc Job#2307 CONSULTING ENGINEER 2 OF 57 5/3/2015 PRODUCT LOAD INFORMATION: LOADS: 3ROUP1 PUSHBACK WE PRODUCT LOAD Pave = 2500.00 lb AM PRODUCT LOAD P = 2500.00 lb )EAD LOAD D = 100.00 lb AT 4% OF MAX PRODUCT LOAD -IVE LOAD L = 0.00 lb MPACT LOAD 1 = 625.00 lb AT 25% OF MAX PRODUCT LOAD 3ROUP 2 DRIVE-IN (DOUBLE STACKED) WE PRODUCT LOAD Pave = 2200.00 lb WAX PRODUCT LOAD P = 220.00 lb )EAD LOAD D = 8.80 lb AT 4% OF MAX PRODUCT LOAD -IVE LOAD L = 0.00 lb MPACT LOAD 1 = 55.00 lb AT 25% OF MAX PRODUCT LOAD 3ROUP 3 WE PRODUCT LOAD Pave = 0.00 lb AAX PRODUCT LOAD P = 0.00 lb )EAD LOAD D = 0.00 lb AT 4% OF MAX PRODUCT LOAD .IVE LOAD L = 0.00 lb MPACT LOAD 1 = 0.00 lb AT 25% OF MAX PRODUCT LOAD 3ROUP 4 WE PRODUCT LOAD Pave = 0.00 lb NAX PRODUCT LOAD P = 0.00 lb )EAD LOAD D = 0.00 lb AT 4% OF MAX PRODUCT LOAD -IVE LOAD L = 0.00 lb MPACT LOAD 1 = 0.00 lb AT 25% OF MAX PRODUCT LOAD 3ROUP 5 WE PRODUCT LOAD Pave = 0.00 lb AAX PRODUCT LOAD P = 0.00 lb )EAD LOAD D = 0.00 lb AT 4% OF MAX PRODUCT LOAD .IVE LOAD L = 0.00 lb MPACT LOAD 1 = 0.00 lb AT 25% OF MAX PRODUCT LOAD NOTES: VERTICAL DEAD PLUS LIVE LOAD MAX. LOAD PER PALLET USED AS MAX PRODUCT LOAD FOR CROSS -AISLE ANALYSIS AVE. LOAD PER PALLET USED AS AVE. PRODUCT LOAD FOR DOWN -AISLE ANALYSIS DEAD LOAD OF RACK IS USUALLY NEGLIGIBLE ( REPRESENTS 5 2% OF WEIGHT OF STORED CONTENTS). CONSERVATIVELY, THIS DESIGN ASSUMES A DEAD LOAD DL = 41/6 OF STORED CONTENTS. IMPACT LOADS OF MACHINE LOADED (PALLET & SELECTIVE RACKS) CONSERVATIVELY ASSUME BEAMS ARE SIMPLY SUPPORTED UNLESS NOTED OTHERWISE. CONSERVATIVELY DESIGN ALL BEAMS FOR 25% IMPACT, UNLESS NOTED OTHERWISE. IMPACT LOADING IS TYPICALLY 25% OF MAX PRODUCT LOAD. ADJUSTMENTS MAY BE MADE ACCORDING TO UNUSUAL LOADING CONFIGURATIONS. CONNECTORS MAY BE USED AT BEAM ENDS TO RESIST IMPACT BENDING ONE PALLET WIDE BEAM SPAN... DESIGN MOMENT IS 1.25 TIMES MOMENT DUE TO THE PALLET LOAD ALONE. TWO PALLET WIDE BEAM SPAN... MAXIMUM DESIGN MOMENT OCCURS AT [(3/4k + 1)/(2k + 2)jW ALONG BEAM WHERE k = IMPACT % AND W = BEAM SPAN THREE PALLET WIDE BEAM SPAN... MAXIMUM DESIGN MOMENT OCCURS AT MID SPAN SEE BEAM DESIGN CALCULATIONS FOR INFORMATION... ADDITIONAL NOTES: CROSS AISLE FRAME DESIGN BASED ON TRIBUTARY LOAD PER FRAME WIDTH Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only 4VOld0 .SSZ I N a O W N 3 °Q I I x' v V1 w W /' `'Y I X 1 x 1 3 x a m 0 ` I ' 0 CD am cn • n0 ur O m�U m00 u�a0 m�a KWa mzln 0 a 3 m O 2 11-1913N kill ui nm z z Nm0 n Z 0 ,0 �O x OU w Inn 3a 2t, ME Nva9 A'9'1 N Qa Q O m 3 O W O xx Z V - �U-U in r-------- } r - - - - - - - - - a : of z r—XVN .99 p l 00 N I R� I CICG NI p� I Al I NI� w � I III D L------cD ZV'Q L-------- IH r------- a_ r-------- u i o '00 XVN .99 II I I O n �x I IG u IT AI I III, Q O I I '9'O.1.6L '9'O'1.66 NV39 d0 d01 .9L I 3NV?l-4 .370? cn O I J J W F- _ O N Q Z Wtn S N K Z U m W W M Q CD IQ- W 0 D W W ® O U O (n (if m (n N vi Ji3z m O o am N�- ~ Q O Z d H J N Z N Q J M U ml '- O a m CL M O W vI-i p a 4i o\ Z Q Z 3 0 p\ 0 Y U N� O O O O J d N N ¢ M N m a !n m VQ 0 J Q' W Ln N In N II <p W\ J\ 0— Z (n Q J Y Of w0 ��^ I- 2'�K� W-� xm mom- In x 0 m W ¢ Q:xL ¢at"'�O a.UZU a_ QofzZi- minc0010 ¢i 3 Q�n 3 (n a ¢ 3 OF 57 Andrew L. Kirby, PE i PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 LATERAL DESIGN LOAD CRITERIA: ADDRESS: 3411 SOUTH 120TH PLACE, TUKWILA, WA 98168 GOOGLE EARTH USGS WEBSITE INFORMATION LATITUDE N 47.4948 "N Ss = 1.512 g LONGTITUDE W-122.2882 "W S1 = 0.567 g BASED ON SITE CLASS B, Fa = 1.0 AND Fv = 1.0 ASCE 7- SEISMIC DESIGN CRITERIA: RISK CATEGORY OPENED TO PUBLIC IMPORTANCE le MAPPED SPECTRAL Ss RESPONSE ACCELERATIONS St SITE CLASS SITE COEFFICIENTS Fa Fv RESPONSE COEFFICIENTS SMS SM1 SDS SDI SEISMIC DESIGN CATEGORY = I = NO - 1.00 = 1.512 = 0.567 = D = 1.000 = 1.500 = 1.512 = FaSs = 0.851 = FvS1 1.008 = 2/3 SMS = 0.567 = 2/3 SM1 = D ASCE 7-10 TABLE 1.5-1 SEISMIC IMPORTANCE FACTOR AND OCCUPANCY USGS MAPS OF SPECTRAL RESPONSE ASSUMED INTERPOLATED FROM ASCE 7-10 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 & TABLE 1.6.2 ASCE 7, SECTION 15.5.3 0.044 SDs le W < o.so sl to W V _ SDI Ie W < SDS le W R RT R SOLVE FOR T BY ANY RATIONAL METHOD TO DETERMINE THE SEISMIC BASE SHEAR. SEE THE FOLLOWING PAGES FOR THE DETERMINATION OF THE PERIOD AND BASE SHEAR FOR EACH STORAGE RACK CONFIGURATION. ASCE 7- WIND DESIGN CRITERIA: RACK SYSTEMS ARE INSIDE A BUILDING AND WILL NOT BE EXPOSED TO WIND FORCES 4 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 PALLET SUPPORT BEAMS: EXTERIOR CONDITION - TWO PALETTES PER BEAM PAIR STORAGE RACK BEAM SPAN W = 96.00 in CONNECTOR F 1000.00 in-kips/rad PRODUCT LOAD - LOAD PER PAIR: GROUP 1 PUSHBACK AVE PRODUCT LOAD Pave = 2500.00 Ib MAX PRODUCT LOAD P = 2500.00 lb x 2.0 PER PAIR OF BEAMS DEAD LOAD D = 100.00 Ib AT 4% OF MAX PRODUCT LOAD LIVE LOAD L = 0.00 Ib PER TYPICAL PAIR OF BEAMS IMPACT LOAD 1 = 625.00 lb AT 25% OF MAX PRODUCT LOAD AREA LOADS - LOAD PER BEAM: DEAD LOAD wd 0.00 psf x 0.00 ft = 0.00 plf PER BEAM LIVE LOAD W = 0.00 psf x 0.00 ft = 0.00 plf PER BEAM ADJUSTED LOADS FOR BEAM DESIGN - LOAD PER BEAM: P - 2500.00 Ib MAX TRIBUTARY PRODUCT LOADING FOR BEAM DESIGN D = 100.00 Ib ESTIMATED TRIBUTARY DEAD LOAD FOR BEAM DESIGN 1 = 351.56 Ib TRIBUTARY IMPACT LOAD FROM ONE PRODUCT x 9/8 L = 0.00 Ib TRIBUTARY LIVE LOAD FOR BEAM DESIGN LOAD COMBINATIONS FOR EACH LOAD SUPPORT BEAM: P = 1.01) + 1.01_ + 1.013 = 2.60 kips SERVICE LOAD PER BEAM ... 5.20 kips / PAIR R = P12 = 1.30 kips CONNECTOR VERTICAL LOAD DEAD LOAD FACTOR k = 0.00 P = k D + 1.01- + 1.013 = 2.50 kips SERVICE LOAD FOR DEFLECTION DESIGN PER BEAM Pu = 1.2D+1.6L+1.4P+1.41 = 4.11 kips FACTORED LOAD PER BEAM w/ IMPACT Mu = Pu W 18 = 49.35 in -kips FACTORED MOMENT PER BEAM - SIMPLY SUPPORTED Mu rm = 39.20 In -kips FACTORED MOMENT PER BEAM w/ CONNECTOR RESTRAINT Mu' = 43.44 in -kips FACTORED MOMENT PER SIMPLY SUPPORTED BEAM w/o IMPACT ' GOVERNING BENDING MOMENT BEAM PROPERTIES: C4X4.5 O.K. Lb = 36.00 in Cb = 1.00 rM = 0.794 As = 1.380 inA2 Fy = 50.00 ksi E = 29500.00 ksi Sx = 1.830 in43 Sy = 0.265 in43 Zx = 2.120 M43 Zy = 0.531 In43 rx = 1.630 in ry = 0.457 in Ix = 3.650 inA4 ly = 0.289 in^4 J = 0.032 inA4 rts = 0.524 in ho = 3.700 in Cw = 0.871 inA6 USE INELASTIC BENDING Lp Lb Lr 19.54 < 36.00 < 90.33 FACTORED DESIGN MOMENT: Mn = 96.24 in -kips NOMINAL MOMENT CAPACITY = 0.90 REDUCTION FACTOR Mn = 86.62 in -kips DESIGN MOMENT CAPACITY TRY C4X4.5 Mu' - 43.44 in -kips < 86.62 in -kips BEAM MOMENT CAPACITY O.K. CHECK BEAM SERVICE LOAD DEFLECTION: rd = 1 - 4FW / ( 5FW + 10E lb) DEFLECTION FACTOR FOR CONNECTION RIGIDITY F = 1000.00 in-kips/rad MINIMUM REQUIRED CONNECTOR STIFFNESS Ib = 3.65 in44 BEAM STIFFNESS rd = 0.75 CALCULATED DEFLECTION FACTOR A = L / 240 ALLOWABLE DEFLECTION I = (rd ) S ss = 1.84 in^4 Ix REQ'D USING CONNECTOR FIXITY TRY C4X4.5 Ix REQ'D = 1.84 in^4 < 3.65 in^4 BEAM STIFFNESS O.K. USE: C4X4.5 BEAMS 'PAN = 96 Inches LOAD = 5.20 kips Per PAIR 5OF57 PRODUCT COLUMN BEAM ;ONNEGTOR BEAM IMPACT LOAD ON 1/2 SPAN EQUIVALENT UNIFORM LOAD PER BAY Pu or P N G/32Pu SHEAR PER BEAM I q N/40 IW32Pu LOCATION OF MAXIMUM MOMENT x Mu Mu = 320 Fu N/1280 Mu MAX 361 Fu IN / 1280 PER BEAM WITH IMPACT EQUIVALENT IMPACT INCREASE: 361 / 320 = APPROX. 61/8 4 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 6 OF 57 � PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 PALLET SUPPORT BEAMS: INTERIOR BEAM CONDITION - TWO PALETTES EACH SIDE OF BEAM STORAGE RACK BEAM SPAN W = 96.00 in CONNECTOR F 1000.00 in-kips/rad PRODUCT LOAD - LOAD PER PAIR: GROUP 1 PUSHBACK AVE PRODUCT LOAD Pave = 2500.00 lb MAX PRODUCT LOAD P = 2500.00 lb x 4.0 PER 3 PARALLEL BEAMS DEAD LOAD D = 100.00 lb AT 4% OF MAX PRODUCT LOAD LIVE LOAD L = 0.00 lb PER TYPICAL PAIR OF BEAMS IMPACT LOAD 1 = 625.00 lb AT 25% OF MAX PRODUCT LOAD AREA LOADS - LOAD PER BEAM: DEAD LOAD wd 0.00 psf x 0.00 ft = 0.00 plf PER BEAM LIVE LOAD W = 0.00 psf x 0.00 ft = 0.00 pM PER BEAM ADJUSTED LOADS FOR BEAM DESIGN - LOAD PER BEAM: P = 5000.00 lb MAX TRIBUTARY PRODUCT LOADING FOR BEAM DESIGN D = 200.00 lb ESTIMATED TRIBUTARY DEAD LOAD FOR BEAM DESIGN 1 = 351.56 lb TRIBUTARY IMPACT LOAD FROM ONE PRODUCT x 9/8 L = 0.00 lb TRIBUTARY LIVE LOAD FOR BEAM DESIGN LOAD COMBINATIONS FOR EACH LOAD SUPPORT BEAM: P = 1.01D + 1.01- + 1.013 = 5.20 kips SERVICE LOAD PER BEAM ... 10.40 kips /PAIR R = P/2 = 2.60 kips CONNECTOR VERTICAL LOAD DEAD LOAD FACTOR k = 0.00 P = k D + 1.01- + 1.0P = 5.00 kips SERVICE LOAD FOR DEFLECTION DESIGN PER BEAM Pu = 1.2D+1.6L+1.4P+1.41 = 7.73 kips FACTORED LOAD PER BEAM w/ IMPACT Mu = Pu W 18 = 92.79 in -kips FACTORED MOMENT PER BEAM - SIMPLY SUPPORTED Mu rm = 76.57 in -kips FACTORED MOMENT PER BEAM w/ CONNECTOR RESTRAINT Mu' = 86.88 in -kips ' FACTORED MOMENT PER SIMPLY SUPPORTED BEAM w/o IMPACT GOVERNING BENDING MOMENT BEAM PROPERTIES: C4X7.25 O.K. Lb = 36.00 in Cb = 1.00 As = 2.130 in^2 Fy = 50.00 ksi Sx = 2.290 in^3 Sy = 0.337 in^3 Zx = 2.840 in^3 Zy = 0.695 in^3 rx = 1.470 in ry = 0.447 in Ix = 4.580 in^4 ly = 0.425 in^4 rts = 0.563 in ho = 3.700 in USE INELASTIC BENDING Lp Lb Lr 19.11 < 36.00 < 135.15 rM = 0.825 E = 29500.00 ksi J = 0.082 in^4 Cw = 1.240 in^6 FACTORED DESIGN MOMENT: Mn = 133.00 in -kips NOMINAL MOMENT CAPACITY b = 0.90 REDUCTION FACTOR 0 Mn = 119.70 in -kips DESIGN MOMENT CAPACITY TRY C4X7.25 Mu' - 86.88 in -kips < 119.70 in -kips BEAM MOMENT CAPACITY O.K. CHECK BEAM SERVICE LOAD DEFLECTION: rd = 1 - 4FW / ( 5FW + 10E lb ) DEFLECTION FACTOR FOR CONNECTION RIGIDITY F = 1000.00 in-kips/rad MINIMUM REQUIRED CONNECTOR STIFFNESS lb = 4.58 in^4 BEAM STIFFNESS rd = 0.79 CALCULATED DEFLECTION FACTOR 4 = L / 240 ALLOWABLE DEFLECTION I = (rd ) 8 ss = 3.86 in^4 Ix REQ'D USING CONNECTOR FIXITY TRY C4X7.25 Ix REQ'D = 3.86 in^4 < 4.58 in^4 BEAM STIFFNESS O.K. USE: C4X7.25 BEAMS SPAN = 96 inches LOAD =10.40 kips Per PAIR RODUCT COLUMN BEAM BEAM v 2P 2P GONNEGTOP, W NTERIOR BEAM IMPACT LOAD ON I/2 SPAN EQUIVALENT UNIFORM LOAD PER BAY Pu or P W IG/32Pu SHEAR PER BEAM I G W/40 I7/32Pu LOCATION OF MAXIMUM MOMENT PF Mu MU = 320 Pu IN / 1280 i Mu MAX 361 Pu W / 1260 PER BEAM WITH IINIPACT Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only N O n O 0 Cc) Q S � J X J w ,n R w F B a U) O z Z U 6 r U Iwy LL cow J 0 O w O W LL K O LL O x aWU) r o z N W .'l z � 7 z 2 W W z zo N ri z 3 a JO W EnIr o ,-•� U 11 n m U z ° Z W j 13 U) G {r��. LL O w a a 0 w a: o w N J � N n Y Z LL 7 U) Q ww a O a co z �upy1 x 5 Or c? LL W >< !2 z QO Ic z r F aw , W a U 2 to ¢ N Z O }} O U Qy n " U' Z m a 8 s W IY w Z 7 U CD C7 Z a ¢ ern 2 O j WW > S¢ Z N Q UU> ,� q'.!o'. ot'D fin• z Q9w.w C Pii �z n .0 0 7 w . U) yJ u b (NNz m W ZO W o 9 LL 0 H go �a0a 01n Ww 11 II r = ay 2[^ J J QJ a0U V O ; t O J OrWO Z Q 4 xiOrc L W> 67 is G . w 2 UO W Q .p U (�z2 W G W O QQ(A W JULLZ E Z yJ>�0�00 �p MHE LE T (QJ H-(J nl� O OSW�S00 CN 0'O.F�(JEE ocU. %D<<Qa S� z '. Y YY a Q a_ �' �" 0 0 x f rz n n I Ul � O m l� Q QU HHHH Qo yUQo A A w00- N Q Q 8 0 0 Z r WO N ly C 2 t S O 11O 2 y n n n n U r; a a 3 3 I O Q -o d l s UK, J a 0 0 J Q n3 J 3 Oap L C . . ... . . . . .I . . . . . .1 , .I dd ! i a Q , 1 LL y I 1 1 yN M V y 1 I 1 I J ' � r a I I 1 fry s o .1 . W � I 1 I N O LL w o 1 1 IL om I ,. ,'8 8 �• � li i 'i' i1, � .I'$$ W. z ! JO .�.1 ,I. . •I'�M1� 1yn� 1•i U ! 1 i 'I' •I'�'. 'I •� •' 7 a I•I'�I'I'I' .N In J . I Q issu i o fo'o CL a Fd.I,I•'�E J � u z 88 1 , .I .I . •I ! I I ii I J I I i�! IN I 4 � I ] W J= O A O N •f-'M N� O G � � W m A•10 N Y MN� Y E f ` W x o ? W a �OCri+ 'o0Qo LL ono w°'�d W W N wZ�s- M � W z m U U. Q w _ no n d W d o C4 J H 0 u n u w O v W . � Z m PROJECT: ALK-RO Smuckers Pushabck Job#2307 5/3/2015 INFORMATION FOR MODEL INPUT DOWN AISLE EXTERIOR COLUMNS Andrew L. Kirby, PE CONSULTING ENGINEER L.F. = 1.00 FULL LOAD VALUES FROM PRELIMINARY COLUMN DESIGN H = 1.00% P HORIZONTAL LOAD PER LEVEL % OF VERTICAL LOAD P NI = H/480 Yi INSTALLATION TOLLERANCE NI/ Yi = 0.0021 % P USED = 0.6667 PERCENT OF P USED FOR PERIOD DETERMINATION LEVEL 0.67 P P PER LEVEL kips D = 0.04 P P PER LEVEL kips D' + 0.25 L P PER LEVEL kips 20 18 17 - - - 16 15 - - - 14 13 - - - 12 - - - - --- - -- - - - 11 _ -- 10 - - --_---- 6 7 - - - 6 - - - - 5 - - 3 - - 2 1.66 0.100 0.100 0.000 1 1.667 0.600 8OF57 VERTICAL LOAD P x L.F. PER LEVEL kips HORIZONTAL LOAD H PER LEVEL kips 7 0.018 -- 0.018 - -- - 1.767 _- SEE DOWN AISLE - EXTERIOR FRAME FEM MODEL ANALYSIS FOR PERIOD, APPENDIX A... Vn LOADING FOR BEAM/COLUMN -TYP. LEVEL n V(n-1) SUPPORT BEAM - H n-I TYPICAL U LEVEL (n-1) I V2 GONNEGTOR - TYPIGAL H2 LEVEL 2 LEVEL I III BA5E PLATE - TYPIGAL BASE DOWN AISLE MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 SEISMIC RESPONSE COEFFICIENT - DOWN AISLE - EXTERIOR COLUMNS ADDRESS TUKWILA, WA 98168 GOOGLE EARTH LATITUDE N 47.495 LONGTITUDE W -122.288 ASCE 7-10 SEISMIC DESIGN CRITERIA RISK CATEGORY = I IMPORTANCE le - 1.00 MAPPED SPECTRAL Ss = 1.512 RESPONSE ACCELERATIONS S1 = 0.567 SITE CLASS - D SITE COEFFICIENTS Fa = 1.000 Fv = 1.500 RESPONSE COEFFICIENTS SMS = 1.512 = FaSs SMI = 0.851 = FvS1 SDS = 1.008 = 2/3 SMS Sol = 0.567 = 2/3 SMI SEISMIC DESIGN CATEGORY - D LONG PERIOD TL = 8.00 s ASCE 7-10 TABLE 1.5.1 SEISMIC IMPORTANCE FACTOR AND OCCUPANCY USGS MAPS OF SPECTRAL RESPONSE BASED ON SITE CLASS B, Fa = 1.0 AND Fv = 1.0 ASSUMED INTERPOLATED FROM ASCE 7-10 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 & TABLE 1.6.2 ASCE 7-10 FIG. 22-15 THROUGH 22-20 RACK PERIOD DOWN AILSE Tx - 1.258 s DESIGN PERIOD CALCULATED FROM MODEL Sax - 0.451 g CORRESPONDING SPECTRAL ACCELERATION 1.200 1.000 m Z 0.800 0 r Q w 0.600 w U U Q 0.400 Q d U U w a 0.200 0.000 6 O 1008 g —SPECTRAL ACCELERATION • Sa = SIDS O Sa=Sol m Sa AT DOWN AISLE Tx O Sa AT TL 0.567 g 0.451 g o .4 N PERIOD Is) 0.071 g m a iri 6 n o0 of o .y AISLE DIRECTION STEEL STORAGE RACK BASIC SEISMIC -FORCE -RESISTING SYSTEM > UNBRACED RESPONSE MODIFICATION R = 6.00 RMI OVERSTRENGTH FACTOR 00 = 3.00 RMI DEFLECTION AMPLIFICATION Cd = 5.50 RMI PER RMI SECTION 2.6.3 THE PERIOD MAY BE DETERMINED USING TESTED VALUES OF THE CONNECTIONS. THESE RACKS ARE DESIGNED TO BE FLEXIBLE, WITH ROTATION AT THE CONNECTIONS, THEREFORE USE ASCE 7 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. PER ASCE 7 12.8.6.1 MINIMUM BASE SHEAR FOR COMPUTING DRIFT THE ELASTIC ANALYSIS OF THE SEISMIC FORCE -RESISTING SYSTEM FOR COMPUTING DRIFT SHALL BE MADE USING THE PRESCRIBED SEISMIC DESIGN FORCES OF SECTION 12.8. EXCEPTION: EQ 12.85 NEED NOT BE CONSIDRERED FOR COMPUTING DRIFT. THIS DESIGN IS BASED ON PERIOD DETERMINATION AND DRIFT CALCULATIONS - THEREFORE MINIMUM LIMITS ON Cs WILL NOT APPLY Tx = 1.26 s < 8.00S = TL CS = 0.075 = SD11(T(R/le)) ASCE 7-10 (12.8-3) Cs OVERIDE VALUE FROM SITE SPECIFIC VALUES DOWN AISLE DIRECTION Cs - 0.075 CALCULATED SEISMIC RESPONSE COEFFICIENT 9 OF 57 4 Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 DISTRIBUTION OF FORCES - DOWN AISLE DIRECTION - EXTERIOR COLUMNS TRIBUTARY LOAD PER COLUMN NODE ( UNIT LOAD) P = 2500.00 Ib UNIT PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 100.00 Ib DEAD LOAD PER COLUMN NODE AT EACH LEVEL BASED ON PERCENTAGE OF PRODUCT LOAD U = 0.00 Ib ADDITIONAL DEAD LOAD PER COLUMN NODE AT EACH LEVEL L = 0.00 Ib ADDITIONAL LIVE LOAD PER COLUMN NODE AT EACH LEVEL ... 25.00 %FOR Ws LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P% PrF P) + D + 0.25L WHERE D INCLUDES D' AND LL INCLUDES L IF ANY P% = 0.67 <<< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Cs = 0.0751 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws = 3533.33 Ib TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.8-1) V = 265.38 Ib SEISMIC BASE SHEAR PER BAY - DOWN AISLE DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMI 2.6.7 10 OF 57 LUAU YtK LtVtL S 1UKT SHLAK GENTEK OF LUAU LEVEL HT. # UNIT %P Prr P + D # ADD & + 0.25%L wl wi hi Cvx = wi hl Fx = Cvx V Vx = E Fx Ybar = Fx hx I V in LOADS Ibs LOADS Ibs Ibs E(wi hi) Ib Ib in 20 19 18 17 - 15 14 - -: 13 12 10 - 9 - 7 6 6 3 2 176.00 Co 1166.67 1766.7 310933.3 0.64 171.1 171A 113.47 1 97.00 1.00 1766.67 1766.7 171366.7 0.36 94.3 266.4 34.47 E = 3533.3 482300.0 1.0 265.4 147.930 p = 1.00 REDUNDANCY FACTOR MAY BE 1.0 FOR UNBRACED RACK WITH A MINIMUM OF TWO CONNECTED BAYS (DOWN AISLE) E = 265.38 Ib p E = 265.38 Ib MODEL FOR P-DELTA USING FACTORED LOAD COMBINATION: (1.2 + 0.2 SDs) D + (1.2 + 0.2 SDs)p P + 0.5 L + p E I I - Dor REP � V I I I V I I IV I � I I � I I I � I G� �T i GI ,T i C `T l+ E� 1} T V A151-E FRAME :E5ENTATION DONN A15LE MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only PROJECT: ALK-RO Smuckers Pushabck Job#2307 5/3/2015 INFORMATION FOR MODEL INPUT DOWN AISLE EXTERIOR COLUMNS L.F. = 1.00 H = 1.00% P NI = H/480 Yi NI / YI = 0.0021 % P USED — 0.6667 Andrew L. Kirby, PE CONSULTING ENGINEER 11 OF 57 FULL LOAD VALUES FROM PRELIMINARY COLUMN DESIGN HORIZONTAL LOAD PER LEVEL % OF VERTICAL LOAD P INSTALLATION TOLLERANCE PERCENT OF P USED FOR BASE SHEAR LEVEL FACTORED Pu PER LEVEL kips UNFACTORED P PER LEVEL kips NOTIONAL LOAD Ni PER LEVEL kips DISTRIBUTED Vi PER LEVEL kips COMBINED NI + VI Hu PER LEVEL kips 20 - 15- 1�4 -- -- 13 12 6 - - - - 3 _ — - 2.593 2.693 _ 2;600 2.600 0.006 0.005 0.171 0.094 0.100 1 SEE DOWN AISLE - EXTERIOR FRAME FEM MODEL ANALYSIS FOR P-DELTA, APPENDIX A... Vn LOADING FOR BEAM/COLUMN -TYP. LEVEL n I v V(n-1) SUPPORT BEAM - H n-I TYPICAL LEVEL (n-1) i I V2 ' GONNEGTOR - TYF16AL H2 LEVEL 2 VI HI LEVEL I BA5E PLATE - /_ TYPICAL BASE I DOWN AISLE MODEL] Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only A tn LL 0 N j J Z Q aW �W ;;.bz z W z a O U H J Z W J H Q U U) 1 o W WO O Cl) LL Z O FW QOOW a tnC�IW-IW- = Z a y CO 0- (�jzw» x 0 0 IX C) � 0 0 p0� F WZY Y YX-j 0 0 0 J m N Z-1 N N h W L Z Q Z Z O CLLo 09 O VOLL + o''o i to 3 ° j i I 0) CID N M O Z IW uj W W N aI I I f I 0 ^C) �y I l o (D c o'Io i Z_ D r 4 dui i jN N IL IL Y i I i Nin 9 Y II i I II � I` I fo'o tu co cm 13 UA I solo ui 'I,I11 J tk O W10, A 1�b "0'af'N 'r O N;T-�e- a-'V'e-ine- V- " Qt•;aD A''.101b !s! MINr Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 513/2015 SEISMIC RESPONSE COEFFICIENT - DOWN AISLE - INTERIOR COLUMNS ADDRESS TUKWILA, WA 98168 GOOGLEEARTH LATITUDE N 47.495 LONGTITUDE W-122.288 ASCE 7-10 SEISMIC DESIGN CRITERIA RISK CATEGORY I IMPORTANCE le - 1.00 MAPPED SPECTRAL Ss = 1.512 RESPONSE ACCELERATIONS S1 = 0.567 SITE CLASS - D SITE COEFFICIENTS Fa = 1.000 Fv = 1.500 RESPONSE COEFFICIENTS SMS = 1.512 = FaSs SMt SDS SDI SEISMIC DESIGN CATEGORY LONG PERIOD TL 0.851 = FvS1 1.008 = 2/3 SMS 0.567 = 2/3 SM1 D 8.00 s ASCE 7-10 TABLE 1.5-1 SEISMIC IMPORTANCE FACTOR AND OCCUPANCY USGS MAPS OF SPECTRAL RESPONSE BASED ON SITE CLASS B, Fa = 1.0 AND Fv =1.0 ASSUMED INTERPOLATED FROM ASCE 7-10 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 & TABLE 1.6.2 ASCE 7-10 FIG. 22-15 THROUGH 22-20 RACK PERIOD DOWN AILSE Tx - 1.572 s DESIGN PERIOD CALCULATED FROM MODEL Sax = 0.361 g CORRESPONDING SPECTRAL ACCELERATION 1.200 --SPECTRAL ACCELERATION 1.000 1.008 g • Sa = SDS ♦ Sa=SD1 Z 0.800 p • Sa AT DOWN AISLE Tx a ♦ Sa AT TL Uj 0.600 w 0.567 g U U Q � 0.400 < 0.361 g G W a 0.200 0.071 g 0.000 d d .4 0 n m 1 cd S g g 8 10 n ao m ti A 14 PERIOD (s) AISLE DIRECTION STEEL STORAGE RACK BASIC SEISMIC -FORCE -RESISTING SYSTEM > UNBRACED RESPONSE MODIFICATION R = 6.00 RMI OVERSTRENGTH FACTOR 00 = 3.00 RMI DEFLECTION AMPLIFICATION Cd = 5.50 RMI PER RMI SECTION 2.6.3 THE PERIOD MAY BE DETERMINED USING TESTED VALUES OF THE CONNECTIONS. THESE RACKS ARE DESIGNED TO BE FLEXIBLE, WITH ROTATION AT THE CONNECTIONS, THEREFORE USE ASCE 7 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. PER ASCE 7 12.8.6.1 MINIMUM BASE SHEAR FOR COMPUTING DRIFT THE ELASTIC ANALYSIS OF THE SEISMIC FORCE -RESISTING SYSTEM FOR COMPUTING DRIFT SHALL BE MADE USING THE PRESCRIBED SEISMIC DESIGN FORCES OF SECTION 12.8. EXCEPTION: EQ 12.85 NEED NOT BE CONSIDRERED FOR COMPUTING DRIFT. THIS DESIGN IS BASED ON PERIOD DETERMINATION AND DRIFT CALCULATIONS - THEREFORE MINIMUM LIMITS ON Cs WILL NOT APPLY Tx = 1.57 s < 8.005 = TL Cs - 0.060 = SD1 /(T (R /le)) ASCE 7-10 (12.83) OVERIDE VALUE FROM SITE SPECIFIC VALUES DOWN AISLE DIRECTION Cs ---0.0�60 CALCULATED SEISMIC RESPONSE COEFFICIENT 15OF57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 DISTRIBUTION OF FORCES - DOWN AISLE DIRECTION - INTERIOR COLUMNS TRIBUTARY LOAD PER COLUMN NODE ( UNIT LOAD) P = 2500.00 lb UNIT PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 100.00 lb PERCENTAGE DEAD LOAD PER COLUMN NODE AT EACH LEVEL U = 0.00 lb ADDITIONAL DEAD LOAD PER COLUMN NODE AT EACH LEVEL L = 0.00 lb ADDITIONAL LIVE LOAD PER COLUMN NODE AT EACH LEVEL 25.00 % FOR Ws LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P%PrfP) + D + 0.25L WHERE D INCLUDES D' AND LL INCLUDES L IF ANY P% = 0.67 <<< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Cs = 0.0601 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws = 7100.00 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs WS ASCE 7-10 (12.8.1) V = 426.79 lb SEISMIC BASE SHEAR PER BAY - DOWN AISLE DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMI 2.6.7 16 OF 57 LEVEL HT. # in # UNIT %P PrfP + D LOADS Ibs # ADD V + 0.25%L LOADS Ibs wi Ibs wi hi Cvx = wi hl E(wi hi) LUAU YCK LCVCL Fx = Cvx V lb SIUKT SKCAK Vx = £ Fx lb ULN ILK OF LUAU Ybar = Fx hx I V in 20 19 - 18 _ 17- 16 - - 14 13 12 - - 11 - 10 7 4.-- 3 2 176.00 c < '. 3550.00 - - 3550.0 624800.0 0." 275.1 276.1 - 113.47 1 97.00 2.00 3650.00 3550.0 344350.0 0.36 151.6 426.8 34.47 £= 7100.0 969150.0 1.0 426A I47 Asn p = 1.00 REDUNDANCY FACTOR MAY BE 1.0 FOR UNBRACED RACK WITH A MINIMUM OF TWO CONNECTED BAYS (DOWN AISLE) E = 426.79 lb p E = 426.79 lb MODEL FOR P-DELTA USING FACTORED LOAD COMBINATION: (1.2 + 0.2 SDs) D + (1.2 + 0.2 SDs)P P + 0.5 L + p E REP J I I I V I I V I I I $ I I I � I GI ,T i GI ,T i GI tT 1♦ I I 1+ I E I 1t N A15LE FRAME ?E5ENTATION DOWN A15LE MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 17 OF 57 PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 INFORMATION FOR MODEL INPUT DOWN AISLE INTERIOR COLUMNS L.F. 1.00 H = 1.00% P Ni = H1480 Yi NI / Yi = 0.0021 % PL USED = 0.6667 FULL LOAD VALUES FROM PRELIMINARY COLUMN DESIGN HORIZONTAL LOAD PER LEVEL % OF VERTICAL LOAD P INSTALLATION TOLLERANCE PERCENT OF PL USED FOR BASE SHEAR LEVEL FACTORED Pu PER LEVEL kips UNFACTORED P PER LEVEL kips NOTIONAL LOAD Ni PER LEVEL kips DISTRIBUTED Vi PER LEVEL kips COMBINED Ni + Vi Hu PER LEVEL ki s 13 9 - - - - 7 3 - 1 5.186 1 6.200 0.011 0.152 11 0.162 SEE DOWN AISLE - INTERIOR FRAME FEM MODEL ANALYSIS FOR P-DELTA, APPENDIX A... Vn I -LOADING FOR .. r. 4.� . BEAM/COLUMN -Tl'P. Hn li LEVEL n V(n-1) 5UPPORT BEAM - H n-U TYPIGAL LEVEL (n-1) V2 CONNECTOR - TYPIGAL H2 L LEVEL 2 VI I I HI LEVEL I BA5E PLATE - i TYPIGAL DOWN A15LE MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 18 OF 57 COLUMN INTERACTION DESIGN: DOWN AISLE INTERIOR COLUMNS COLUMN AXIAL AND BENDING FORCES PER LEVEL FROM DOWN AISLE ANALYSIS RESULTS: ¢ = 0.90 STRENGTH REDUCTION FACTOR E = 2.95E+07 ksi COLUMN STEEL MODULUS OF ELASTICITY Fy = 5.50E+01 ksi COLUMN STEEL YIELD FEMANALYSIS RUN., UD2R1 UNBRACED LENGTHS COLUMN PROPERTIES COLUMN DEMANDS COLUMN INTERACTION LEVEL Lx Ly COLUMN +Pnx +Pny bPn MIN S'x +Mnx ELEMENT Pu Mu Pu 8 Mu + in in kips kips kips inA3 in -kips ID kips In -kips {bP.n 9 omn 20 19 18 17 .. - 15 - _ 14 13 _ - - 12 - - - - - - 10 8 - 5 - 4 3 2 79-40 76.00 RD 3x3130a 26.668 27.491 26.668 0.766 37.904 E4 5.186 17.910 0.614 1 97.00 42.00 2RD 3x3 13Gs 43.358 77.041 43.358 1.531 75.808 E1 10.372 34.010 0.638 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 19 OF 57 CONSULTING ENGINEER PROJECT: ALK-RO Smuckers Pushabck Job#2307 5/3/2015 INFORMATION FOR MODEL INPUT CROSS AISLE PUSHBACK MAX P = 2500 OD Es USE YA)ODUM UNIT P FOR CROSS AISLE LOADS H 0.01 P HORIZONTAL LOAD PER LEVEL % VERTICAL LOAD P 1 0 00 % L NI H1480 YI INSTALLATION TOLLERANCE NI IY = 0OD21 %P USED - 0667 PFR[:Fkfr nF Pl 1 LC n F Q RACE cuceR eNn PFRm ncTcoueu•rvw INFORMATION USED IN FEM ANALYSISDETERMINATION PERIOD- 0 LEVEL 8 LOAD HT. In JOWD THE MODU lJ. MAX P NUMBER OF RAIL LENGTH LOAD to P In kAn - P PER LEVEL P PER LEVEL k!n k!n a L RAIL LENGTH E ID in OVER RAIL kM VERTICAL P PER LEVEL Mn RI O T H PER LEVEL knn 0 0 1000 000 0.00 1 17 000 000 OOD 00000 - - p 16 000 000 000 0 ODOO- 00 14 0.00 13000 000 0 000 0 1 - 000 0.DO U 00 0 WOO _ _ 0.WOO 11 -000 OW 000 U000 000 OWW 7 00I 00 0. 000 000 0 ou 0 00DOp 0 p 0 UOU 4 000 OOD 000 00000 000 00000 -000 0,00 000 0 wooO.OD ---0-0-0w- 250000 8 00 197,00 01015_0.00 0.0877 0.0041 0 W 0.0710 0.0007 z 191.00 0 IU15 0.0677 0.00+1 - 0,0000 omle D.0oo7 USE VA OR MASTAN TO MODEL CROSS AI SE READ OFF RESULT OF PERIOD AND PUT HERE »>1.1231 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 20 OF 57 PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 SEISMIC RESPONSE COEFFICIENT - CROSS AISLE CROSS AISLE PUSHBACK ADDRESS 3411 SOUTH 120TH PLACE, TUKWILA, WA 98168 GOOGLE EARTH LATITUDE N 47.495 LONGTITUDE W -122.288 ASCE 7-10 SEISMIC DESIGN CRITERIA RISK CATEGORY = I IMPORTANCE le - 1.00 MAPPED SPECTRAL Ss = 1.512 RESPONSE ACCELERATIONS S1 = 0.567 SITE CLASS - D SITE COEFFICIENTS Fa = 1.000 Fv = 1.500 RESPONSE COEFFICIENTS SMS = 1.512 = FaSs SMt = 0.851 = FVSI SOS - 1.008 = 2/3 SMS SDI = 0.567 = 2/3 SM1 SEISMIC DESIGN CATEGORY - D LONG PERIOD TL = 8.00 s ASCE 7-10 TABLE 1.5-1 SEISMIC IMPORTANCE FACTOR AND OCCUPANCY USGS MAPS OF SPECTRAL RESPONSE BASED ON SITE CLASS B, Fa = 1.0 AND Fv = 1.0 ASSUMED INTERPOLATED FROM ASCE 7-10 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 & TABLE 1.6.2 ASCE 7-10 FIG. 22-15 THROUGH 22-20 RACK PERIOD CROSS AISLE Ty - 1.123 s DESIGN PERIOD CALCULATED FROM MODEL Say - 0.505 g CORRESPONDING SPECTRAL ACCELERATION 1.200 -SPECTRAL ACCELERATION 1.000 1.008 g e Sa = SDS =° O Sa = SDS Z 0.800 O G Sa AT CROSS AISLE Ty H ¢ O Sa AT TL cc: 0.600 w 0.567 g U 0.505 g 0.400 z U U w a 0.200 `n 0.071 g 0.000 8 O 0 $ ea N 8 8 S 8 8 e 8 8 T V N i0 1� pp aj p PERIOD (s) AISLE DIRECTION STEEL STORAGE RACK BASIC SEISMIC -FORCE -RESISTING SYSTEM > UNBRACED RESPONSE MODIFICATION R = 6.00 RMI OVERSTRENGTH FACTOR DO = 3.00 RMI DEFLECTION AMPLIFICATION Cd = 5.50 RMI PER RMI SECTION 2.6.3 THE PERIOD MAY BE DETERMINED USING TESTED VALUES OF THE CONNECTIONS. THESE RACKS ARE DESIGNED TO BE FLEXIBLE, WITH ROTATION AT THE CONNECTIONS, THEREFORE USE ASCE 7 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. PER ASCE 712.8.6.1 MINIMUM BASE SHEAR FOR COMPUTING DRIFT THE ELASTIC ANALYSIS OF THE SEISMIC FORCE -RESISTING SYSTEM FOR COMPUTING DRIFT SHALL BE MADE USING THE PRESCRIBED SEISMIC DESIGN FORCES OF SECTION 12.8. EXCEPTION: EQ 12.8-5 NEED NOT BE CONSIDRERED FOR COMPUTING DRIFT. THIS DESIGN IS BASED ON PERIOD DETERMINATION AND DRIFT CALCULATIONS - THEREFORE MINIMUM LIMITS ON Cs WILL NOT APPLY Ty = 1.12 s < 8.005 = TL Cs = 0.084 SDI / (T (R / le)) ASCE 7-10 (12.8-3) CROSS AISLE DIRECTION CS - 0.084 CALCULATED SEISMIC RESPONSE COEFFICIENT Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 DISTRIBUTION OF FORCES - CROSS AISLE DIRECTION CROSS AISLE PUSHBACK TRIBUTARY LOAD PER LEVEL (UNIT LOAD) 21 OF 57 P = 2500.00 lb UNIT PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 100.00 lb PERCENTAGE UNIT DEAD LOAD PER LEVEL - AT 4.00 % D' = 0.00 psf ADDITIONAL UNIT DEAD LOAD PER LEVEL L = 0.00 psf ADDITIONAL UNIT LIVE LOAD PER LEVEL 25.00 % FOR Ws LOADS CONTR/BU7MIG TO EARTHQUAKE FORCES Ws = (P% Prf P) + 0 + 0.25L WHERE D INCLUDES 0' AND LL INCLUDES L IF ANY P% = 0.67 <<< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Ca 0.0841 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws = 28266.67 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.8-1) V 2318A2 lb SEISMIC BASE SHEAR PER BAY - CROSS AISLE b 197.00 in CROSS AISLE DEPTH OF RACK - CENTER TO CENTER DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RM12.6.7 LEVEL HT. If In 0 UNIT %P Prf P + D LOADS Ibs TRIB D' + 0.26%L AREA Ibs VA Ibs wl hl Cvx = wil hl E(vA hl) Fx = Cvx V lb Vx - E Fx lb Ybar Fx hx / V In 20 14- 13 12 10 9 7 8 4 3 2 173.00 F, vo 14133.33 14133.3 2515733.3 0.64 1628A 1628A 114.383 1 99.00 8.00 14133.33 14133.3 1399200.0 0.36 860.0 2378.4 35.383 L- Z0Z00.1 avl4033.3 IN Z315A 145.765 P = 1.00 REDUNDANCY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 33% REDUCTION IN SEISMIC RESISTANCE E = V (Ybar / b) 1808.14 fb p E = 1808.14 lb VERTICAL COMPONET OF SEISMIC LOAD AT COLUMN BASE MODEL FOR P-DELTA USING FACTORED LOAD COMBINATION: (1.2 + 0.2 SDs) D +(1.2+0.2 SDs)p P +0.5 L+ p E P.AME 7N Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only aW z z w t7 �-1 z �a zm � z o n n Z + � H O " cl 2 r n S y En n N n S O N J a 'z 5 N H J 4 W N 7 X J �>w p u{ o c� d X LL a c: o � d c- Li' c: c5 w a N c� A 0 a u 0 a � Np J e s 1� crag' o ti- �z F+ <z e? a. 11 . n r Gt1 Q pOx 0 0 a Q €* pLe W� i a J a j W D; yN_ 2 Q a y U O U n O 0 W . rLL KC�O In G J LL 7 O Y V O U O W m O w J W H F a () tp M L oCo zf� W » W O`'nUO Q Z Y Y Q Y R Q O W W x IL J Q a Mm b rri J WZ q a it La r O In N J J O ato u uwWLL 00 I C% . . . . . + C o o '.O Q!I IL w'Oimm� c nDimso ' a ,� • m Iq to Z w "S a — �.A A t7 Cl) M m T l9to — ocoo Z m m wpm „ a a.N N N N aa .6 O imp mOf . (DD tACi/AD . . . . . . . a% s ...•tC ati tc N N N N C" «N a mNN . ' 4 Y n Am x x M x n e� en eo DO 000 . (� Ka'K go•go O a o •a ` 2 W C04- 10 •'aN -Omm.A m.W. If 00Iarn o &i . . . . . .'n .9 V V t'f + t G O G G a to _ �COEn W fJ W _ w wwatw « E` a f` A tV N cvMam l9 m Q+ O1 (D m m In— oo� Z coaomm n. . . . . . . . . . . 4iiCi a 8 to t7 Cl) N N 0 7 06 4 Y N N <pa Q C OO N + Y , M N n J . ... . . . M % K M Mf n tJ 000a M N . . .. . ... Soon . . . . . . . . . .Yf O O ID i pr g F Z W re W Om mAtlN�11oN e-O N � 24 OF 57 PROJECT: ALK-RO Smuckers Pushabck Job#2307 5/3/2015 BEAM CONNECTOR INFORMATION: LOAD BEAM CONNECTORS - Andrew L. Kirby, PE CONSULTING ENGINEER COLUMN NUMBER OF FASTENER TESTED ROTATIONAL DESIGN MOMENT CONNECTOR THICKNESS FASTENERS DIAMETER STIFFNESS CAPACITY TYPE 14 ga 3 PINS 7/16 in 600.0 in-k/red 16.63 in-k R3.14 14 ga 4 PINS 7/16 in 1000.0 in-k/rad 33.06 in-k R4.14 13 ga 3 PINS 7/16 in 600.0 in-k/rad 16.63 in-k R3.13 13 ga 4 PINS 7/16 in 1200.0 in-k/rad 33.06 in-k R4-13 12 ga 3 PINS 7/16 in 700.0 in-k/rad 16.28 in-k R3-12 12 ga 4 PINS 7/16 in 1400.0 in-k/rad 30.66 in-k R4-12 11 ga 3 PINS 7/16 in 800.0 in-k/rad 13.37 in-k R3-11 11 ga 4 PINS 7116 in 1600.0 in-k/rad 26.73 in-k R4.11 11 ga+ 2 BOLT 1/2 in 3600.0 in-k/rad 42.93 in-k B2-10 11 ga+ 3 BOLT 112 in 3600.0 in-k/rad 42.93 in-k B3-10 11 ga+ 4 BOLT 1/2 in 4600.0 in-k/rad 64.40 in-k "10 UL I IIVIM I c J I nCIYV i n VMLUCJ LIO I cU - LOAD BEAM _ _ _ _ COLUMN 0Rn � rN- ® > - - > - - - - - - - - O-- m- -- -- O , --- --- ORn SIDE SDE RIVET CONNECTORS VIEN VIEW RIVET CONNECTIONS DOWN AISLE DIRECTION OI LOAD EA- MQ B- 0 0 BT5 O 0 COLUMN /-- O O0 O OI O ORn O 0Rn ~O 0RnO ry I BOLTED CONNECTORS SIDE SIDE SIDE DOM A15LE DIRECTION VIEW VIEW VIEW BOLTED GONNECTION5 CROSS BEAM CONNECTORS: POST BOLT NUMBER OF FASTENER TESTED ROTATIONAL DESIGN MOMENT CONNECTOR GAGE SPREAD FASTENERS DIAMETER STIFFNESS CAPACITY TYPE 12 6 in 2 BOLT 1/2 in 2626.0 in-k/rad 36.81 in-k CB2-E SADDLE 12 8 in 2 BOLT 1/2 in 3600.0 in-k/rad 49.09 in-k CB2-8 SADDLE 12 6 in 2 BOLT 112 in 2626.0 in-k/rad 36.81 in-k SB2-6 SANDWICH 12 8 in 2 BOLT 1/2 in 3600.0 in-k/rad 49.09 in-k SB2-8 SANDWICH 5DE VIEW BOLTED CONNECTORS GR055 BEAMS 0Rn I BOLTS I I I I ° I Je °us O I t111TRi�- a� I COLUMN mRn DOWN A15LE DIREGTION SIDE SADDLE SANDWICH VIEW CONNECTOR CONNECTOR STEEL ADJJUSTED GAGE STIFFNESS 13 600.4 13 1200.8 13 600.0 13 1200.0 13 600.3 13 1200.6 13 600.0 13 1200.0 13 2625.0 13 2625.0 13 3375.0 STEEL ADJJUSTED GAGE STIFFNESS 13 2251.1 13 3001.4 13 2251.1 13 3001.4 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only n LL 0 N N U� w O 0 N_ a Y Y _ 00 V O{ 1 ' � Q.' { OR () W g2lCD , , , , , , , . . Z, A,A Z'm O U Z W 1 C O: t00 Y OEM � N � W Z Z O U ' 2 I , .. , . , , , . , . , r .ItoM WWp fWrW W J W f C* fa OD �W < M.N o' I � J it Nr r; r.r e- - r-.e -. MSOD �'A.W to iI Nt in X Y 00 Q, . n. Y . . ... `�I v cai I O I 0W w .I . . . . .I . � � 'I F- Z ul a O � z T;'g a I;10: N U w Z i 0 Z W O w co) W J W N W E7 A OD W � � Ni `101O.CO n-OD W -0 M.C-4 YYY 000 t O W Z Z W S' 0 �000 ODMri FY G � M n W Z Z U Z cc of uMN i . . . . . . . . . . . n N , ',W.W W w r Z cW i WOO I • ODAOa V M'NOR 0) N r r r r r: 01, OD.A IDin,V M C4 Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 SEISMIC ANCHORAGE CHECK - CROSS AISLE CROSS AISLE PUSHBACK TRIBUTARYLOAD PER COLUAAN NODE ( UNIT LOAD) P = 2500.00 Ib MAXIMUM PRODUCT LOAD PER RACK DEPTH EACH LEVEL D = 100.00 Ib PERCENTAGE DEAD LOAD PER RACK DEPTH AT EACH LEVEL - A- 4.00 % D' = 0.00 Ib ADDITIONAL DEAD LOAD PER RACK DEPTH AT EACH LEVEL LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws=(P%PrfP)+D WHERE D INCLUDES D' P% = 67 % - PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Cs s0.0841 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD- SEE PREVIOUS PAGES... � Ws = 28266.67 Ib TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.81) V 2379A2 Ib SEISMIC BASE SHEAR PER BAY - CROSS AISLE b = 197.00 in CROSS AISLE DEPTH OF RACK DISTRIBUTE HOR20NTAL FORCES TO LEVELS PER RM 26.7 26 OF 57 LOAD PER LEVEL STORY SHEAR CENTER OF LOAD LEVEL HT. 112BOX HT. # in in In AUNIT %PPrfP+D LOADS Ibs #ADD v LOADS Ibs wi Ibs wihi Cvx wihi S(wl hi) Fx=CvxV Ib Vx-EFx Ib Ybar=Fxhx/V in 20 18 17 16 14 13- 12 /0 --- --- ---- - _ - - - - - - - - - 7 6 4-- ._ - - - - - -- -- . 3- 2 178.00 _3103 211.00 CG'. - - 14133.33 _- _ _ - 14133.3 2982133.3 - 0.62 1463.1 1463.1 - - - - - 129.799 1 99.00 33.00 132.00 8.00 14133.33 14133.3 186WW.0 0.38 1 915.3 - 2378.4 50.799 S - Z3ZW.7 484T733.4 1.0 2379A 180.598 P 1.00 REDUNDANCY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 33% REDUCTION IN SEISMIC RESISTANCE E = V Ybar / b 2180.39 Ib P E = 2180.39 Ib MODEL FOR BASE PLATE USING FACTORED LOAD COMBINATION: Pu = (0.9 - 0.2 SDs) D + (0.9 - 02 SDs)p P - p E n = 5.00 NUMBER OF COLUMNS IN CROSS AISLE FRAME D = 200.00 Ib FROM (D + D) / (2n•2) p = 1.00 FOR UPLIFT COMBINATIONS PP = 5000.00 Ib FROM p(P) I (2n-2) SOS = 1.01 Pu = 1451.29 Ib COMPRESSION NO UPLIFT ON BASE OF FRAME DESIGN ANCHORS FOR SHEAR ONLY wn fj I.L"-I) CR05S A15LE FRAME F(n-1 REPRESENTATION Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 SEISMIC ANCHORAGE CHECK -CROSS AISLE - I DD% LOAD AT TOP LEVEL ONLY -CROSS AISLE PUSHBACK TRIBUTARY LOAD PER COLUMN NODE ( UNIT LOAD) P = 2500.00 lb PRODUCT LOAD PER RACK DEPTH EACH LEVEL D = 100.00 lb PERCENTAGE DEAD LOAD PER RACK DEPTH AT EACH LEVEL - A- 4.00 % D. = 0.00 lb ADDITIONAL DEAD LOAD PER RACK DEPTH AT EACH LEVEL LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws=(P%PrfP)+D WHERE D INCLUDES D' P% = 67% «< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 T = 1.028 s MODEL PERIOD FOR MASS AT TOP LEVEL ONLY Cs - 0.0920 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD- SEE PREVIOUS PAGES... Ws = 14133.33 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.8.1) V - 1299.73 lb SEISMIC BASE SHEAR PER BAY - CROSS AISLE b = 197.00 in CROSS AISLE DEPTH OF RACK DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMr 2g.7 27 OF 57 DAD PER r EVEr STO SHEAR CENTER OF r A-0 LEVEL HT. 112 BOX HT. M in in In S UNIT %P Prf P + D LOADS Ibs A ADD D' LOADS Ibs wl Ibs wl hi Cvx wi hi E(wl hi) Fx Cvx V Ib Vx - £ Fx lb Ybar = Fx hx / V In 15 14-- 13 _ 10 5 4 3 - - 2 118.00 33.00 21' .00 ....... 14133.33 - - -- - - - 14133.3 - 2982133.3 - 1.00 1299.7 1299.7 - 211.000 / 1 99.00 33.00 132.00 - - 0.0 0.0 1 0.00 1- - 0.0 - - _ 1209.7 0.000 £ - 14133.3 29112133.3 1.0 1299.7 P = 1.00 REDUNDANCY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 33% REDUCTION IN SEISMIC RESISTANCE E - V Ybar / b 1392.09 lb PE = 1392.09 lb wn MODEL FOR BASE PLATE USING FACTORED LOAD COMBINATION: Pu = (0.9 - 0.2 SDs) D+ (0.9 - 02 SDs)p P - p E n = 5.00 NUMBER OF COLUMNS IN CROSS AISLE FRAME D = 200.013 lb FROM (D + D) / (2n-2) p 1.00 FOR UPLIFT COMBINATIONS pP = 2500.00 lb FROM p(P) / (2n-2) SDs = 1.01 Pu = 493.59 Ib COMPRESSION NO UPLIFT ON BASE OF FRAME.. DESIGN ANCHORS FOR SHEAR ONLY 1.1 CRO55 AISLE FRAME REPRESENTATION GHEGK UPLIFT 211.000 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 BASE PLATE DESIGN DOWN -AISLE CHECK EXTERIOR POST P <_ 5.186 k M <_ 17.450 in -kips Pc = 3.00 ksi Fp = 3.00 ksi d = 3.00 in BASE PLATE SIZE B = 6.00 in N = 6.00 in C1 = 0.75 in t plate = 0.50 in f��II�7�i�II�Pai GOVERNS DESIGN BY INSPECTION APPLIED VERTICAL LOAD ... Pu MAX APPLIED BASE MOMENT ... Mu MAX SLAB COMPRESSIVE STRESS STRENGTH OF CONCRETE COLUMN LENGTH IN DIRECTION OF BENDING PLATE WIDTH PLATE LENGTH EDGE TO BOLT CENTERLINE TRIAL PLATE THICKNESS MsPe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "x"... x = P / (Fp B) x = 0.29 in CHECK UPLIFT e = 2.86 in P e = 14.81 in -kips RESTORING MOMENT < M = 17.45 in -kips Pe < M ... DESIGN ANCHORS FOR TENSION ... SOLVE FORT IN CASE 2 BELOW C SE2-TENSION... > TEFy = 0 -EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x/2)=0 R=FpBx M+P(N/2- CI) -FpBx(N-C1-x/2)=0 M+P(Nl2- Cl) -FpBNx+FpBC1 x+FpB/2x^2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(FpB/2)+x(FpB(C1-N)+(M+PN/2-PC1)=0 x = 0.32 In R = 5.72 k RESULTANT COMPRESSION FORCE T = 0.53 k TENSION ON ANCHORS - STRENGTH LEVEL CHECK PLA TE SENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 1.50 in EXTENSION OF PLATE BEYOND COLUMN r = 1.34 Mplate <FpBxr M plate = 7.67 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.38 inA3 PLASTIC SECTION MODULUS �b = 0.90 +b Z Fy = 16.9 in -kips PLATE BENDING CAPACITY ... O.K. USE 6.00 in WIDE x 6.00 in LONG x 0.50 in THICK BASE PLATE T = 0.53 kips ... TENSION SIDE m 28 OF 57 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 BASE PLATE DESIGN CROSS -AISLE CHECK EXTERIOR POST P < 6.590 k M <_ 6.469 in -kips fc = 3.00 ksi Fp = 3.00 ksi d = 3.00 in BASE PLATE SIZE B = 6.00 in N = 6.00 in C1 = 0.75 in t plate = 0.50 in MsPe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "X' ... x = P / (Fp B) x = 0.37 in CHECK UPLIFT GOVERNS DESIGN BY INSPECTION APPLIED VERTICAL LOAD ... Pu MAX APPLIED BASE MOMENT... Mu MAX SLAB COMPRESSIVE STRESS STRENGTH OF CONCRETE COLUMN LENGTH IN DIRECTION OF BENDING PLATE WIDTH PLATE LENGTH EDGE TO BOLT CENTERLINE TRIAL PLATE THICKNESS e - 2.82 in P e = 18.56 in -kips RESTORING MOMENT > M = 6.47 in -kips Pe > M ... THERE IS NO TENSION ,r COMPONENT CASE 2. TENSION>0 TEFy = 0 -EMa = 0 R-P-T=O M+P(N/2-C1)-R(N-C1-x/2)=0 R=FpBx M+P(N/2- Cl) -FpBx(N-C1-x/2)=0 M+P(N/2- Cl) -FpBNx+FpBC1 x+FpB/2x^2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(Fp B/2)+x(Fp B(Cl -N)+(M+PN/2-PCI) =0 x = 0.37 in R = 6.59 k RESULTANT COMPRESSION FORCE T = 0.00 k TENSION ON ANCHORS - STRENGTH LEVEL CHECW PLATE BEWDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 1.50 in EXTENSION OF PLATE BEYOND COLUMN r = 1.32 M plate < Fp B x r M plate = 8.68 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.38 in^3 PLASTIC SECTION MODULUS �b = 0.90 Ob Z Fy 16.9 in -kips PLATE BENDING CAPACITY ... O.K. uJC a.uu In YYIut x Is= in LUNG x V.SU In THICK BASE PLATE T = 0.00 kips ... TENSION SIDE 29 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 BASE PLATE DESIGN - DOUBLE COLUMN DOWN -AISLE CHECK INTERIOR POST GOVERNS DESIGN BY INSPECTION P 5 10.372 k APPLIED VERTICAL LOAD ... Pu MAX M s 32.410 in -kips APPLIED BASE MOMENT ... Mu MAX Pc = 3.00 ksi SLAB COMPRESSIVE STRESS Fp = 3.00 ksi STRENGTH OF CONCRETE d = 3.00 in COLUMN LENGTH IN DIRECTION OF BENDING BASE PLATE SIZE B - 9.00 in PLATE WIDTH N = 6.00 in PLATE LENGTH C1 = 0.75 in EDGE TO BOLT CENTERLINE t plate = 0.50 in TRIAL PLATE THICKNESS M5Pe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "x ... x = P / (Fp B) x = 0.38 in CHECK UPLIFT e = 2.81 in Pe = 29.12 in -kips RESTORING MOMENT < M - 32.41 in -kips Pe < M ... DESIGN ANCHORS FOR TENSION ... SOLVE FORT IN CASE 2 BELOW CASE 2 - TENSION... T>0 TEFy = 0 -EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x/2)=0 R=FpBx M+P(N/2- CI) -FpBx(N-C1-x/2)=0 M+P(N/2- Cl) -FpBNx+FpBC1 x+FpB/2x^2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH'Y' x^2(FpB/2)+x(Fp B(Cl -N)+(M+PN/2-PCI) =0 x = 0.41 in R = 11.05 k RESULTANT COMPRESSION FORCE T = 0.68 k TENSION ON ANCHORS - STRENGTH LEVEL ICHECK PLATE BENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 1.50 in EXTENSION OF PLATE BEYOND COLUMN r = 1.30 • plate <FpBxr M plate = 14.31 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.56 in^3 PLASTIC SECTION MODULUS Ob = 0.90 Ob Z Fy 25.3 in -kips PLATE BENDING CAPACITY... O.K. USE 9.00 in WIDE x 6.00 in LONG x 0.50 in THICK BASE PLATE T = 0.68 kips ... TENSION SIDE 30 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 BASE PLATE DESIGN - DOUBLE COLUMN CROSS -AISLE CHECK INTERIOR POST GOVERNS DESIGN BY INSPECTION P 5 10.770 k APPLIED VERTICAL LOAD ... Pu MAX M s 15.650 in -kips APPLIED BASE MOMENT ... Mu MAX fc = 3.00 ksi SLAB COMPRESSIVE STRESS Fp = 3.00 ksi STRENGTH OF CONCRETE d = 6.00 in COLUMN LENGTH IN DIRECTION OF BENDING BASE PLATE SIZE B = 6.00 in PLATE WIDTH N = 9.00 in PLATE LENGTH C1 = 0.75 in EDGE TO BOLT CENTERLINE t plate = 0.50 in TRIAL PLATE THICKNESS CASE 1- =0 MsPe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx .P=FpBx SOLVING FOR ")e'... x = P / (Fp B) x = 0.60 in CHECK UPLIFT e = 4.20 in P e = 45.24 in -kips RESTORING MOMENT > M = 15.65 in -kips Pe> M ... THERE IS NO TENSION'T COMPONENT N. >0 TEFy = 0 -EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x12)=0 R=FpBx M+P(N/2- Cl) -FpBx(N-C1-x12)=0 M+P(N/2-C1)-FpBNx+FpBC1 x+FpB/2e2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(FpB/2)+x(Fp B(Cl -N)+(M+PN/2-PC1)=0 x = 0.60 in R = 10.77 k RESULTANT COMPRESSION FORCE T = 0.00 k TENSION ON ANCHORS - STRENGTH LEVEL ICHECKPLATEBENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 1.50 in EXTENSION OF PLATE BEYOND COLUMN r = 1.20 • plate <FpBxr • plate = 12.93 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.38 inA3 PLASTIC SECTION MODULUS Ob = 0.90 Ob Z Fy = 16.9 in -kips PLATE BENDING CAPACITY ... O.K. use 6.uu in vinut x v.uu In LUNG x 0.5U In IHIGK BASE PLATE T = 0.00 kius ... TENSION SIDE d 31 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 ANCHOR CAPACITY: ACI 318-11 APPENDIX D SEISMIC DESIGN CATEGORY Nua - 677.0 Ib FACTORED TENSILE FORCE APPLIED TO ANCHOR Vua - 0.0 Ib FACTORED SHEAR FORCE APPLIED TO ANCHOR CONCRETE SLAB INFORMATION fc = 3000.0 psi ASSUMED CONCRETE COMPRESSIVE STRENGTH X = 1.00 NORMALWEIGHT CONCRETE ha = 6.00 in THICKNESS OF BASE CONCRETE ASSUME NO ANCHOR REINFORCEMENT IS PROVIDED ANCHOR BOLT INFORMATION TRY da = 1/2 in HILTI KB-TZ ICC-ES ESR 1917 APPROVED REPORT Ase,N = 0.1010 inA2 EFFECTIVE TENSILE STRESS AREA futa = 106000.0 psi SPECIFIED ULTIMATE STRENGTH Np = 4915.0 Ibs 5% FRACTILE OF RESULTS Vsa = 5495.0 Ibs STEEL STRENGTH IN SHEAR 32 OF 57 0 Cal = 5.00 in POSSIBLE EDGE DISTANCE ... LESS THAN Cac heft = 3.25 in EFFECTIVE EMBEDMENT DEPTH OF ANCHOR Cac = 6.00 in CRITICAL EDGE DISTANCE n = 1.00 DESIGN FOR (1) ANCHOR DESIGN REQUIREMENTS FOR TENSILE LOADING 0 = 0.65 ANCHOR REDUCTION FACTOR - GOVERNED BY CONCRETE - CONDITION B - CATEGORY 2 (MEDIUM SENSITIVITY) Nsa = 10706.0lbs (D-2) oNsa = 6958.90 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Anc = 95.06 inA2 Anco = 95.06 inA2 (D-5) wed,N = 1.00 (D-10) wc,N = 1.40 ycp,N = 0.83 (D-12) Xa = 0.80 R kc = 17.00 POST INSTALLED ANCHORS Nb = 4364.40 (D-6) Ncb = 5091.80lbs (D-3) 0.75 �Ncb = 2482.25 Ibs CONCRETE BREAKOUT STRENGTH OF A SINGLE ANCHOR IN TENSION - O.K. Npn = 4915.00 Ibs (D-13) q,c,P = 1.00 ANALYSIS INDICATES SERVICE LEVEL CRACKING 0.75 ¢Npn = 2396.06 Ibs INDIVIDUAL ANCHOR PULLOUT STRENGTH - O.K. 0.75 oNsb #N/A CONCRETE SIDE -FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION - N.A. 0.75 ONa #N/A BOND STRENGTH OF ADHESIVE ANCHOR IN TENSION - N.A. DESIGN REQUIREMENTS FOR SHEAR LOADING = 0.70 STRENGTH REDUCTION FACTOR FOR ANCHORS GOVERNED BY DUCTILE STEEL IN SHEAR �Vsa = 3846.50 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Avc = 90.00 inA2 Avco = 112.50 inA2 (D-32) yed,V = 1.00 (D-36) yc,V = 1.00 NO REINFORCEMENT uih,V = 1.12 (D-39) ka = 0.80 X le = 1.00 in 2da FOR TORQUE -CONTROLLED EXPANSION ANCHORS Vb = 2785.451bs (D-33) Vcb = 2491.38lbs (D-30) oVcb = 1949.81 Ibs CONCRETE BREAKOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR - O.K. Ncp = 5091.80lbs kpc 2.00 Vcp = 10183.60lbs (D-40) OVcP = 7128.52 Ibs CONCRETE PRYOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR-O.K. INTERACTION OF TENSILE AND SHEAR FORCES ON SINGLE ANCHOR oNn = 2396.06 Ibs GOVERNING TENSILE CAPACITY 0Vn = 1949.81 Ibs GOVERNING SHEAR CAPACITY Vua / 0Vn = 0.00 FULL STRENGTH IN TENSION SHALL BE PERMITTED Nua / oNn = 0.28 INTERACTION REQUIRED Nua / �Nn + Vua / �Vn (D42) 0.2825 - 1.2 ... TENSION AND SHEAR CAPACITY O.K. USE (1) 0.50 in DIAMETER x 3.25 in EFFECTIVE EMBED HILT! KB-TZ ANCHOR - EACH TENSION ZONE PER /CC -ES ESR-1917 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabck Job#2307 CONSULTING ENGINEER 5/3/2015 ANCHOR CAPACITY: ACI 318-11 APPENDIX D SEISMIC DESIGN CATEGORY 2-BOLT GROUP Nua =� 0FACTORED TENSILE FORCE APPLIED TO ANCHOR GROUP Vua - 627.0 Ib FACTORED SHEAR FORCE APPLIED TO ANCHOR GROUP CONCRETE SLAB INFORMATION rc = 3000.0 psi ASSUMED CONCRETE COMPRESSIVE STRENGTH x = 1.00 NORMALWEIGHT CONCRETE ha = 6.00 in THICKNESS OF BASE CONCRETE ASSUME NO ANCHOR REINFORCEMENT IS PROVIDED ANCHOR BOLT INFORMATION TRY da = 1/2 in HILTI KB-TZ ICC-ES ESR 1917 APPROVED REPORT Ase,N = 0.1010 inA2 EFFECTIVE TENSILE STRESS AREA futa = 106000.0 psi SPECIFIED ULTIMATE STRENGTH Np = 4915.0 Ibs 5% FRACTILE OF RESULTS Vsa = 5495.0 Ibs STEEL STRENGTH IN SHEAR S1 = 8.75 in SPACING BETWEEN ANCHORS 33 OF 57 Cal = 12.00 in POSSIBLE EDGE DISTANCE heff = 3.25 in EFFECTIVE EMBEDMENT DEPTH OF ANCHOR Cac = 6.00 in CRITICAL EDGE DISTANCE n = 2.00 DESIGN FOR (n) ANCHORS S2 = 0.00 in SPACING BETWEEN ANCHORS DESIGN REQUIREMENTS FOR TENSILE LOADING b = 0.65 ANCHOR REDUCTION FACTOR - GOVERNED BY CONCRETE - CONDITION B - CATEGORY 2 (MEDIUM SENSITIVITY) Nsa = 10706.0Ibs (D-2) �Nsa = 6958.90 Ibs INDIVIDUAL ANCHOR BOLT STRENGTH - O.K. Anc = 180.34 inA2 Anco = 95.06 inA2 (D-5) Wed,N = 1.00 (D-10) Wc,N = 1.40 Wcp,N = 1.00 (D-12) Wec,N = 1.00 NO ANCHOR GROUP ECCENTRICITY Xa = 0.80X kc = 17.00 POST INSTALLED ANCHORS Nb = 4364.40 (D-6) Ncbg = 11591.131bs (D-4) 0.75 �Ncbg = 5650.68 Ibs CONCRETE BREAKOUT STRENGTH OF ANCHOR GROUP IN TENSION - O.K. Npn = 4915.00 Ibs (D-13) Wc,P = 1.00 ANALYSIS INDICATES SERVICE LEVEL CRACKING 0.75 oNpn = 2396.06 Ibs INDIVIDUAL ANCHOR PULLOUT STRENGTH - O.K. 0.75 �Nsb #N/A CONCRETE SIDE -FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION - N.A. 0.75 oNa #N/A BOND STRENGTH OF ADHESIVE ANCHOR IN TENSION - N.A. DESIGN REQUIREMENTS FOR SHEAR LOADING 0 = 0.70 STRENGTH REDUCTION FACTOR FOR ANCHORS GOVERNED BY DUCTILE STEEL IN SHEAR ovsa = 3846.50 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Avc = 268.48 inA2 Avco = 648.00 in42 (D-32) yed,V = 1.00 (D-36) WC,V = 1.00 NO REINFORCEMENT Wh,V = 1.73 (D-39) Wec,V = 1.00 NO ANCHOR GROUP ECCENTRICITY l,.a = 0.80 X le = 1.00 in 2da FOR TORQUE -CONTROLLED EXPANSION ANCHORS Vb = 10356.46 Ibs (D-33) Vcbg = 7431.95 Ibs (D-31) OVcbg = 7249.53 Ibs CONCRETE BREAKOUT STRENGTH OF ANCHOR GROUP IN SHEAR - O.K. Ncp = 11591.13lbs kpc = 2.00 Vcp = 23182.26 Ibs (D-40) OVcP = 16227.58 Ibs CONCRETE PRYOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR - O.K. INTERACTION OF TENSILE AND SHEAR FORCES ON ANCHOR GROUP ONn = 4792.13 Ibs GOVERNING TENSILE CAPACITY 0Vn = 7249.53 lbr GOVERNING SHEAR CAPACITY Vua / OVn = 0.04 FULL STRENGTH IN TENSION SHALL BE PERMITTED Nua / ONn = 0.00 FULL STRENGTH IN SHEAR SHALL BE PERMITTED Nua / �Nn + Vua / �Vn (D-42) 0.09 < 1.2 ... TENSION AND SHEAR CAPACITY O.K. USE (2) 0.50 /n DIAMETER x 3.25 in EFFECTIVE EMBED HILTI KB-TZ ANCHORS /N EACH TENSION ZONE PER /CC -ES ESR-1917 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Pushabdc Job#2307 CONSULTING ENGINEER 34 OF 57 5/3/2015 SLAB POINT LOAD CAPACITY: NOTE: MAXIMUM LOAD CASE PU = INTERIOR 1.2D + I AP PU - 14.48 kips EXISTING SLAB -ON -GRADE DESIGN STRENGTH REFERENCE: JOURNAL OF STRUCTURAL ENGINEERING, VOL. 123, JANUARY, 1997 THE STRENGTH OF THE EXISTING FLOOR SLAB CAN BE CALCULATED USING THE EQUATION: Pa = 1.72 { ks R1 / Ec x 10"4 + 3.601fct d A 2 WHERE: ks REPRESENTS THE SPRING CONSTANT OF SUBGRADE REACTION. TYPICALLY THE RANGE OF SUBGRADE MODULII FOR SOILS WITH AN ALLOWABLE SOIL BEARING PRESSURE RANGE OF 500-1500 PSF IS 60-200 psi/in. THIS ANALYSIS ASSUMES A CONSERVATIVE VALUE. FOR THE SUBGRADE MODULUS COEFFICIENT. Its = 60.00 psi/in 0.060 ksi/in SOIL SUBGRADE MODULUS Ec REPRESENTS THE MODULUS OF ELASTICITY OF CONCRETE. FOR NORMAL WEIGHT CONCRETE, Ec SHALL BE PERMITTED TO BE TAKEN AS 57,000 4 fc fc = 2000.00 psi ASSUMED MINIMUM COMPRESSIVE STRENGTH Ec = 2649.12 ksi CONCRETE MODULUS fat REPRESENTS THE SPLITTING TENSILE STRENGTH OF CONCRETE fct SHALL BE 7.5� � fc = 0.65 fct - 0.218 ksi CONCRETE TENSILE STRENGTH R1 REPRESENTS THE RADIUS OF THE LOADED AREA. HERE, THE EQUIVALENT RADIUS IS CONSERVATIVELY TAKEN AS HALF THE MINIMUM BASE PLATE DIMENSION = 1/2 (5' ) R1 = 3.00 in RADIUS OF LOADED AREA d REPRESENTS THE DEPTH OF THE SLAB. HERE, THE SLAB THICKNESS IS GIVEN BY THE OWNER d = 6.00 in SLAB THICKNESS Pa = 58.13 kips SLAB POINT LOAD CAPACITY Pa > Pu ... SLAB POINT LOAD CAPACITY EXCEEDS APPLIED LOAD - O.K CHECK SLAB FOR UPLIFT: THE SEISMIC FORCE REACTIONS ON THE EXISTING FLOOR SLAB ARE BASED ON STRENGTH DESIGN. HOWEVER, SECTION 1802.2 STATES THAT ALLOWABLE STRESS DESIGN MAY BE USED FOR SEIZING THE SUPPORTING FOUNDATIONS USING THE LOAD COMBINATIONS GIVEN IN 1605.3. HERE IT IS ELECTED TO USE THE ALTERNATE BASIC LOAD COMBINATIONS OF 1605.3.2. Pu = 0.000 kips TENSION FROM CROSS AISLE ANCHORAGE CHECK - SOME BASES HAVE NET UPLIFT NET UPLIFT = 0.000 kips ... SEE ANCHOR DESIGN NEXT PAGES... Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only co M m 0 uw I uj Q m V hX X N V)J In Of W V) 2 H = U Q 2 11 Q Z Z W = N d w U V) m J :z Z W Op 00 W Q J r7 v ((l Cl N CD C� r- m K o \ :5; : J VI Z Z V1 < Z ui Q m J N N tK Q W (� f.-. < O O m O o m &i F Z cr D- ~ K Q M M ^ W N Z Q W m O N D ^ N W Q .J-1 O Q W W p m pn O Ili J cii \_ x\ x\ O U d r 0_� ~� H N O\ ~ rnZ 3 Q Z 3 J\< U N q (p II Q Z O c0Op mLn !n 11 N J ^ W m o+_ J C!1 O !n J J W I.<- c0 O r(n cm C)f � K dU 0- QZ N (n m 3 O¢.Ni 3 � O¢ 3¢ a O W_ LU N 35 OF 57 Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 PALLET SUPPORT BEAMS: INTERIOR BEAM CONDITION - ONE PALETTE EACH SIDE OF BEAM STORAGE RACK BEAM SPAN W = 50.00 in CONNECTOR F 1000.00 in-kips/rad PRODUCT LOAD - LOAD PER PAIR. GROUP 1 DRIVE-IN 5 DEEP - DOUBLE STACKED AVE PRODUCT LOAD Pave = 2200.00 Ib MAX PRODUCT LOAD P = 2200.00 Ib x 2.0 PER 3 PARALLEL BEAMS DEAD LOAD D 88.00 Ib AT 4% OF MAX PRODUCT LOAD LIVE LOAD L = 0.00 Ib PER TYPICAL PAIR OF BEAMS IMPACT LOAD 1 = 550.00 Ib AT 250/6 OF MAX PRODUCT LOAD AREA LOADS - LOAD PER BEAM: DEAD LOAD wd = 0.00 psf x 0.00 It = 0.00 pif PER BEAM LIVE LOAD wl = 0.00 psf x 0.00 ft = 0.00 pif PER BEAM ADJUSTED LOADS FOR BEAM DESIGN - LOAD PER BEAM: P 2200.00 Ib MAX TRIBUTARY PRODUCT LOADING FOR BEAM DESIGN D = 88.00 Ib ESTIMATED TRIBUTARY DEAD LOAD FOR BEAM DESIGN 1 = 275.00 Ib TRIBUTARY IMPACT LOAD FROM ONE PRODUCT L = 0.00 Ib TRIBUTARY LIVE LOAD FOR BEAM DESIGN LOAD COMBINATIONS FOR EACH LOAD SUPPORT BEAM: P = 1.01) + 1.OL + 1.0P = 2.29 kips SERVICE LOAD PER BEAM ... 4.58 kips I PAIR R = P/2 = 1.14 kips CONNECTOR VERTICAL LOAD DEAD LOAD FACTOR k = 0.00 P = k D + 1.OL + 1.013 = 2.20 kips SERVICE LOAD FOR DEFLECTION DESIGN PER BEAM Pu = 1.2D+1.6L+1.4P+1.41 = 3.57 kips Mu = Pu W / 8 = 22.32 in -kips Mu rm = 17.10 in -kips Mu' = 19.91 in -kips ' BEAM PROPERTIES: C3X3.5 O.K. Lb = 50.00 in Cb = As = 1.090 inA2 Fy = Sx = 1.040 inA3 Sy = Zx = 1.240 inA3 Zy = rx = 1.200 in ry = Ix = 1.570 inA4 ly = rts = 0.456 in ho = USE INELASTIC BENDING Lp Lb Lr 16.84 < 50.00 < 99.28 FACTORED LOAD PER BEAM w/ IMPACT FACTORED MOMENT PER BEAM - SIMPLY SUPPORTED FACTORED MOMENT PER BEAM w/ CONNECTOR RESTRAINT FACTORED MOMENT PER SIMPLY SUPPORTED BEAM W/O IMPACT ' GOVERNING BENDING MOMENT 1.00 nn = 0.766 50.00 ksi E = 29500.00 ksi 0.182 inA3 0.364 inA3 0.394 in 0.169 inA4 J = 0.023 inA4 2.730 in Cw = 0.276 inA6 FACTORED DESIGN MOMENT: Mn = 51.70 in -kips NOMINAL MOMENT CAPACITY 0 = 0.90 REDUCTION FACTOR ¢ Mn = 46.53 in -kips DESIGN MOMENT CAPACITY TRY C3X3.5 Mu' - 19.91 in -kips < 46.53 in -kips BEAM MOMENT CAPACITY O.K. CHECK BEAM SERVICE LOAD DEFLECTION: rd = 1 - 4FW / (5FW + 10E Ib) DEFLECTION FACTOR FOR CONNECTION RIGIDITY F = 1000.00 in-kips/rad MINIMUM REQUIRED CONNECTOR STIFFNESS Ib = 1.57 inA4 BEAM STIFFNESS rd = 0.72 CALCULATED DEFLECTION FACTOR A = L 1240 ALLOWABLE DEFLECTION I = (rd) 5 ss = 0.42 inA4 be REQ'D USING CONNECTOR FIXITY TRY C3X3.5 Ix REQ'D = 0.42 inA4 < 1.57 inA4 BEAM S7IFFNESS O.K. USE: C3X3.5 BEAMS SPAN = 50 Inches LOAD = 4.68 kips Per PAIR 36 OF 57 PRODUCT COLUMN IIN I CICIVm BEAM P CONNECTOR W INTERIOR BEAM - EQUIVALENT UNIFORM LOAD PER BAY PU or P W x Mu Mu MAX I PER BEAM Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only N9 0 n ..................LL OC Q 2 IL a . m W n O N fV � LL r g 4 z 8g r�.......... ......fig a o W s .... m (��ggz77 � o W 2 Q K = J S ..� W (� (L z a O Y f� Z rrx LL O A . • . . . . . • . . � � a m o c0i LL tom r j Y Q N W LL m a ' m m N G U.W 0 LL n n ro W w O F LL m a Z _ x gg �n z o f s m ^x c w 0 W F � � N � az o o > F xz w mo Q a F n u U F a S z UU O w wO Z f 0 -3 �ooF LL ce U. 7 W mm. ¢ 0 R . yj. 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O �- II • .. aC 11J 4 ON W e i = o n n n ON C n n n n �� t0i0. 3 3 LLOO¢ d a o b a i3 m'm :.�mlo r-o a.•fro N x Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/l/2015 INFORMATION FOR MODEL INPUT DOWN AISLE DRIVE IN - INTERIOR COLUMN - DOUBLE STACKED L.F. = 1.00 FULL LOAD VALUES FROM PRELIMINARY COLUMN DESIGN H = 0.00% P EFFECTIVE LENGTH ANALYSIS - NO NOTIONAL LOADS USED Ni = H1480 Yi INSTALLATION TOLLERANCE NI / Yi = 0.0000 % P USED = 0.6667 PERCENT OF P USED FOR PERIOD DETERMINATION 38 OF 57 LEVEL 0.67 P P PER LEVEL kips D = 0.04 P P PER LEVEL kips D' + 0.25 L P PER LEVEL kips VERTICAL LOAD P x L.F. PER LEVEL kips HORIZONTAL LOAD H PER LEVEL kips 20 - - - - - 19 17 16- 14 13 12 9 - - - - - 8- 7 - - - - - 6 - - - - - 5 - - - - - 3 - - - - - 2 0.000 0.000 0.000 0.000 0.000 1 1.467 0.088 0.000 1.555 0.000 SEE DOWN AISLE - EXTERIOR FRAME FEM MODEL ANALYSIS FOR PERIOD, APPENDIX A... Vn FRAME -TOP / V(n) / / LEVEL n / LEV LEA BAD GONNEGTOR - TYPICAL OVERHEAD TIE BEAM - TYPICAL TYPICAL LOADING BASE PLATE - TYPIGAL DOWN AISLE MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission ony Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 SEISMIC RESPONSE COEFFICIENT - DOWN AISLE - DRIVE IN - INTERIOR COLUMN - DOUBLE STACKED ADDRESS TUKWILA, WA 98168 GOOGLEEARTH LATITUDE N 47.495 LONGTITUDE W-122.288 ASCE 740 SEISMIC DESIGN CRITERIA RISK CATEGORY = I ASCE 7-10 TABLE 1.5-1 IMPORTANCE le = 1,00 SEISMIC IMPORTANCE FACTOR AND OCCUPAW v MAPPED SPECTRAL RESPONSE ACCELERATIONS SITE CLASS SITE COEFFICIENTS RESPONSE COEFFICIENTS SEISMIC DESIGN CATEGORY LONG PERIOD Ss = 1.512 S1 = 0.567 - D Fa = 1.000 Fv = 1.500 SMS = 1.512 = FaSs SM1 = 0.851 = FvS1 SDS = 1.008 = 2/3 SMS SDI = 0.567 = 2/3 SM1 = D TL = 8.00 s USGS MAPS OF SPECTRAL RESPONSE BASED ON SITE CLASS B, Fa = 1.0 AND Fv = 1.0 ASSUMED INTERPOLATED FROM ASCE 740 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 6 TABLE 1.6.2 ASCE 7-10 FIG. 22-15 THROUGH 22-20 RACK PERIOD DOWN AISLE Tx - 1.790 s DESIGN PERIOD CALCULATED FROM MODEL Sax - 0.317 g CORRESPONDING SPECTRAL ACCELERATION 1.200 1.000 1.008 g SPECTRAL ACCELERATION • Sa = SDS 0° O Sa = SD1 Z 0.800 O ® Sa AT DOWN AISLE Tx t= Q O Sa AT TL w 0.600 0.567 g U U Q 0.400 Q °C 0.317 g G W a 0.200 V' 0.071 g 0.000 ------ i i , 8 8 § 8 8 8 8 8 8 8 d .4 H M v vi �C h cu ai o PERIOD (s) AISLE DIRECTION STEEL STORAGE RACK BASIC SEISMIC -FORCE -RESISTING SYSTEM > UNBRACED RESPONSE MODIFICATION R = 6.00 RMI OVERSTRENGTH FACTOR no = 3.00 RMI DEFLECTION AMPLIFICATION Cd = 5.50 RMI PER RMI SECTION 2.6.3 THE PERIOD MAY BE DETERMINED USING TESTED VALUES OF THE CONNECTIONS. THESE RACKS ARE DESIGNED TO BE FLEXIBLE, WITH ROTATION AT THE CONNECTIONS, THEREFORE USE ASCE 7 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. PER ASCE 7 12.8.6.1 MINIMUM BASE SHEAR FOR COMPUTING DRIFT THE ELASTIC ANALYSIS OF THE SEISMIC FORCE -RESISTING SYSTEM FOR COMPUTING DRIFT SHALL BE MADE USING THE PRESCRIBED SEISMIC DESIGN FORCES OF SECTION 12.8. EXCEPTION: EQ 12.8.5 NEED NOT BE CONSIDRERED FOR COMPUTING DRIFT. THIS DESIGN IS BASED ON PERIOD DETERMINATION AND DRIFT CALCULATIONS - THEREFORE MINIMUM LIMITS ON Cs WILL NOT APPLY Tx = 1.79 s < 8.00s = TL Cs = 0.053 = SD11(T(R/1e)) ASCE 7-10 (12.8-3) Cs OVERIDE VALUE FROM SITE SPECIFIC VALUES DOWN AISLE DIRECTION CS 0.053 CALCULATED SEISMIC RESPONSE COEFFICIENT 39 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 DISTRIBUTION OF FORCES - DOWN AISLE DIRECTION - DRIVE IN - INTERIOR COLUMN - DOUBLE STACKED TRIBUTARY LOAD PER COLUMN NODE ( UNIT LOAD ) P = 1100.00 lb UNIT PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 44.00 lb DEAD LOAD PER COLUMN NODE AT EACH LEVEL BASED ON PERCENTAGE OF PRODUCT LOAD D' = 0.00 lb ADDITIONAL DEAD LOAD PER COLUMN NODE AT EACH LEVEL L = 0.00 lb ADDITIONAL LIVE LOAD PER COLUMN NODE AT EACH LEVEL ... 25.00 % FOR Ws LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P% PrfP) + D + 0.25L WHERE D INCLUDES D' AND LL INCLUDES L IF ANY P% = 0.67 <<< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Fri = 1.00 Cs = 0.0528 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws = 1554.67 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.8-1) V = 82.08 lb SEISMIC BASE SHEAR PER BAY - DOWN AISLE DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMI 2.6.7 40 OF 57 LOAD PER LEVEL STORY SHEAR CENTER OF LOAD LEVEL HT. # in # UNIT %P Prf P + D LOADS Ibs # ADD D' + 0.25%L LOADS Ibs wi Ibs wi hi Cvx = wi hi E(wi hi) Fx = Cvx V lb Vx = E Fx lb Ybar = Fx hx I V in 20 18 - 18 17 15 14 - - 13 - 12 11 -_ 10 6 _. 4 _ - 3 2 251.00 0.0 0.0 - 0.00 0.0 0.0 0.00 1 149.00 2.00 1564.67 1654.7 231646.3 1.00 82.1 82.1 149.00 E = 1554.7 231645.3 1.0 82.1 149.000 p = 1.00 REDUNDANCY FACTOR MAY BE 1.0 FOR UNBRACED RACK WITH A MINIMUM OF TWO CONNECTED BAYS (DOWN AISLE) E = 82.08 lb p E = 82.08 lb MODEL FOR P-DELTA USING FACTORED LOAD COMBINATION: (1.2 + 0.2 SDs) D + (1.2 + 0.2 SDs)p P + 0.5 L + p E DOiNN AISLE FRAME REPRESENTATION J V V G� t T i G� tTj E TWIN LOAD MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/l /2015 INFORMATION FOR MODEL INPUT DOWN AISLE DRIVE IN - INTERIOR COLUMN - DOUBLE STACKED L.F. = 1.00 H = 0.00% P Ni = H1480 Yi NI / Yi = 0.0000 % P USED = 0.6667 41 OF 57 FULL LOAD VALUES FROM PRELIMINARY COLUMN DESIGN EFFECTIVE LENGTH ANALYSIS INSTALLATION TOLLERANCE NOTIONAL LOADS NOT USED IN EFFECTIVE LENGTH ANALYSIS PERCENT OF P USED FOR BASE SHEAR LEVEL FACTORED Pu PER LEVEL kips UNFACTORED P PER LEVEL kips NOT USED Ni = 0 kips DISTRIBUTED Vii PER LEVEL kips COMBINED NI + VI Hu PER LEVEL kips 19 17 16 13 , 9 -- - - _ _ - 1 0.000 2.282 - 2.288 0.000 - 0.000 0.082 0.000 0.082 - - 0.000 SEE DOWN AISLE - EXTERIOR FRAME FEM MODEL ANALYSIS FOR P-DELTA, APPENDIX A... CONNECTOR - TYPICAL Vn OVERHEAD TIE BEAM - TYPICAL FRAME TOP V(n) H(n) 010. LEVEL V2 I I H2 I LEVEL 2 I I TYPICAL LOADING VI HI ■ LEVEL I BASE BA5E PLATE - TYPIGAL DOWN A15LE TWIN LOAD MODEL Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only In to LL 0 N V W h 2 Q w h Q cl 2 W30 U U � � Haiog COw¢0 LL ZWOpw � Ix JwwWW OCa:IWFW �O=tnv) 0O_ Ll �(7Z�� N H Z WQ' J J LU 0 Z Z H 0 0 w CO U U o Z m . F W D Y Y C V,ZOAa-O Q� JOf OOO aW W Q O W W H F- a) u N J ? (/i N tf! 2Q2 t2 Z II II II II c\ 000 a o CO ON .' . •,� o +CO a o,c to ui y O_. O N f1 �i 60N y O N Z G — . . ... . , , , . �LLt w w W c L Cl) Cl) e C to to x if N N < i i . . i � Z UJ y C m co , : ao. co d " LO to a c too0 CO CO o a �' . . � . . ..tip e .ie n n N C.)maC.)o 2 . . . . . .. . . . . . . , _a 9 y :Lei Wi tl td Z N 44 J 0 +M C ) 00 o0 LU N N �- e- LU J w W OOf 00At0 {ff tT Pl NCO r.�.af 1CD.A iO.N'a l•! N-� Andrew L. Kirby, PE 03 OF 57 CONSULTING ENGINEER PROJECT: ALK-RO Smuckers Drive-in Job#2307 5/1/2015 INFORMATION FOR MODEL NPUT MAX LOAD CASE CROSS AISLE FRAME MAX = 1100.00 to USE MA)WUM UMIr P FOR CROSS AISLE LOADS N = 001 P HORIZONTAL LOAD PER LEVEL % VERTICAL LOAD P j� 25 00 % L HI H 1480 YI INSTALLATION TOL ERANCE NI IA = 0.0021 % P USED 0 667 PFRCFNT OF PL I1SE0 FOR RASF CNFAR Aun PPOY nFTFRY WA- IWORMATioN USED IN PER AN&M. FOR PERIOD 3MRMNAl PUN TCIRI PERIOD— LEVEL A LOAD HT. In MAX P VUMSER OF RAIL LENGTH LOAD toWi P In k!n = 0.04 P P PER LEVEL P PER LEVEL n Wln ADDED LOAD ADDED LOAD D L RAIL LENGTH Ib lb In D+0.25L OVER RAIL k" VERTICCAL P PER LEVEL Win N Al H PER LEVEL Win 0 U 17 00 000 000 00300 000 ---Mr- 00 0 DD0 0 15 13 00 000 0 W 0.0" 000 1 00 000 000 0 11 00 0 WOO 000 100000 000 U 00 000 000 0 0.00 0 ODOO 0 0 J 4 00 000 000 0 000 00000 00 0.00 0 W 0 _ 0. p 1 U STO 24688-ow 0.0297 0.0018 0.0318 0.0003 USE VA OR MASTAN TO MODEL CROSS ARSE READ OFF RESULT OF PERIOD AND PUT HERE »>0.1151 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 44 OF 57 PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 SEISMIC RESPONSE COEFFICIENT -CROSS AISLE ADDRESS 3411 SOUTH 120TH PLACE, TUKWILA, WA 98168 GOOGLE EARTH LATITUDE N LONGTITUDE W ASCE 7-10 SEISMIC DESIGN CRITERIA MAX LOAD CASE CROSS AISLE FRAME 47.495 -122.288 RISK CATEGORY = I IMPORTANCE le = 1.00 MAPPED SPECTRAL Ss = 1.512 RESPONSE ACCELERATIONS S1 = 0.567 SITE CLASS - D SITE COEFFICIENTS Fa = 1.000 Fv = 1.500 RESPONSE COEFFICIENTS SMS = 1.612 = FaSs SM1 = 0.851 = FVSI SDS = 1.008 = 2/3 SMS SDI = 0.567 = 2/3 SM1 SEISMIC DESIGN CATEGORY - D LONG PERIOD TL = 8.00 s ASCE 7-10 TABLE 1.5-1 SEISMIC IMPORTANCE FACTOR AND OCCUPANCY USGS MAPS OF SPECTRAL RESPONSE BASED ON SITE CLASS B, Fa = 1.0 AND Fv = 1.0 ASSUMED INTERPOLATED FROM ASCE 7-10 TABLE 11.4-1 INTERPOLATED FROM ASCE 7-10 TABLE 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) ASCE 7-10 TABLE 1.6-1 & TABLE 1.6.2 ASCE 7-10 FIG. 22-15 THROUGH 22-20 RACK PERIOD CROSS AISLE Ty - 0.715 s DESIGN PERIOD CALCULATED FROM MODEL Say = 0.7939— CORRESPONDING SPECTRAL ACCELERATION 1.200 1.000 1.008 g nn 0 0.800 0.793 g H Q w 0.600 W I , 0.567 g u u a 0.400 Q oF: V W Ln 0.200 N 0.000 0 0 0 0 0 0 0 S S o S S S S d ry m v vi ,e PERIOD (s) —SPECTRAL ACCELERATION • Sa=SDS ♦ Sa = SD1 • Sa AT CROSS AISLE Ty ♦ Sa AT TL 0.071 g n au of o .-i .r .r AISLE DIRECTION STEEL STORAGE RACK BASIC SEISMIC -FORCE -RESISTING SYSTEM > UNBRACED RESPONSE MODIFICATION R = 6.00 RMI OVERSTRENGTH FACTOR 120 = 3.00 RMI DEFLECTION AMPLIFICATION Cd = 5.50 RMI PER RMI SECTION 2.6.3 THE PERIOD MAY BE DETERMINED USING TESTED VALUES OF THE CONNECTIONS. THESE RACKS ARE DESIGNED TO BE FLEXIBLE, WITH ROTATION AT THE CONNECTIONS, THEREFORE USE ASCE 7 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. PER ASCE 7 12.8.6.1 MINIMUM BASE SHEAR FOR COMPUTING DRIFT THE ELASTIC ANALYSIS OF THE SEISMIC FORCE -RESISTING SYSTEM FOR COMPUTING DRIFT SHALL BE MADE USING THE PRESCRIBED SEISMIC DESIGN FORCES OF SECTION 12.8. EXCEPTION: EQ 12.8-5 NEED NOT BE CONSIDRERED FOR COMPUTING DRIFT. THIS DESIGN IS BASED ON PERIOD DETERMINATION AND DRIFT CALCULATIONS - THEREFORE MINIMUM LIMITS ON Cs WILL NOT APPLY Ty = 0.72 s < 8.00s = TL Cs = 0.1320.132 = SDI /(T (R/le)) ASCE 7-10 (12.8-3) CROSS AISLE DIRECTION Cs - L 0.132 CALCULATED SEISMIC RESPONSE COEFFICIENT Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE 45 OF 57 PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 DISTRIBUTION OF FORCES • CROSS AISLE DIRECTION MAX LOAD CASE CROSS AISLE FRAME TRIBUTARYLOAD PER LEVEL ( UNIT LOAD) P = 1100.00 lb UNIT PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 44.00 lb PERCENTAGE UNIT DEAD LOAD PER LEVEL - AT 4.00 % D' = 0.00 PSI ADDITIONAL UNIT DEAD LOAD PER LEVEL L = 0.00 psr ADDITIONAL UNIT LIVE LOAD PER LEVEL 25.00 % FOR Ws LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P%PAP) + D + 0.25L WHERE D INCLUDES D' AND LL INCLUDES L IF ANY P% = 0.67 <<< PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Ca 0.1321 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws = 7773.33 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = CS Ws ASCE 7-10 (12.8-1) V 1027.24 lb SEISMIC BASE SHEAR PER BAY - CROSS AISLE b = 247.00 in CROSS AISLE DEPTH OF RACK - CENTER TO CENTER DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMI 2.6.7 LEVEL HT. # In # UNIT %P Prr P + D LOADS Ibs TRIS D' + 0.26%L AREA Ibs wl Ibs vA hi Cvx wl hl Y,(vA hl) Fx - Cvx V lb Vx - T Fx lb Ybar - Fx hx I V In 20 19 18 17 14 - - 13 - 12 11 _ - 10 9 2 1 146.00 10.00 7773.33 7773.3 1134908.7 1.00 1027.2 1 1027.2 1 146.000 ,- rrr4.4 1144vm./ l.0 1u2l.Z 145.0W P = 1.00 REDUNDANCY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 33% REDUCTION IN SEISMIC RESISTANCE E = V (YbarIb) 607.20 lb P E = 607.20 lb VERTICAL COMPONET OF SEISMIC LOAD AT COLUMN BASE MODEL FOR P-DELTA USING FACTORED LOAD COMBINATION: (1.2 +0.2 SDs) D + (1.2+ 0.2 SDs)p P+ 0.5 L+ p E :RAMS 7'J Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only H � w n ON d rn A 'z S e _ N w A O y ,• N a" O g 0 0O �I O $ S • 4 OO R S pO R QO R 8 4 Op R Q• Oq 4 pg R �Y1 Y QO R R N yl a 'z + y a W Q e •ot =ei 1 �et $• $e §O §O §• g • e g O g O g O O R s g e O a or ij$s f i ' � W � N J " q 4 } g g 4 • e • e e e o • d e • e 4 /f Vl {Jy W> 3 1+e v , 0 a 44 E YY $ 4St X i 8g E Q � 8 7S Q i5 ci ss S 4_ 75 �Q_ 25 5t I 25 Q 5 QQ E gQ E a r � ♦ r o r 0 �-y 0 s o c o r 0 0 r l a . o 0 0 0 r i � i , �._ $' � �.�•� _� _..$.. '� � �`� � � � � � a o a o 0 0 o 0 o e e o 0 o e o c e o o c «tpg. �p .♦pa - �8 .S - .8 { _.8 .,{8 O O O R O p S O O O G O O S Qp 8 O S 8 8 ' O O O o i 0 0 0 0 � 0 o c o 0 0 0 0 0 0 o 0 o c o 1 1 o e o o 1 d ci o 0 o e o o e e c 3 . 8 o 2S 0 +25 o B c d e G O O C O O O O O G O C O e C G ! 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V 000 w o o w i 114 1 W . tltl hOiY/ f'I'.N.�' N -IA iY'N f.I'1'N 48 OF 57 PROJECT: ALK-RO Smuckels Drive-in Job#2307 5/1/2015 BEAM CONNECTOR INFORMATION: r nen PFAU rnuuvr7n0c- Andrew L. Kirby, PE CONSULTING ENGINEER COLUMN NUMBER OF FASTENER TESTED ROTATIONAL DESIGN MOMENT CONNECTOR THICKNESS FASTENERS DIAMETER STIFFNESS CAPACITY TYPE 14 ga 3 PINS 7/16 in 500.0 in-k/rad 13.77 in-k R3-14 14 ga 4 PINS 7/16 in 1000.0 in-k/rad 27.63 in-k R4-14 13 ga 3 PINS 7/16 in 600.0 in- Wad 16.63 in-k R3-13 13 ga 4 PINS 7/16 in 1200.0 in-k/rad 33.06 in-k R4-13 12 ga 3 PINS 7/16 in 700.0 in-k/red 17.82 in-k R3-12 12 ga 4 PINS 7/16 in 1400.0 in-k/rad 36.64 in-k R4-12 11 ga 3 PINS 7/16 in 800.0 in-k/rad 17.82 in-k R3-11 11 ga 4 PINS 7/16 in 1600.0 in-k/rad 36.64 in-k R4-11 11 ga + 2 BOLT 1/2 in 3600.0 in-k/rad 60.06 in-k 82-10 11 ga + 3 BOLT 1/2 in 3600.0 in-k/rad 60.06 in-k B3-10 11 ga + 4 BOLT 1/2 in 4500.0 in-k/rad 76.09 in-k B4-10 VL I IIVIMI C J 1 MUIVV In VALUCJ LIQ ICU LOAD BEAM _ COLUMN ? ORn no ORn . r >- O -- m--- O ORn 51DE SIDE RIVET CONNECTORS VIEW VIEW RIVET CONNECTIONS DOINN A15LE DIRECTION - O I O I O I LOAD BEAM ORn OR I BOLT5 d" I O I a 0 1 O ORn COLUMN O (L a O I d O I I O I ORn 0Rn ORn BOLTED CONNECTORS COM AI5LE DIRECTION - SIDE SIDE SIDE VIEW VIEW VIEW BOLTED CONNECTIONS CROSS BEAM CONNECTORS: POST GAGE BOLT SPREAD NUMBER OF FASTENERS FASTENER DIAMETER TESTED ROTATIONAL STIFFNESS DESIGN MOMENT CAPACITY CONNECTOR TYPE 12 6 in 2 BOLT 1/2 in 2625.0 in-k/rad 42.93 in-k CB2-6 SADDLE 12 8 in 2 BOLT 112 in 3600.0 in-k/rad 67.24 in-k C82-8 SADDLE 12 6 in 2 BOLT 1/2 in 2626.0 in-k/rad 42.93 in-k SB2-6 SANDWICH 12 8 in 2 BOLT 1/2 in 3600.0 in-k/rad 67.24 in-k SB2-8 SANDWICH C Q S 51 DE VIEW BOLTED CONNECTORS GR055 BEAMS ORn 1 I BOLTS I I I I 0 N COLUMN Lfj-ORn DOWN A151-E DIRECTION SIDE SADDLE SANDWICH VIEW CONNECTOR CONNECTOR Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only STEEL ADJJUSTED GAGE STIFFNESS 13 600.4 13 1200.8 13 600.0 13 1200.0 13 600.3 13 1200.E 13 600.0 13 1200.0 12 3061.0 12 3061.0 12 3935.6 STEEL ADJJUSTED GAGE STIFFNESS 12 2625.0 12 3500.0 12 2625.0 12 3500.0 a W ..w �z o z w c� �-1 z ea cn z o U a - 0 UW Z O F- z w o� g Fr . r , , . u W z z O v z W me,.rar „ .....rF r W J W J # N' m n m b Q of N r O.b m n.m b-v A N r 0 41 K , O U W W z m O V z O z r O r r m P N U W z Z ; v F z LU v LU J W W J oaicct-to oNro Nrrr rre-rrrrb W nmb-W Pf Nr Y Y 00 U c ei, d V ' O U W n W z Z %U O V F Z O H C n U W z Z O U r z W W V- W J W F z w Wo m ro n•m b a eo N r o M Nrrrrr rr rr r. pi aDnmbOe9Nr Andrew L. Kirby, PE 50 OF 57 PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 SEISMIC ANCHORAGE CHECK - CROSS AISLE MAX LOAD CASE CROSS AISLE FRAME TRIBUTARY LOAD PER COLUhIN NODE ( UNIT LOAD) P = 1100.00 lb MAXIMUM PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 44.00 lb PERCENTAGE DEAD LOAD PER COLUMN NODEAT EACH LEVEL- 4.00 % D' = 0.00 lb ADDITIONAL DEAD LOAD PER COLUMN NODE AT EACH LEVEL LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P% Prf P) + D WHERE D INCLUDES D' P% = 67% - PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 Cs 0.1321 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES Ws = 7773,33 lb TOTAL EFFECTIVE SEISMIC WEIGHT V = Cs Ws ASCE 7-10 (12.8.1) V 1027.24 1b SEISMIC BASE SHEAR PER BAY - CROSS AISLE b = 247.00 in CROSS AISLE DEPTH OF RACK DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RMI2&7 LEVEL HT. 112 BOX HT. s in in In # UNIT %P Prf P + D LOADS Ibs A ADD D' LOADS Ibs wi Ibs wi hi CYx wi hi E(wi hi) LVAU rEK LEVEL Fx = Cvx V lb SIUKY yr1EAK Vx - £ Fx lb CENTER OF LOAD Ybar . Fx hx I V in 20 19 18 17- 18 15 14- 13- 12 10 9 4 3- 2 1 146.00 1 44.60 190.50 10.00 7773.33 _- _-- - - - TT73.3 1480820.0 - 1.00 10272 1027.2 190.6W £: 7773.3 1480820.0 1.0 10272 190_Snn P = 1.00 REDUNUANGY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 33% REDUCTION IN SEISMIC RESISTANCE E = V Ybar I b 79226 Ib P E = 792.26 Ib MODEL FOR BASE PLATE USING FACTORED LOAD COMBINATION: Pu = (0.9 - 0.2 SOS) D+ (0.9- 0.2 SDs)p P - p E wn n = 6.00 NUMBER OF COLUMNS IN CROSS AISLE FRAME Fn 0 = 44.00 lb FROM (D + D) I (2n-2) P = 1.00 FOR UPLIFT COMBINATIONS PP = 1100.00 lb FROM P(P) I (2n-2) SOS = 1.01 "' n-I CROSS A154-E FRAME F(n-I REPRESENTATION PU = 6.70 lb COMPRESSION NO UPLIFT ON BASE OF FRAME ... DESIGN ANCHORS FOR SHEAR ONLY Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 SEISMIC ANCHORAGE CHECK -CROSS AISLE -100% LOAD AT TOP LEVEL ONLY -MAX LOAD CASE CROSS AISLE FRAME TR/BUTARYLOAD PER COLUMN NODE (UNIT LOAD) P = 1100.00 lb PRODUCT LOAD PER COLUMN NODE AT EACH LEVEL D = 44.00 lb PERCENTAGE DEAD LOAD PER COLUMN NODE AT EACH LEVEL - 4.00 % D' = 0.00 lb ADDITIONAL DEAD LOAD PER COLUMN NODE AT EACH LEVEL LOADS CONTRIBUTING TO EARTHQUAKE FORCES Ws = (P% Prf P) + D WHERE D INCLUDES D' P% = 67% - PERCENTAGE OF PRODUCT LOAD USED FOR BASE SHEAR ANALYSIS Prf = 1.00 T = 0.715 s MODEL PERIOD FOR MASS AT TOP LEVEL ONLY Cs - s0.1321 SEISMIC RESPONSE COEFFICIENT AS DETERMINED BY THE PERIOD - SEE PREVIOUS PAGES... Ws - 7773.33 Ib TOTAL EFFECTIVE SEISMIC WEIGHT V Cs Ws ASCE 7-10 (12.84) V - 1��Ib SEISMIC BASE SHEAR PER BAY - CROSS AISLE b = 247.00 in CROSS AISLE DEPTH OF RACK DISTRIBUTE HORIZONTAL FORCES TO LEVELS PER RM 26.7 51 OF 57 nAn PFR i FVFI STORY SHEAR CegTFR OF LOAD LEVEL HT. 112 BOX HT. In In in 9 UNIT %P PA P + D LOADS Ibs # ADD D' LOADS Ibs wi Ibs wl hi Cvx = wi hi L(wi hi) Fx Cvx V lb Vx - E Fx lb Ybar - Fx hx I V In 20 19 18- 17 16 13 12 10 7 - - - - - - 3 1 146.00 44.50 190.50 10.00- --- 7773.33-- -- -- --_-- _ ----- 7T73.3 14808M.0 - - - - -- 1.00 1027.2 1027.2 190.500 T - ma3 146U620.0 1.0 1027.2 p 1.00 REDUNDANCY MAY BE 1.0 WHEN THE REMOVAL OF ONE BRACE OR CONNECTION DOES NOT RESULT IN 3396 REDUCTION IN SEISMIC RESISTANCE E = V Ybar / b 792.26 Ib p E = 792.26 Ib wn MODEL FOR BASE PLATE USING FACTORED LOAD COMBINATION: Pu = (0.9 - 02 SDs) D + (0.9 - 02 SDs)p P - p E n = 6.00 NUMBER OF COLUMNS IN CROSS AISLE FRAME D = 44.00 Ib FROM (D + D) I (2n-2) P = 1.00 FOR UPLIFT COMBINATIONS PP = 1100.00 lb FROM p(P) / (2rr•2) SDs = 1.01 PU = 6.70 Ib COMPRESSION NO UPLIFT ON BASE OF FRAME...DESIGN ANCHORS FOR SHEAR ONLY CR055 A15LE FRAME REFRE5ENTATION CHECK UPLIFT 190.500 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 BASE PLATE DESIGN DOWN -AISLE CHECK INTERIOR POST P < 2.282 k M <_ 11.680 in -kips Pc = 3.00 ksi Fp = 3.00 ksi d = 3.00 in BASE PLATE SIZE B = 7.00 in N = 7.00 in C1 = 0.75 in t plate = 0.50 in GOVERNS DESIGN BY INSPECTION m APPLIED VERTICAL LOAD ... Pu MAX �'-- APPLIED BASE MOMENT ... Mu MAX SLAB COMPRESSIVE STRESS STRENGTH OF CONCRETE 1-4 COLUMN LENGTH IN DIRECTION OF BENDING M 9 -- PLATE WIDTH PLATE LENGTH EDGE TO BOLT CENTERLINE TRIAL PLATE THICKNESS CASE 1- NO TENSION... = 0 MsPe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "x" ... x = P / (Fp B) x = 0.11 in CHECK UPLIFT e = 3.45 in P e = 7.86 in -kips RESTORING MOMENT < M = 11.68 in -kips Pe < M ... DESIGN ANCHORS FOR TENSION ... SOLVE FORT IN CASE 2 BELOW E 2 - TENSION... T>O TEFy = 0 -EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x/2)=0 R=FpBx M+P(N/2- CI) -FpBx(N-C1-x/2)=0 M+P(N/2-C1)-FpBNx+FpBC1 x+Fp812x^2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(Fp B/2)+x(Fp B(Cl -N)+(M+PN/2-PCl) =0 x = 0.14 in R = Z91 k RESULTANT COMPRESSION FORCE T = 0.62 k TENSION ON ANCHORS - STRENGTH LEVEL CHECK PLATE SENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 2.00 in EXTENSION OF PLATE BEYOND COLUMN r = 1.93 M plate < Fp B x r M plate = 5.61 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.44 in^3 PLASTIC SECTION MODULUS �b = 0.90 �b Z Fy _ 19.7 in -kips PLATE BENDING CAPACITY ... O.K. USE 7.00 in WIDE x 7.00 in LONG x 0.50 in THICK BASE PLATE T = 0.62 kips ... TENSION SIDE 52 OF 57 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 BASE PLATE DESIGN CROSS -AISLE CHECK INTERIOR POST P s 2.330 k M s 7.340 in -kips fc = 3.00 ksi Fp = 3.00 ksi d = 3.00 in BASE PLATE SIZE B = 7.00 in N = 7.00 in C1 = 0.75 in t plate = 0.50 in GOVERNS DESIGN BY INSPECTION APPLIED VERTICAL LOAD ... Pu MAX APPLIED BASE MOMENT ... Mu MAX SLAB COMPRESSIVE STRESS STRENGTH OF CONCRETE COLUMN LENGTH IN DIRECTION OF BENDING PLATE WIDTH PLATE LENGTH EDGE TO BOLT CENTERLINE TRIAL PLATE THICKNESS sPe e = N/2 - x12 TyFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "x" ... x = P / (Fp B) x = 0.11 in CHECK UPLIFT e = 3.44 in P e = 8.03 in -kips RESTORING MOMENT > M - 7.34 in -kips Pe> M ... THERE IS NO TENSION'T COMPONENT owl / > TEFy = 0 ^EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x/2)=0 R=FpBx M+P(N/2- Cl) -FpBx(N-C1-x/2)=0 M + P(N/2 - Cl) - Fp B N x + Fp B C1 x+FpB/2e2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(Fp B/2)+x(Fp B(Cl -N)+(M+PN/2-PCI) =0 x = 0.11 in R = 2.33 k RESULTANT COMPRESSION FORCE T = 0.00 k TENSION ON ANCHORS - STRENGTH LEVEL ICHECK PLATE BENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 2.00 in EXTENSION OF PLATE BEYOND COLUMN r = 1.94 M plate < Fp B x r M plate = 4.53 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.44 in"3 PLASTIC SECTION MODULUS Ob = 0.90 �b Z Fy 19.7 in -kips PLATE BENDING CAPACITY ... O.K. U = I.uu In Wlut x r.uu In LUNG x U.5U in i mit;K BAse PLATE T = 0.00 kius ... TENSION SIDE m I d In N d 53 OF 57 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 BASE PLATE DESIGN CROSS -AISLE CHECK EXTERIOR POST P <_ 1.707 k M s 4.854 in -kips Pc = 3.00 ksi Fp = 3.00 ksi d = 3.00 in BASE PLATE SIZE B = 7.00 in N = 7.00 in C1 = 0.75 in t plate = 0.50 in CASE I - NO TENSION...T=O GOVERNS DESIGN BY INSPECTION APPLIED VERTICAL LOAD ... Pu MAX APPLIED BASE MOMENT ... Mu MAX SLAB COMPRESSIVE STRESS STRENGTH OF CONCRETE COLUMN LENGTH IN DIRECTION OF BENDING MsPe e = N/2 - x/2 TEFy = 0 R-P=0 R=P R=FpBx :.P=FpBx SOLVING FOR "x ... x = P / (Fp B) x = 0.08 in CHECK UPLIFT PLATE WIDTH PLATE LENGTH EDGE TO BOLT CENTERLINE TRIAL PLATE THICKNESS e = 3.46 in P e = 5.91 in -kips RESTORING MOMENT > M - 4.85 in -kips Pe > M... THERE IS NO TENSION ,r COMPONENT E 2 - TENSION ... T>0 TEFy = 0 ^EMa = 0 R-P-T=O M+P(N/2- Cl) -R(N-C1-x/2)=0 R=FpBx M+P(N/2- Cl) -FpBx(N-C1-x/2)=0 M+P(N/2- Cl) -FpBNx+FpBC1 x+FpB/2e2=0 REARRANGE THE TERMS TO SOLVE FOR THE COMPRESSIVE STRESS WIDTH "x" x^2(FpB/2)+x(FpB(C1-N)+(M+PN/2-PC1)=0 x = 0.08 in R = 1.71 k RESULTANT COMPRESSION FORCE T = 0.00 k TENSION ON ANCHORS - STRENGTH LEVEL ICHECK PLATE BENDING Fy = 50.00 ksi PLATE STEEL STRENGTH m = 2.00 in EXTENSION OF PLATE BEYOND COLUMN r = 1.96 M plate < Fp B x r M plate = 3.34 in -kips APPLIED BENDING MOMENT ON PLATE Z plate = 0.44 inA3 PLASTIC SECTION MODULUS Ob = 0.90 Ob Z Fy 19.7 in -kips PLATE BENDING CAPACITY ... O.K. use 7.00 in WIDE x 7.00 in LONG x 0.50 in THICK BASE PLATE T = 0.00 kips ... TENSION SIDE m 54 OF 57 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/1/2015 ANCHOR CAPACITY: ACI 318-11 APPENDIX D SEISMIC DESIGN CATEGORY Nua - 623.0 Ib FACTORED TENSILE FORCE APPLIED TO ANCHOR Vua - 0.0 Ib FACTORED SHEAR FORCE APPLIED TO ANCHOR CONCRETE SLAB INFORMATION fc = 3000.0 psi ASSUMED CONCRETE COMPRESSIVE STRENGTH x = 1.00 NORMALWEIGHT CONCRETE ha = 6.00 in THICKNESS OF BASE CONCRETE ASSUME NO ANCHOR REINFORCEMENT IS PROVIDED ANCHOR BOLT INFORMATION TRY da = 1/2 in HILTI KB-TZ ICC-ES ESR 1917 APPROVED REPORT Ase,N = 0.1010 inA2 EFFECTIVE TENSILE STRESS AREA futa = 106000.0 psi SPECIFIED ULTIMATE STRENGTH Np = 4915.0 Ibs 5% FRACTILE OF RESULTS Vsa = 5495.0 Ibs STEEL STRENGTH IN SHEAR 55 OF 57 Cal = 5.00 in POSSIBLE EDGE DISTANCE... LESS THAN Cac heff = 3.25 in EFFECTIVE EMBEDMENT DEPTH OF ANCHOR Cac = 6.00 in CRITICAL EDGE DISTANCE n = 1.00 DESIGN FOR (1) ANCHOR DESIGN REQUIREMENTS FOR TENSILE LOADING 0 = 0.65 ANCHOR REDUCTION FACTOR - GOVERNED BY CONCRETE - CONDITION B - CATEGORY 2 (MEDIUM SENSITIVITY) Nsa = 10706.0Ibs (D-2) ONsa = 6958.90 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Anc = 95.06 inA2 Anco = 95.06 inA2 (0-5) y,ed,N = 1.00 (D-10) wc,N = 1.40 Wcp,N = 0.83 (D-12) ?,a = 0.80x kc = 17.00 POST INSTALLED ANCHORS Nb = 4364.40 (D-6) Ncb = 5091.801bs (D-3) 0.75 @Ncb = 2482.25 Ibs CONCRETE BREAKOUT STRENGTH OF A SINGLE ANCHOR IN TENSION - O.K. Npn = 4915.00 Ibs (D-13) Wc,P = 1.00 ANALYSIS INDICATES SERVICE LEVEL CRACKING 0.75 pNpn = 2396.06 Ibs INDIVIDUAL ANCHOR PULLOUT STRENGTH - O.K 0.75 �Nsb #N/A CONCRETE SIDE -FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION - N.A. 0.75 QNa #N/A BOND STRENGTH OF ADHESIVE ANCHOR IN TENSION - N.A. DESIGN REQUIREMENTS FOR SHEAR LOADING 0 = 0.70 STRENGTH REDUCTION FACTOR FOR ANCHORS GOVERNED BY DUCTILE STEEL IN SHEAR �Vsa = 3846.50 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Avc = 90.00 inA2 Avco = 112.50 inA2 (D-32) Wed,V = 1.00 (D-36) Wc,V = 1.00 NO REINFORCEMENT Wh,V = 1.12 (0-39) ),a = 0.80 L le = 1.00 in 2da FOR TORQUE -CONTROLLED EXPANSION ANCHORS Vb = 2785.451bs (D-33) Vcb = 2491.381bs (D-30) �Vcb = 1949.81 Ibs CONCRETE BREAKOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR - O.K. Ncp = 5091.801bs kpc = 2.00 Vcp = 10183.601bs (D-40) Wei) = 7128.52 Ibs CONCRETE PRYOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR - O.K. INTERACTION OF TENSILE AND SHEAR FORCES ON SINGLE ANCHOR oNn = 2396.06 Ibs GOVERNING TENSILE CAPACITY 0Vn = 1949.81 Ibs GOVERNING SHEAR CAPACITY Vua / 0Vn = 0.00 FULL STRENGTH IN TENSION SHALL BE PERMITTED Nua / �Nn = 0.26 INTERACTION REQUIRED Nua / oNn + Vua / OVn (D-42) 0.26 - 1.2 ... TENSION AND SHEAR CAPACITY O.K. USE (1) 0.50 in DIAMETER x 3.251n EFFECTIVE EMBED HILT/ KB-TZ ANCHOR - EACH TENSION ZONE PER ICC-ES ESR 1917 Copyright C by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE PROJECT: ALK-RO Smuckers Drive-in Job#2307 CONSULTING ENGINEER 5/l/2015 ANCHOR CAPACITY: ACI 318-11 APPENDIX D SEISMIC DESIGN CATEGORY D 2-BOLT GROUP Nua - 0.0 lb FACTORED TENSILE FORCE APPLIED TO ANCHOR GROUP Vua - 200.0 lb FACTORED SHEAR FORCE APPLIED TO ANCHOR GROUP CONCRETE SLAB INFORMATION PC = 3000.0 psi ASSUMED CONCRETE COMPRESSIVE STRENGTH 21 = 1.00 NORMALWEIGHT CONCRETE ha = 6.00 in THICKNESS OF BASE CONCRETE ASSUME NO ANCHOR REINFORCEMENT IS PROVIDED 56 OF 57 ANCHOR BOLT INFORMATION TRY da = 1/2 in HILT[ KB-TZ [CC -ES ESR 1917 APPROVED REPORT Ase,N = 0.1010 inA2 EFFECTIVE TENSILE STRESS AREA Cal = 12.00 in POSSIBLE EDGE DISTANCE futa = 106000.0 psi SPECIFIED ULTIMATE STRENGTH heft = 3.25 in EFFECTIVE EMBEDMENT DEPTH OF ANCHOR Np = 4915.0 Ibs 5% FRACTILE OF RESULTS Cac = 6.00 in CRITICAL EDGE DISTANCE Vsa = 5495.0 Ibs STEEL STRENGTH IN SHEAR n = 2.00 DESIGN FOR (n) ANCHORS S1 = 7.78 in SPACING BETWEEN ANCHORS S2 - 0.00 in SPACING BETWEEN ANCHORS DESIGN REQUIREMENTS FOR TENSILE LOADING = 0.65 ANCHOR REDUCTION FACTOR - GOVERNED BY CONCRETE - CONDITION B - CATEGORY 2 (MEDIUM SENSITIVITY) Nsa = 10706.0lbs (D-2) �Nsa = 6958.90 Ibs INDIVIDUAL ANCHOR BOLT STRENGTH - O.K. Anc = 170.92 InA2 Anco = 95.06 inA2 (D-5) Wed,N = 1.00 (D-10) Wc,N = 1.40 Wcp,N = 1.00 (D-12) Wec,N = 1.00 NO ANCHOR GROUP ECCENTRICITY J,a = 0.80 )L kc = 17.00 POST INSTALLED ANCHORS Nb = 4364.40 (D-6) Ncbg = 10985.76lbs (D-4) 0.75 ONcbg = 5355.66 Ibs CONCRETE BREAKOUT STRENGTH OF ANCHOR GROUP IN TENSION - O.K. Npn = 4915.00 Ibs (D-13) WC,P = 1.00 ANALYSIS INDICATES SERVICE LEVEL CRACKING 0.75 oNpn = 2396.06 Ibs INDIVIDUAL ANCHOR PULLOUT STRENGTH - O.K. 0.75 �Nsb #N/A CONCRETE SIDE -FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION - N.A. 0.75 �Na #N/A BOND STRENGTH OF ADHESIVE ANCHOR IN TENSION - N.A. DESIGN REQUIREMENTS FOR SHEAR LOADING = 0.70 STRENGTH REDUCTION FACTOR FOR ANCHORS GOVERNED BY DUCTILE STEEL IN SHEAR �Vsa = 3846.50 Ibs INDIVIDUAL ANCHOR STRENGTH - O.K. Avc = 262.68 inA2 Avco = 648.00 inA2 (D-32) Wed,V = 1.00 (D-36) Wc,V = 1.00 NO REINFORCEMENT Wh,V = 1.73 (D-39) yrec,V = 1.00 NO ANCHOR GROUP ECCENTRICITY ka = 0.80 x le = 1.00 in 2da FOR TORQUE -CONTROLLED EXPANSION ANCHORS Vb = 10356.46lbs (D-33) Vcbg = 7271.501bs (D-31) WC139 = 7249.53 Ibs CONCRETE BREAKOUT STRENGTH OF ANCHOR GROUP IN SHEAR - O.K. Ncp = 10985.76lbs kpc = 2.00 Vcp = 21971.51 Ibs (D-40) 0Vcp - 15380.06 Ibs CONCRETE PRYOUT STRENGTH OF INDIVIDUAL ANCHOR IN SHEAR - O.K. INTERACTION OF TENSILE AND SHEAR FORCES ON ANCHOR GROUP oNn = 4792.13 Ibs GOVERNING TENSILE CAPACITY 0Vn = 7249.53 Ibs GOVERNING SHEAR CAPACITY Vua / 0Vn = 0.01 FULL STRENGTH IN TENSION SHALL BE PERMITTED Nua / ¢Nn = 0.00 FULL STRENGTH IN SHEAR SHALL BE PERMITTED Nua / �Nn + Vua / �Vn (D-I2) 0.03 - 1.2 ... TENSION AND SHEAR CAPACITY O.K. USE (2) 0.50 In DIAMETER x 3.25 in EFFECTIVE EMBED HILT/ KB-TZ ANCHORS /N EACH TENSION ZONE PER /CC -ES ESR-1917 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only PROJECT: ALK-RO Smuckers Drive-in Job#2307 5/1/2015 SLAB POINT LOAD CAPACITY: NOTE: MAXIMUM LOAD CASE Pu = INTERIOR 1.2D + I AP Pu = 3.19 kips Andrew L. Kirby, PE CONSULTING ENGINEER EXISTING SLAB -ON -GRADE DESIGN STRENGTH REFERENCE: JOURNAL OF STRUCTURAL ENGINEERING, VOL. 123, JANUARY, 1997 THE STRENGTH OF THE EXISTING FLOOR SLAB CAN BE CALCULATED USING THE EQUATION: Pa = 1.72 { ks R1 I Ec x 1 O^4 + 3.60)fct d A 2 WHERE: ks REPRESENTS THE SPRING CONSTANT OF SUBGRADE REACTION. TYPICALLY THE RANGE OF SUBGRADE MODULII FOR SOILS WITH AN ALLOWABLE SOIL BEARING PRESSURE RANGE OF 500-1500 PSF IS 60-200 psi/n. THIS ANALYSIS ASSUMES A CONSERVATIVE VALUE. FOR THE SUBGRADE MODULUS COEFFICIENT. ks = 60.00 psi/in = 0.060 ksilin SOIL SUBGRADE MODULUS Ec REPRESENTS THE MODULUS OF ELASTICITY OF CONCRETE. FOR NORMAL WEIGHT CONCRETE, Ec SHALL BE PERMITTED TO BE TAKEN AS 57,000 4 fc fc = 2000.00 psi ASSUMED MINIMUM COMPRESSIVE STRENGTH Ec = 2649.12 ksi CONCRETE MODULUS fct REPRESENTS THE SPLITTING TENSILE STRENGTH OF CONCRETE fct SHALL BE 7.5� d fc = 0.65 fat = 0.218 ksi CONCRETE TENSILE STRENGTH R1 REPRESENTS THE RADIUS OF THE LOADED AREA. HERE, THE EQUIVALENT RADIUS IS CONSERVATIVELY TAKEN AS HALF THE MINIMUM BASE PLATE DIMENSION = 1/2 (5" ) R1 = 3.50 in RADIUS OF LOADED AREA d REPRESENTS THE DEPTH OF THE SLAB. HERE, THE SLAB THICKNESS IS GIVEN BY THE OWNER d = 6.00 in SLAB THICKNESS Pa = 59.72 kips SLAB POINT LOAD CAPACITY Pa > Pu ... SLAB POINT LOAD CAPACITY EXCEEDS APPLIED LOAD - O.K. CHECK SLAB FOR UPLIFT: THE SEISMIC FORCE REACTIONS ON THE EXISTING FLOOR SLAB ARE BASED ON STRENGTH DESIGN. HOWEVER, SECTION 1802.2 STATES THAT ALLOWABLE STRESS DESIGN MAY BE USED FOR SEIZING THE SUPPORTING FOUNDATIONS USING THE LOAD COMBINATIONS GIVEN IN 1605.3. HERE IT IS ELECTED TO USE THE ALTERNATE BASIC LOAD COMBINATIONS OF 1605.3.2. Pu = 0.000 kips TENSION FROM CROSS AISLE ANCHORAGE CHECK - SOME BASES HAVE NET UPLIFT NET UPLIFT = 0.000 kips ... SEE ANCHOR DESIGN NEXT PAGES... 57 OF 57 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix A: 5/5/2015 Sheet 1 of21 APPENDIX A: "PUSHBACK RACK FIXTURES" Computer Model Results '*•*•****'* MASTAN2 v3.3.1 **"'**'•'* Problem Title: Sahale Snacks (Smuckers), Tukwila, WA 98168: Longitudinal Fundamental Period "T" ----------------------------- Input for Structural Analysis General Information Categories (i) Number of Nodes = 7 (ii) Number of Elements = 6 (iii) Number of Sections = 2 (iv) Number of Materials 1 (v) Number of Supports = 5 (vi) Applied Loads (i) Node Information Coordinates Node X Y z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 9.7000e+001 0.0000e+000 3 -4.9500e+001 9.7000e+001 0.0000e+000 4 4.9500e+001 9.7000e+001 0.0000e+000 5 0.0000e+000 1.7600e+002 0.0000e+000 6 -4.9500e+001 1.7600e+002 0.0000e+000 7 4.9500e+001 1.7600e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FIXED FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FIXED FREE FREE FREE FREE 7 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 9.7000e+001 0.0000e+000 1 1 2 3 2 4.9500e+001 0.0000e+000 2 1 3 4 2 4.9500e+001 0.0000e+000 2 1 4 2 5 7.9000e+001 0.0000e+000 1 1 5 6 5 4.9500e+001 0.0000e+000 2 1 6 7 5 4.9500e+001 0.0000e+000 2 1 Connections Flexural Stiffness Torsion Node i Node j warping Restraint Element kz ky kz ky Node i Node j 1 2.6250e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid 2.6250e+03 Rigid Free Free 3 Rigid Rigid 2.6250e+03 Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 Rigid Rigid 2.6250e+03 Rigid Free Free 6 Rigid Rigid 2.6250e+03 Rigid Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J Cw 1 8.1021e+001 1.4070e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 1.3800e+000 3.6500e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Pallet Support Beams Part III: Yield Surface Maximum Values Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.00OOe+000 1.00OOe+000 2 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 3 FREE 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 6 FREE 0.0000e+000 FREE 7 FREE 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 1.7670e-002-1.7670e+000 0.0000e+000 5 1.7670e-002-1.7670e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ ------------------------- End of Input for Structural Analysis -------------- ------------ ------==== ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Natural Undamped Vibration Analytical Results: (i) Normalized Displacements for Mode # 1, Period, T = 1.2582 *Note: [K] based on 1st -Order Elastic Analysis Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 6.9278e-001 4.0575e-019 0.0000e+000 3 6.9278e-001 0.0000e+000 0.0000e+000 4 6.9278e-001 0.0000e+000 0.0000e+000 5 1.0000e+000 0.0000e+000 0.0000e+000 6 1.00OOe+000 0.0000e+000 0.0000e+000 7 1.0000e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000-3.4410e-003 3 0.0000e+000 0.0000e+000 4.9355e-004 4 0.0000e+000 0.0000e+000 4.9355e-004 5 0.0000e+000 0.0000e+000-1.4786e-003 6 0.0000e+000 0.0000e+000 2.1208e-004 Job No. 2307 Sheet 2 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A:5/5/2015 7 0.0000e+000 0.0000e+000 2.1208e-004 (ii) No element results available for Natural Undamped Vibration Analysis (ii) No reactions available for Natural Undamped Vibration Analysis ##################################### End of Results of Structural Analysis ##################################### MASTAN2 v3.3.1 **'**•*•••` Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Longitudinal "ULS" ----------------------------- ----------------------------- Input for Structural Analysis --------------- ====-=======-- General Information Categories: (i) Number of Nodes = 7 (ii) Number of Elements = 6 (iii) Number of Sections = 2 (iv) Number of Materials = 1 (v) Number of Supports = 5 (vi) Applied Loads (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 9.7000e+001 0.0000e+000 3-4.9500e+001 9.7000e+001 0.0000e+000 4 4.9500e+001 9.7000e+001 0.0000e+000 5 0.0000e+000 1.7600e+002 0.0000e+000 6-4.9500e+001 1.7600e+002 0.0000e+000 7 4.9500e+001 1.7600e+002 0.0000e+000 Fixities Node X Y z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FIXED FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FIXED FREE FREE FREE FREE 7 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 9.7000e+001 0.0000e+000 1 1 2 3 2 4.9500e+001 0.0000e+000 2 1 3 4 2 4.9500e+001 0.0000e+000 2 1 4 2 5 7.9000e+001 0.0000e+000 1 1 5 6 5 4.9500e+001 0.0000e+000 2 1 6 7 5 4.9500e+001 0.0000e+000 2 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 2.1000e+03 Rigid Rigid Rigid Free Free 2 - Rigid Rigid 2.1000e+03 Rigid Free Free 3 Rigid Rigid 2.1000e+03 Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 Rigid Rigid 2.1000e+03 Rigid Free Free 6 Rigid Rigid 2.1000e+03 Rigid Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 8.1021e+001 1.4070e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 1.3800e+000 3.6500e+000 0.0000e+000 0.0000e+000 0.0000e+000 Job No. 2307 Sheet 3 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) .lob No. 2307 Appendix A: 5/5/2015 Sheet 4 of 21 Part II: Properties (continued) Number Zzz Zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Pallet Support Beams Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.0000e+000 1.0000e+000 1.0000e+000 2 1.0000e+000 1.0000e+000 1.0000e+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.3600e+004 3.000Oe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 3 FREE 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 6 FREE 0.0000e+000 FREE 7 FREE 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 1.000Oe-001-2.6000e+000 0.0000e+000 5 1.7600e-001-2.6000e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ End of Input for Structural Analysis ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Second -Order Elastic Analytical Results: (i) Displacements at Step # 10, Applied Load Ratio = 1.0000 Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 1.6271e+000-1.3872e-002 0.0000e+000 3 1.6271e+000 0.0000e+000 0.0000e+000 4 1.6271e+000 0.0000e+000 0.0000e+000 5 2.3138e+000-1.6959e-002 0.0000e+000 6 2.3138e+000 0.0000e+000 0.0000e+000 7 2.3138e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 1 0.0000e+000 0.0000e+000 0.00OOe+000 2 0.0000e+000 0.0000e+000 -7.8924e-003 3 0.0000e+000 0.0000e+000 8.1157e-004 4 0.0000e+000 0.0000e+000 1.4525e-003 5 0.0000e+000 0.0000e+000 -3.253le-003 6 0.0000e+000 0.0000e+000 7.4856e-005 7 0.0000e+000 0.0000e+000 8.5833e-004 (ii) Element Results at Step # 10, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 5.1570e+000 3.6255e-001 0.0000e+000 2 -5.1570e+000 -3.6255e-001 0.0000e+000 2 3 6.454le-005 -2.3030e-001 0.0000e+000 2 -6.4541e-005 2.3030e-001 0.0000e+000 3 4 -6.9293e-005 2.4726e-001 0.0000e+000 2 6.9293e-005 -2.4726e-001 0.0000e+000 4 2 2.5776e+000 1.9842e-001 0.0000e+000 5 -2.5776e+000 -1.9842e-001 0.0000e+000 5 6 3.0167e-005 -8.8055e-002 0.0000e+000 5 -3.0167e-005 8.8055e-002 0.0000e+000 6 7 -3.7269e-005 1.0878e-001 0.0000e+000 5 3.7269e-005 -1.0878e-001 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz 1 1 0.0000e+000 0.0000e+000 1.7448e+001 2 0.0000e+000 0.0000e+000 1.7709e+001 2 3 0.0000e+000 0.0000e+000 1.1102e-016 2 0.0000e+000 0.0000e+000 -1.1400e+001 3 4 0.0000e+000 0.0000e+000 5.5511e-016 2 0.0000e+000 0.0000e+000 1.2239e+001 4 2 0.0000e+000 0.0000e+000 5.9298e+000 5 0.0000e+000 0.0000e+000 9.7436e+000 5 6 0.0000e+000 0.0000e+000 3.3307e-016 5 0.0000e+000 0.0000e+000 -4.3587e+000 6 7 0.0000e+000 0.0000e+000 -5.551le-016 5 0.0000e+000 0.0000e+000 5.3848e+000 (iii) Reactions at Step # 10, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1 -2.7600e-001 5.1623e+000 FREE 3 FREE-2.3030e-001 FREE 4 FREE 2.4726e-001 FREE 6 FREE-8.8055e-002 FREE 7 FREE 1.0878e-001 FREE Moments Node Mx My Mz 1 FREE FREE 1.7448e+001 ##################################### End of Results of Structural Analysis ##################################### *•'•••'*•* MASTAN2 v3.3.1 •*'*'•••" B .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 Job No. 2307 Sheet 5 of 21 Problem Title: Sahale Snacks (Smuckers), Tukwila, WA 98168: Longitudinal Fundamental Period "T" ----------------------------- Input for Structural Analysis ------------- General Information Categories (i) Number of Nodes = 7 (ii) Number of Elements = 6 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 5 (vi) Applied Loads Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADDendiX A: 5/5/2015 (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 9.7000e+001 0.0000e+000 3-4.9500e+001 9.7000e+001 0.0000e+000 4 4.9500e+001 9.7000e+001 0.0000e+000 5 0.0000e+000 1.7600e+002 0.0000e+000 6-4.9500e+001 1.7600e+002 0.0000e+000 7 4.9500e+001 1.7600e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FIXED FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FIXED FREE FREE FREE FREE 7 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 9.7000e+001 0.0000e+000 3 1 2 3 2 4.9500e+001 0.0000e+000 2 1 3 4 2 4.9500e+001 0.0000e+000 2 1 4 2 5 7.9000e+001 0.0000e+000 1 1 5 6 5 4.9500e+001 0.0000e+000 2 1 6 7 5 4.9500e+001 0.0000e+000 2 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 2.6250e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid 2.6250e+03 Rigid Free Free 3 Rigid Rigid 2.6250e+03 Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 Rigid Rigid 2.6250e+03 Rigid Free Free 6 Rigid Rigid 2.6250e+03 Rigid Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 8.1021e+001 1.4070e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 2.1300e+000 4.5800e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.6204e+002 2.8150e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz Zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Pallet Support Beams 3 Inf Inf Inf Inf Double Posts Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.00OOe+000 1.00OOe+000 2 1.00OOe+000 1.00OOe+000 1.00OOe+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 3 FREE 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 6 FREE 0.0000e+000 FREE 7 FREE 0.0000e+000 FREE Job No. 2307 Sheet 6 of21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Aooendix A:5/5/2015 Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 3.5330e-002-3.5330e+000 0.0000e+000 5 3.5330e-002-3.5330e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist - Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ ------------------------------------ End of Input for Structural Analysis ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Natural Undamped Vibration Analytical Results: (i) Normalized Displacements for Mode # 1, Period, T = 1.5721 *Note: [K] based on 1st -Order Elastic Analysis Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 6.2455e-001 1.5972e-019 0.0000e+000 3 6.2455e-001 0.0000e+000 0.0000e+000 4 6.2455e-001 0.0000e+000 0.0000e+000 5 1.0000e+000 0.0000e+000 0.0000e+000 6 1.0000e+000 0.0000e+000 0.0000e+000 7 1.0000e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000-4.0863e-003 3 0.0000e+000 0.0000e+000 4.9598e-004 4 0.0000e+000 0.0000e+000 4.9598e-004 5 0.0000e+000 0.0000e+000-1.7587e-003 6 0.0000e+000 0.0000e+000 2.1347e-004 7 0.0000e+000 0.0000e+000 2.1347e-004 (ii) No element results available for Natural Undamped Vibration Analysis (ii) No reactions available for Natural Undamped Vibration Analysis ##################################### End of Results of Structural Analysis ##################################### *********** MASTAN2 v3.3.1 *********** Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Longitudinal "ULS" =============---------------- Input for Structural Analysis --------------------- -------- Job No. 2307 Sheet 7 of21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix A: 5/5/2015 Sheet 8 of 21 General Information Categories: (i) Number of Nodes = 7 (ii) Number of Elements = 6 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 5 (vi) Applied Loads (i) Node Information Coordinates Node X Y z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 9.7000e+001 0.0000e+000 3-4.9500e+001 9.7000e+001 0.0000e+000 4 4.9500e+001 9.7000e+001 0.0000e+000 5 0.0000e+000 1.7600e+002 0.0000e+000 6-4.9500e+001 1.7600e+002 0.0000e+000 7 4.9500e+001 1.7600e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FIXED FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FIXED FREE FREE FREE FREE 7 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) 1 1 2 9.7000e+001 0.0000e+000 2 3 2 4.9500e+001 0.0000e+000 3 4 2 4.9500e+001 0.0000e+000 4 2 5 7.9000e+001 0.0000e+000 5 6 5 4.9500e+001 0.0000e+000 6 7 5 4.9500e+001 0.0000e+000 Connections Flexural Stiffness Node i Node j Element kz ky kz ky 1 2.1000e+03 Rigid Rigid Rigid 2 Rigid Rigid 2.1000e+03 Rigid 3 Rigid Rigid 2.1000e+03 Rigid 4 Rigid Rigid Rigid Rigid 5 Rigid Rigid 2.1000e+03 Rigid 6 Rigid Rigid 2.1000e+03 Rigid (iii) Section Information Section Material 3 1 2 1 2 1 1 1 2 1 2 1 Torsion Warping Restraint Node i Node j Free Free Free Free Free Free Free Free Free Free Free Free Part I: Properties Number Area Izz Iyy J CW 1 8.1021e+001 1.4070e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 2.1300e+000 4.5800e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.6204e+002 2.8150e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz Zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Pallet Support Beams 3 Inf Inf Inf Inf Double Posts Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.0000e+000 1.0000e+000 1.0000e+000 2 1.0000e+000 1.0000e+000 1.0000e+000 3 1.0000e+000 1.0000e+000 1.0000e+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.3600e+004 3.000Oe-001 Inf 0.0000e+000 Mild Steel Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADnendiX A: 5/5/2015 (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 3 FREE 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 6 FREE 0.0000e+000 FREE 7 FREE 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 1.6200e-001-5.2000e+000 0.0000e+000 5 2.6600e-001-5.2000e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------- - End of Input for Structural Analysis ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Second -Order Elastic Analytical Results: (i) Displacements at Step # 10, Applied Load Ratio = 1.0000 Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 2.2307e+000-2.5804e-002 0.0000e+000 3 2.2307e+000 0.0000e+000 0.0000e+000 4 2.2307e+000 0.0000e+000 0.0000e+000 5 3.4706e+000-3.5716e-002 0.0000e+000 6 3.4707e+000 0.0000e+000 0.0000e+000 7 3.4706e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000-1.4171e-002 3 0.0000e+000 0.0000e+000 1.1355e-003 4 0.0000e+000 0.0000e+000 2.3046e-003 5 0.0000e+000 0.0000e+000-5.631le-003 6 0.0000e+000 0.0000e+000-1.2562e-004 7 0.0000e+000 0.0000e+000 1.4926e-003 (ii) Element Results at Step # 10, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 1.0307e+001 6.852le-001 0.0000e+000 2-1.0307e+001-6.852le-001 0.0000e+000 2 3 2.2859e-004-4.3852e-001 0.0000e+000 2-2.2859e-004 4.3652e-001 0.0000e+000 3 4-2.4605e-004 4.7201e-001 0.0000e+000 Job No. 2307 Sheet 9 of 21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix A: 5/5/2015 Sheet 10 of 21 2 2.4605e-004 -4.720le-001 0.0000e+000 4 2 5.1485e+000 3.6685e-001 0.0000e+000 5 -5.1485e+000 -3.6685e-001 0.0000e+000 5 6 1.1380e-004 -1.5772e-001 0.0000e+000 5 -1.1380e-004 1.5772e-001 0.0000e+000 6 7 -1.4725e-004 2.0408e-001 0.0000e+000 5 1.4725e-004 -2.0408e-001 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz 1 1 0.0000e+000 0.0000e+000 3.2412e+001 2 0.0000e+000 0.0000e+000 3.4009e+001 2 3 0.0000e+000 0.0000e+000 -3.3307e-016 2 0.0000e+000 0.0000e+000 -2.1707e+001 3 4 0.0000e+000 0.0000e+000 2.8866e-015 2 0.0000e+000 0.0000e+000 2.3365e+001 4 2 0.0000e+000 0.0000e+000 1.1062e+001 5 0.0000e+000 0.0000e+000 1.7910e+001 5 6 0.0000e+000 0.0000e+000 4.4409e-016 5 0.0000e+000 0.0000e+000 -7.8074e+000 6 7 0.0000e+000 0.0000e+000 4.4409e-016 5 0.0000e+000 0.0000e+000 1.0102e+001 (iii) Reactions at Step # 10, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1 -4.4800e-001 1.0320e+001 FREE 3 FREE-4.3852e-001 FREE 4 FREE 4.720le-001 FREE 6 FREE-1.5772e-001 FREE 7 FREE 2.0408e-001 FREE Moments Node Mx My Mz 1 FREE FREE 3.2412e+001 ##################################### End of Results of Structural Analysis ##################################### *••••*+*** MASTAN2 v3.3.1 **'****•*** B .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 .0000e+000 Problem Title: Sahale Snacks (Smuckers), Tukwila, WA 98168: Transverse Fundamental Period ----------------------------- Input for Structural Analysis ----------------------------- ----------------------------- General Information Categories (i) Number of Nodes = 30 (ii) Number of Elements = 45 (iii) Number of Sections = 4 (iv) Number of Materials = 1 (v) Number of Supports = 5 (vi) Applied Loads (i) Node Information Coordinates Node x Y Z. 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 4.0500e+001 0.0000e+000 3 0.0000e+000 8.2500e+001 0.0000e+000 4 0.0000e+000 9.9000e+001 0.0000e+000 5 0.0000e+000 1.5850e+002 0.0000e+000 6 0.0000e+000 1.7800e+002 0.0000e+000 7 5.1000e+001 0.0000e+000 0.0000e+000 8 5.1000e+001 4.0500e+001 0.0000e+000 9 5.1000e+001 8.2500e+001 0.0000e+000 10 5.1000e+001 9.9000e+001 0.0000e+000 11 5.1000e+001 1.5850e+002 0.0000e+000 12 5.1000e+001 1.7800e+002 0.0000e+000 13 1.0200e+002 0.0000e+000 0.0000e+000 14 1.0200e+002 4.0500e+001 0.0000e+000 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 15 1.0200e+002 8.2500e+001 0.0000e+000 16 1.0200e+002 9.9000e+001 0.0000e+000 17 1.0200e+002 1.5850e+002 0.0000e+000 18 1.0200e+002 1.7800e+002 0.0000e+000 19 1.5300e+002 0.0000e+000 0.0000e+000 20 1.5300e+002 4.0500e+001 0.0000e+000 21 1.5300e+002 8.2500e+001 0.0000e+000 22 1.5300e+002 9.9000e+001 0.0000e+000 23 1.5300e+002 1.5850e+002 0.0000e+000 24 1.5300e+002 1.7800e+002 0.0000e+000 25 2.00OOe+002 0.0000e+000 0.0000e+000 26 2.00OOe+002 4.0500e+001 0.0000e+000 27 2.00OOe+002 8.2500e+001 0.0000e+000 28 2.00OOe+002 9.9000e+001 0.0000e+000 29 2.00OOe+002 1.5850e+002 0.0000e+000 30 2.00OOe+002 1.7800e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FREE FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FREE FREE FREE FREE FREE 7 FIXED FIXED FREE FREE FREE FIXED 8 FREE FREE FREE FREE FREE FREE 9 FREE FREE FREE FREE FREE FREE 10 FREE FREE FREE FREE FREE FREE 11 FREE FREE FREE FREE FREE FREE 12 FREE FREE FREE FREE FREE FREE 13 FIXED FIXED FREE FREE FREE FIXED 14 FREE FREE FREE FREE FREE FREE 15 FREE FREE FREE FREE FREE FREE 16 FREE FREE FREE FREE FREE FREE 17 FREE FREE FREE FREE FREE FREE 18 FREE FREE FREE FREE FREE FREE 19 FIXED FIXED FREE FREE FREE FIXED 20 FREE FREE FREE FREE FREE FREE 21 FREE FREE FREE FREE FREE FREE 22 FREE FREE FREE FREE FREE FREE 23 FREE FREE FREE FREE FREE FREE 24 FREE FREE FREE FREE FREE FREE 25 FIXED FIXED FREE FREE FREE FIXED 26 FREE FREE FREE FREE FREE FREE 27 FREE FREE FREE FREE FREE FREE 28 FREE FREE FREE FREE FREE FREE 29 FREE FREE FREE FREE FREE FREE 30 FREE FREE FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 4.0500e+001 0.0000e+000 1 1 2 2 3 4.2000e+001 0.0000e+000 1 1 3 3 4 1.6500e+001 0.0000e+000 1 1 4 4 5 5.9500e+001 0.0000e+000 1 1 5 5 6 1.9500e+001 0.0000e+000 1 1 6 7 8 4.0500e+001 0.0000e+000 4 1 7 8 9 4.2000e+001 0.0000e+000 4 1 8 9 10 1.6500e+001 0.0000e+000 4 1 9 10 11 5.9500e+001 0.0000e+000 1 1 10 11 12 1.9500e+001 0.0000e+000 1 1 11 13 14 4.0500e+001 0.0000e+000 4 1 12 14 15 4.2000e+001 0.0000e+000 4 1 13 15 16 1.6500e+001 0.0000e+000 4 1 14 16 17 5.9500e+001 0.0000e+000 1 1 15 17 18 1.9500e+001 0.0000e+000 1 1 16 19 20 4.0500e+001 0.0000e+000 4 1 17 20 21 4.2000e+001 0.0000e+000 4 1 18 21 22 1.6500e+001 0.0000e+000 4 1 19 22 23 5.9500e+001 0.0000e+000 1 1 20 23 24 1.9500e+001 0.0000e+000 1 1 21 25 26 4.0500e+001 0.0000e+000 1 1 22 26 27 4.2000e+001 0.0000e+000 1 1 23 27 28 1.6500e+001 0.0000e+000 1 1 24 28 29 5.9500e+001 0.0000e+000 1 1 25 29 30 1.9500e+001 0.0000e+000 1 1 Job No. 2307 Sheet 11 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 26 2 8 5.1000e+001 0.0000e+000 2 1 27 8 14 5.1000e+001 0.0000e+000 2 1 28 14 20 5.1000e+001 0.0000e+000 2 1 29 20 26 4.7000e+001 0.0000e+000 2 1 30 3 9 5.1000e+001 0.0000e+000 2 1 31 9 15 5.1000e+001 0.0000e+000 2 1 32 15 21 5.1000e+001 0.0000e+000 2 1 33 .21 27 4.7000e+001 0.0000e+000 2 1 34 5 11 5.1000e+001 0.0000e+000 2 1 35 11 17 5.1000e+001 0.0000e+000 2 1 36 17 23 5.1000e+001 0.0000e+000 2 1 37 23 29 4.7000e+001 0.0000e+000 2 1 38 4 10 5.1000e+001 0.0000e+000 3 1 39 10 16 5.1000e+001 0.0000e+000 3 1 40 16 22 5.1000e+001 0.0000e+000 3 1 41 22 28 4.7000e+001 0.0000e+000 3 1 42 6 12 5.1000e+001 0.0000e+000 3 1 43 12 18 5.1000e+001 0.0000e+000 3 1 44 18 24 5.1000e+001 0.0000e+000 3 1 45 24 30 4.7000e+001 0.0000e+000 3 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.5000e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid Rigid Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 Rigid Rigid Rigid Rigid Free Free 6 3.00OOe+03 Rigid Rigid Rigid Free Free 7 Rigid Rigid Rigid Rigid Free Free 8 Rigid Rigid Rigid Rigid Free Free 9 Rigid Rigid Rigid Rigid Free Free 10 Rigid Rigid Rigid Rigid Free Free 11 3.00OOe+03 Rigid Rigid Rigid Free Free 12 Rigid Rigid Rigid Rigid Free Free 13 Rigid Rigid Rigid Rigid Free Free 14 Rigid Rigid Rigid Rigid Free Free 15 Rigid Rigid Rigid Rigid Free Free 16 3.00OOe+03 Rigid Rigid Rigid Free Free 17 Rigid Rigid Rigid Rigid Free Free 18 Rigid Rigid Rigid Rigid Free Free 19 Rigid Rigid Rigid Rigid Free Free 20 Rigid Rigid Rigid Rigid Free Free 21 1.5000e+03 Rigid Rigid Rigid Free Free 22 Rigid Rigid Rigid Rigid Free Free 23 Rigid Rigid Rigid Rigid Free Free 24 Rigid Rigid Rigid Rigid Free Free 25 Rigid Rigid Rigid Rigid Free Free 26 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 27 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 28 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 29 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 30 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 31 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 32 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 33 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 34 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 35 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 36 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 37 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 38 Pinned Pinned Pinned Pinned Free Free 39 Pinned Pinned Pinned Pinned Free Free 40 Pinned Pinned Pinned Pinned Free Free 41 Pinned Pinned Pinned Pinned Free Free 42 Pinned Pinned Pinned Pinned Free Free 43 Pinned Pinned Pinned Pinned Free Free 44 Pinned Pinned Pinned Pinned Free Free 45 Pinned Pinned Pinned Pinned Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 8.1000e-001 9.8000e-001 0.0000e+000 0.0000e+000 0.0000e+000 2 8.0900e-001 2.5310e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.00OOe+000 5.00OOe+000 0.0000e+000 0.0000e+000 0.0000e+000 4 1.6200e+000 5.6060e+000 0.0000e+000 0.0000e+000 0.0000e+000 :lob No. 2307 Sheet 12 of 21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 Part II: Properties (continued) Number Zzz Zyy Ayy Azz 1 Inf Inf Inf Inf 2 Inf Inf Inf Inf 3 Inf Inf Inf Inf 4 Inf Inf Inf Inf Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.0000e+000 1.0000e+000 1.0000e+000 2 1.00OOe+000 1.00OOe+000 1.0000e+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 4 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Name Single Posts Cross -Beams Dummy Beams Double Posts Number E v Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 7 0.0000e+000 0.0000e+000 FREE 13 0.0000e+000 0.0000e+000 FREE 19 0.0000e+000 0.0000e+000 FREE 25 0.0000e+000 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 7 FREE FREE 0.0000e+000 13 FREE FREE 0.0000e+000 19 FREE FREE 0.0000e+000 25 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz *** No Concentrated Forces Exist *** Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz 38 7.174le-004-7.174le-002 0.0000e+000 39 7.1741e-004-7.174le-002 0.0000e+000 40 7.1741e-004-7.1741e-002 0.0000e+000 41 7.174le-004-7.1741e-002 0.0000e+000 42 7.174le-004-7.174le-002 0.0000e+000 43 7.1741e-004-7.1741e-002 0.0000e+000 44 7.174le-004-7.1741e-002 0.0000e+000 45 7.174le-004-7.174le-002 0.0000e+000 Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ ------------------------------------ End of Input for Structural Analysis ------------=----------------------- ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Natural Undamped Vibration. Analytical Results: (i) Normalized Displacements for Mode # 1, Period, T = 1.1231 Job No. 2307 Sheet 13 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 *Note: [K] based on 1st -Order Elastic Analysis Deflections Node X-disp Y-disp Z-disp 1 -0.0000e+000 -0.0000e+000 -0.0000e+000 2 1.7272e-001 1.7853e-003 -0.0000e+000 3 3.7823e-001 3.0417e-003 -0.0000e+000 4 4.6930e-001 3.2672e-003 -0.0000e+000 5 9.0774e-001 4.0792e-003 -0.0000e+000 6 1.0000e+000 4.0797e-003 -0.0000e+000 7 -0.0000e+000 -0.0000e+000 -0.0000e+000 8 1.7272e-001 3.0010e-005 -0.0000e+000 9 3.7850e-001 3.7544e-005 -0.0000e+000 10 4.6900e-001 2.7303e-005 -0.0000e+000 11 9.0788e-001 -4.6577e-005 -0.0000e+000 12 9.9995e-001 -4.6589e-005 -0.0000e+000 13 -0.0000e+000 -0.0000e+000 -0.0000e+000 14 1.7273e-001 -2.5756e-008 -0.0000e+000 15 3.7858e-001 -1.9863e-008 -0.0000e+000 16 4.6889e-001 -4.1834e-008 -0.0000e+000 17 9.0793e-001 -2.0027e-007 -0.0000e+000 18 9.9991e-001 -2.003le-007 -0.0000e+000 19 -0.0000e+000 -0.0000e+000 -0.0000e+000 20 1.7273e-001 5.9173e-005 -0.0000e+000 21 3.7849e-001 1.138le-004 -0.0000e+000 22 4.6897e-001 1.3495e-004 -0.0000e+000 23 9.0789e-001 2.8735e-004 -0.0000e+000 24 9.9990e-001 2.8741e-004 -0.0000e+000 25 -0.0000e+000 -0.0000e+000 -0.0000e+000 26 1.7273e-001 -1.9635e-003 -0.0000e+000 27 3.7824e-001 -3.3440e-003 -0.0000e+000 28 4.6924e-001 -3.5912e-003 -0.0000e+000 29 9.0777e-001 -4.4814e-003 -0.0000e+000 30 9.9992e-001 -4.4819e-003 -0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 -0.0000e+000 -0.0000e+000 -0.0000e+000 2 -0.0000e+000 -0.0000e+000 -3.6210e-003 3 -0.0000e+000 -0.0000e+000 -4.1003e-003 4 -0.0000e+000 -0.0000e+000 -6.8184e-003 5 -0.0000e+000 -0.0000e+000 -4.2193e-003 6 -0.0000e+000 -0.0000e+000 -4.9869e-003 7 -0.0000e+000 -0.0000e+000 -0.0000e+000 8 -0.0000e+000 -0.0000e+000 -4.1693e-003 9 -0.0000e+000 -0.0000e+000 -4.8705e-003 10 -0.0000e+000 -0.0000e+000 -5.9580e-003 11 -0.0000e+000 -0.0000e+000 -3.3657e-003 12 -0.0000e+000 -0.0000e+000 -5.3989e-003 13 -0.0000e+000 -0.0000e+000 -0.0000e+000 14 -0.0000e+000 -0.0000e+000 -4.1654e-003 15 -0.0000e+000 -0.0000e+000 -4.8560e-003 16 -0.0000e+000 -0.0000e+000 -5.9480e-003 17 -0.0000e+000 -0.0000e+000 -3.3793e-003 18 -0.0000e+000 -0.0000e+000 -5.3861e-003 19 -0.0000e+000 -0.0000e+000 -0.0000e+000 20 -0.0000e+000 -0.0000e+000 -4.1650e-003 21 -0.0000e+000 -0.0000e+000 -4.8662e-003 22 -0.0000e+000 -0.0000e+000 -5.9584e-003 23 -0.0000e+000 -0.0000e+000 -3.3548e-003 24 -0.0000e+000 -0.0000e+000 -5.4000e-003 25 -0.0000e+000 -0.0000e+000 -0.0000e+000 26 -0.0000e+000 -0.0000e+000 -3.6046e-003 27 -0.0000e+000 -0.0000e+000 -4.0849e-003 28 -0.0000e+000 -0.0000e+000 -6.8217e-003 29 -0.0000e+000 -0.0000e+000 -4.1992e-003 30 -0.0000e+000 -0.0000e+000 -4.9892e-003 (ii) No element results available for Natural Undamped Vibration Analysis (ii) No reactions available for Natural Undamped Vibration Analysis ##################################### End of Results of Structural Analysis ##################################### Job No. 2307 Sheet 14 of 21 Copyright OO by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 *•*•****** MASTAN2 v3.3.1 Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Transverse "ULS" Input for Structural Analysis General Information Categories (i) Number of Nodes = 30 (ii) Number of Elements = 45 (iii) Number of Sections = 4 (iv) Number of Materials = 1 (v) Number of Supports = 5 (vi) Applied Loads (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 4.0500e+001 0.0000e+000 3 0.0000e+000 8.2500e+001 0.0000e+000 4 0.0000e+000 9.9000e+001 0.0000e+000 5 0.0000e+000 1.5850e+002 0.0000e+000 6 0.0000e+000 1.7800e+002 0.0000e+000 7 5.1000e+001 0.0000e+000 0.0000e+000 8 5.1000e+001 4.0500e+001 0.0000e+000 9 5.1000e+001 8.2500e+001 0.0000e+000 10 5.1000e+001 9.9000e+001 0.0000e+000 11 5.1000e+001 1.5850e+002 0.0000e+000 12 5.1000e+001 1.7800e+002 0.0000e+000 13 1.0200e+002 0.0000e+000 0.0000e+000 14 1.0200e+002 4.0500e+001 0.0000e+000 15 1.0200e+002 8.2500e+001 0.0000e+000 16 1.0200e+002 9.9000e+001 0.0000e+000 17 1.0200e+002 1.5850e+002 0.0000e+000 18 1.0200e+002 1.7800e+002 0.0000e+000 19 1.5300e+002 0.0000e+000 0.0000e+000 20 1.5300e+002 4.0500e+001 0.0000e+000 21 1.5300e+002 8.2500e+001 0.0000e+000 22 1.5300e+002 9.9000e+001 0.0000e+000 23 1.5300e+002 1.5850e+002 0.0000e+000 24 1.5300e+002 1.7800e+002 0.0000e+000 25 2.00OOe+002 0.0000e+000 0.0000e+000 26 2.00OOe+002 4.0500e+001 0.0000e+000 27 2.00OOe+002 8.2500e+001 0.0000e+000 28 2.00OOe+002 9.9000e+001 0.0000e+000 29 2.00OOe+002 1.5850e+002 0.0000e+000 30 2.00OOe+002 1.7800e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FREE FREE FREE FREE FREE 5 FREE FREE FREE FREE FREE FREE 6 FREE FREE FREE FREE FREE FREE 7 FIXED FIXED FREE FREE FREE FIXED 8 FREE FREE FREE FREE FREE FREE 9 FREE FREE FREE FREE FREE FREE 10 FREE FREE FREE FREE FREE FREE 11 FREE FREE FREE FREE FREE FREE 12 FREE FREE FREE FREE FREE FREE 13 FIXED FIXED FREE FREE FREE FIXED 14 FREE FREE FREE FREE FREE FREE 15 FREE FREE FREE FREE FREE FREE 16 FREE FREE FREE FREE FREE FREE 17 FREE FREE FREE FREE FREE FREE 18 FREE FREE FREE FREE FREE FREE 19 FIXED FIXED FREE FREE FREE FIXED 20 FREE FREE FREE FREE FREE FREE 21 FREE FREE FREE FREE FREE FREE 22 FREE FREE FREE FREE FREE FREE 23 FREE FREE FREE FREE FREE FREE 24 FREE FREE FREE FREE FREE FREE Job No. 2307 Sheet 15 of 21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix A: 5/5/2015 Sheet 16 of 21 25 FIXED FIXED FREE FREE FREE FIXED 26 FREE FREE FREE FREE FREE FREE 27 FREE FREE FREE FREE FREE FREE 28 FREE FREE FREE FREE FREE FREE 29 FREE FREE FREE FREE FREE FREE 30 FREE FREE FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 4.0500e+001 0.0000e+000 1 1 2 2 3 4.2000e+001 0.0000e+000 1 1 3 3 4 1.6500e+001 0.0000e+000 1 1 4 4 5 5.9500e+001 0.0000e+000 1 1 5 5 6 1.9500e+001 0.0000e+000 1 1 6 7 8 4.0500e+001 0.0000e+000 4 1 7 8 9 4.2000e+001 0.0000e+000 4 1 8 9 10 1.6500e+001 0.0000e+000 4 1 9 10 11 5.9500e+001 0.0000e+000 1 1 10 11 12 1.9500e+001 0.0000e+000 1 1 11 13 14 4.0500e+001 0.0000e+000 4 1 12 14 15 4.2000e+001 0.0000e+000 4 1 13 15 16 1.6500e+001 0.0000e+000 4 1 14 16 17 5.9500e+001 0.0000e+000 1 1 15 17 18 1.9500e+001 0.0000e+000 1 1 16 19 20 4.0500e+001 0.0000e+000 4 1 17 20 21 4.2000e+001 0.0000e+000 4 1 18 21 22 1.6500e+001 0.0000e+000 4 1 19 22 23 5.9500e+001 0.0000e+000 1 1 20 23 24 1.9500e+001 0.0000e+000 1 1 21 25 26 4.0500e+001 0.0000e+000 1 1 22 26 27 4.2000e+001 0.0000e+000 1 1 23 27 28 1.6500e+001 0.0000e+000 1 1 24 28 29 5.9500e+001 0.0000e+000 1 1 25 29 30 1.9500e+001 0.0000e+000 1 1 26 2 8 5.1000e+001 0.0000e+000 2 1 27 8 14 5.1000e+001 0.0000e+000 2 1 28 14 20 5.1000e+001 0.0000e+000 2 1 29 20 26 4.7000e+001 0.0000e+000 2 1 30 3 9 5.1000e+001 0.0000e+000 2 1 31 9 15 5.1000e+001 0.0000e+000 2 1 32 15 21 5.1000e+001 0.0000e+000 2 1 33 21 27 4.7000e+001 0.0000e+000 2 1 34 5 11 5.1000e+001 0.0000e+000 2 1 35 11 17 5.1000e+001 0.0000e+000 2 1 36 17 23 5.1000e+001 0.0000e+000 2 1 37 23 29 4.7000e+001 0.0000e+000 2 1 38 4 10 5.1000e+001 0.0000e+000 3 1 39 10 16 5.1000e+001 0.0000e+000 3 1 40 16 22 5.1000e+001 0.0000e+000 3 1 41 22 28 4.7000e+001 0.0000e+000 3 1 42 6 12 5.1000e+001 0.0000e+000 3 1 43 12 18 5.1000e+001 0.0000e+000 3 1 44 18 24 5.1000e+001 0.0000e+000 3 1 45 24 30 4.7000e+001 0.0000e+000 3 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.2000e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid Rigid Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 Rigid Rigid Rigid Rigid Free Free 6 2.4000e+03 Rigid Rigid Rigid Free Free 7 Rigid Rigid Rigid Rigid Free Free 8 Rigid Rigid Rigid Rigid Free Free 9 Rigid Rigid Rigid Rigid Free Free 10 Rigid Rigid Rigid Rigid Free Free 11 2.4000e+03 Rigid Rigid Rigid Free Free 12 Rigid Rigid Rigid Rigid Free Free 13 Rigid Rigid Rigid Rigid Free Free 14 Rigid Rigid Rigid Rigid Free Free 15 Rigid Rigid Rigid Rigid Free Free 16 2.4000e+03 Rigid Rigid Rigid Free Free 17 Rigid Rigid Rigid Rigid Free Free 18 Rigid Rigid Rigid Rigid Free Free 19 Rigid Rigid Rigid Rigid Free Free Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A:5/5/2015 20 Rigid Rigid Rigid Rigid Free Free 21 1.2000e+03 Rigid Rigid Rigid Free Free 22 Rigid Rigid Rigid Rigid Free Free 23 Rigid Rigid Rigid Rigid Free Free 24 Rigid Rigid Rigid Rigid Free Free 25 Rigid Rigid Rigid Rigid Free Free 26 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 27 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 28 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 29 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 30 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 31 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 32 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 33 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 34 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 35 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 36 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 37 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 38 Pinned Pinned Pinned Pinned Free Free 39 Pinned Pinned Pinned Pinned Free Free 40 Pinned Pinned Pinned Pinned Free Free 41 Pinned Pinned Pinned Pinned Free Free 42 Pinned Pinned Pinned Pinned Free Free 43 Pinned Pinned Pinned Pinned Free Free 44 Pinned Pinned Pinned Pinned Free Free 45 Pinned Pinned Pinned Pinned Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 8.1000e-001 9.8OOOe-001 0.0000e+000 0.0000e+000 0.0000e+000 2 8.0900e-001 2.5310e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.00OOe+000 5.00OOe+000 0.0000e+000 0.0000e+000 0.0000e+000 4 1.6200e+000 5.6060e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Cross -Beams 3 Inf Inf Inf Inf Dummy Beams 4 Inf Inf Inf Inf Double Posts Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.00OOe+000 1.00OOe+000 2 1.00OOe+000 1.00OOe+000 1.00OOe+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 4 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.3600e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y z 1 0.0000e+000 0.0000e+000 FREE 7 0.0000e+000 0.0000e+000 FREE 13 0.0000e+000 0.0000e+000 FREE 19 0.0000e+000 0.0000e+000 FREE 25 0.0000e+000 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 7 FREE FREE 0.0000e+000 13 FREE FREE 0.0000e+000 19 FREE FREE 0.0000e+000 25 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz *** No Concentrated Forces Exist *** Job No. 2307 Sheet 17 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Aonendix A: 5/5/2015 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz 38 4.5330e-003 -1.0558e-001 0.0000e+000 39 4.5330e-003 -1.0558e-001 0.0000e+000 40 4.5330e-003 -1.0558e-001 0.0000e+000 41 4.5330e-003 -1.0558e-001 0.0000e+000 42 7.7563e-003 -1.0558e-001 0.0000e+000 43 7.7563e-003 -1.0558e-001 0.0000e+000 44 7.7563e-003 -1.0558e-001 0.0000e+000 45 7.7563e-003 -1.0558e-001 0.0000e+000 Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** End of Input for Structural Analysis ------------------------------------ ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: First -Order Elastic Analytical Results: (i) Displacements at Step # 1, Applied Load Ratio = 1.0000 Deflections Node x-disp Y-disp z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 3.086le-001 -8.3167e-003 0.0000e+000 3 6.7301e-001 -1.8002e-002 0.0000e+000 4 8.3242e-001 -2.2280e-002 0.0000e+000 5 1.5786e+000 -2.9324e-002 0.0000e+000 6 1.7337e+000 -3.2070e-002 0.0000e+000 7 0.0000e+000 0.0000e+000 0.0000e+000 8 3.066le-001 -1.1344e-002 0.0000e+000 9 6.7342e-001 -2.3150e-002 0.0000e+000 10 8.3194e-001 -2.7811e-002 0.0000e+000 11 1.5791e+000 -4.4666e-002 0.0000e+000 12 1.7336e+000 -5.0159e-002 0.0000e+000 13 0.0000e+000 0.0000e+000 0.0000e+000 14 3.0863e-001 -1.1407e-002 0.0000e+000 15 6.7354e-001 -2.3237e-002 0.0000e+000 16 8.3177e-001 -2.7685e-002 0.0000e+000 17 1.5792e+000 -4.4648e-002 0.0000e+000 18 1.7335e+000 -5.0141e-002 0.0000e+000 19 0.0000e+000 0.0000e+000 0.0000e+000 20 3.0863e-001 -1.0649e-002 0.0000e+000 21 6.7340e-001 -2.211le-002 0.0000e+000 22 8.319le-001 -2.6537e-002 0.0000e+000 23 1.5792e+000 -4.2351e-002 0.0000e+000 24 1.7334e+000 -4.7629e-002 0.0000e+000 25 0.0000e+000 0.0000e+000 0.0000e+000 26 3.0864e-001 -1.396le-002 0.0000e+000 27 6.7301e-001 -2.7269e-002 0.0000e+000 28 8.3234e-001 -3.1977e-002 0.0000e+000 29 1.5790e+000 -4.1228e-002 0.0000e+000 30 1.7335e+000 -4.3759e-002 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 -6.4487e-003 3 0.0000e+000 0.0000e+000 -7.2355e-003 4 0.0000e+000 0.0000e+000 -1.1823e-002 5 0.0000e+000 0.0000e+000 -7.1428e-003 6 0.0000e+000 0.0000e+000 -8.3413e-003 7 0.0000e+000 0.0000e+000 0.0000e+000 Job No. 2307 Sheet 18 of21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 8 0.0000e+000 0.0000e+000 -7.4330e-003 9 0.0000e+000 0.0000e+000 -8.5673e-003 10 0.0000e+000 0.0000e+000 -1.0398e-002 11 0.0000e+000 0.0000e+000 -5.6957e-003 12 0.0000e+000 0.0000e+000 -9.0368e-003 13 0.0000e+000 0.0000e+000 0.0000e+000 14 0.0000e+000 0.0000e+000 -7.4247e-003 15 0.0000e+000 0.0000e+000 -8.5425e-003 16 0.0000e+000 0.0000e+000 -1.0385e-002 17 0.0000e+000 0.0000e+000 -5.6745e-003 18 0.0000e+000 0.0000e+000 -9.032le-003 19 0.0000e+000 0.0000e+000 0.0000e+000 20 0.0000e+000 0.0000e+000 -7.424le-003 21 0.0000e+000 0.0000e+000 -8.5584e-003 22 0.0000e+000 0.0000e+000 -1.0404e-002 23 0.0000e+000 0.0000e+000 -5.5897e-003 24 0.0000e+000 0.0000e+000 -9.0722e-003 25 0.0000e+000 0.0000e+000 0.0000e+000 26 0.0000e+000 0.0000e+000 -6.4175e-003 27 0.0000e+000 0.0000e+000 -7.2028e-003 28 0.0000e+000 0.0000e+000 -1.1846e-002 29 0.0000e+000 0.0000e+000 -7.0077e-003 30 0.0000e+000 0.0000e+000 -8.3803e-003 (ii) Element Results at Step # 1, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 3.9255e+000 2.6865e-001 0.0000e+000 2 -3.9255e+000 -2.8865e-001 0.0000e+000 2 2 4.4063e+000 2.8855e-001 0.0000e+000 3 -4.4083e+000 -2.8855e-001 0.0000e+000 3 3 4.9555e+000 1.3439e-001 0.0000e+000 4 -4.9555e+000 -1.3439e-001 0.0000e+000 4 4 2.2631e+000 2.4004e-001 0.0000e+000 5 -2.2631e+000 -2.4004e-001 0.0000e+000 5 5 2.6924e+000 1.4580e-001 0.0000e+000 6 -2.6924e+000 -1.4580e-001 0.0000e+000 6 7 1.0709e+001 6.2452e-001 0.0000e+000 8 -1.0709e+001 -6.2452e-001 0.0000e+000 7 8 1.0747e+001 6.172le-001 0.0000e+000 9 -1.0747e+001 -6.1721e-001 0.0000e+000 8 9 1.0800e+001 7.2613e-001 0.0000e+000 10 -1.0800e+001 -7.2613e-001 0.0000e+000 9 10 5.4151e+000 3.5358e-001 0.0000e+000 11 -5.4151e+000 -3.5358e-001 0.0000e+000 10 11 5.3848e+000 4.0643e-001 0.0000e+000 12 -5.3848e+000 -4.0643e-001 0.0000e+000 11 13 1.0768e+001 6.2703e-001 0.0000e+000 14 -1.0768e+001 -6.2703e-001 0.0000e+000 12 14 1.0769e+001 6.3426e-001 0.0000e+000 15 -1.0769e+001 -6.3426e-001 0.0000e+000 13 15 1.0770e+001 7.3195e-001 0.0000e+000 16 -1.0770e+001 -7.3195e-001 0.0000e+000 14 16 5.3854e+000 3.5529e-001 0.0000e+000 17 -5.3854e+000 -3.5529e-001 0.0000e+000 15 17 5.3846e+000 4.0844e-001 0.0000e+000 18 -5.3848e+000 -4.0844e-001 0.0000e+000 16 19 1.0241e+001 6.2719e-001 0.0000e+000 20 -1.0241e+001 -6.2719e-001 0.0000e+000 17 20 1.0252e+001 6.2436e-001 0.0000e+000 21 -1.0252e+001 -6.2436e-001 0.0000e+000 18 21 1.0254e+001 7.3094e-001 0.0000e+000 22 -1.0254e+001 -7.3094e-001 0.0000e+000 19 22 5.0808e+000 3.5765e-001 0.0000e+000 23 -5.0808e+000 -3.5765e-001 0.0000e+000 20 23 5.1736e+000 4.2364e-001 0.0000e+000 24 -5.1736e+000 -4.2364e-001 0.0000e+000 21 25 6.5897e+000 2.9048e-001 0.0000e+000 26 -6.5897e+000 -2.9048e-001 0.0000e+000 22 26 6.0572e+000 2.9348e-001 0.0000e+000 27 -6.0572e+000 -2.9348e-001 0.0000e+000 23 27 5.4536e+000 1.3446e-001 0.0000e+000 28 -5.4536e+000 -1.3446e-001 0.0000e+000 24 28 2.9724e+000 2.4471e-001 0.00006+000 29 -2.9724e+000 -2.4471e-001 0.0000e+000 25 29 2.4812e+000 1.6696e-001 0.0000e+000 30 -2.4812e+000 -1.6696e-001 0.0000e+000 26 2 -9.2379e-005 -4.8278e-001 0.0000e+000 Job No. 2307 Sheet 19 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Annendix A: 5/5/2015 8 9.2379e-005 4.8278e-001 0.0000e+000 27 8 -7.4039e-003 -5.2110e-001 0.0000e+000 14 7.4039e-003 5.2110e-001 0.0000e+000 28 14 -1.6910e-004 -5.2164e-001 0.0000e+000 20 1.6910e-004 5.2164e-001 0.0000e+000 29 20 -3.0002e-003 -5.3245e-001 0.0000e+000 26 3.0002e-003 5.3245e-001 0.0000e+000 30 3 -1.5416e-001 -5.4726e-001 0.0000e+000 9 1.5416e-001 5.4726e-001 0.0000e+000 31 9 -4.524le-002 -6.0007e-001 0.0000e+000 15 4.524le-002 6.0007e-001 0.0000e+000 32 15 5.2443e-002 -6.0142e-001 0.0000e+000 21 -5.2443e-002 6.0142e-001 0.0000e+000 33 21 1.5902e-001 -6.0363e-001 0.0000e+000 27 -1.5902e-001 6.0363e-001 0.0000e+000 34 5 -9.4243e-002 -4.2925e-001 0.0000e+000 11 9.4243e-002 4.2925e-001 0.0000e+000 35 11 -4.1390e-002 -3.9888e-001 0.0000e+000 17 4.1390e-002 3.9888e-001 0.0000e+000 36 17 1.1763e-002 -3.9829e-001 0.0000e+000 23 -1.1763e-002 3.9829e-001 0.0000e+000 37 23 7.7751e-002 -4.9113e-001 0.0000e+000 29 -7.7751e-002 4.9113e-001 0.0000e+000 38 4 1.0565e-001 2.6924e+000 0.0000e+000 10 -3.3683e-001 2.6924e+000 0.0000e+000 39 10 -3.5723e-002 2.6924e+000 0.0000e+000 16 -1.9546e-001 2.6924e+000 0.0000e+000 40 16 -1.8120e-001 2.6924e+000 0.0000e+000 22 -4.9982e-002 2.6924e+000 0.0000e+000 41 22 -3.2331e-001 2.4812e+000 0.0000e+000 28 1.1026e-001 2.4812e+000 0.0000e+000 42 6 -1.4580e-001 2.6924e+000 0.0000e+000 12 -2.4978e-001 2.6924e+000 0.0000e+000 43 12 -1.5665e-001 2.6924e+000 0.0000e+000 18 -2.3892e-001 2.6924e+000 0.0000e+000 44 18 -1.6952e-001 2.6924e+000 0.0000e+000 24 -2.2606e-001 2.6924e+000 0.0000e+000 45 24 -1.9758e-001 2.4812e+000 0.0000e+000 30 -1.6696e-001 2.4812e+000 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz B 1 1 0.0000e+000 0.0000e+000 6.4556e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 5.2346e+000 0.0000e+000 2 2 0.0000e+000 0.0000e+000 6.4929e+000 0.0000e+000 3 0.0000e+000 0.0000e+000 5.6263e+000 0.0000e+000 3 3 0.0000e+000 0.0000e+000 7.5393e+000 0.0000e+000 4 0.0000e+000 0.0000e+000 -5.3219e+000 0.0000e+000 4 4 0.0000e+000 0.0000e+000 5.3219e+000 0.0000e+000 5 0.0000e+000 0.0000e+000 8.9605e+000 0.0000e+000 5 5 0.0000e+000 0.0000e+000 2.8430e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 1.2790e-013 0.0000e+000 6 7 0.0000e+000 0.0000e+000 1.5640e+001 0.0000e+000 8 0.0000e+000 0.0000e+000 9.6531e+000 0.0000e+000 7 8 0.0000e+000 0.0000e+000 1.6534e+001 0.0000e+000 9 0.0000e+000 0.0000e+000 9.3885e+000 0.0000e+000 6 9 0.0000e+000 0.0000e+000 2.0672e+001 0.0000e+000 10 0.0000e+000 0.0000e+000 -8.6910e+000 0.0000e+000 9 10 0.0000e+000 0.0000e+000 8.6910e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 1.2347e+001 0.0000e+000 10 11 0.0000e+000 0.0000e+000 7.9254e+000 0.0000e+000 12 0.0000e+000 0.0000e+000 1.4921e-013 0.0000e+000 11 13 0.0000e+000 0.0000e+000 1.5650e+001 0.0000e+000 14 0.0000e+000 0.0000e+000 9.7446e+000 0.0000e+000 12 14 0.0000e+000 0.0000e+000 1.6841e+001 0.0000e+000 15 0.0000e+000 0.0000e+000 9.7983e+000 0.0000e+000 13 15 0.0000e+000 0.0000e+000 2.0816e+001 0.0000e+000 16 0.0000e+000 0.0000e+000 -8.7386e+000 0.0000e+000 14 16 0.0000e+000 0.0000e+000 8.7386e+000 0.0000e+000 17 0.0000e+000 0.0000e+000 1.2401e+001 0.0000e+000 15 17 0.0000e+000 0.0000e+000 7.9646e+000 0.0000e+000 18 0.0000e+000 0.0000e+000 -2.4158e-013 0.0000e+000 16 19 0.0000e+000 0.0000e+000 1.5651e+001 0.0000e+000 20 0.0000e+000 0.0000e+000 9.7508e+000 0.0000e+000 17 20 0.0000e+000 0.0000e+000 1.6685e+001 0.0000e+000 21 0.0000e+000 0.0000e+000 9.5385e+000 0.0000e+000 18 21 0.0000e+000 0.0000e+000 2.0829e+001 0.0000e+000 22 0.0000e+000 0.0000e+000 -8.7688e+000 0.0000e+000 19 22 0.0000e+000 0.0000e+000 6.7688e+000 0.0000e+000 Job No. 2307 Sheet 20 of 21 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix A: 5/5/2015 23 0.0000e+000 0.0000e+000 1.2512e+001 20 23 0.0000e+000 0.0000e+000 8.2610e+000 24 0.0000e+000 0.0000e+000 1.7764e-013 21 25 0.0000e+000 0.0000e+000 6.4687e+000 26 0.0000e+000 0.0000e+000 5.2958e+000 22 26 0.0000e+000 0.0000e+000 6.5956e+000 27 0.0000e+000 0.0000e+000 5.7306e+000 23 27 0.0000e+000 0.0000e+000 7.6181e+000 28 0.0000e+000 0.0000e+000 -5.3995e+000 24 28 0.0000e+000 0.0000e+000 5.3995e+000 29 0.0000e+000 0.0000e+000 9.1611e+000 25 29 0.0000e+000 0.0000e+000 3.2558e+000 30 0.0000e+000 0.0000e+000 -4.2633e-014 26 2 0.0000e+000 0.0000e+000 -1.1728e+001 8 0.0000e+000 0.0000e+000 -1.2894e+001 27 8 0.0000e+000 0.0000e+000 -1.3293e+001 14 0.0000e+000 0.0000e+000 -1.3283e+001 28 14 0.0000e+000 0.0000e+000 -1.3302e+001 20 0.0000e+000 0.0000e+000 -1.3301e+001 29 20 0.0000e+000 0.0000e+000 -1.3134e+001 26 0.0000e+000 0.0000e+000 -1.1891e+001 30 3 0.0000e+000 0.0000e+000 -1.3166e+001 9 0.0000e+000 0.0000e+000 -1.4744e+001 31 9 0.0000e+000 0.0000e+000 -1.5316e+001 15 0.0000e+000 0.0000e+000 -1.5287e+001 32 15 0.0000e+000 0.0000e+000 -1.5327e+001 21 0.0000e+000 0.0000e+000 -1.5346e+001 33 21 0.0000e+000 0.0000e+000 -1.5022e+001 27 0.0000e+000 0.0000e+000 -1.3349e+001 34 5 0.0000e+000 0.0000e+000 -1.1804e+001 11 0.0000e+000 0.0000e+000 -1.0088e+001 35 11 0.0000e+000 0.0000e+000 -1.0184e+001 17 0.0000e+000 0.0000e+000 -1.0159e+001 36 17 0.0000e+000 0.0000e+000 -1.0207e+001 23 0.0000e+000 0.0000e+000 -1.0106e+001 37 23 0.0000e+000 0.0000e+000 -1.0666e+001 29 0.0000e+000 0.0000e+000 -1.2417e+001 38 4 0.0000e+000 0.0000e+000 0.0000e+000 10 0.0000e+000 0.0000e+000 0.0000e+000 39 10 0.0000e+000 0.0000e+000 0.0000e+000 16 0.0000e+000 0.0000e+000 0.0000e+000 40 16 0.0000e+000 0.0000e+000 0.0000e+000 22 0.0000e+000 0.0000e+000 0.0000e+000 41 22 0.0000e+000 0.0000e+000 0.0000e+000 28 0.0000e+000 0.0000e+000 0.0000e+000 42 6 0.0000e+000 0.0000e+000 0.0000e+000 12 0.0000e+000 0.0000e+000 0.0000e+000 43 12 0.0000e+000 0.0000e+000 0.0000e+000 18 0.0000e+000 0.0000e+000 0.0000e+000 44 18 0.0000e+000 0.0000e+000 0.0000e+000 24 0.0000e+000 0.0000e+000 0.0000e+000 45 24 0.0000e+000 0.0000e+000 0.0000e+000 30 0.0000e+000 0.0000e+000 0.0000e+000 (iii) Reactions at Step # 1, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1 -2.8865e-001 3.9255e+000 FREE 7 -6.2452e-001 1.0709e+001 FREE 13 -6.2703e-001 1.0768e+001 FREE 19 -6.2719e-001 1.0241e+001 FREE 25 -2.9048e-001 6.5897e+000 FREE Moments Node Mx My Mz 1 FREE FREE 6.4556e+000 7 FREE FREE 1.5640e+001 13 FREE FREE 1.5650e+001 19 FREE FREE 1.5651e+001 25 FREE FREE 6.4687e+000 ##################################### End of Results of Structural Analysis ##################################### 0.00OOe+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 Job No. 2307 Sheet 21 of 21 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 AnDendix 13: 5/5/2015 Sheet 1 of 14 APPENDIX B: "DRIVE-IN RACK FIXTURES" Computer Model Results *********** MASTAN2 v3.3.1 ****•****** Problem Title: Sahale Snacks (Smuckers), Tukwila, WA 98168: Longitudinal Fundamental Period "T" ----------------------------- Input for Structural Analysis ----------------------------- ----------------------------- General Information Categories (i) Number of Nodes = 5 (ii) Number of Elements = 4 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 3 (vi) Applied Loads (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 1.4900e+002 0.0000e+000 3 0.0000e+000 2.5100e+002 0.0000e+000 4-2.6500e+001 2.5100e+002 0.0000e+000 5 2.6500e+001 2.5100e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 1.4900e+002 0.0000e+000 1 1 2 2 3 1.0200e+002 0.0000e+000 1 1 3 4 3 2.6500e+001 0.0000e+000 2 1 4 5 3 2.6500e+001 0.0000e+000 2 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.2000e+04 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid 6.0000e+03 Rigid Free Free 4 Rigid Rigid 6.0000e+03 Rigid Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 9.3200e+001 1.0910e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 1.3780e+000 3.6020e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 3.4090e+002 9.8620e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: .Properties (continued) Number Zzz zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf O/H Tie Beams 3 Inf Inf Inf Inf Double Posts Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.0000e+000 1.0000e+000 1.0000e+000 2 1.0000e+000 1.0000e+000 1.0000e+000 3 1.0000e+000 1.0000e+000 1.0000e+000 (iv) Material Information Copyright ©by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix B: 5/5/2015 Sheet 2 of 14 Part I: Properties Number E v Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 5 FREE 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 1.5550e-002-1.5550e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ End of Input for Structural Analysis -------------- ------------ ---------- ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Natural Undamped Vibration Analytical Results: (i) Normalized Displacements for Mode # 1, Period, T = 1.7899 *Note: [K] based on 1st -Order Elastic Analysis Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 7.2156e-001 2.7221e-022 0.0000e+000 3 1.00OOe+000 5.4442e-022 0.0000e+000 4 1.00OOe+000 0.0000e+000 0.0000e+000 5 1.0000e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000-5.2602e-003 3 0.0000e+000 0.0000e+000-1.9944e-004 4 0.0000e+000 0.0000e+000 3.3187e-005 5 0.0000e+000 0.0000e+000 3.3187e-005 (ii) No element results available for Natural Undamped Vibration Analysis (ii) No reactions available for Natural Undamped Vibration Analysis ##################################### End of Results of Structural Analysis ##################################### Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written pennission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix B: 5/5/2015 `•**••***** MASTAN2 v3.3.1 *•******** Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Longitudinal "ULS" Input for Structural Analysis General Information Categories: (i) Number of Nodes = 5 (ii) Number of Elements = 4 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 3 (vi) Applied Loads (i) Node Information Coordinates Node X Y z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 1.4900e+002 0.0000e+000 3 0.0000e+000 2.5100e+002 0.0000e+000 4-2.6500e+001 2.5100e+002 0.0000e+000 5 2.6500e+001 2.5100e+002 0.0000e+000 Fixities Node X Y z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FIXED FREE FREE FREE FREE 5 FREE FIXED FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 1.4900e+002 0.0000e+000 1 1 2 2 3 1.0200e+002 0.0000e+000 1 1 3 4 3 2.6500e+001 0.0000e+000 2 1 4 5 3 2.6500e+001 0.0000e+000 2 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.2000e+04 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid 6.00OOe+03 Rigid Free Free 4 Rigid Rigid 6.00OOe+03 Rigid Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 9.3200e+001 1.0910e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 1.3780e+000 3.6020e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 3.4090e+002 9.8620e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf 0/H Tie Beams 3 Inf Inf Inf Inf Double Posts Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.00OOe+000 1.00OOe+000 2 1.00OOe+000 1.00OOe+000 1.0000e+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel Job No. 2307 Sheet 3 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) AnnendiX B: 5/5/2015 (v) Support Information Prescribed Displacements Node X Y Z 1 0.0000e+000 0.0000e+000 FREE 4 FREE 0.0000e+000 FREE 5 FREE 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz 2 6.2000e-002-2.2880e+000 0.0000e+000 Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz *** No Uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ============== -------- End of Input for Structural Analysis ------------------------------------ ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Second -Order Elastic Analytical Results: (i) Displacements at Step # 10, Applied Load Ratio = 1.0000 Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 2.3195e+000-1.8112e-002 0.0000e+000 3 3.2082e+000-2.1963e-002 0.0000e+000 4 3.2082e+000 0.0000e+000 0.0000e+000 5 3.2082e+000 0.0000e+000 0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000-1.6913e-002 3 0.0000e+000 0.0000e+000-6.2936e-004 4 0.0000e+000 0.0000e+000-8.6198e-004 5 0.0000e+000 0.0000e+000 1.0714e-003 (ii) Element Results at Step # 10, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 2.0361e+000 1.137le-001 0.0000e+000 2-2.0361e+000-1.137le-001 0.0000e+000 2 2-2.5040e-001-2.1817e-003 0.0000e+000 3 2.5040e-001 2.1817e-003 0.0000e+000 3 4-2.4971e-005 3.0129e-002 0.0000e+000 3 2.4971e-005-3.0129e-002 0.0000e+000 4 5-1.8257e-004 2.2028e-001 0.0000e+000 3 1.8257e-004-2.2028e-001 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz B 1 1 0.0000e+000 0.0000e+000 1.1680e+001 0.0000e+000 .lob No. 2307 Sheet 4 of 14 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix B: 5/5/2015 Job No. 2307 Sheet 5 of 14 2 0.0000e+000 0.0000e+000 5.2597e+000 0.0000e+000 2 2 0.0000e+000 0.0000e+000-5.2597e+000 0.0000e+000 3 0.0000e+000 0.0000e+000 5.0389e+000 0.0000e+000 3 4 0.0000e+000 0.0000e+000 7.0777e-016 0.0000e+000 3 0.0000e+000 0.0000e+000 7.9841e-001 0.0000e+000 4 5 0.0000e+000 0.0000e+000 3.1225e-015 0.0000e+000 3 0.0000e+000 0.0000e+000 5.8373e+000 0.0000e+000 (iii) Reactions at Step # 10, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1-8.2000e-002 2.0376e+000 FREE 4 FREE 3.0129e-002 FREE 5 FREE 2.2028e-001 FREE Moments Node Mx My Mz 1 FREE FREE 1.1680e+001 End of Results of Structural Analysis ***•*•*•** MASTAN2 v3.3.1 **•*•'*•** Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Transverse Fundamental Period "Tn Input for Structural Analysis General Information Categories: (i) Number of Nodes = 24 (ii) Number of Elements = 33 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 6 (vi) Applied Loads (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 6.6500e+001 0.0000e+000 3 0.0000e+000 1.3250e+002 0.0000e+000 4 0.0000e+000 1.4900e+002 0.0000e+000 5 4.9375e+001 0.0000e+000 0.0000e+000 6 4.9375e+001 6.6500e+001 0.0000e+000 7 4.9375e+001 1.3250e+002 0.0000e+000 8 4.9375e+001 1.4900e+002 0.0000e+000 9 9.8750e+001 0.0000e+000 0.0000e+000 10 9.8750e+001 6.6500e+001 0.0000e+000 11 9.8750e+001 1.3250e+002 0.0000e+000 12 9.8750e+001 1.4900e+002 0.0000e+000 13 1.4813e+002 0.0000e+000 0.0000e+000 14 1.4813e+002 6.6500e+001 0.0000e+000 15 1.4813e+002 1.3250e+002 0.0000e+000 16 1.4813e+002 1.4900e+002 0.0000e+000 17 1.9750e+002 0.0000e+000 0.0000e+000 18 1.9750e+002 6.6500e+001 0.0000e+000 19 1.9750e+002 1.3250e+002 0.0000e+000 20 1.9750e+002 1.4900e+002 0.0000e+000 21 2.4688e+002 0.0000e+000 0.0000e+000 22 2.4688e+002 6.6500e+001 0.0000e+000 23 2.4688e+002 1.3250e+002 0.0000e+000 24 2.4688e+002 1.4900e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FREE FREE FREE FREE FREE Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix 13: 5/5/2015 5 FIXED FIXED FREE FREE FREE FIXED 6 FREE FREE FREE FREE FREE FREE 7 FREE FREE FREE FREE FREE FREE 8 FREE FREE FREE FREE FREE FREE 9 FIXED FIXED FREE FREE FREE FIXED 10 FREE FREE FREE FREE FREE FREE 11 FREE FREE FREE FREE FREE FREE 12 FREE FREE FREE FREE FREE FREE 13 FIXED FIXED FREE FREE FREE FIXED 14 FREE FREE FREE FREE FREE FREE 15 FREE FREE FREE FREE FREE FREE 16 FREE FREE FREE FREE FREE FREE 17 FIXED FIXED FREE FREE FREE FIXED 18 FREE FREE FREE FREE FREE FREE 19 FREE FREE FREE FREE FREE FREE 20 FREE FREE FREE FREE FREE FREE 21 FIXED FIXED FREE FREE FREE FIXED 22 FREE FREE FREE FREE FREE FREE 23 FREE FREE FREE FREE FREE FREE 24 FREE FREE FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section Material 1 1 2 6.6500e+001 0.0000e+000 1 1 2 2 3 6.6000e+001 0.0000e+000 1 1 3 3 4 1.6500e+001 0.0000e+000 1 1 4 5 6 6.6500e+001 0.0000e+000 1 1 5 6 7 6.6000e+001 0.0000e+000 1 1 6 7 8 1.6500e+001 0.0000e+000 1 1 7 9 10 6.6500e+001 0.0000e+000 1 1 8 10 11 6.6000e+001 0.0000e+000 1 1 9 11 12 1.6500e+001 0.0000e+000 1 1 10 13 14 6.6500e+001 0.0000e+000 1 1 11 14 15 6.6000e+001 0.0000e+000 1 1 12 15 16 1.6500e+001 0.0000e+000 1 1 13 17 18 6.6500e+001 0.0000e+000 1 1 14 18 19 6.6000e+001 0.0000e+000 1 1 15 19 20 1.6500e+001 0.0000e+000 1 1 16 21 22 6.6500e+001 0.0000e+000 1 1 17 22 23 6.6000e+001 0.0000e+000 1 1 18 23 24 1.6500e+001 0.0000e+000 1 1 19 2 6 4.9375e+001 0.0000e+000 2 1 20 6 10 4.9375e+001 0.0000e+000 2 1 21 10 14 4.9375e+001 0.0000e+000 2 1 22 14 18 4.9375e+001 0.0000e+000 2 1 23 18 22 4.9375e+001 0.0000e+000 2 1 24 3 7 4.9375e+001 0.0000e+000 2 1 25 7 11 4.9375e+001 0.0000e+000 2 1 26 11 15 4.9375e+001 0.0000e+000 2 1 27 15 19 4.9375e+001 0.0000e+000 2 1 28 19 23 4.9375e+001 0.0000e+000 2 1 29 4 8 4.9375e+001 0.0000e+000 3 1 30 8 12 4.9375e+001 0.0000e+000 3 1 31 12 16 4.9375e+001 0.0000e+000 3 1 32 16 20 4.9375e+001 0.0000e+000 3 1 33 20 24 4.9375e+001 0.0000e+000 3 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.5000e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid Rigid Rigid Free Free 4 3.00OOe+03 Rigid Rigid Rigid Free Free 5 Rigid Rigid Rigid Rigid Free Free 6 Rigid Rigid Rigid Rigid Free Free 7 3.00OOe+03 Rigid Rigid Rigid Free Free 8 Rigid Rigid Rigid Rigid Free Free 9 Rigid Rigid Rigid Rigid Free Free 10 3.00OOe+03 Rigid Rigid Rigid Free Free 11 Rigid Rigid Rigid Rigid Free Free 12 Rigid Rigid Rigid Rigid Free Free 13 3.00OOe+03 Rigid Rigid Rigid Free Free 14 Rigid Rigid Rigid Rigid Free Free 15 Rigid Rigid Rigid Rigid Free Free 16 1.5000e+03 Rigid Rigid Rigid Free Free 17 Rigid Rigid Rigid Rigid Free Free ,lob No. 2307 Sheet 6 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. 0 Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADDendiX B: 5/5/2015 18 Rigid Rigid Rigid Rigid Free Free 19 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 20 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 21 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 22 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 23 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 24 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 25 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 26 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 27 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 28 3.00OOe+03 Rigid 3.00OOe+03 Rigid Free Free 29 Pinned Pinned Pinned Pinned Free Free 30 Pinned Pinned Pinned Pinned Free Free 31 Pinned Pinned Pinned Pinned Free Free 32 Pinned Pinned Pinned Pinned Free Free 33 Pinned Pinned Pinned Pinned Free Free (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 9.3200e-001 1.1100e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 8.0900e-001 2.5310e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.00OOe+000 5.00OOe+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz Zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Cross -Beams 3 Inf Inf Inf Inf Dummy Beams Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.00OOe+000 1.00OOe+000 2 1.0000e+000 1.0000e+000 1.0000e+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E V Fy Wt Name 1 2.9500e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y z 1 0.0000e+000 0.0000e+000 FREE 5 0.0000e+000 0.0000e+000 FREE 9 0.0000e+000 0.0000e+000 FREE 13 0.0000e+000 0.0000e+000 FREE 17 0.0000e+000 0.0000e+000 FREE 21 0.0000e+000 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 5 FREE FREE O.0000e+000 9 FREE FREE 0.0000e+000 13 FREE FREE 0.0000e+000 17 FREE FREE 0.0000e+000 21 FREE FREE 0.0000e+000 (Vi) Applied Load Information Nodal Forces Node Px Py Pz *** No Concentrated Forces Exist *** Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz 29 3.1486e-004 -3.1486e-002 0.0000e+000 30 3.1486e-004 -3.1486e-002 0.0000e+000 31 3.1486e-004 -3.1486e-002 0.0000e+000 32 3.1486e-004 -3.1486e-002 0.0000e+000 Job No. 2307 Sheet 7 of 14 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Job No. 2307 Appendix B: 5/5/2015 Sheet 8 of 14 33 3.1486e-004-3.1466e-002 0.0000e+000 Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(zl) Thermal Coef *** No Temperature Effects Defined * ---------------- --------------------------------- -- End of Input for Structural Analysis -------------- -------------------- -- ############################## Results of Structural Analysis ############################## General Information: Structure Analyzed as: Planar Frame Analysis Type: Natural Undamped Vibration Analytical Results: (i) Normalized Displacements for Mode # 1, Period, T = 0.7151 *Note: [K] based on 1st -Order Elastic Analysis Deflections Node X-disp Y-disp Z-disp 1 -0.0000e+000 -0.0000e+000 -0.0000e+000 2 4.6893e-001 1.8554e-003 -0.0000e+000 3 9.2786e-001 2.6662e-003 -0.0000e+000 4 1.0000e+000 2.6665e-003 -0.0000e+000 5 -0.0000e+000 -0.0000e+000 -0.0000e+000 6 4.689le-001 -1.9542e-004 -0.0000e+000 7 9.2806e-001 -2.5614e-004 -0.0000e+000 8 9.999le-001 -2.5618e-004 -0.0000e+000 9 -0.0000e+000 -0.0000e+000 -0.0000e+000 10 4.6889e-001 4.2363e-006 -0.0000e+000 11 9.2816e-001 3.2504e-006 -0.0000e+000 12 9.9986e-001 3.2510e-006 -0.0000e+000 13 -0.0000e+000 -0.0000e+000 -0.0000e+000 14 4.6889e-001 -4.2363e-006 -0.0000e+000 15 9.2816e-001 -3.2504e-006 -0.0000e+000 16 9.9986e-001 -3.2510e-006 -0.0000e+000 17 -0.0000e+000 -0.0000e+000 -0.0000e+000 18 4.689le-001 1.9542e-004 -0.0000e+000 19 9.2606e-001 2.5614e-004 -0.0000e+000 20 9.9991e-001 2.5618e-004 -0.0000e+000 21 -0.0000e+000 -0.0000e+000 -0.0000e+000 22 4.6893e-001 -1.8554e-003 -0.0000e+000 23 9.2786e-001 -2.6662e-003 -0.0000e+000 24 1.0000e+000 -2.6665e-003 -0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 -0.0000e+000 -0.0000e+000 -0.0000e+000 2 -0.0000e+000 -0.0000e+000 -5.4240e-003 3 -0.0000e+000 -0.0000e+000 -4.0947e-003 4 -0.0000e+000 -0.0000e+000 -4.5109e-003 5 -0.0000e+000 -0.0000e+000 -0.0000e+000 6 -0.0000e+000 -0.0000e+000 -4.0616e-003 7 -0.0000e+000 -0.0000e+000 -3.4119e-003 8 -0.0000e+000 -0.0000e+000 -4.8255e-003 9 -0.0000e+000 -0.0000e+000 -0.0000e+000 10 -0.0000e+000 -0.0000e+000 -4.1174e-003 11 -0.0000e+000 -0.0000e+000 -3.4136e-003 12 -0.0000e+000 -0.0000e+000 -4.8116e-003 13 -0.0000e+000 -0.0000e+000 -0.0000e+000 14 -0.0000e+000 -0.0000e+000 -4.1174e-003 15 -0.0000e+000 -0.0000e+000 -3.4136e-003 16 -0.0000e+000 -0.0000e+000 -4.8116e-003 17 -0.0000e+000 -0.0000e+000 -0.0000e+000 18 -0.0000e+000 -0.0000e+000 -4.0616e-003 19 -0.0000e+000 -0.0000e+000 -3.4119e-003 20 -0.0000e+000 -0.0000e+000 -4.8255e-003 21 -0.0000e+000 -0.0000e+000 -0.0000e+000 22 -0.0000e+000 -0.0000e+000 -5.4240e-003 23 -0.0000e+000 -0.0000e+000 -4.0947e-003 24 -0.0000e+000 -0.0000e+000 -4.5109e-003 (ii) No element results available for Natural Undamped Vibration Analysis Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADoendix B: 5/5/2015 (ii) No reactions available for Natural Undamped Vibration Analysis ##################################### End of Results of Structural Analysis ##################################### MASTAN2 v3.3.1 **•******** Problem Title: Sahale Snacks (Smuckers) , Tukwila, WA 98168: Transverse "ULS" ----------------------------- Input for Structural Analysis ----------------------------- General Information Categories (i) Number of Nodes = 24 (ii) Number of Elements = 33 (iii) Number of Sections = 3 (iv) Number of Materials = 1 (v) Number of Supports = 6 (vi) Applied Loads (i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 6.6500e+001 0.0000e+000 3 0.0000e+000 1.3250e+002 0.0000e+000 4 0.0000e+000 1.4900e+002 0.0000e+000 5 4.9375e+001 0.0000e+000 0.0000e+000 6 4.9375e+001 6.6500e+001 0.0000e+000 7 4.9375e+001 1.3250e+002 0.0000e+000 8 4.9375e+001 1.4900e+002 0.0000e+000 9 9.8750e+001 0.0000e+000 0.0000e+000 10 9.8750e+001 6.6500e+001 0.0000e+000 11 9.8750e+001 1.3250e+002 0.0000e+000 12 9.8750e+001 1.4900e+002 0.0000e+000 13 1.4813e+002 0.0000e+000 0.0000e+000 14 1.4813e+002 6.6500e+001 0.0000e+000 15 1.4813e+002 1.3250e+002 0.0000e+000 16 1.4813e+002 1.4900e+002 0.0000e+000 17 1.9750e+002 0.0000e+000 0.0000e+000 18 1.9750e+002 6.6500e+001 0.0000e+000 19 1.9750e+002 1.3250e+002 0.0000e+000 20 1.9750e+002 1.4900e+002 0.0000e+000 21 2.4688e+002 0.0000e+000 0.0000e+000 22 2.4688e+002 6.6500e+001 0.0000e+000 23 2.4688e+002 1.3250e+002 0.0000e+000 24 2.4688e+002 1.4900e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FREE FREE FREE FREE FREE 5 FIXED FIXED FREE FREE FREE FIXED. 6 FREE FREE FREE FREE FREE FREE 7 FREE FREE FREE FREE FREE FREE 8 FREE FREE FREE FREE FREE FREE 9 FIXED FIXED FREE FREE FREE FIXED 10 FREE FREE FREE FREE FREE FREE 11 FREE FREE FREE FREE FREE FREE 12 FREE FREE FREE FREE FREE FREE 13 FIXED FIXED FREE FREE FREE FIXED 14 FREE FREE FREE FREE FREE FREE 15 FREE FREE FREE FREE FREE FREE 16 FREE FREE FREE FREE FREE FREE 17 FIXED FIXED FREE FREE FREE FIXED 18 FREE FREE FREE FREE FREE FREE 19 FREE FREE FREE FREE FREE FREE 20 FREE FREE FREE FREE FREE FREE Job No. 2307 Sheet 9 of 14 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADDendix B: 5/5/2015 21 FIXED FIXED FREE FREE FREE FIXED 22 FREE FREE FREE FREE FREE FREE 23 FREE FREE FREE FREE FREE FREE 24 FREE FREE FREE FREE FREE FREE (ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) Section material 1 1 2 6.6500e+001 0.0000e+000 1 1 2 2 3 6.6000e+001 0.0000e+000 1 1 3 3 4 1.6500e+001 0.0000e+000 1 1 4 5 6 6.6500e+001 0.0000e+000 1 1 5 6 7 6.6000e+001 0.0000e+000 1 1 6 7 8 1.6500e+001 0.0000e+000 1 1 7 9 10 6.6500e+001 0.0000e+000 1 1 8 10 11 6.6000e+001 0.0000e+000 1 1 9 11 12 1.6500e+001 0.0000e+000 1 1 10 13 14 6.6500e+001 0.0000e+000 1 1 11 14 15 6.6000e+001 0.0000e+000 1 1 12 15 16 1.6500e+001 0.0000e+000 1 1 13 17 18 6.6500e+001 0.0000e+000 1 1 14 18 19 6.6000e+001 0.0000e+000 1 1 15 19 20 1.6500e+001 0.0000e+000 1 1 16 21 22 6.6500e+001 0.0000e+000 1 1 17 22 23 6.6000e+001 0.0000e+000 1 1 18 23 24 1.6500e+001 0.0000e+000 1 1 19 2 6 4.9375e+001 0.0000e+000 2 1 20 6 10 4.9375e+001 0.0000e+000 2 1 21 10 14 4.9375e+001 0.0000e+000 2 1 22 14 18 4.9375e+001 0.0000e+000 2 1 23 18 22 4.9375e+001 0.0000e+000 2 1 24 3 7 4.9375e+001 0.0000e+000 2 1 25 7 11 4.9375e+001 0.0000e+000 2 1 26 11 15 4.9375e+001 0.0000e+000 2 1 27 15 19 4.9375e+001 0.0000e+000 2 1 28 19 23 4.9375e+001 0.0000e+000 2 1 29 4 8 4.9375e+001 0.0000e+000 3 1 30 8 12 4.9375e+001 0.0000e+000 3 1 31 12 16 4.9375e+001 0.0000e+000 3 1 32 16 20 4.9375e+001 0.0000e+000 3 1 33 20 24 4.9375e+001 0.0000e+000 3 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.2000e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid Rigid Rigid Free Free 4 2.4000e+03 Rigid Rigid Rigid Free Free 5 Rigid Rigid Rigid Rigid Free Free 6 Rigid Rigid Rigid Rigid Free Free 7 2.4000e+03 Rigid Rigid Rigid Free Free 8 Rigid Rigid Rigid Rigid Free Free 9 Rigid Rigid Rigid Rigid Free Free 10 2.4000e+03 Rigid Rigid Rigid Free Free 11 Rigid Rigid Rigid Rigid Free Free 12 Rigid Rigid Rigid Rigid Free Free 13 2.4000e+03 Rigid Rigid Rigid Free Free 14 Rigid Rigid Rigid Rigid Free Free 15 Rigid Rigid Rigid Rigid Free Free 16 1.2000e+03 Rigid Rigid Rigid Free Free 17 Rigid Rigid Rigid Rigid Free Free 18 Rigid Rigid Rigid Rigid Free Free 19 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 20 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 21 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 22 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 23 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 24 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 25 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 26 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 27 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 28 2.4000e+03 Rigid 2.4000e+03 Rigid Free Free 29 Pinned Pinned Pinned Pinned Free Free 30 Pinned Pinned Pinned Pinned Free Free 31 Pinned Pinned Pinned Pinned Free Free 32 Pinned Pinned Pinned Pinned Free Free 33 Pinned Pinned Pinned Pinned Free Free Job No. 2307 Sheet 10 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Annendix 13: 5/5/2015 (iii) Section Information Part I: Properties Number Area Izz Iyy J CW 1 9.3200e-001 1.1100e+000 0.0000e+000 0.0000e+000 0.0000e+000 2 8.0900e-001 2.5310e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 1.00OOe+000 5.00OOe+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz zyy Ayy Azz Name 1 Inf Inf Inf Inf Single Posts 2 Inf Inf Inf Inf Cross -Beams 3 Inf Inf Inf Inf Dummy Beams Part III: Yield Surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.00OOe+000 1.0000e+000 1.00OOe+000 2 1.0000e+000 1.0000e+000 1.00OOe+000 3 1.00OOe+000 1.00OOe+000 1.00OOe+000 (iv) Material Information Part I: Properties Number E v Fy Wt Name 1 2.3600e+004 3.00OOe-001 Inf 0.0000e+000 Mild Steel (v) Support Information Prescribed Displacements Node X Y z 1 0.0000e+000 0.0000e+000 FREE 5 0.0000e+000 0.0000e+000 FREE 9 0.0000e+000 0.0000e+000 FREE 13 0.0000e+000 0.0000e+000 FREE 17 0.0000e+000 0.0000e+000 FREE 21 0.0000e+000 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 5 FREE FREE 0.0000e+000 9 FREE FREE 0.0000e+000 13 FREE FREE 0.0000e+000 17 FREE FREE 0.0000e+000 21 FREE FREE 0.0000e+000 (vi) Applied Load Information Nodal Forces Node Px Py Pz *** No Concentrated Forces Exist *** Nodal Moments Node Mx My Mz *** No concentrated Moments Exist *** Uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz 29 4.2572e-003-4.6339e-002 0.0000e+000 30 4.2572e-003-4.6339e-002 0.0000e+000 31 4.2572e-003-4.6339e-002 0.0000e+000 32 4.2572e-003-4.6339e-002 0.0000e+000 33 4.2572e-003-4.6339e-002 0.0000e+000 Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(z') Thermal Coef *** No Temperature Effects Defined *** ------------------------------------ ------------------------------------ End of Input for Structural Analysis ------------------------------------ ------------------------------------ ############################## Results of Structural Analysis ############################## General Information: Job No. 2307 Sheet 11 of 14 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) ADDendiX B: 5/5/2015 Structure Analyzed as: Planar Frame Analysis Type: Second -Order Elastic Analytical Results: (i) Displacements at Step # 10, Applied Load Ratio = 1.0000 Deflections Node X-disp Y-disp Z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 4.2456e-001 -3.1753e-003 0.0000e+000 3 8.3903e-001 -7.2042e-003 0.0000e+000 4 9.0371e-001 -8.1890e-003 0.0000e+000 5 0.0000e+000 0.0000e+000 0.0000e+000 6 4.2455e-001 -8.4078e-003 0.0000e+000 7 8.3924e-001 -1.6602e-002 0.0000e+000 8 9.0361e-001 -1.8443e-002 0.0000e+000 9 0.0000e+000 0.0000e+000 0.0000e+000 10 4.2455e-001 -8.2704e-003 0.0000e+000 11 8.3936e-001 -1.6440e-002 0.0000e+000 12 9.0354e-001 -1.8281e-002 0.0000e+000 13 0.0000e+000 0.0000e+000 0.0000e+000 14 4.2456e-001 -8.2782e-003 0.0000e+000 15 8.3939e-001 -1.6447e-002 0.0000e+000 16 9.035le-001 -1.8287e-002 0.0000e+000 17 0.0000e+000 0.0000e+000 0.0000e+000 18 4.2458e-001 -8.0546e-003 0.0000e+000 19 8.3932e-001 -1.6140e-002 0.0000e+000 20 9.0352e-001 -1.798le-002 0.0000e+000 21 0.0000e+000 0.0000e+000 0.0000e+000 22 4.246le-001 -6.5185e-003 0.0000e+000 23 8.3916e-001 -1.200le-002 0.0000e+000 24 9.0359e-001 -1.2985e-002 .0.0000e+000 Rotations (radians) Node X-rot Y-rot Z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 -4.9288e-003 3 0.0000e+000 0.0000e+000 -3.7078e-003 4 0.0000e+000 0.0000e+000 -4.0263e-003 5 0.0000e+000 0.0000e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 -3.6867e-003 7 0.0000e+000 0.0000e+000 -3.0883e-003 8 0.0000e+000 0.0000e+000 -4.3088e-003 9 0.0000e+000 0.0000e+000 0.0000e+000 10 0.0000e+000 0.0000e+000 -3.7209e-003 11 0.0000e+000 0.0000e+000 -3.0631e-003 12 0.0000e+000 0.0000e+000 -4.3041e-003 13 0.0000e+000 0.0000e+000 0.0000e+000 14 0.0000e+000 0.0000e+000 -3.7223e-003 15 0.0000e+000 0.0000e+000 -3.0625e-003 16 0.0000e+000 0.0000e+000 -4.2993e-003 17 0.0000e+000 0.0000e+000 0.0000e+000 18 0.0000e+000 0.0000e+000 -3.6547e-003 19 0.0000e+000 0.0000e+000 -3.0346e-003 20 0.0000e+000 0.0000e+000 -4.3199e-003 21 0.0000e+000 0.0000e+000 0.0000e+000 22 0.0000e+000 0.0000e+000 -4.8674e-003 23 0.0000e+000 0.0000e+000 -3.6419e-003 24 0.0000e+000 0.0000e+000 -4.0374e-003 (ii) Element Results at Step 4 10, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 6.0183e-001 1.351le-001 0.0000e+000 2 -6.0183e-001 -1.3511e-001 0.0000e+000 2 2 9.0678e-001 1.4140e-001 0.0000e+000 3 -9.0878e-001 -1.4140e-001 0.0000e+000 3 3 1.1438e+000 6.1262e-002 0.0000e+000 4 -1.1438e+000 -6.1282e-002 0.0000e+000 4 5 2.3323e+000 2.1345e-001 0.0000e+000 6 -2.3323e+000 -2.1345e-001 0.0000e+000 5 6 2.296le+000 2.0836e-001 0.0000e+000 7 -2.2961e+000 -2.0836e-001 0.0000e+000 6 7 2.2871e+000 2.3467e-001 0.0000e+000 6 -2.2671e+000 -2.3467e-001 0.0000e+000 7 9 2.2868e+000 2.1248e-001 0.0000e+000 10 -2.2868e+000 -2.1248e-001 0.0000e+000 Job No. 2307 Sheet 12 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Aooendix B: 5/5/2015 8 10 2.2879e+000 2.0817e-001 0.0000e+000 11 -2.2879e+000 -2.0817e-001 0.0000e+000 9 11 2.2871e+000 2.3860e-001 0.0000e+000 12 -2.2871e+000 -2.3860e-001 0.0000e+000 10 13 2.2893e+000 2.1245e-001 0.0000e+000 14 -2.2893e+000 -2.1245e-001 0.0000e+000 11 14 2.2873e+000 2.0816e-001 0.0000e+000 15 -2.2873e+000 -2.0816e-001 0.0000e+000 12 15 2.2871e+000 2.378le-001 0.0000e+000 16 -2.2871e+000 -2.378le-001 0.0000e+000 13 17 2.2153e+000 2.1440e-001 0.0000e+000 18 -2.2153e+000 -2.1440e-001 0.0000e+000 14 18 2.2599e+000 2.1151e-001 0.0000e+000 19 -2.2599e+000 -2.115le-001 0.0000e+000 15 19 2.2871e+000 2.4714e-001 0.0000e+000 20 -2.2871e+000 -2.4714e-001 0.0000e+000 16 21 1.7075e+000 1.3613e-001 0.0000e+000 22 -1.7075e+000 -1.3613e-001 0.0000e+000 17 22 1.3931e+000 1.4526e-001 0.0000e+000 23 -1.3931e+000 -1.4526e-001 0.0000e+000 18 23 1.1437e+000 7.6068e-002 0.0000e+000 24 -1.1437e+000 -7.6068e-002 0.0000e+000 19 2 4.4566e-003 -3.0698e-001 0.0000e+000 6 -4.4566e-003 3.0698e-001 0.0000e+000 20 6 -1.9943e-004 -2.7080e-001 0.0000e+000 10 1.9943e-004 2.7080e-001 0.0000e+000 21 10 -4.2936e-003 -2.7189e-001 0.0000e+000 14 4.2936e-003 2.7169e-001 0.0000e+000 22 14 -8.345le-003 -2.6981e-001 0.0000e+000 18 8.345le-003 2.698le-001 0.0000e+000 23 18 -1.1296e-002 -3.1431e-001 0.0000e+000 22 1.1296e-002 3.143le-001 0.0000e+000 24 3 -7.8850e-002 -2.3435e-001 0.0000e+000 7 7.8850e-002 2.3435e-001 0.0000e+000 25 7 -4.7076e-002 -2.2495e-001 0.0000e+000 11 4.7076e-002 2.2495e-001 0.0000e+000 26 11 -1.1153e-002 -2.2376e-001 0.0000e+000 15 1.1153e-002 2.2376e-001 0.0000e+000 27 15 2.398le-002 -2.2317e-001 0.0000e+000 19 -2.3981e-002 2.2317e-001 0.0000e+000 28 19 6.4889e-002 -2.500le-001 0.0000e+000 23 -6.4869e-002 2.500le-001 0.0000e+000 29 4 -5.6917e-002 1.1440e+000 0.0000e+000 8 -1.5352e-001 1.1440e+000 0.0000e+000 30 8 -7.2343e-002 1.1440e+000 0.0000e+000 12 -1.3785e-001 1.1440e+000 0.0000e+000 31 12 -9.185le-002 1.1440e+000 0.0000e+000 16 -1.1835e-001 1.1440e+000 0.0000e+000 32 16 -1.1056e-001 1.1440e+000 0.0000e+000 20 -9.9632e-002 1.1440e+000 0.0000e+000 33 20 -1.3854e-001 1.1440e+000 0.0000e+000 24 -7.1543e-002 1.1440e+000 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz B 1 1 0.0000e+000 0.0000e+000 4.8428e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 4.1421e+000 0.0000e+000 2 2 0.0000e+000 0.0000e+000 4.1846e+000 0.0000e+000 3 0.0000e+000 0.0000e+000 5.1476e+000 0.0000e+000 3 3 0.0000e+000 0.0000e+000 1.0111e+000 0.0000e+000 4 0.0000e+000 0.0000e+000 2.6645e-015 0.0000e+000 4 5 0.0000e+000 0.0000e+000 7.3399e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 6.8531e+000 0.0000e+000 5 6 0.0000e+000 0.0000e+000 6.6418e+000 0.0000e+000 7 0.0000e+000 0.0000e+000 7.1090e+000 0.0000e+000 6 7 0.0000e+000 0.0000e+000 3.8719e+000 0.0000e+000 8 0.0000e+000 0.0000e+000 -3.1086e-014 0.0000e+000 7 9 0.0000e+000 0.0000e+000 7.3239e+000 0.0000e+000 10 0.0000e+000 0.0000e+000 6.8052e+000 0.0000e+000 8 10 0.0000e+000 0.0000e+000 6.6122e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 7.1258e+000 0.0000e+000 9 11 0.0000e+000 0.0000e+000 3.9367e+000 0.0000e+000 12 0.0000e+000 0.0000e+000 -5.3735e-014 0.0000e+000 10 13 0.0000e+000 0.0000e+000 7.3234e+000 0.0000e+000 14 0.0000e+000 0.0000e+000 6.8035e+000 0.0000e+000 11 14 0.0000e+000 0.0000e+000 6.6112e+000 0.0000e+000 15 0.0000e+000 0.0000e+000 7.1264e+000 0.0000e+000 12 15 0.0000e+000 0.0000e+000 3.9235e+000 0.0000e+000 16 0.0000e+000 0.0000e+000 -7.9936e-015 0.0000e+000 Job No. 2307 Sheet 13 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Sahale Snacks (Smucker's) Appendix B: 5/5/2015 13 17 0.0000e+000 0.0000e+000 7.3567e+000 0.0000e+000 18 0.0000e+000 0.0000e+000 6.8998e+000 0.0000e+000 14 18 0.0000e+000 0.0000e+000 6.7373e+000 0.0000e+000 19 0.0000e+000 0.0000e+000 7.2216e+000 0.0000e+000 15 19 0.0000e+000 0.0000e+000 4.0775e+000 0.0000e+000 20 0.0000e+000 0.0000e+000 8.0824e-014 0.0000e+000 16 21 0.0000e+000 0.0000e+000 4.8539e+000 0.0000e+000 22 0.0000e+000 0.0000e+000 4.1982e+000 0.0000e+000 17 22 0.0000e+000 0.0000e+000 4.3040e+000 0.0000e+000 23 0.0000e+000 0.0000e+000 5.2829e+000 0.0000e+000 18 23 0.0000e+000 0.0000e+000 1.2551e+000 0.0000e+000 24 0.0000e+000 0.0000e+000 4.3965e-014 0.0000e+000 19 2 0.0000e+000 0.0000e+000 -8.3268e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 -6.8302e+000 0.0000e+000 20 6 0.0000e+000 0.0000e+000 -6.6647e+000 0.0000e+000 10 0.0000e+000 0.0000e+000 -6.7060e+000 0.0000e+000 21 10 0.0000e+000 0.0000e+000 -6.7114e+000 0.0000e+000 14 0.0000e+000 0.0000e+000 -6.7130e+000 0.0000e+000 22 14 0.0000e+000 0.0000e+000 -6.7016e+000 0.0000e+000 18 0.0000e+000 0.0000e+000 -6.6201e+000 0.0000e+000 23 18 0.0000e+000 0.0000e+000 -7.0169e+000 0.0000e+000 22 0.0000e+000 0.0000e+000 -8.5022e+000 0.0000e+000 24 3 0.0000e+000 0.0000e+000 -6.1587e+000 0.0000e+000 7 0.0000e+000 0.0000e+000 -5.4123e+000 0.0000e+000 25 7 0.0000e+000 0.0000e+000 -5.5685e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 -5.5382e+000 0.0000e+000 26 11 0.0000e+000 0.0000e+000 -5.5244e+000 0.0000e+000 15 0.0000e+000 0.0000e+000 -5.5236e+000 0.0000e+000 27 15 0.0000e+000 0.0000e+000 -5.5264e+000 0.0000e+000 19 0.0000e+000 0.0000e+000 -5.4928e+000 0.0000e+000 28 19 0.0000e+000 0.0000e+000 -5.8063e+000 0.0000e+000 23 0.0000e+000 0.0000e+000 -6.5380e+000 0.0000e+000 29 4 0.0000e+000 0.0000e+000 -1.7778e-015 0.0000e+000 6 0.0000e+000 0.0000e+000 -1.6953e-015 0.0000e+000 30 8 0.0000e+000 0.0000e+000 -1.5957e-015 0.0000e+000 12 0.0000e+000 0.0000e+000 -8.4331e-016 0.0000e+000 31 12 0.0000e+000 0.0000e+000 -1.1451e-015 0.0000e+000 16 0.0000e+000 0.0000e+000 -2.3514e-015 0.0000e+000 32 16 0.0000e+000 0.0000e+000 -8.5932e-016 0.0000e+000 20 0.0000e+000 0.0000e+000 -2.7172e-015 0.0000e+000 33 20 0.0000e+000 0.0000e+000 -2.3368e-015 0.0000e+000 24 0.0000e+000 0.0000e+000 -3.0223e-015 0.0000e+000 (iii) Reactions at Step # 10, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1 -1.3127e-001 6.0268e-001 FREE 5 -1.9855e-001 2.3336e+000 FREE 9 -1.9788e-001 2.2881e+000 FREE 13 -1.9783e-001 2.2907e+000 FREE 17 -2.0025e-001 2.2167e+000 FREE 21 -1.2523e-001 1.7083e+000 FREE Moments Node Mx My Mz 1 FREE FREE 4.8428e+000 5 FREE FREE 7.3399e+000 9 FREE FREE 7.3239e+000 13 FREE FREE 7.3234e+000 17 FREE FREE 7.3567e+000 21 FREE FREE 4.8539e+000 ##################################### End of Results of Structural Analysis ##################################### Job No. 2307 Sheet 14 of 14 Copyright 0 by Andrew L. Kirby, PE. Provided as an instrument of service. Copyingby written permission only. City of Tukwila Department of Community Development October 5, 2015 REBECCA GRAY 4820 N OBERLIN ST PORTLAND, OR 97203 RE: Application No. D15-0103 SAHALE SNACKS 3411 S 120TH PL 100 Dear REBECCA GRAY: Jim Haggerton, Mayor Jack Pace, Director Permit application D15-0103 for the work proposed at SAHALE SNACKS (3411 S 120TH PL 100) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire 11/7/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, "� M. Rachelle Ripley Permit Technician File No: D15-0103 6300 Southcenter Boulevard Suite ##100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jinn Haggerton, Mayor Department of Community Development Jack Pace, Director June 10, 2015 REBECCA GRAY 4820 N OBERLIN ST PORTLAND, OR 97203 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D15-0103 SAHALE SNACKS - Dear REBECCA GRAY, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE - C DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Smoke vents are required for this type of storage throughout the warehouse. Please submit a scaled drawing that shows the location and dimensions of all existing/proposed smoke vents. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165 . Sincerely, WWIJj� Rachelle Ripley f Permit Technician File No. D15-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-4.37-3665 51024 Portage Road ■ South Bend, Indiana 46628 ■ 574.271.2300 ■ Fax: 574.271.2350 1101 S. Winchester Boulevard, Suite J-220 ■ San Jose, CA 95128 ■ 408.916.4350 ■ Fax: 408.916.4353 800.535.6719 ■ www.Twinlode.com City of Tukwila 6300 Southcenter Blvd., Ste. 100 Tukwila, WA 98188 RE: Correction letter for permit application #D15-0103 Attn: Al Metzler & Rachelle Ripley The following responses are in the same numeric order as your questions & comments. 1) The existing racking for the two expired permits is being looked into by Sahale Snacks. May 19th, 2015 2) The types of commodities to be stored on the racks are: Food in cardboard boxes on wood pallets encapsulated to be stored in new multiple row rack only — Class III Food in Cardboard boxes on wood pallets non encapsulated to be stored on floor & in racks — Class III Food in Group A Plastic totes with lids to be stored on floor — Group A Plastics exposed unexpanded commodity 3) Storage hgt: 2F-3"H for pushback rack & 19'-8"H for drive-in rack Highest point of ceiling — 27'-2"& Lowest point of ceiling approximately 26'. 4) The following sprinkler analysis, along with the printed hydraulic calculations & sprinkler plan dwgs have been prepared by Kyle Barrow with Fire Sprinklers Incorporated. (253) 826-0099 Class III commodity option 1 would be 1:75 vent to floor ratio Group A plastics to 20' option 1 would be 1:50 vent to floor ratio Preliminary counts in the middle section Where the Plastic Totes are — 13) 8x4 vents( rounding up 12.1875) using 1:50 ratio—19,500 sq ft This could be reduced if a draft curtain would separate the area over the plastics from the Class III, then you could use 1:75 ratio on the remaining space. Preliminary counts in the West section where the Multiple Row racks are —13 each 8x4 vents (rounding up 12.1875) using 1:75 ratio — 29,250 sq ft Automatic Links to be 165' 5) Existing system is .39 gpm over 5,600 sq ft with 8.Ok 165' uprights Areas over & 15' past commodities in new multiple.row racking and Plastic Tote Storage are to be upgraded to FM Global 8-9 Table 7 & 5 respectively — 20 heads @ 25 psi using 165' 16.8k uprights 6) The temperature rating of the existing fire sprinklers is 165°. Thank you, Gi'a y 4RebVecca Twinlode Corporation CORRECTION Project Manager LTR# Cell: 541-210-3872 Fax: 503-217-5528 rgray@twinlode.com S -- RECEIVED CITY OF TUKWILA MAY 2 0 2015 PERMIT CENTER City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director May 18, 2015 REBECCA GRAY 4820 N OBERLIN ST PORTLAND, OR 97203 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0103 SAHALESNACKS- Dear REBECCA GRAY, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. 1) The plans show many rows of existing racks. A search of permit records show that there were two different rack installation permits issued in the past and both had expired. It appears that the existing racking has never been approved and is not permitted. Please submit documentation of approval for the existing racks. 2) Please provide a detailed description of the types of commodities to be stored on the racks. 3) Please provide the total storage height and the ceiling height. 4) Smoke and heat removal is required for the storage area. Please submit a drawing showing the location of existing/proposed smoke vents. 5) What is the sprinkler density of the existing fire sprinkler system? 6) What is the temperature rating of the existing fire sprinklers? Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D15-0103 6300 ,Southcen.ter Rnulevard ,Suite #700 • Tukwila Wash.in.ptan 98188 • Phnne 206-437-3670 • Fax 206-431-366.5 PERMIT COO RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0103 DATE: 10/02/15 PROJECT NAME: SAHALE SNACKS SITE ADDRESS: 3411 S 120TIl PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: AM Al 1 19 Building Division ❑ Fire Prevention Planning Division El Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 10/06/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/03/15 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12118/2013 PrRMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0103 PROJECT NAME: SAHALE SNACKS SITE ADDRESS: 3411 S 120 PL Original Plan Submittal X Response to Correction Letter # 1 DEPARTMENTS: Building Division ❑ Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DATE: 05/20/15 Revision # before Permit Issued Revision # after Permit Issued Am torn Fire Prevention Structural ❑ Planning Division ❑ Permit Coordinator a DATE: 05/21/15 Structural Review Required ❑ DATE: DUE DATE: 06/18/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only O CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0103 PROJECT NAME: SAHALE SNACKS SITE ADDRESS: 3411 S 120TH PL X Original Plan Submittal Response to Correction Letter # DATE: 05/07/15 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: W "0� iAI Building Divisto ICI Prevention ti n Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 5/12/2015 Not Applicable ❑ Structural Review Required ❑ (no approval review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 6/9/2015 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire* Ping ❑ PW ❑ Staff Initials: 12118/2013 City of Tukwila Department of Contrrusnity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site_ http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals `rust be sithmitted in person (it the Permit Center. Revisions will not be accepted through the snail, fax, etc. Date: ' ii.1 Plan Check/Permit Number: 1 '- 3 !i Response tq Incomplete Letter # Response to Correction Letter # a Revision;# after Permit is Issued Revision requested by a City Building inspector or Plans Examiner Project Name: StwAouc- J�JpGtf-s - 2AUL TNS-,Tt4-(- Project Address: Contact Person: ' Q a'i z c Phone Number: Summary of ReVlsion: 4 RECElm cm+ aF TUKWILA 3 0 2015 PERMIT f;EN EA Sleet Numbee(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on H.1App11cu1ions!FuimS-Apphcultons on Line 010 ApphcaUonsW-2010- Revulon Subm11WA e Reviud: Ma)'2011 City ®f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.,ov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: y - /S� Plan Check/Permit Number: l D ❑ Response to Incomplete Letter # Response to Correction Letter # CITY eco �% ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 5-xA� O•q —f �5IyAC.-1L5 Project Address: 3q l i S 12 a P t— Contact Person: phone Number: 9z,-7'Z I Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date /of/revision Received at the City of Tukwila Permit Center by: 44 ff Entered in TRAKiT on 05a...O f %S B & B INSTALLATIONS INC Page 1 of 2 Home Inicio en Espanol Contact Safety Washington State Department of tj Labor & industries B & B INSTALLATIONS INC A-Z Index Help :sty Secure I. &I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson 14401 S GLEN OAK RD OREGON CITY, OR97045 Principals 503-722-8155 BAILEY, STUART JAMES, PRESIDENT BRUCKER, BRETT HOWARD, SECRETARY Doing business as B & B INSTALLATIONS INC WA UBI No. Business type 601 002 894 Corporation Governing persons BRETT H BRUCKER STUART J BAILEY; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ........._........................................................ .................. Meets current requirements. License specialties Steel Erectors License no. BBINSI*135133 Effective — expiration 01/23/1987— 07/18/2017 Bond ................ CBIC $6,000.00 Bond account no. 619338 Received by L&I Effective date 03/18/2002 01/12/2002 Expiration date Until Canceled Insurance ..................... Depositors Ins Co $1,000,000.00 Policy no. ACP3006947024 Received by L&I Effective date 02/17/2015 02/17/2015 Expiration date 02/17/2016 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings ....................................__._..._ https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601002894&LIC=BBINSI* 135B3&SAW= 10/26/2015 ®I .-1 ,A;>zarae. d �,, ,. +,Y . rt :. r,. k, 1 t.. � .,,}; ��r. :l>!s. ;✓, ' :. z`n4 ,; e ,! � ,� ��-,. f t >4 ,:fir .>,a.. »�4t} .:,-`r?'77 .,,.5``"' v�;'),.. hs r A' S�f })�.t. 3'+G', ��'`": fa v'�.. fiUrr.t>>Y, ). ^<S ✓',,rS :*`t4 r > r , z,• ,. ,.., Yf .... ..,,,,, :,, ,. t.t `} .::. ,., , x. is S ,z . V `.o. ��s :.Y. s� �,.> h. r, e •,.f +, r.,, "'. s�. .., �.. .s „x< .t ..,,,. fo?,. ,..,,, ..,..,. ,tv, „xx.. fE r Uri" ... s4 Ea,•`.• 'r,`t. v. ✓5 U3., ��r ,� �m 4o x� �:,.,. 7.g, t„n. R�21 ,.,}, �' ��r {,z sh,zrro�r.'8zu, �;r„ :�{a�.�<'ur.1`•Ja ,,., ,vt�: rc rZ" , t ;�„F rrr4;rrcti�rv,,m�szN�s,;'„ {�' ;r, :' §n`i, �;- s,, h V€ > 1aa ��. r � • �, �+" <,xva �.,,, z'c w t ,2;,,. ,44 ,. E •ai t£ ,,. }.;.x, z< v;: s+i€€ l,- , Y Y.. „�>, s 1.v3,'I ri'i S r .. { r:. •..,.,.�r%��„'k. x„+Y,}!,,',#r , t2. aY€?;4`a,��''S+,d'�rdr1&a.r�,zx,h Ssa� ( +znr,r};,sn;Sr4�1ka.sYx�,,r :t 3 rkiz.x: >,;,.,.,r,.,:t;safizS{ as ��: l.�:� 5,4x�,. nr,tar..,,",,,�� tz, xr,W.�e �a , t�.sx Facuk}?Sze ,,;��° South 120th �Place, ���4�.,��,,���mw�r���r a xr,+�w � �i.<,, ,.,�,...., ..,,r„t'} yrr, :x•Y�',,,^ee},�,.,.r�..3 za.�+Bra': :`. '}' ,x.' Yt r;i+ .v,4�4 ;: ;'�„�'...��.t',`„w.n,M1"r:yiw..ando.4t� is: 3`;,,� � „' &�. i.F;3s=�,,� 5� ��s >. yl.en,ix.,i ,i'i,. + �..s H;aw, .�k�i ,+rl<4 � �:1bM„e.x•<, e'd:__..,,�.2,'Qj4.�, 4i 1%,x ) ;ryg �vtw�i.„��',�'Q �� 4 �J. {t �R• ar,,,.x�; .,rv:an,.rve} i+',e PROJECT CONTACTS PLAN CONTACT: TWINLODE CORPORATION 1101 WINCHESTER BLVD., #J-220 SAN 'JOSE, CA 95128 REBECCA GRAY (408) 916-4350 INSTALLATION CONTRACTOR: B&B INSTALLATIONS, INC. 14401 S. GLEN OAK RD., OREGON CITY, OR 97045 BRETT BRUCKER (503) 887-2618 WASHINGTON UBI#601-002-894 STRUCTURAL ENGINEER: ANDREW L. KIRBY CONSULTING ENGINEER 29523 RIDGEWAY DR., AGOURA HILLS, CA 91301 ANDREW L. KIRBY, P.E. (818) 735-0719 STATE OF WASHINGTON STAMP #39697 SPRINKLER CONTRACTOR: FIRE SPRINKLERS INCORPORATED 1524 45th ST. East #102, SUMNER, WA 98390 KYLE BARROW (253) 826-0099 BUILDING OWNER: SABEY ARCHITECTURE 12201 TUKWILA INT'L BLVD., SEATTLE, WA 98168 (206) 281-8700 t1„A'%9;ii¢4�,Stit' .: f'n4{1."*<'ffl 'f>Urra".:t2u1,s a4a ur�'`?CC,s ? :�{t{ ,`; `ac, �rk '"• M1` 's�.re" i{tf ~r, € rJ? .adz ;, ~' .�s 6 'i{ 'I' �;,£ '�� �r,'' � t� ';#na ;j � E E ?. t.,a,;:,r„zr n,z. ,. s�z sY}; 'ii� a` a »5' Y "� "• „y.y, S, attartriw'r�vr+n nx..aviiff x4I�;;RnR(l� n �,� ar;,. �1tY aY},r �� .,';r'}•�r )v ��v • ';#hrN� �'. '��,> ..i:}{ds��•{s�{, ,�:ixN '`��r ,,,;y,� �°4�y!„ ��. W REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division, NOTE: Revisions will require a new plan submittal I BUILDING & FIRE DEPT MOTES: I 1. DESIGN OF STEEL STORAGE RACKS AS SHOWN BY THESE DRAWINGS AND CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE STANDARD. 2. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNITS LOAD IN CLEAR LEGIBLE PRINT. 3. BUILDING UNDERGOING CONSTRUCTION, ALTERATION OR DEMOLITION SHALL BE IN ACCORDANCE WITH FIRE CODE. 4. BUILDING OCCUPANT SHALL SECURE PERMITS REQUIRED BY THE FIRE DEPARTMENT FROM THE FIRE PREVENTION BUREAU PRIOR TO INSTALLING THE RACKS. 5. BUILDING SHALL COMPLY WITH IFC 2012 FOR HIGH —PILED COMBUSTIBLE STOCK. 6. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. NO DEADBOLTS, NO SLIDING BOLTS. d permit Plan review approval is sublect to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By-, Date: I'o- IA- _ 1a PROJECT SHALL COMPLY WITH Buiu" APPLICABLE CODES ®ULATIONS: 2012 IBC International Building Code 2012 IFC International Fire Code 2012 NFPA National Fire Protection Assoc. NFPA 230 & NFPA 13 2012 RMI Rack Manufacturers Institute ANSI MH16.1-2012 American Ntl. Standards Inst. ITABLE OF CONTENTS: rulcvv'lla DIVISION SEPARATE nFRMIT REQUIRED FOR: Mechanical 12„Electrical Plumbing Gas Piping City of Tukwila BUR.DING DIVISION 150245— T1 — TITLE PAGE MP—WS — PLANVIEW OF SITE & PARKING LOTS FOR REFERENCE ONLY 150245— S1 — PLANVIEW OF EXISTING FACILITY WITH PROPOSED RACK PLAN & ELEVATIONS 2307 HMH-04 — RACK COMPONENT DETAIL SHEET � FP1 oft — SPRINKLER UPGRADE PLAN PROVIDED BY: FIRE SPRINKLERS INC. FP2of2 — COMMODITY STORAGE REVISIONS PLAN PROVIDED BY.• FIRE SPRINKLERS INC. 0 SCOPE OF WORK SCOPE: JM SMUCKER PROPOSES TO INSTALL PRE— FABRICATED STORAGE RACKS INSIDE THEIR EXISTING STORAGE WAREHOUSE. STRUCTURAL: INCLUDED IN THIS APPLICATION ARE THE CALCULATIONS AND THE SIGNED DRAW— INGS THAT HAVE BEEN PREPARED BY: ANDREW L. KIRBY, P.E. STATE OF WASHINGTON STAMP #39697 PLANNING: THIS JOB WILL BE LOCATED WITHIN THE BLDG AT 3411 S. 120th PL. IN TUKWILA. THIS WORK DOES NOT AFFECT THE APPEARANCE OF THE BUILDING OR THE SITE. THERE IS NO PROPOSED ROOF OR EXTERIOR WORK. NO ATTACHMENTS TO THE BLDG EXCEPT THE CONCRETE FLOOR. BUILDING STATUS A.P.N. 1023049069 CONSTRUCTION TYPE: CONCRETE TILT —UP OCCUPANCY CLASSIFICATION: B: OFFICE & S-2: WAREHOUSE PARKING STALLS: STANDARD: 100 STANDARD SPACES 2 HANDICAP SPACES COMMODITY CLASSIFICATION: CLASS —III — NON —ENCAPSULATED TREE NUTS & FRUIT IN CORRUGATED BOXES, w/ PLASTIC LINERS, ON WOODEN PALLETS. NON —ENCAPSULATED SPRINKLERS: EXISTING OVERHEAD SPRINKLERS HAVE BEEN ANALYZED BY FIRE SPRINKLERS, INC. SPRINKLER PLAN & WRITTEN CALCULATIONS HAVE BEEN ADDED TO THIS DWG PACKAGE. SEPARATE PERMIT FOR ANY SPRINKLER WORK BY SAHALE'S SPRINKLER CONTRACTOR. RECEIVED CITY OF TUKWILA CORRECTION MAY 2 0 2015 LfR# PERMIT CENTER ® I REVISIONS PER FIRE PLAN CHECK 5/18/15 RRG REV DESCRIPTION I DATE BY THIS DRAWING, INCLUDING THE DESIGN AND PRINCIPLES OF CONSTRUCTION DISCLOSED IS THE PROPERTY OF TWINLODE CORPORATION AND IT S SUBMITTED WITH THE UNDERSTANDING THAT IT IS NOT TO BE REPRODUCED, NOR COPIED IN WHOLE OR IN PART, NOR LOANED OR OTHER COMMUNCATED TO ANY THIRD PARTY NOR USED IN ANY MANNER DETRIMENTAL TO THE INTERESTS OF TWINLODE CORPORATION WITHOUT ITS PRIOR EXPRESS CONSENT. ACCEPTANCE OF THIS DRAWING WILL BE CONSTRUED AS AN AGREEMENT TO THE ABOVE. LD LD IF I BLDG LEGEND Vy oronw onmw w^wxmE mm CATCH aAmw '% wwrcn ucrcn 'V0 WATER mus @ wxrcn MANHOLE G� wwrcn vxucr nnc *YnnAwr xawnxn raeaw�m*'uz ` cuom o"Y �mx �r vmmAo,om _o BLOW OFF VALVE '`~m mn/oxnow CONTROL BOX m » /nmoAnow CONTROL VALVE 'oc. r/nc nspxnnwswr nowwcnnow ww WATER mcrcn wv WATER VALVE ��"°~° .° " ° = .� " n� wu m. --- --- CONSULTANTS FIR Wv Tm/ ---__ __----_ / . ----_ ___---' Lui WAL BUILDING 2 I It BUILDING 1 rpspvLv So ICv AMU FPSP COD G it W. BUILDING 3 BUILDING 4 / ----- ------ ----- ------' ! -----� ------- T---- ------- / -----' ------ ' ----- ------ \ ---- ------' �VIALL MH SDCB \ --_-_ --__--_ \SDC3 \ ----_' -----__ \MCEI mw SDCB mw Ow 0 SWIFT STE SDMH Pm soce pw --- ---' ��- H[N3WN3 00 ISSUE DATE All without the written concent of the Saboy Corporation. BUILDING �U UUU �~�U�8vr°� �� 011 " ������~��������~� �� ����=��=�"� �� | -�/ -- �p�r������' ��� ��=� wer Master GROUP HEALTH _U�� u� U ~�~k_� ��N�y |/ �~����~����- �������� � �—� ��U UUU �~�U�U»�� �� �—����� ��u uno x �nx�mu � �� ���� --�-- -_�—' --�-- �� \\ \\ �\ \ \ � �DISCHARGE UNE - '' j2_\ SCOPE OF WORK � OI r7mrN, RACK COMPONENTS: REF: "KIRBY" DRAWING SHEET HMH-04 FOR RACK COMPONENT DETAILS PALLET SUPPORT BEAMS: EXTERIOR: C4x4.5# < 96" INTERIOR: C4x7.25# < 96" POSTS: ALL: 204" TALL AISLE=RD-30411 REAR=RD-3x3x13 Ga. INTERIOR=RD-3x3xl3 Ga. INTERIOR DOUBLED UP TO 108" BASE PLATES: SINGLE POSTS: 6x6x1 /2" DOUBLE POSTS: 6x9x1/2" ANCHORAGE: MIN. (2) No. 1/2" DIAM. FASTENERS w/MIN. 3-1/2" NET EMBEDMENT: ALL j CROSS BEAMS: ALL 5x2x16ga j w/ 10" LONG x 7ga SADDLES w/ (2) BOLTS ® 8" CENTERS PERMISSIBLE LOADS: MAX. LOAD/ PALLET < 2,500 LBS RACK COMPONENTS: REF: "KIRBY" DRAWING SHEET HMH-02 FOR RACK COMPONENT DETAILS PALLET SUPPORT BEAMS: ALL C3x3.5# ARMS POSTS: ALL: 256" TALL AISLE= RD- 30411 INTERIOR=RD-3x3xl2 Go. BASE PLATES: SINGLE POSTS: 7x7x 1/2" (TYP.) ANCHORAGE: MIN. (2) No. 1/2" DIAM. FASTENERS w/MIN. 3-1/2" NET EMBEDMENT. ALL OVERHEAD TIE BEAMS: ALL: (2) 5x1x16 Ga. w/ (2) BOLT CONN ® 8" CENTERS CROSS BEAMS: ALL: 5x2x16 Go. w/ 10" LONG x 7ga SADDLES w/ (2) BOLTS @ 8" CENTERS PERMISSIBLE LOADS: MAX. LOAD/ PALLET < 1,100 LBS EACH, DOUBLE STACKED ulk Floor - toraLee I - I ACQUIRED GOODS 1 G 11 vll. V"_ COLUMN FRONT VIEW PROTECTOR PU51113ACK CART RACK RD3x3x 3/ 1 G" AISLE POST w/ (4) ANCHORS 4 I 1/2" ( ) CLEAR @ RAIL SIDE 50"ALL OTHERS Z BAY RD3x3x 12 Ga. POST w/ (2) 3" TYP; ANCHORS (TYP.) a I I I, IPALLET I ARMS: C3x3.5# (TTyp.)) I w/ WRAP AROUND I I I CONN. 243OLT @ __ G" SPACING (TYP.) X LOAD RAILS: I 13x3x" ANGLE - [C30 LEAR r 40" `� 55 @ I _ I IN I I : i w _ U) N Q N RAILR :. v :: LO - O ::==II= CLEAR @ I I - BASE PLATES FOR FORK I I LIFT I I 7x74'BASE FRONT VIEW RD-3x3xA" AISLE - POSTS w/ 6%6" xi" BASE PLATES Q 0 0 IL o INTERIOR BEAMS: x C 4x7.25# w/ O, I I "Lx3-13OLT CONN. '5x2x I G Ga. SADDLE STYLE CROSS BEAMS w/ I0"Lx7ga. CONN.: 3 PER COLUMN 1/2 BASE 51DE VIEW 4-DEEP PUSHBACK CART RACK - RD3x3x 3/ 1 G" AISLE POST (TYP.) -5x2x I G Ga. SADDLE (2) 5x I x I G Ga. STYLE CROSS BEAMS OVERHEAD TIE BEAMS w/ I0"Lx7V. CONN.: 3 w/ I0"Lx7cga. CONN. 4- PEP, COLUMN (2) BOLTS PER CONN. 250" 4G�" 4G8" 4G8"--{�4G8"--{ Z 4G8" - ---, --- il.: I•• Z II:. II h•• II' II I it I • II . II %LLI II :: II : I •• � II: Il ii II II : I = - z II;; II:; II . II ii II . II � in 7x74' BASE 7x74' BASE 51DE VIEW 5-DEEP SINGLE -WIDE DRIVE-IN RACK NEW RACK FIXTURE ELEVATION DETAILS SCALE: 3/16" = V-0" RAIL SUPPORT BEAMS: C3x3.5# CTRD ON 3-15OLT CONNECTOR RD3x3x 13 Ga. 4 N ii MASTER LAYOUT PLAN 1 SCALE: 1 /32" = 1'-O" - NOTE: All bolts are required to be installed snug tight ONLY. No special tightening of the bolts is required. Snug tight is the condition that exists when all of the plies in a connection have been pulled into firm contact by the bolts in the joint and all bolts In the joint have been tightened sufficiently to prevent the removal of the nuts without the use of a wrench. (2) 5x1x 16 4L Go. O/H TIE (2) BOLT CONNECTION BEAMS (TYP.) ® 8" PITCH (TYP.) a.•' .z 5x2x 16 Ga. CROSS -BEAM , (TYP.) (2) BOLT CONNECTION I � ®8" PITCH (TYP.) 0 1110- 11 C 30.5 SUPPOR' (TYP.) (2)'BOLT CONNECTION 6" PITCH (TYP.) LOAD BEAM (TYP.) (3) BOLT CONNECTION @ 4" PITCH (TYP.) CONNECTION INFORMATION l SCALE: NONE DIMENSIONS P W - PALLET WIDTH - 40.0" P D - PALLET DEPTH = 48.0" L W - LOAD WIDTH = 40.0" L D - LOAD DEPTH - 48.0" H - TOTAL HEIGHT a 66.0" TOTAL LOAD WEIGHT = 2.500# 66 �y TYPICAL PUSHBACK PALLET DIMENSIONS P W - PALLET WIDTH - 40.0" P D - PALLET DEPTH - 48.0" LW - LOAD WIDTH - 40.0" L D - LOAD DEPTH = 48.0" H - TOTAL HEIGHT = 44.5" TOTAL LOAD WEIGHT = 1,100# x2 HIGH - 2,2001 PER PALLET SPOT TYPICAL DRIVE-IN PALLET RECEIVED MAY 0 5 2015 Andrew L. Kirby, PE PLAN VIEW LEGEND: NEW PUSHBACK RACK NEW DRIVE-IN RACK EXISTING SELECTIVE RACK ®= FLOOR STACK PALLET EXIT = EXIT MAN DOOR _ THIS DESIGN MEETS OR EXCEEDS THE VERTICAL AND LATERAL FORCE REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 AND ALL REFERENCED APPLICABLE CODES EARTHQUAKE DESIGN DATA 1. RISK CATEGORY = II & SEISMIC IMPORTANCE FACTOR, "I" = 1.0 2. MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss & S1 < 1.512 & 0.567 RESPECTIVELY 3. SITE CLASS = "D" 4. SPECTRAL RESPONSE COEFFICIENTS SDS & SD1 = 1.008 & 0.567 RESPECTIVELY 5. SEISMIC DESIGN CATEGORY = "D" NEW RACK FIXTURES: 6. BASIC SEISMIC -FORCE -RESISTING SYSTEMS: LONGITUDINAL (DOWN AISLE) DIRECTION: ORDINARY MOMENT FRAMES OF STEEL TRANSVERSE (CROSS AISLE) DIRECTION: ORDINARY MOMENT FRAMES OF STEEL 7. ULS DESIGN BASE SHEAR: LONGITUDINAL DIRECTION, V < 0.053W DRIVE-IN & V < 0.060 TO 0.075W PUSHBACK TRANSVERSE DIRECTION, V < 0.132W DRIVE-IN & V < 0.084W PUSHBACK 8. ULS SEISMIC RESPONSE COEFFICIENT(S): LONGITUDINAL DIRECTION, Cs = 0.053 DRIVE-IN & Cs = 0.060 TO 0.075 PUSHBACK TRANSVERSE DIRECTION, Cs = 0.132 DRIVE-IN & Cs = 0.084 PUSHBACK 9. RESPONSE MODIFICATION FACTOR(S): RLONG = 6.0 RTRANs = 6.0 10. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE METHOD SCOPE: STORAGE RACK INSTALLATION ONLY. NO WORK ON BUILDING OR STRUCTURE. NO MECHANICAL WORK. SEISMIC SEPARATION NOTES: FOR ALL 204/256" TALL UPRIGHTS PROVIDE SEISMIC SEPARATIONS BETWEEN (E) BUILDING STRUCTURE AND PROPOSED STORAGE FIXTURES AS FOLLOWS: TRANSVERSE (MOMENT FRAME) CROSS -AISLE DIRECTION: MIN. 8 INCHES LONGITUDINAL (MOMENT FRAME) DOWN -AISLE DIRECTION: MIN. 8 INCHES PALLET INFORMATION B GENERAL NOTES SCALE: NONE - SCALE: NONE 1p15 om O�'C1as�QN RECr1 JED CITY OF TUKWILA NIAY 0 7 2015 PERMIT CENTER .17 P�OREW L. k�R� OF SH/ L t A 39697 'PpF �'GISTEREO FSS/ONAL ENS' EXPIRES Q - l4 �01 z3o�- REVIEWED AND APPROVED MAY 0 5 2015 Andrew L. Kirby, PE Ph, 818-735-0719 Q CONFIDENTIAL PROPERTY OF TWINLODE CORP. CUSTOMER HAS RESPONSIBILITY FOR GENERAL ARRANGEMENT, LOCATIONS & CLEARANCES IN RELATION TO BUILDINGS AND OTHER CUSTOMER EQUIPMENT. C B A RRG REV DESCRIPTION DATE BY THIS DRAWING, INCLUDING THE DESIGN AND PRINCIPLES OF CONSTRUCTION DISCLOSED IS THE PROPERTY OF TWINLODE CORPORATION AND IT IS SUBMITTED WITH THE UNDERSTANDING THAT IT IS NOT TO BE REPRODUCED, NOR COPIED IN WHOLE OR IN PART, NOR LOANED OR OTHER COMMUNICATED TO ANY THIRD PARTY NOR USED IN ANY MANNER DETRIMENTAL TO THE INTERESTS OF TWINLODE CORPORATION WITHOUT ITS PRIOR EXPRESS CONSENT, ACCEPTANCE OF THIS DRAWING WILL BE CONSTRUED AS AN AGREEMENT TO THE ABOVE. T W I N1011111111111%ff 1E81 Protected by US Patent #5.273.170 TWINLODE CORPORATION SAN JOSE, CALIFORNIA DALLAS, TEXAS SOUTH BEND, INDIANA TEL: (408) 916-4350 TEL: (940) 321-8008 TEL: (574) 271-2300 FAX: (408) 916-4353 FAX: (469) 574-5562 FAX: (574) 271-2350 34111 SOUTH 120th PLACE TUKWILA, WA 98168 LAYOUT OF FACILITY WITH PROPOSED RACK DATE: 412OZ15 DRAWN BY: RRG JOB #: DRAWING #: 150245 S 1 CALE: CHECKED BY: PLOTTED NTS MrB NOTE: All bolts are required to be installed snug tight ONLY. No special tightening of the bolts is required. Snug tight is the condition that exists when all of the plies in a connection have been pulled into firm contact by the bolts in the joint and all bolts in the joint have been tightened sufficiently to prevent the removal of the nuts without the use of a wrench. CO CO Li u N N X X Ln Ln Q o C6 C �2.0" (TYP.) 0 Ln CROSS -BEAM DETAILS HSS 5x2x 16 Ga. CROSS- BEAM (C/B), TYP. 3/16" THICK SADDLE: 5x2 C/B POST CONNECTOR (TYP.) 3/16" TYP, 1/2" 0 A-325 THRU' BOLT, (2) PER CROSS- BEAM END (TYP.) t=16 GA. (TYP.) - - GENERAL NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. Fabrication by Hannibal Industries, Inc. (a City of Los Angeles Certified Fabricator) 2-BOLT CONNECTION 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - BEAMS: ASTM A570 Grade 60 Steel - POSTS: ASTM A500 Grade B (55 ksi w/ Cold Working) All Plate Sections: ASTM A36 co Bolts - Grade 5 (ASTM-A325) Type-N UNO (Design Basis is A307- No special inspections required) Welding Electrodes - AWS E70-XX (all welds single pass fillet welds designed at 50% stress levels) 4. Expansion Anchors shall be ICC approved types. e.g. DRIVE-IN RACK FIXTURES: Hilti Kwik-Bolt TZ Anchors (ESR-1917 ALL OVER -HEAD TIE BEAMS (TYP.) Simpson Strong Bolt Wedge Anchors ESR-1771) ITW/Red Head Trubolt + Wedge Anchor (ESR-2427) Powers Wedge -Bolt+ Screw Anchors (ESR-2526) Embedment shall be minimum 7x Bolt Diameter. Other similar anchors may be used if ICC approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. No Special Inspections are required by this office T< 50% Capacity), however if specifically requested by the City, Periodic Special Inspections shall be provided in accordance with IBC Section 1704.13. Arrangement for special inspector to be performed by others. For extreme environments, all concrete fasteners are required to be either Hot Dip Galvanized or of Stainless Steel construction. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 0.50 KSF. BEAM SUMMARY: DRIVE-IN RACKS FIXTURES: REAR RAIL SUPPORT BEAMS C 3x3.5 < 50" SPANS < 4,400 LBS/PAIR PUSHBACK RACKS FIXTURES: EXTERIOR BEAMS: C 4x4.5 < 96" SPANS < 5,000 LBS/PAIR INTERIOR BEAMS: C 4x7.25 < 96" SPANS < 10,000 LBS/PAIR TYPE Zx Ix C 3x3.5 1.24 1.57 C 4x4.5 2.12 3.65 C 47.25 3.55 7.48 C 5x6.7 3.55 7.48 BEAMS: HOT ROLLED PROPERTIES: UNITS, INCHES UNO 3-BOLT CONNECTION CL 4/5-BOLT CONNECTION ADD FOR 5-BOLT CONN. DRIVE-IN/ PUSHBACK RACK FIXTURES: ALL PALLET SUPPORT BEAMS (TYP.) BOLT PATTERN 2 OR 3 BOLT (AS SPECIFIED ABOVE; 4/5 BOLT (NOT USED) TYP. BEAM -END WELDS NOTE: ALL WELDS 3/16" UNO 9E 5a f YP. EXPIRES 06 -1 - 2O16 TYPE W D t As Zx' Zy' rx ry RD 3x3x 13 Ga. 3.00 3.00 13 Ga. 0.81 0.77 0.77 1.10 1.10 RD 3x3x 12 Ga. 3.00 3.00 12 Ga. 0.93 0.91 0.91 1.09 1.09 RD 3x3x 3/16"1 3.00 L3.00 3/16" 1.55 1 1.44 1 1.44 1 1.04 1.04 Woo COLUMNS PROPERTIES:- NET SECTION - UNITS: INCHES UNO BEAM -COLUMN CONN. 7/16" (NOM.) ASTM A502-3 RIVETS Vd�p FOR 1 POST RCCOr NID CE GOD �p0 B CROSS -BEAM 3� T c r LOAD -BEAM O2 w -J 0 z 0 DEPTH PER PLAN SIDE FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION DRIVE-IN RACKS TYP. on n" l-v-vr� C > c TYP./>-- 3/ f, 0" (TYP 1 PUSHBACK RACKS TYP. 3/16" 6.0" (TYP.) I--3/4" 3/16" END -PLATE *ALL AISLE STORAGE RACK POSTS: *ALL INTERIOR STORAGE RACK POSTS: BEAM CONNECTOR (TYP.) [(4) No. 1/2" ANCHORS/POST [MIN. (2) No. 1/2" ANCHORS/POST w/MIN. 3-1/2" NET EMBEDMENT; t=1/21 w/MIN. 3-1/2" NET EMBEDMENT; t=1/2"] 5 BASE PLATES/ RECEIVED 4 -- ANCHORAGE tvIAY 0015 INDICATES COMPONENTS USED ON THIS PROJECT PERMIT cEN�I )UE DATE: MAY 041 2015 ANDREW L. KIRBY, PE DATE CONSU TING ENGINEER 05-04-15 DRAWN 29523 EWAY DR. AGO LS, CA PH. 1 -0719 FAX 818-735-0355 CHECKED DRAWING AND DESIGN ARE COPYRIGHT. COPYING BY WRITTEN PERMISSION ONLY. WET SIGNED COPIES ONLY ARE VALID FOR APPROVED BUILDING PERMIT APPLICATION. DRAWING ALK MUST BE SIGNED ACROSS THIS BLOCK. SAHALE SNACKS (SMUCKER'S) 10e# 3411 SOUTH 120TH PLACE 2307 TUKWILA, WA 98168 oanwiNcu HANNIBAL INDUSTRIES, INC."ROUND-HOLE" HMH-04 TUBE RACK, STANDARD DETAILS ADE: A nC IAInDV I HYDRAULIC DESIGN INFO. 1�'� THIS SYSTEM IS THIS SYSTEM IS NOT u HYDRAUUCALLYDESIGNW HYDRAULICNAYDESIGNED - FLOW TEST - STATIC: 127.5 RESIDUAL: 20 GPM FLOWING: 4051 DATE & TIME: - - SYSTEM DESIGN - REMOTE AREA: 20 HEADS DENSITY: 25 PSI MAX AREA/HEAD 100 SQ FT K-FACTOR 16.8 ! .U-LAM OR BEAM MODEL #SWG 20 ALL THREAD ROD HANGER RING SAMMY SIDEWINDER HANGER TYPE SW NTS MNA SITE PLAN/ VICINITY MAP 01 SCALE: NTS SCOPE OF WORK: 1. CHANGE OUT EXISTING UPRIGHTS TO NEW 16.8K STORAGE UPRIGHTS AS SHOWN 2. REMOVE AND REPLACE PIPING WITH NEW UPSIZED PIPING AS SHOWN 3. CONNECT EXISTING BRANCH LINES TO FORM A GRID; REMOVE AND REPLACE AS SHOWN DESIGN CRITERIA: 1. DESIGN AND SPRINKLER SPACING TO BE PER FM GLOBAL DATASHEET 8-9 2. DESIGN CRITERIA TO BE AS FOLLOWS: FM Global 8-9 Table 5 High pile storage Group A exposed non -expanded plastics in 30' high building WET SYSTEM WITH 16.8k UPRIGHTS = 20 HEADS @ 25 PSI FM Global 8-9 Table 7 Multiple Row Rack with Class III encapsulated & non encapsulated commodity in 30' high building WET SYSTEM WITH 16.8k UPRIGHTS = 20 HEADS @ 25 PSI GENERAL NOTES: 1. ALL MATERIAL AND EQUIPMENT TO BE NEW AND UL AND/OR FM APPROVED. 2. PIPING DIMENSIONS ARE CENTER TO CENTER EXCEPT RISER DIMENSIONS AND MAINS, SHOWN THUSLY (1-6), WHICH ARE END TO END. 3. EARTHQUAKE BRACING SHALL BE PROVIDED IN ACCORDANCE WITH NFPA PAMPHLET #13. 4. PIPE HANGER AND METHOD OF HANGING TO BE IN ACCORDANCE WITH NFPA PAMPHLET #13. 5. PIPING SHALL BE IN ACCORDANCE WITH NFPA PAMPHLET #13. 6. JOINING OF PIPE AND FITTINGS, THREADED AND WELDED, SHALL BE IN ACCORDANCE WITH NFPA PAMPHLET #13. 7.OWNER TO PROVIDE ADEQUATE HEAT TO PREVENT WATER IN PIPES FROM FREEZING IN AREAS PROTECTED BY A WET PIPE SPRINKLER SYSTEM. 8. STRUCTURAL ADEQUACY OF THE BUILDING TO SUPPORT THE SPRINKLER PIPING IS THE RESPONSIBILITY OF THE OWNER AND/OR HIS STRUCTURAL REPRESENTATIVE. 9. ALL FIRE ALARMS, WIRING AND MONITORING ARE TO BE INSTALLED BY OTHERS. 10. PLAN SUBMITTAL TO AND APPROVAL BY KENT FIRE PREVENTION. 11. MATERIALS PER NFPA #13 STANDARDS AS SELECTED BY FSI. 12. TESTING PER NFPA #13 AND THE CITY OF KENT. CONSTRUCTION NOTES: 1. ALL NEW WET THREADED PIPE TO BE BLACK SCHEDULE 40 WITH BLACK, DUCTILE IRON THREADED FITTINGS. 2. ALL NEW WET GROOVED PIPE TO BE BLACK SCHEDULE 10 WITH BLACK, GROOVED FITTINGS. 3. TYPICAL HANGER TO BE SAMMY SUPERSCREW MODEL SWG-20 (UNLESS NOTED OTHERWISE). 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DF MAY 2 0 2015 N 0 � FSI FILE: SAHALETOTE.SDF FSI FILE: SAHALEFLOORTOTEEAST.SDF A � o - z 1/8" :=1-N —co PERMIT CENTER m CL - E Y 0 Q Q U L.L w Z w t— ui m LLI w 0 o w ¢I I U)i