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20140193 Permit Pkg 08042014 'f��o� TH�o,� City of Yelm Permit tvo.: 20140193 , � � Community Development Department Issue Date: 9/03/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 Y L ""`s"'""°" Fax: (360)458-3144 Applicant: Name: WAL-MART STORES INC Phone: Address: 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Property Information: site Address: 17100 SR 507 SE Owner: WALMART Assessor Parcel No.: 64303101001 Subdivision: Lot: Contractor Information: Name: WAL-MART STORES INC Phone: Address: MARY BAIN 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Contractor License No.: Expires: 0/00l0000 Project Information: Project: COMMERCIAL REMODEL Description of Work: WALMART BUILDING AND EQUIPMENT UPGRADES Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): COMBO-SEE NOTES Second Third Garage Basement Fees: Item Contractor Fees BUILDING WAL-MART STORES INC�� $3,949.68 SIGN WAL-MART STORES INC $ 160.00 TOTAL FEES: $ 4,109.68 ApplicanYs Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and re ictions of record. If applying as a contractor, I further certify that I am currently Final Inspection: registered in the te of Wash on. Signatur - Date 9� / Date: Firm BY� ��t o� y�� `36D) �5g"$402 g��312�� 12�02 PM REC#� 0�1�a�ERM: 001 . �pER' 60�12 �1.D�N� �ERMI�S REF#� g� 6gCR 040� 949' `lR�N 2��`�p�93 Mp�.� g�OR��ZN� Wa� 50l S 68CR 1110D SR 3 g49� ��G 3>�49.6aa�NE�K SEN�ERE�' 3,949 APP�Z�D' � p0 CNANG�' r CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM ProjectAddress: l�loo state xoute so� sE Parcel#: 64303101001 Zoning; CUff@Ilt US@: Retail/Walmart pfOpOSed US2: Retail/walmart New Construction Re-Model/Re-Roof/Tenant Improvement Plumbing Mechanical Fire PrevenUSuppress/Alarm x Other Project Description/Scope of Work: Limitea remodel - paint, fix and clean ProjectValue: $350, 000.00 Building Area(sq. ft) Parking Garage N/A 1Sl Floorl�s,s6a2�d FIOOf N/A 3`d Floor N/A only 5,565square feet effected with this remodel Building Height Are there any environmentally sensitive areas located on the parcel? If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER/TENANT NAME: walmart ADDRESS 2001 s� iotn st. EMAIL mary.bain@pb2ae.com CITY Bentonville STATE AR ZIP 72�16 TELEPHONE ARCHITECT/ENGINEER Pb2 architecture+engineering LICENSE# eess ADDRESS 2809 A�ax Ave Ste 100 EMAIL mary.bain@pb2ae.com CITY Rogezs STATE AR ZIP �Z�sa TELEPHONE 479-878-3512 GENERAL CONTRACTOR Tsn TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# PLUMBING C ;''` �,�� TaD TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE# �f , � TsD TELEPHONE �� °. ,. EMAIL ADDRESS CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE# Copy of City Mitigation documentation(TFC). I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. �'I ��,� -, ,`�, � � � , ��-, (�{' ApplicanYs S�ignature Date Owner I Contractor/ wner's Agent/ ontractor's Agent/Tenant (Please circle one.) t All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Auenue West (360)458-3835 PO Box 479 (360)458-3144 FAX Yelm,WA 98597 www.ci.yelm.wa.us Page 1 of 2 � INSTALLATIONS NORTHWEST � Washin�t�rn St�te�?epartrrae�t�f �� k��C �c 1r��fit't�S INSTALLATIONS NORTHWEST 16105 232ND ST CT E Qwr��r ar tr�desperson GRAHAM,WA 98338 CROSSLEY,ERIC HEATH 253-904-2979 PIERCE County Princip�is CROSSLEY, ERIC HEATH, PARTNER/MEMBER Doir�g business as INSTALLATIONS NORTHWEST Business type 1111A UBI Nca Limited Liability Company 602 459 952 Par�n�cornp�ny PR SKATE LLC License Verify the contractor's active registration/license/certification (depending on trade)and any past violations. Act�ve Construction Contractor Meets current requirements. �4Cf'11SE; S(7f..'Cir'��tl2S GENERAL Licens� nQ. INSTAN*927JB Effective --�exp4ration 04/0212008—06/1012016 Bond $12,000.00 AMERICAN CONTRACTORS INDEM CO Bor7c1 account no. 100044610 Effective date �PCeived bY ��j 03/24/2008 0410212008 Expiration date Until Canceled ..-- Insurance $1,000,000.00 Arch Specialty Ins Co Policy r�o. ag1000660600 Effective date RPCelved by �.�9 1112712013 1211912013 �Xpiration date 1112712014 • /secure.lni.wa.gov/verify/Detail.aspx?UBI=602459952&LIC=INSTAN*927JB&SAW= 8/30/201� httas./ Page 2 of 2 INSTALLATIONS NORTHWEST Insurance historY Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L8�1 Tax debts No L8�1 tax debts are recorded for this contractor license during the previous 6 year period, but some de ts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. Account is current. L&1 Account 1�7 165,564-00 �air7g business as P R SKATE LLC Estirr�atec�wa��kers reported Quarter 2 of Year 2014"11 to 20 Workers" �£�I account r�prese�ltative T4/TERRI MADISON (360)902�654-Email: KIRT235@Ini.wa.gov Workplace safety and health No inspections during the previous 6 year period. 1�:�'�i, L;Washington State Dept. of Labor&Industries.Use of this site is subject to the laws of the state of Washington. ��.t�y��i��r��, , � .. , ��r. ,., https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602459952&LIC=INSTAN*927JB&SAW= 8/30/2014 P.O. Box 2076 Rogers, Arkansas 72757 architecture Phone: 479.636.3545 +engineering GENERAL REMODEL: JUNE 12, 2014 WAL-MART STORE # 3705-209 PLAN REVISION # ONE YELM, WASHINGTON JOB # 2013.0699 This Plan Revision is an integral part of the Contract Documents and shall be treated as such. SCOPE: This Plan Revision is to revise the previously issued documents of YELM, WASHINGTON, Wal-Mart Store #3705-209, to reflect the following changes: SCOPE Revise various drawings, details, notes and schedules per client directive and response to AHJ comments. pb2 a+e 2809 ajax avenue suite 100 rogers ar 72758 Page 1 of 5 GENERAL REMODEL JUNE 12, 2014 WAL-MART STORE #3705-209 PLAN REVISION # ONE YELM, WASHINGTON JOB # 2013.0699 ARCHITECTURAL Sheet N 1 Item #1: Tactile Exit Sign, Revised note #3 per AHJ comments. Item #2: Signage Legend, Revised note #4 per AHJ comments. Item #3: Partition Legend, removed sheet reference. Sheet Dl Item #1: Detail #1, added leader to notation and revised graphic of Traffic Door near Site to Store to indicate demolition of existing Traffic Door. Item #2: Detail #1, added text to leader to read "Remove existing Traffic Doors. Frame to remain." Item #3: Detail #1, added leader note with text to read"Remove existing rack" . Sheet Al Item #1: Detail #1, added large scale bubble to EAS unit at Outside Live Goods sliding gate to reflect changes shown in detail 10-A5.� Item #2: Detail #1, removed Tactile Exit Signage from EDC #2.� ✓ Item #3: Detail #1, revised text size of"Outside Live Goods"and removed room tag. Item #4: Detail #1, revised text size of"Outside Bag Goods" and removed room tag. Item #5: Detail #1, removed graphic depiction of New Eye Wash and associated leader note, keynote and dimension line from Stockroom side of demising � wall per client directive. Item #6: Detail #1, added graphic depiction of New Eye Wash and associated leader� note, keynote and dimension line to outside wall of Family Toilet. / Item #5: Detail #1, added dimension line and keynote 6.43 to Baler near Receiving-� GR. Item #6: Sheet Notes, removed #6, (not used). � Sheet Al.l Item #1: Detail #1, removed graphic d�piction of new eye wash to reflect change in location per client directive. Item #2: Detail #1, added graphic depi�tion of new eye wash to reflect change in location per client directive. � Sheet Al.2 Item #1: Detail #1, removed graphic depiction of new eye wash to reflect change in location per client directive. �/'A item #2: Detail #1, added graphic depiction of new eye wash to reflect change in location per client directive. � Sheet A2 Item #1: Detail #3, added paint tags P94 and P 124 to detail.� Sheet A5 Item #1: Detail #9, added door tag 129C.� Item #2: Detail #9, revised reference to read"5-A9". Item #3: Detail #10, added detail to sheet./ pb2 a+e 2809 ajax avenue suite 100 rogers ar 72758 Page 2 of 5 GENERAL REMODEL JUNE 12, 2014 WAL-MART STORE #3705-209 PLAN REVISION # ONE YELM, WASHINGTON JOB # 2013.0699 Sheet A5.1 Item #1: Detail #1, revised location of dimension line to new Fire Rated wall.� Item #2: Detail #2, removed keynote and room tag number from Alcove and revised text size of room name. / Item #3: Detail #2, added graphic depiction of new eye wash and associated leader note, keynote and dimension line to outside wall of Family Toilet� Item #4: Customer Restroom Fixture Schedule, added 601 Toilet information to schedule.S Sheet A7 Item #1: Room Finish Schedule, revised room 98, 99, 129, 500, and 714 and removed room 706 and added room 151. Item #2: Schedule Notes, added note #13.-� Sheet A8 Item #1: Door and Frame Schedule, revised doors SOOG, 500K, 500L, 500M, 61 1 A, 914A and 918E and added door 129C�' Sheet A9 Item #1: Detail #9, removed duplicate detail from sheet. (Not Used)� Sheet AC 1 Item #1: Detail #1, revised reference to read "5-A9"/ Item #2: Detail #7, revised finish tags to read "ETR" and added "ADA" notation to countertop. Sheet VCREF � Item #1: Detail #1, added text to read "Turnaround" to leader note at Contacts. Sheet GA 1 Item #1: Bakery Equipment Legend, added"B049 Donut Thermoglazer"information tg/� legend. Sheet GA2 Item #1: Detail #5, revised references to read "8-GA2".-� Item #2: Detail #8, added detail to sheet.� Item #3: Sheet Notes, removed text"not"from note #1.,,/ MECHANICAL/ PLUMBING Sheet MP1 i Item #1: Detail 1 Revised location of detail call out 1-P 1. Item #2: Detail 2 Added design for pan washer exhaust vent.�� Sheet MAC 1 Item #1: Detail 1 Added "RELOCATE EXISTING TIRE CHANGER, REF ARCH SHEETS" and added keynote 15.482„- Item #2: Detail 1 Added "RELOCAyE EXISTING BALANCER, REF ARCH SHEETS." and added keynote 15.48�� Item #3: Detail 2 .Added "EXISTING'!� Item #4: Detail 2 .Revised "3/4" to "1/2�`: pb2 a+e 2809 ajax avenue suite 100 rogers ar 72758 Page 3 of 5 GENERAL REMODEL JUNE 12, 2014 WAL-MART STORE #3705-209 PLAN REVISION # ONE YELM, WASHINGTON JOB # 2013.0699 Item #5: Detail 2 .Removed keynote 15.402, and added "CONNECT TO EXISTING HOT � WATER PIPE OF EQUAL OR LARGER SIZE. VERIFY SIZE AND LOCATION AT SITE". Item #6: Detail 2 .Removed keynote 15.401, and added "CONNECT TO NEAREST DOMESTIC COLD WATER PIPE OF EQUAL OR LARGER SIZE. VERIFY SIZE AND � LOCATION AT SITE.". Item #7: Detail 3 .Removed reference to new�' shut off valve.✓ Item #8: Detail 3 .Added reference to "ETR". Item #9: Detail3 .Revised "3/4" to "1/2". � Item #10: Detail 3 .Removed keynote 15.402, and added "CONNECT TO EXISTING HOT � WATER PIPE OF EQUAL OR LARGER SIZE. VERIFY SIZE AND LOCATION AT SITE". Item #11: Detail 3 .Removed keynote 15.401, and added "CONNECT TO NEAREST DOMESTIC COLD WATER PIPE OF EQUAL OR LARGER SIZE. VERIFY SIZE AND � LOCATION AT SITE.". Item #1 1: Detail 3 .Revised note to read "SHUT OFF VALVE ETR,TYP"� Item #12: KEYNOTES Revised 15.401 and 15.402 to "NOT USED.;/ Sheet MAC1.1 Item #1: Detail 1 .Removed keynote 15.404. '� Item #2: KEYNOTES Revised 15.404 to "NOT USED." � Sheet P1 Item #1 Detail 1 .Revised location of new eyewash and associated plumbing design. Item #2: Detail 3 .Added: "SPEAKMAN -SC3084 OR EQUIVALENT". � Item #3: Detail 6 Revised note to read "RELOCATED FULL PORT BALL VALVE IN RISER."� Item #4: Detail b Revised note to read "NEW 2" EVACUATION PORT, WITH RELOCATED� CAMLOCK". � Item #5: Detail 6 Revised note to read "NEW 4" VENT PIPE AS REQUIRED". Item #6: Detail 6 Revised note to read "4"VENT THROUGH RQOF, ETR. PROVIDE NEW � GOOSENECK AS REQUIRED." Item #7 Detail 7 .Added new detail 7-P1 per location change of new eyewash.✓ Item #8 Detail 8 .Added new detail 8-P1 per location change of new eyewash. Item #9: PLUMBING KEYNOTES Revised keynote 15.401 and 15.402 to "NOT USED."� Item #10: PLUMBING KEYNOTES Added keynote 15.403, 15.404 and 15.422.—' Sheet P2 Item #1: Detail 2 .Revised detail to reflect direct connection of eyewash drain. Item #2: Detail 3 .Revised detail to reflect direct connection of eyewash drain.' Item #3: Detail 6 .Revised note to read " SUPPORT PLATFORM ETR". Item #4: Detail 7 .Revised detail per seismic requirements. � Item #5: PUMP SCHEDULE: .Removed PUMP SCHEDULE.� pb2 a+e 2809 ajax avenue suite 100 rogers ar 72758 Page 4 of 5 GENERAL REMODEL JUNE 12, 2014 WAL-MART STORE #3705-209 PLAN REVISION # ONE YELM, WASHINGTON JOB # 2013.0699 Sheet GP2 Item #l: Detail l�vised note to read "NEW RACK OVEN" and added keynote 15.406. Item #2: Detail 1: Added callout 3-GP2.� Item #3: Detail 1: Added callout 2-GP2. '� Item #4: Detail 1: Added "FCV30 0.25 SET TO GPM"� Item #5: Detail 1: Added keynote 15.422.� Item #6: Detail 1: Added "FCV30 0.25 SET TO GPM'', Item #7: Detail 2: Added detail 2-GP2.�' Item #8: Detail 3: Added detail 3-GP2. ' - / Item #9: PLUMBING KEYNOTES Added keynote 15.405,15.406 and 15.4211 REFRIGERATION Sheet Rl - REFRIGERATION PLAN AND LEGENDS Item #l: UPDATED DRAWING WITH FINAL OEM LEGENDS./ ELECTRICAL Sheet El ../ Item #1: Detail 1 -Added device and circuitry for emergency light. �" Sheet E 1.l Item #1: Detail 4-Added room name to detail./ Item #2: Detail 5-Added room name to detail. Sheet E2 Item #1: Detail 1 - Revised cord callout for self-contained refrigerated case. � Item #2: Detail 1 - Revised detail callout for fabrics. f Item #3: Detail 1 -Added devices and circuitry for air curfain. �- Sheet E2.1 Item #1: Detail 1 - Revised location of circuitry for redbox. l Sheet E3 Item #1: Added box note to sheet. SPECIFICATIONS Section 01640 Item #1: Delete Prefabricated Cash Wraps from the Products Furnished by Others Schedule. Section 08710 Item #1: Add door 129C. pb2 a+e 2809 ajax avenue suite 100 rogers ar 72758 Page 5 of 5 � • P.O. Box 2076 Rogers, Arkansas 72757 Phone: 479.636.3545 architecture +engineering June 12, 2014 City of Yelm Building Department Attn: Gary Carlson 105 Yelm Avenue West Yelm, WA 98597 RE: Wal-Mart Supercenter #3705 17100 State Route 507 SE. Dear Mr. Carlson, We offer the following in response to your code comments dated 05-07-14. Comment#1: Washington State Amendment to Chapter 11 of the IBC 1101.2.9 all signs depicting the international symbol of Accessibility shall be white on blue background. Please update N1 Signage legend �4). Response: Please reference the attached revised sheet N1. The Tactile Exit Sign - note#3 and Signage Legend - note#4 have been revised, indicating compliance with this requirement. Comment#2: Sheet A8. Add note 25 to doors 500 G,K, L, M and 611 A. Response: Please reference the attached revised sheet A8 - Door Schedule. Note#25 has been added to Doors 500K, L, M and b11A. Comment#3: E2 16.W43 we require switches to fire equipment to be lockable in the on position Response: Please reference the attached response from Wal-Mart Security Integrated Services, altachment#1. pb2 a+e p.o.box 2076 rogers ar 72757 , ; I Comment#4: No reference to the smoke detectors in the store. Any modification to the smoke detectors will require city review. Response: Please reference the attached response from Wal-Mart Security Integrated Services, atFachment#1. Thank you for the review of this project. If we may be of further assistance during your review process, please do not hesitate to contact us at the Toll Free number listed below. -��.� >�-f`� � � _..�-' Mike Moody ICC Accessibility Inspector/ Plans Examiner Mike.Moody@qb2ae.com Phone: (888) 656-3545 ext.3882 Fax: (479) 878-3721 pb2 a+e p.o. box 2076 rogers ar 72757 � � � iNalmart Security Technofagy `, .,'. . �� . ., ��,�,�� s �,z�'•zae� Li�da Sror�y.Sacunty Systc�ns t}esignar ��.t�st��'„i�wa�mart ccrr-� June 3, 2014 Gary Carlson Yelm Building Department 105 Yelm A�enue West Yelm, WA 9$597 RE: Walmart Store#3705 17100 State Route 507 SE Yelm, WA Mr. Gary Carlson: This letter is to inform you that the Walmart Store in your jurisdictian will be undergoing e remodel. Howe�er,with regards to the Fire Alarm System, no changes will be made to the existing systems at this time. Any future changes, in regards to the Fire Alarm System,will be submitted by Walmart's own Security Technology(Alarm) Division. If you find this unacceptable, ptease advise rne as soon as possible. If yau have any questions, please do not hesitate to call. Res �tfully, �� `� Linda Storey Security System Designer—Glabal Security Systems Engineering Team 479-277-2268 (direct line) 479-273-6867(fax) Linda.Storev(c�wa I-mart.com ATTACNMENT 1 PAG E '� O F_�_ i r �� . a�� a � ..�...u,� . ,�� .. Jc�hnstx�n BurkholcierAssociates ��;, � v� ��, .�u:<<' . , °.'_ .�. („ K3N � 1.; LT' 1 N (, S7' FT UCTLIRAI. t Nf: IN �: F. RS STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS FOR Yelm, WA Store#3705 PREPARED FOR CITY OF YELM, WA i �,`. � ��'� ,;� �,r:�� ,j��A.`�� '�l � 6 . . � •�``1 �'.,d d !'"�`a '�' � . h ��j �'..��, z � i�� {y��:� �. ��•'J ytr .a,i€' '�`� �n?93�a4 :� �� .`ti,�'�;-.. � . "�ti�y�`��'aey��;�`�#y�.+P`O ��„��d71'Si.s"°��4s �� y � � ' `��` JBAPRO,IECT #1434903705' , : : ..: ��--,��. , . . . ��, .z .<,. ,,., .�. 930 CENTRAL,KANSAS CITY,MO 64105 PHONE (816)421-4200 FAX(816)421-4381 � Project No. Sheet No: Ot: ,� Gondola (Shelving)Anchorage Design 1434903705 i ss Projec[Name: Yelm,WA Store latitude/Longitude Coordinates(per Google Earth): Maae�,: o„� N 46°56'05" 46.934722 CMP 04/15/14 W 122°34'39" 122.577500 C�ecked By: Date: IBC 2012 / ASCE 7-10 / 2008 RMI Response Modification Factor,R= 4.0 ASCE-7,Table 15.4-1 Overstrength Factor,Omega,f2o= 2.0 ASCE-7,Table 15.4-1 Deflection Amplification Factor,Cd= 3.5 ASCE-7,Table 15.4-1 Detail Reference Section= 15.5.3 ASCE-7,Table 15.4-1 Occupancy Category= II IBC,Table 1604.5 Importance Factor,IP= 1.0 ASCE-7 Sect. 15.5.3 0.2 Second Period Accel.,SS= 1.242 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1.0 SecAnd Period AcCel.,S�= 0.493 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.3-1 Fe= 1.00 IBC Table 1613.3.3(1),ASCE-7 Table 11.4-1 F�= 1.51 IBC Table 1613.3.32),ASCE-7 Table 11.4-2 SMS= 1.246 g IBC eq. 16-37,ASCE-7 eq.11.4-1 SM�= 0.743 g IBC eq. 16-38,ASCE-7 eq. 11.4-2 Sos= 0.831 g IBC eq.16-39,ASCE-7 eq. 11.4-3 So�= 0.495 g IBC eq.16-41,ASCE-7 eq. 11.4-4 Seismic Design Category --based on Sos= D IBC Table 1616.3.5(1),ASCE-7 Table 11.6-1 --based on Sp�= D IBC Table 1616.3.5(2),ASCE-7 Table 11.6-2 Cs= 0.208 RMI sect.2.6.3 Cs,min= 0.037 RMI sect.2.6.3 and ASCE-7 sect.15.5.3 Base Shear,V=CSIPW= 0.208 W RMI sect.2.6.2 Load Combination:(0.67-LC#1 or 1.0-LC#2)DL+/_(0.7)EL-RMI 2008,sect 2.6.8-Seismic Overtuming Stability(ASD) (0.67)= 0.670 DL <---LC#1,per RMI,2.6.8 (1.0)= 1.000 DL <---LC#2,per RMI,2.6.8 (0.7)= 0.700 EL (0.7)= 0.700 EL Load Combination:(0.9-0.2Sps)DL+/-EL-ASCE 7-05,sect 2.3.2&12.4.2.3-Seismic Uplift Critical Strength Design (0.9-02Sos)= 0.734 DL (1.0)= 1.000 EL Load Combinations for ASD Member Design(2008-RMI,Section 2.1): DL=Dead Load for RISA Frame analysis PL=Maximum load from pallets or products stored on racks LC#1: DL. EL=Seismic Load-RMI section 2.6.6-Vert.Distribution LC#2: DL+PL(all shelf levels) LC#3a: (0.6-0.11Sos)DL+(3/4)[(0.6-0.14Sps)PLa�-(0.7)EL] <—EL and PLa�,_(0.67)PL at each shelf level 0.5086 DL 0.3628 PLa� 0.7500 EL LC#3b: (0.6-0.11SD5)DL+(3/4)[(0.6-0.14Sps)PLa�-(0.7)EL] <--EL and PLa�_(1.0)PL at top shelf only 0.5086 DL 0.3628 PLaa, 0.7500 EL Pmject No. Sheat No: OF. � Gondola (Shelving)Anchorage Design 1434903705 2 ss Pmjec[Name-. Yelm,WA Store Latitude/Longitude Coordinates(per Google Earth): MaaseY- oam: N 46°56'05" 46.934722 CMP 04/15/14 W 122°34'39" 122.577500 Checkad Bg oaa. IBC 2012 / ASCE 7-10 / 2008 RMI Response Modification Factor,R= 4.0 ASCE-7,Table 15.4-1 Overstrength Factor,Omega,IIo= 2.0 ASCE-7,Table 15.4-1 Deflection Amplification Factor,Cd= 3.5 ASCE-7,Table 15.4-1 Detail Reference Section= 15.5.3 ASCE-7,Table 15.4-1 Occupancy Category= II IBC,Table 1604.5 Importance Factor,IP= 1.5 ASCE-7 Sect.15.5.3 0.2 Second Period Accel.,Ss= 1.242 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1.0 Second Period Accel.,S�= 0.493 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.3-1 Fa= 1.00 IBC Table 1613.3.3(1),ASCE-7 Table 11.4-1 F�= 1.51 IBC Table 1613.3.32),ASCE-7 Table 11.4-2 SMS= 1246 IBC eq.16-37,ASCE-7 eq.11.4-1 SM,= 0.743 IBC eq.16-38,ASCE-7 eq.11.4-2 Sps= 0.831 IBC eq.16-39,ASCE-7 eq.11.4-3 So,= 0.495 IBC eq.16-41,ASCE-7 eq.11.4-4 Seismic Design Category --based on Sps= D IBC Table 1616.3.5(1),ASCE-7 Table 11.6-1 --based on Soi= D IBC Table 1616.3.5(2),ASCE-7 Table 11.6-2 Cs= 0.208 RMI sect.2.6.3 Cs,min= 0.037 RMI sect.2.6.3 and ASCE-7 sect.15.5.3 Base Shear,V=CSIPW= 0.311 W RMI sect.z.s.z Load Combination:(0.67-LC#1 or 1.0-LC#2)DL+I.(0.7)EL-RMI 2008,sect 2.6.8-Seismic Overturning Stability(ASD) (0.67)= 0.670 DL <---LC#1,per RMI,2.6.8 (1.0)= 1.000 DL <---LC#2,per RMI,2.6.8 (0.7)= 0.700 EL (0.7)= 0.700 EL Load Combination:(0.9-0.2Sp�JDL+I-EL-ASCE 7-05,sect 2.3.2 8 12.4.2.3-Seismic Uplift Critical Strength Design (0.9-0.2Sps)= 0.734 DL (1.0)= 1.000 EL Load Combinations for ASD Member Design(2008-RMI,Section 2.1): DL=Dead Load for RISA Frame analysis PL=Maximum load from pallets or products stored on racks LC#1: DL EL=Seismic Load-RMI section 2.6.6-Vert.Distribution LC#2: DL+PL(all shelf levels) LC#3a: (0.6-0.11 Sps)DL+(3/4)[(0.6-0.14Sp5)PLapP-(0.7)EL] <---EL and PLa�_(0.67)PL at each shelf level 0.5086 DL 0.3628 PLa� 0.7500 EL LC�i3b: (0.6-O.11Sps)DL+(3/4)[(0.6-0.14So5)PLapp-(0.7)EL] <---EL and PLa�_(1.0)PL at top shelf only 0.5086 DL 0.3628 PLa� 0.7500 EL Calculate base shear force for Gondola Shelving tixtures supported on an Elevated floor(per ASCE-7,75.5.3(note 3)and 13.3.1): Average Roof Height(h)= 0.00 ft Component Amplifica6on Factor,(ap)=2.5 ASCE-7,15.5.3(note 3) Height above Ground Floor,(z)= 0.00 ft Component Importance Factor,(IP)= 1.5 ASCE-7,13.1.3/13.3.1 Component Response Modification Factor,(RP)=4.0 ASCE-7,15.5.3(note 3) Gs�p-FP_13.3-1- O.00O W FP=I�0.4*aP'SDS��R�I�P�J"��+Z�vh))"W�---eqtn 13.3-1 CSIp=Fp_73 3z= 0.000 W(max not to exceed) FP=1.6(Sos)(IP)W<---eqtn 13.3-2 CsIP=FP_,3.33= 0.000 W(min not less) FP=0.3(Sps)(IP)W<---eqtn 13.3-3 CSIP=FP= O.00O W Base Shear(Elevated Floor),V=CSIPW= 0.000 W RMI sect.2.6.2-Above Grade Elevation y P�� 66"Tall"5"5 Level 1434903705 3 a 36 P�.�+wm. Yelm,WA Seismic Importance Factor= 1.5 SuppoAed on Elevated Floor(Y/N): No M.a.ee . CMP 04/15/14 Tolal Load per shelt= 100 Ibs<--assumes(2)sheNes per level �er #of Levels= 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Unitorm Weight per level= 20.00 psUSheR Weight of Unit= � � 100# Upright Frame anchorege spacing(Trib width)= 8 fi(Frames are assumed to be 4'-0"oc) Shelf depth(ea.side)= 15 in Total SheH Load/Level/Frema hs= 0 in he= Oin h�= 0 in hs= 0 in hs= 15 in 200 Ibs ho= 15in 2001bs y�;w�:," F.�� h3= 15 in 2001bs �-`'' ��."3_-�'-�i�--��`4�'��-�' � � hz= 15 in 200 Ibs � h�= 6 in 200 Ibs �,._. .�..... W�u E .�.�µ.€ Tolal Shelf Height,H�= 66 in �� Unit Height,H„= 66 in � �`�' a:: Unil Base Depth,D= 18 in ' ............. ................,......�� .. . ,.....,. ..,.. Load Case 7'��oaa cases�r aMi�«c zs.ery» Load Case 2'(LOaE casec per RMI sect 2.8.8(2)) j � � Seismic(C,)(I)- 0.371 W, Seismic C I '�" o- ( J(o)= o.s�i w, Total Wt,W,_(0.67)[0.67PL]+DL= 997.B Ibs Total Wt,W,=(0.67)[(7)PL�+DL= 368 1bs �':_ � ° � � Base Shear,V=C,IpW,= 310.8 Ibs Base Shear,V=C,IpW,= 714.6 Ibs � •-.^ p � Horizontal forces per level,F�=C�V(RMI sect 2.8.6) Horizontal forces per level,F,=C,,,V�eMi een2.s.s� � �.._,........_.._......__......... � .,,,,,,,,� „ (Service Loads,E=07) Fa= 0.0 Ibs�0 in(CM) (Service Loads) F8= 0.0 Ibs � ,o��,,:w Fa= 0.0 Ibs�0 in(CM) Fe= 0.0 Ibs ; ,s„ f�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs � � m.�..�.... _a ...� Ps= 0.0 Ibs Q 0 in(CM) Fg= 0.0 Ibs ' •' ...... .... e. .�.._ . . ....�....�.: Fs= 70.5 Ibs @ 72 in(CM) F5= 72.0 Ibs(i�72 in �"�"-'""""'�`` F�= 55.8 Ibs @ 57 in(CM) F�= 0.0 Ibs :.:+ F�= 41.7 Ibs Q 42 in(CM) F3= 0.0 Ibs FZ= 26.4 Ibs�27 in(CM) FZ= 0.0 Ibs F�= 11.7 Ibs Q 12 in(CM) F�= 0.0 Ibs F�= 12.1 Ibs(o�33 in(CM) F�= 82 Ibs�33 in ;Cheek$inyfe F[ae»e/Bay Overttrnirg$tabiliEy: Ff;= 310.8 Ibs(Q Factored loads) if;= 174.6 Ibs(@ factored loads} At�,�{t�;tfi}_ &978 in-tbs Mkar(lCtt7)= 683D in-t6s Calculate Overtuming Moment(Service),Mor=If;h; Calculate Overtuming Moment(Service),Mor=Ef;h; FOS=MRSr�MoT= 7.122 <1.0-AB Reqd MoT= 11231 in-Ibs Mor= 5456 in-Ibs Mor(��)= 3469 in-Ibs Calculate Resisting Moment(Service),Masr Calculate Resisting Moment(Service),Masr Masr(LC#2)= 2700 in-Ibs Mns,= 6930 in-Ibs M�r= 2700 in-Ibs FOS=Masr/Mor= 0.778 <1.5-AB Reqd Factor of Satery factor of Safery ->Abs Reqd-FOS<1.5 for LC#1 and LGF2 FOS=0.62 FOS=0.49 U`.�'LIf�E tf.Ch?L7N5 RL�:C,?tJ7f2E�:U tlPLtt��3�ri�df;1<:Oi2.S RE42UEKEC? 'Load cases are perASCE 7-05 sect.15.5.32 Reactions(Service Loads): LC#1 LC#2 R,= 7091bs 401bs Ry= 239 Ibs(Uplik) 153.090065 Ibs(Uplifl) �� OvertumingFOS= 0.617c1.5-ProvideABs 0.495<1.5 - � ��.i�wrGnz.��_ss6e4utcap� Abs Reqd ABs Reqd . i s�a,�a t t�;.�R x 2z6n:nx� G 7 . � �� A(,p�Eb"RA?AWCskORSAT 6 �ACr��rao��nsa�nn�e•a-« Reactions(Factored Loads): LC#1 LC#2 b � f a � i��ni�NTEEt;tr�?�Rat.�ES, Base Shear(R,�= 155 Ibs 57 Ibs � : d �--��- �r�1Uf+4, Net Uplift(Ry)= 341 Ibs 218700094 Ibs � � �� "� i � �, � Overtuming+Greviy(P„)= 1907 1bs 816 1bs � � � u �" �*��°��fxiAY+L's+CYR BClTS � r �� ScRSTRAP Anchor Design(using"Cracked Concrete"Properties) �� '+`` ""�° � �.. �., � � Try:3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/B"embed. Embedment- 2.125 in � � �,- f'�= 3500 psi �._.____w_�. ._... ... .�s,..... �„„„�,,,, e�= 0 in<-_Eccen.OfAnchor � . ha= 1.426 in 1.5 h �� - �� ° (a)=225 in ' ' " � t , : ,,r. . .__....� . � �f.,. Cone,thickness,t= 4 in #of Anchors,n= 2-anchors per connedion � � � ' Sx= 3.5 in Ase= 0.103 in' ShearAllowables Tension Allowables Steel Strength(D.75�V�= 3303 Ibs<-ACI 318-OS Eq 0.20 Steel Strength(0.75�N„= 70043 Ibs<--ACI 31&05 Eq 0.3 Concrete breakout Y dir.(0.75)�V�= 1136 Ibs<--ACI 318-05 Eq 0.22 Concrete Breakout(0.75)�N�,= 1518 Ibs<--ACI 318-OS Eq 0.5 Concrete breakout X dir.Single(0.75�V�= 836 Ibs<--ACI 318-05 Eq 0.22 Pullout Strength(075)�N�,= 1252 Ibs<-ACI 316-05 Eq 0.14 Concrete breakout X dir.Both anchors(075)�V�= 1736 Ibs<-ACI 31&05 Eq D-22 LC#1 LC#2 Conaete pryout(0.75)�V��= 1635 Ibs<--ACI 318-05 Eq D-30 Factored Tension Load(N�)= 341 Ibs 218.700094 Ibs LC#1 LC#2 max tension stress ratio(TSR)= 0273 OK 0.175 OK Fac[ored Shear Load(V„)= 155 Ibs 57 Ibs max shear stress ratio(VSR)= 0.137 OK 0.050 OK Combined shear and tension stress ratio(TSR+VSR)= 0.410<1.2 OK-LC#1(controls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 30-5 , P�� a 66"Tall"5"5 Level 1434903705 a as P��.m. Yelm,WA e. we. IBC 2012/ASCE 7-10/2008 RMI cMa oansna H/2 X—X H/2 a. Punching Shear Check: (Designpersection22.5.4 ACI318-05) r-T --� � Max.Factored Vertical Laad(P„)= 1907 Ibs �a" �° �;a -� N \ Slab Concrete f'c= 3500 psi I. - .. ° � -i = Slab lhickness(t)= 4 ia � � �� Rack Post X-X= 2 in. I ��° - I � Rack Post Y-Y= 2 in. � � �° -� r I I bo= 24.00 in. I �. . . P= too . V�= 22718 Ibs Eq.(22-10) j °-.�, a n � � � I= L ' -----0.1 V�max= 15107 Ibs Eq.(22-70) � V_ �b —_-- V�/�V„= 0.2 0<St.00.K. (Pun�ching Perimeter) Slab tension based on Soil bearing area check: ZG. B£.AM FI%E�i A7 OIYE fNA,FREG T'O DEFLECI VfRTiCALLY 6UT NOT RpTATE AT(7T}IER—UNIFORMI,Y 6�STR18UTED LOA6 Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 941 Ibs {'..........__i,.,,,,..,,_- $ I To1U EquF.Vnkorm l3itl . . . , - r Area reqd.tor bearing(A„�)= 0.63� � � :.�,,,,r,�.r�_,,, pµY - `��f "b"distance= 9.51 in � y� ' " ' ' ' ' ' Slab thickness(t)= 4.00 in , „�, �' • � � � � - � � - � • S=(7")(t)'/6= 2.67 in'/in '�. '' � ++m,,.�>ts:.a.oe� . . . . . _._:�x �MM(tension allowable)=��(7.5)�(f'�'�](S)= 709.93 in-IWin ;��'�� I� �rt, �.,��x.e<.,a� . . . . .s'b' Fac[ored unitorm bearing,w„=P„/A„�= 21.10 Ib/iNin . .{. �y. , . , , , , , , `.r=- � ( )[( ( �) )'] �` . 1 � � � � � c i a.=; M„=w„L l3=w„ b-2' /2 /3= 99.07 in-Ib/in-Defl.End M1=50 in-Ib/in rt�y •1> M i 3 i. i ,ma at senxs.e end z'sE�' M��`/��t= 0.140<1.00.K. r..,m.rH � �.s:.. a.. . . . . . . �._-,t._.,=;. .. .. . . . , . "2ifl'...... Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: WiMh of Single Rack= 18 in ,ti�; - Slab thicknees(q= 4.0 in �{V' �-� �'- j '� �� Modulus o(Ruplure,f,=7.5'SQRT(fc)= 4437 psi �j + �� _ - ��- ,ri� Concrele Slab Section Modulus,S=b(t)'/6= 32.0 in'/ft �- � -•- �---..,, � Allowable Concrete Slab Bending Moment,Mdi=S'f,- 11832 ft'Ibs/fi Effective Cantilever Span Length(L�)at M,�= 6.9 R � � _, � � � u�'j Total Length of Slab(I�+Width of Single Rack)= 8.4 ft ��°-'� #' '�� _) Trib.Width of Slab=Trib width of Rack= BA ft � i 3 ._ � _. � �+ �'�� .....-. . . . �::� .t,,,, . ......._ „r. Weight of Concrete Slab at Rack(P�)= 3352 Ibs �� --'-c n -- � � q t.�� Resistin Moment-Concrete Slab al Rack,M P�„�'� /� 168522 in"Ibs � K �" �� ; ( �"�,3 8 RST(ffib)— �c"-— T j —�• :� 3��':.,_)i� �La.....f '.E.._,�. �# � },.,_^ Load Combination#1: Mo7= 7 7231 in`Ibs � � �--- � �=�? Mas1(a�x)+ MRSrl,ey)= 175452 in'Ibs � Total Overtuminq FOS= 15.622 OK � � ` ., _.. �� -�-� ,..� , , �r: !_� .,..> LoadCombination#2: MoT= 5456 in'Ibs _,,.. . -- �- . _,,,. ...� Masr�w�q+Mesrc.ee)- 171222 in'Ibs _ .. , .. �_...' "_". _. ... Total Overtuminq FOS= 31.384 OK ""�"`" 30-5 P�� 78"Tall"8"5 Level 1434903705 s p 36 � P��. Yelm,WA Seismic Importance Factor= 1.5 SuppoAed on Elevated Floor(Y/N): No CMP 04/15/14 Total Load per sheH= 100 Ibs<--assumes(2)shelves per level ey #of Levels= 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 20.00 psf/shelt Weighl of Unit= 100 It Upright Frame anchorage spacing(Trib width)= 8 ft(Frames are assumed to be 4'-0"oc) Shelf depth(ea.side)= 15 in Total Shelf Load/Level I Freme hy= 0 in ha= 0 in h�= 0 in hs= 0 in hs= 18 in 200 Ibs h.= 18 in 2001bs 'g`i(��.j 7''��%i�� h3= 18 in 2001bs �--'�PZ �-`- 3 � � hi= 18 in 200 Ibs � � i h�- 6 in 200 Ibs � € Total Shelf Height H,= 78 in �� Unit Height,H„= 78 in �•�%�� Unit Base Depth,D= 18 in � "r" '___,,,,,,,,,,,,;�:....._.�.,.......:....w....,_, ..: _..__ ..,,.. Load Case 1'(LOad wsas per RMI sec[2.6.8�1)) LOBd C85B E�(Loatl aases per RMI sect 2.8.8(2)) � � �� Seismic(CJ(Ip)= 0.311 W, Seismic(C�(Ip)= 0.317 W, '�". � Total Wt,W,_(0.67)[0.67PL]+DL= 997.8 Ibs Total Wt,W,_(0.67)[(1)PL�+DL= 368 Ibs � �� Base Shear,V=C,IpW,= 310.8 1bs Base Shear,V=C�IoW,= 114.6 1bs � . Honzontal forces per level,F,=CMV(RMI se42.6.6) Horizontal forces per level,F,=C�V(RMI sect 2.fi.6) ��............ ........�_._..._ W (Service Loads,E=O.n Fg= 0.0 Ibs Q 0 in(CM) (Service Loads) Fa= 0.0 Ibs ,_..�� Fe= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs „ � , Fg= 0.0 Ibs�0 in(CM) Fg= 0.0 Ibs .�_.��. ...:�,,,,,__ ��-� �� Fs= 71.8 Ibs�84 in(CM) F5= 71.9 Ibs�84 in �""""-,+�-' F�= 56.4 Ibs Q 66 in(CM) F�= 0.0 Ibs ... F3= 41.0 Ibs(d1 48 in(CM) F3= 0.0 Ibs FZ= 25.6 Ibs @ 30 in(CM) Fz= 0.0 Ibs F�= 10.3 Ibs @ 12 in(CM) f�= 0.0 Ibs F�= 12.4 Ibs�39 in(CM) F�= 8.3 Ibs @ 39 in iCi�eck Sngle Fraene 1 Bay CNertemirtg Stability: If;= 310.8 Ibs(�Factored Loads) Zf;= 114.6 Ibs(�Factored I.padS) M;.�{LG#t}= T2p7�n-yps k4�,(LG#-ty= 6930 rn-iDs Calculate Overtuming Moment(Service),Mor=Ff;h; Calculate Overtuming Moment(Service),Mor=Ef;h; FOS=MRSr�Mor= 0.962 c 1.0-AB Reqd Mor= 13100 in-Ibs MoT= 6365 in-Ibs Mor(LC#2)= 4047 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),Mqsr MRSr(LC#2)= 2700 in-Ibs M�r= 6930 in-Ibs Mqsr= 2700 in-Ibs FOS=MRSr�Mor= 0.667 <1.5-AB Reqd Fador of Safery Factor of Safery -->Abs Reqd-FOS<1.5 for LC#1 and LC#2 FOS=0.53 FOS=0.42 u��ar,r,=ar€�o�ss H€_c,tutxr::� u��.tt;rjrdc;�c��zs�;.�czu��r�;r 'Load cases are perASCE 7-05 sed.15.5.32 Readions(Service Loads): LC#1 LC#2 R,= 1091bs 401bs Ry= 343 Ibs(Uplift) 203.594244 Ibs(Uplift) i OvertumingFOS= 0.529c1.5-ProvideABs 0.424<1.5 ��,i�HrGA.�s=�rEEtr,tacHO� Abs Reqd ABs Reqd . 4 � ; ayq�£a�Raa nNencRS Ar � �.� �€±5eaur�tr+d�a��s'.a-c. Reactions(Factored Loads): , LC#1 LC#2 ° 1 � � � ft.ta�cjaT.NZ�Ft;ba GRnhse`;6 BaseShear(R,�= i551bs 571bs j � � '�vt�r;�Mp. i r z;� s Net Uplift(R�)= 490 Ibs 290.&4892 Ibs ._ � : � � ..� Overluming+Grevity(P„)= 21281bs 9241bs �� , �� "°��--�t2jAt�wG3t8bL7� ""' j . -'-"^"- P"cftSTRAP �..._,,,,.,, ._.., ...,_.;,. �j,. ; , i Anchor Design(using"Cracked Concrete"Properties) �� -? ° g �` a"' +� Try:3/8"0 Powers Wed e-Bolt+ScrewAnchor 2 1/8"embed. !' � ; " � Embedment= 92.125 in ° � ^ �� s� �. � i'�= 3500 psi .� . � �7.µ. � e�= 0 in<-Eccen.Of AncM1or � � � - ��v £�� hr- 1.426 in 7.5(hd)=225 in �£.�j�� " �' , ' �� e'..........� .._�1...._.. __../._. ...�jlL.. Conc.thickness,t= 4 in #of Anchors,n= 2-anchors per connection � - ' " Sx= 3.5 in Ase= 0.103 in� ShearAllowables Tension Allowables Steel Strength(0.75�V„= 3303 Ibs<-ACI 318-OS Eq D-20 Steel Strength(0.75�N„= 10043 Ibs<--ACI 31&OS Eq D-3 Concrete breakout Y dir.(0.75)�V�= 1136 Ibs<-ACI 318-05 Eq 0.22 Concrete Breakout(0.75)�N��= 1518 Ibs<--ACI 31&OS Eq D-5 Concrete breakout X dir.Single(0.75)�V�= 836 Ibs<--ACI 31&05 Eq 0.22 Pullout Strength(075)�N�,= 1252 Ibs<--ACI 31&05 Eq 0.14 Concrete breakout X dir.Both anchors(075)¢V�= 1736 Ibs<--ACI 31&OS Eq 0.22 LC#1 LC#2 Conaete pryout(0.75)mV��= 1635 Ibs<-ACI 31&OS Eq 0.30 Factared Tension Load(N„)= 490 Ibs 290.84892 Ibs LC#1 LC#2 max tension stress ralio(TSR)= 0.391 OK 0232 OK Faclored Shear Load(V„)= 155 Ibs 57 Ibs max shear stress ratio(VSR)= 0.137 OK 0.050 OK Combined shear and tension stress ratio(TSR+VSR)= 0.528<1.2 OK-LC#7(controls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 30-8 � . P�� ' � 78"Tall"8"5 Level �asasos�os s ss P�wm. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP oans��a H/2 X—X H/2 � Punching Shear Check: (Designpersection22.5.4 ACI318-05) �— ---� Max.factored Vertical Load(P„)= 2128 Ibs I a�� °° I � Slab Concrete f'c= 3500 psi I. - .. ° � �1 = Slab thickness(t)= 4 in. i � i Rack Post X-X= 2 in. I ��04 ° ��I � Rack Post Y-Y= 2 in. � � ° �� - bo= I I 24.00 in. I . . �= 1.00 . . . ° V�= 22718 Ibs Eq.(22-10) i °-.�, �� i= V„max= 151071bs Eq.(22-10) � � ----� mv�= sosa ro5 �bo___< V�/�V„= 0.235<1.00.K. (Punching Perimeter) Slab tension based on Soil bearing area check: iG. BEAM FIXEO AT OryE£ND,FREE 7'0 tlEFLEC7 YERT3CALLY 9UT NbT ROtATE A7 07}7fR�—UNIFORRAI.Y p151�fl16UTED LOAD Allowable soil bearing= 7500 psf Man.Vertical Load(Service)(P)= 1019 Ibs �. -...___� .,_ s Area reqd.for beanng(A„�)= 0.68� i Total EQUF.UnName LnaA . . . , _.-�.xi "b"distance= 9.89 in � �+ ��"r n a v , , . . , , , , , _ _.wi Slab thickness(t)= 4.00 in �� R °• . . . . . . . - , . . w• S= 1" t'l6= 2.67in'lin �� %.... . �, M�+.+. ats..d.ne . . . . ra ( �O ( } . _.:�_ �Mm(tension allowable)=m�(7.5)I(f'��(S)= 709.93 in-Ib/in ' a�.:: �'� ' � Y �• la°°ibi3r°`"°� . . . . .�s� Factored uniform bearing,w�=P�I A„�= 2175 Ib/infn , s,,,:�. �a, . . , "�ir�-y,.: M�=H4��3°PN)IIb-(2"))/2)=]I 3= 112.88 io-lWin-Defl.End Mt=57 in-IWin M aty � �3;. . . . . . . . � 6 �„ :i' , : . (sT dN1eaL0 enQ� . . . M�✓�M�<= 0.159<1.0 O.K. ��.,.,,�. ��f r zo�� t...:., a. . !��ta..,:>;+ . . . . . . . . , . m._.._3��1......, Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: � Widlh of Single Rack= 18 in ' Z j��,,� �3 ,� . Slab thickness(q= 4.0 in ,jl ��- �_ ��"<I� Modulus of RupWre,f,=7.5'S�RT(Tc)= 443.7 psi �� j� � �� f � Concrete Slab Seclion Modulus,S=b(t)'/6= 32.0 in'/ft "=�-- � � -,........__,„„�,, .__.._..:....;._., Allowable Concrete Slab Bending MomeM,Mdi=S'f,= 11832 ft'Ibs/ft j `i.f EHective Cantilever Span Length(L�)at Mdi= 6.9 ft - (€ � ,-r ToWI Length of Slab Q�+Wdlh of Single Rack)= 8.4 ft ��E°�' ��'�'�Cf��T E, €.s_7 Trib.Width of Slab=Trib width of Rack= 8.0 fl � ,_i j �l i��, �-M.,� ... ;;`:, � �-, � , WeigM of Concrete Slab at Rack(PPo„�)= 3352 Ibs � � ` -. q �.�m Resisting Moment-Concrete Slab at Rack,Masr�me>=P��2= 168522 in'Ibs `"�t �� _.�.I�Y'�.:��F' i�C., . � _L,,. Load Combination#t: MoT= 13100 in'Ibs � � '�'��,��-------�� "�-�� MRST�Recq�Mnsrl�e>= 175452 in'Ibs �� :� Total Overtuminq FOS= 13.393 OK � "",a ,--., ,f�q � �- �..� ; """� .,..�� Load Combination#2: Mo,= 6365 in'Ibs ' .. "°° _... - ._._., . Mas1(rs�.*)'MRST(Wb)— I��ZZP in'Ibs � ..,,_..._ .____.,,__, -- .__. . ...__.-._ ............ .� Total Overtuming FOS= 26.902 OK "'" , 30-8 P�� 48"Tall"R"4 Level 7434903705 �� as � P��.m. Yelm,WA Seismic ImpoRance Fador= 7.5 Supported on Elevated Floor(Y/N): No CMP 04/15/14 Total Load per sheH= 150 Ibs�-_assumes(2)sheNes per level r #of Levels= 4 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 78.75 pst/sheH Weight of UnA= �100# Upnght Frame anchorege spacing(Trib width)= 4 fi(Frames are assumed to be 4'-0"ce) She�f depN(ea.side)= 24 in Total Shelf Load/Level/Freme ha= 0 in he= 0 in h�= 0 in hs= 0 in hs= 0 in ha= 74 in 3001bs .,�4��. gf�. '-� � 1'�-�^. h �.�5v �.m .. d�...� � -�a ..�.._...,qam$._..�:� a= 14 in 300 Ibs � hz= 14 in 300 Ibs ° � � a � � h,= 6 in 300 Ibs °,�•°..�___.,,_._.,.,m....,..,,,,,,_..,..,,,.,,_.,,.,....,. �,...._.-...<..-.........,,• ToWI Shelf Height,H�= 48 in � Unit Height,H„= 48 in Unit Base Depth,D= 33 in - Load Case 1�(LOad ases par RMI sect 2.6 8(1)) L02d C85B 2�(Load casas per RMI sect 2.fi.8(2)) ° � ._, Seismic(C,)(Ip)- 0.311 W, Seismc(CJ(lo)= 0.311 W, �, � ,.,-,� TotalWt,W,=(0.67)[0.67PL]+DL= 638.681bs TotalWt,W,=(0.67)[(1)PL]+DL= 3011bs ,', - Base Shear,V=C,IpW,= 198.9 Ibs Base Shear,V=C,IpW,= 93.8 Ibs Horizontal torces per level,F,=C,�V(RMI sect2.6.6) Horizontal forces per level,F�=C�..V(RMI se 128.8) (Service Loads,E=0.� Fg= 0.0 Ibe�0 in(CM) (Service Loads) Fp= 0.0 Ibs � �`_� �,. Fe= 0.0 Ibs @2 0 in(CM) Fa= 0.0 Ibs P�= 0.0 Ibs Q 0 in(CM) F�= 0.0 Ibs p„ „ Fg= 0.0 Ibs @ 0 in(CM) Fg= 0.0 Ibs :?�,_.... .�� ... �� Fs= 0.0 Ibs�0 in(CM) F5= 0.0 Ibs "'��`"�"�"""�""�"� F�= 522 Ibs @ 54 in(CM) F�= 572 Ibs @ 54 in --- F�= 38.7 Ibs(u]40 in(CM) F3= 0.0 Ibs FZ= 25.2 Ibs Q 26 in(CM) FZ= 0.0 Ibs F�= 71.6 Ibs(a�12 in(CM) F�= 0.0 Ibs F�= 11.6 Ibs Q 24 in(CM) F�= 8.5 Ibs(o�24 in ;Check Single�[ame t Bay Overt�enins�SfabiliEy: Lf�= 198.9 Ibs(@ Factored Loads) Ff;= 93.8 Ibs(�Factored Laads) .A�r{LCf�t)= 54At}ln.tbs l.4�r(LG#7}= 748i6in•Ibs Calculate Overtuming Moment(Service),Mor=Ef;h; Calculate Overtuming Moment(Service),Mor=if;h; FOS=Masr�Mo1= 2.742>=1.5-No AB Reqd Mor= 5440 in-Ibs Mor= 3290 in-Ibs Mor(��)= 3290 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),Masr Masr(LC#2)= 6600 in-Ibs M�r= 14916 in-Ibs MRSr= 6600 in-Ibs FOS=MRSr�Mor= 2.006>=1.5-No AB Reqd Faaor of Safety Factor of Safety ->No Anchorage Reqd-No Net Uplift at LC#1 and LC#2 FOS=2.74 FOS=2.01 'Load cases are per ASCE 7-OS sect.15.5.32 Reactions(Service Loads): LC#1 LC#2 R,= 70 Ibs 33 Ibs F2�.' 0 Ibs(No Uplift) 0 Ibs(No Uplift) � '` ' � _ � OveAuming FOS= 2.742>=1.5 2.006>=1.5 � � --�-ii�wTChs.r_sTEec:+zcNO� �� aFUaa eaR�aa;.a�,r� _ ; } �..�� s+tA.L��>r?aaaracirtSRS�r Reactions(Factored Loads): LC#1 LC#2 ;�' � � � �N�FaGa=Ra�,+E Awu s--�-oc Base Shear(R,J= 99 Ibs 47 Ibs . ( � 3 � .��,��:��3oR c�na��. u . ps.� Net Uplift(Ry)= 0 Ibs 0 Ibs .R � � . ; � i� '.. Overtuming+Gravily(P„)= 10291bs 4331bs �� s � �^'`-`�'`'� E2;,aNC+�S�tBCyf.T� '. """' � f�T� PER STRAP .� ___ � , ��. _�_ { Anchor Design(using"Cracked Conaete"Properties) ' : �- , - ,�-•-� ` ; �,� !` j?"°' Try:3/8"0 Powers Wedge-Bolt+SaewAnchor 2 1/8"embed. � } � ' '-�� j Embedment= 2.125 in ` � �,-n::5 � . . ? f'�= 3500 psi "T # T .��,� � e�= 0 in<-Eccen.Of Anchor . �� ha- 1.426 in 1.5(hr)=225 in ;�f e� �. � ,��'�` r3 Conc.Nickness.t= 4 in � ,..... ....� ,,,.. .�.�"'" �„". #of Anchors,n= 2-anchors per conneaion - � ' ' SX= 3.5 in Ase= 0.103 in� ShearAllowables Tension Allowables Steel Strength(0.75�V„= 3303 Ibs<-ACI31&OS Eq 0.20 Steel Strength(075)pNa= 10043 Ibs<-ACI 31&05 Eq 0.3 Concrete breakout Y dic(075)�V��= 1136 Ibs<-ACi 31&OS Eq D-22 Concrete Breakout(0.75)pN��= 1518 Ibs<-.-ACI 31&05 Eq 0.5 Concrete breakout X dir.Single(0.75)qV�„= 836 Ibs<--ACI 31&OS Eq 0.22 Pullout StrengN(0.75)¢N�,= 1252 Ibs<-AC131&OS Eq 0.14 Concrete breakout X dir.Both anchors(0.75)�V�= 1736 Ibs<-AC131&OS Eq D-22 LC#1 LC#2 Concrele pryout(0.75)mV�= 1635 Ibs<--AC131&OS Eq 0.30 Factored Tension Load(N„)= 0 Ibs 0 Ibs LC#1 LC#2 mau tension sVess ratio(TSR)= 0.000 OK 0.000 OK Fadored Shear Load(V„)= 99 Ibs 47 Ibs No Uplift No UpliR max shear stress ra6o(VSR)= 0.088 OK 0.041 OK Combined shear and tension stress ratio(TSR+VSR)= 0.088<12 OK-LC#1(controls) USE: NO UPLIFT-NO ANCHORS REQUIRED 48R 4 • No W 48"Tall"R"4 Level �aaasos�os e ss P�,.�N..,. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP oansnn H/2 X—X H/2 . Punching Shear Check: (Designpersection22.5.4 ACI318-OS) �T— ----- ---� Mau.Factored VeAical Load(P„)= 1029 Ibs � ' �° -va -� N Is - I� Slab Concrete f'c= 3500 psi I. � . � ° �I = � Slab thickness(t)= 4 in. � Rack Post X-X= 2 in. i ��a°e� ,-i } Rack Post Y-Y= 2 in. � bo= 24.00 in. I . �= 1.00 ' I ° I N �'d �\ V�= 22718 Ibs Eq.(22-10) I �. . �� . . � I T V„mau= 15107 Ibs Eq.(22-70) � --------��' � V,J�v�= 0.1�4<s1.00.K. P b�hing Perimeter} Siab tension based on Soil bearing area check: I �R- BEAM FIXECJ AT t)ME fND.fREE TO bEFLECT VERTICALLY BUT NUT ROFqTE A7 OTit£A—t7ey1FORFALY pI5T�F18UTED LOAD Allowable soil bearing= 1500 pst Max.Vertiwl Load(Senice)(P)= 687 Ibs —� ..,__ , Area reqd.for bearing(A„�)= 0.45� � � 7ow[autv u�korm wae . . -�3 rs 7"' '. R.o Y . ...�! "b"distance= 8.08 in '�A ' ' ' ' ' ' ' ' ' Slab thickness(Q= 4.00 in „� °� � � � � � � � � - - • �_ S=(1")(t)'/6= 2.67 in'lin '. ' � ; M m.,�.tata.aa<�e� . . . . . ..°?.'- s mMm(tension allowable)_¢,(7.5)I(P�)'�](S)= 709.93 in-IWin .£ .n*; �, I v �e. E,e e.n.«.a<�a� . . . . -a m' Factored uniform beanng,w„=P„/A„�= 15J6 Ibfinfin �,�,. �_e} �a. . . . . . . . . M„=w L'/3=(w„)[(b-(2"))/2)']/3= 48.59 in-Iblin-Defl.End M1=25 in-Ib/in rzi�: 6 t� x, M.[�" . ? a,.a=. �as d.n.ow ena� . . zbiF . M��M��= 0.068<1.0 O.K. w,�..,,� ..,.....>;. I rea., a. . . . . . . . . . . . ,•__`z�€i._.... Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: � Width of Single Rack= 33 in ' Slab thickness(t)= 4.0 in .11 '�� (� Modulus of RupWre,t,=7.5'SaRT(fc)= 443.7 psi �f t �� :� Concrete Slab Section Modulus,S=b(t)'/6= 32.0 in3/R '� �•�=�- �,,,._ Allowable Concrete Slab Bending Moment,Mr�=S'f,= 1183.2 ft'Ibs/ft ; Effecfive Cantilever Span Length(L�)at M�i= 6.9 ft �.., � � ( � � `f�} ?v`1 Total Length of Slab(I�+Width of Single Rack)= 9.6 ft -+ f �-- ' F•-- � -s_t Trib.Widih of Slab=Trib width of Rack= 4.0 R � __; � ��r�� - .. _ � ? - _..._. ..-t ....... WeigM of Concrete Slab at Rack(P�)= 1926 Ibs n -,mm �m "�� C rt ; ��-t-+�v � i 3 Resisting Moment-Concrete Slab at Rack,MRS7�,�,e>=P�'L�/2= 111275 in'Ibs ` � �,f��t� ��L�� ._.;#... _.. j � Load Combinatlon#1: Mo,= 5440 in'Ibs ,� .--- Masr�q*Mas*�me�° 126191 in'Ibs i �� l Total Overtuming FOS= 23.198 OK � } ,.---., „ ,�, � _ .,,�, , --._. : i LoadCombination#2: Mor= 3290in'Ibs = . , ••--- �� µ '°""�� ._. _, Masr(r�q+ Mrssr�mn>° 117675 in'Ibs �� .._� „_,.A_ _e.„__. ._ _- Total Overtuminp FOS= 35.828 OK 48R _�� . 54"Tall"S"5 Level 1434903705 s� ss � P��me Velm,WA Seismic ImpoAance Factor= 1.5 Supported on Elevated Floor(Y/N): No ,,.e�: o,,,. CMP 04/15/14 Total Load per shelf= 150 Ibs<-_assumes(2)shelves per level ,�a,.. #of Levels= 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Unitorm Weight per level= 25.00 psf/shelf Weight ot Unit= 100# Upright Frame anchorage spacing(Tnb width)= 8 ft(Frames xe assumed to be 4'-0"oc) Shelf depth(ea.side)= t8 in Total SheH Load/Level/Frame hg= 0 in he= 0 in h�= 0 in hb= 0 in hs= 12 in 300 Ibs ha= 12 in 3001bs -�€:!��"�`i.{ W�€?L.."r--�--�,. h3= 12 in 300 1bs �� "�-�� 3� hi= 12 in 300 Ibs {{ ' � h�= 6 in 300 Ibs � 1 [ - ..� ___.... Total Shelf Height,H,= 54 in �� Unit Height,H„= 54 in � Unit Base Depth,D= 24 in "' ��,........�._......__...._,_......,�....._. �-- .,_ _M Load Case i'(LOad caeas per RMI sect 2 8.8(7)) Load Case 2'(Load carws per RMI sect.2.6.8�2)) Seismic(C,)(Ip)= 0.371 W, Seismic(C�(Ip)= 0.371 W, ��' Total Wt,W,_(0.67)[0.67PL]+DL= 14467 Ibs Total Wt,W,_(0.67)�(1)PL]+DL= 502 Ibs � � � Base Shear,V=C,IPW,= 450.6 Ibs Base Shear,V=C,IpW�= 156.4 Ibs f[ Horizontal forces per level,F�=QnV(RMI sxt26.6) Horizontal forces per level,F�=C.nV(RMI sect 2.6.6) t ...__........_....................__.........__ � -��_,. ,_.., (Service Loads,E=O.n Fa= 0.0 Ibs([�0 in(CM) (Service Loads) F9= 0.0 Ibs � ,: � Fe= 0.0 Ibs @ 0 in(CM) Fe= 0.0 Ibs ..4: � F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs Fs= 0.0 Ibs�0 in(CM) Fg= 0.0 Ibs °°:�„W,,,,_ ��- --�� Fs= 101.4 Ibs @ 60 in(CM) F5= 107.8 Ibs(d 60 in �� °-"`"""'�� F�= 81.1 Ibs Q 48 in(CM) F�= 0.0 Ibs ... F3= 60.8 Ibs @ 36 in(CM) F3= 0.0 Ibs F2= 40.5 Ibs�24 in(CM) Fz= 0.0 Ibs F�= 20.3 Ibs(d�12 in(CM) F�= 0.0 Ibs F�= t t.3 Ibs @ 27 in(CM) F�= 7.6 Ibs @ 27 in iCheck Sirx,�le Frame f Bay Dverturning Stability; If;= 450.6 Ibs(@ Factored Loads) Ef;= 156.4 Ibs((d Factored I,pads) A#�;��l.C#3;= 7315 ln-lbs h4RSr(LC�.3 j a 132€D in-I�bs Calculate Overtuming MomeM(Service),Mor=Ef;hi Calculate Overtuming Moment(Service),Mor=If;hi FOS=MRSr!Mor= 1.812>=1.5-No AB Reqd Mor= 13687 in-Ibs Mor= 6316 in-Ibs Mor(LC#2)= 3787 in-Ibs Calculate Resisting Moment(Service),MRSr Calwlate Resisting Moment(Service),MRSr Masr(LC#2)= 4800 in-Ibs Mqsr= 13260 in-Ibs MRSr= 4800 in-Ibs FOS=Masr�Mo7= 1.268 <1.5-AB Reqd Factor of Safety Factor of Safety ->ABs Reqd-FOS<1.5 at LC#2 FOS=0.97 FOS=0.76 U:�LIi�T A4CHC3R5 REC,2t7IftED IJF�L.€t"Y A^d�:rt3(2S RE4dU€FtE�:ir 'Load cases ara per ASCE 7-OS sect.15.5.3.2 Reaclions(Service Loads): LC#1 LC#2 R,= 1581bs 551bs Ry= 1 B Ibs(Uplift) 63.1467146 Ibs(Uplift) � • i� : a Overtuming FOS= 0.969<1.5-Provide ABs 0.760<1.5 ; - E��tGau .S:EE�,y�uG,��,� Abs Reqd ABS Reqd �f ' � gT��?�'� '^a:a.�"'ki � � � a�nc�o rta�,auct��aQSnc -'' Lh EA.^„M!EfiB KKiAa�E RN e,b"Pc Reactions(Factored Loads): LC#1 LC#2 I � � it,�-WCi n =r�`ea3aR�r`vU.�e';S. Base Shear(R,)= 225 Ibs 78 Ibs � � f� ��'�`- �yR�"�� Net UpliR(Ry)= 25 Ibs 902095922 Ibs .:" � � _ '�c'� �� Overtuming+Grevily(P,J= 20461bs 7821bs 4 � 1 � � �%�"'�+-••�d1:Ai�7�MOit�tiLTb ..............._ €� �,. y �,.� �.,.,. _ . , . PERSTRAR Anchor Design(using"Cracked Concrete"Properties) � ;• , ` £ � '� � Try:3/8"OPowersWedge-Boll+ScrewAnchor2l/8"embed. } � $ � � � Embedment= 2.125 in � � .� t: � � f'�= 3500 psi � � �,� a �� e,;- 0 in<-Eccen.Of Anchor �� g �� ? ha= 7.426 in 1 S(hr)=225 in -- .�- € _ � { Conc.thickness,t= 4in �.. ��.... .�� ....' .....�.. �.., #of Anchors,n= 2-anchors per wnnection - � ' � Sx= 3.5 in Ase= 0.103 in' ShearAllowables Tension Ailowables Steel Strength(075)¢V„= 3303 Ibs<-ACI 318-05 Eq 0.20 Steel Strength(0.75)�No= 10043 Ibs<--AC131&OS Eq 0.3 Concrete breakoutY dir.(0.75)�V��= 7736 Ibs<--ACI37&OS Eq 0.22 Concrete Breakout(0.75)�N�„= 7578 Ibs<-ACI 31&OS Eq 0.5 Concrete breakout X dir.Single(0.75�V��= 836 Ibs<--ACI 31&OS Eq D-22 Pullout Strength(075)�N�,= 1252 Ibs<--ACI 37&05 Eq 0.74 Concrete breakout X dir.Both anchors(0.75)�V��= 1736 Ibs<-ACI 37&OS Eq 0.22 LC#t LC#2 Conaete pryout(OJ5)�V��= 1635 Ibs<-ACI 31&OS Eq 0.30 Factored Tension Load(N�)= 25 Ibs 902095922 Ibs LC#1 LC#2 max tension stress retio(TSR)= 0.020 OK 0.072 OK Factored Shear Load(V„)= 225 Ibs 78 Ibs max shear stress ratio(VSR)= 0.198 OK 0.069 OK Combined shear and tension stress ratio(TSR+VSR)= 0279<1.2 OK-LC#1(controls) USE: (2)3/8"Ri Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 sss ti , P�� a 54"Tall"S"5 Level 1434903705 io � P�wm. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP oansna H/2 X—X H/2 a� � Punching Shear Check: (Design per section 22.5.4 ACI 318-OS) -- - Max.Factored Vertical Load(P„)= 2046 Ibs i a .° - �Qe j N Id I � Slab Concrete i'c= 3500 psi I. � . ° �i = Slab thickness(t)= 4 in. I '� ' � I Rack Post X-X= 2 in. I �.�e° ��'"� °-.I } Rack Post Y-Y= 2 in. � �. � ;�' °�-� j- bo= 24.00 in. I .� . D= �.00 i . i c� ��= 227181bs Eq.(22-10) L°�. . e �, se �e. ..� _ V�max= 15107 Ibs Eq.(22-10) � ro��= sosa ibs �bo ------- V,/�V„= 0.226<1.oO.K. (Punching Perimeter) :fi. f3EAM FtXED AT OryE EiVD,fREE TO DEFLECT VERTiCALLY 8UT NbT Slab tension based on Soil bearing area check: RO7ATE AT d7NER—UNIF4RRAI.Y p157�H18UT[D LtlA6 Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 1170 Ibs _._.._.� .___ s Area reqd.for bearing(A,,,�)= 0.74� � � � row¢qu[�.ve�rorm�caa . . . , �.�a xr "b"distance= 10.32in �� '' R"y • • ' • • • - `""r Slab thickness(t)= 4.00 in ,� � A Y" - � � � - - - - � - • M= S=(1")(t)�16= 2.67in'/in '.. '� � i A+�,:.tat+s..a.�a� . . . . . _'"ta M tension allowable 7.5 f '� S - 709.93 in-Ib/in �s 4 M( )=bd )[('J 1( )- � e�.�.�" 7 I v �+, �se e.n«ew<na� . . . . � 8. Factored uniform bearing,w„=P„/A„�= 19.20 Ib/iNin � ;•„:�.. My M„=w„L'/3=(w„)[(b(2"))/2)�]/3= 110.86 in-IWin-Defl.End M1=56 in-IWin M.��.: , �t.; �� ' � ' ' '�' ' ' fi+'.-xa, ., :xmax at dMacNtl snd , Zqi� M�J�M�e= 0.156<1.0 O.K. L�"w�w:.... �, . . . . . . . . . . . -"='z:ea��'�' Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24 in ' . Slab thickness(Q= 4.0 in � � -��- � t�.�� . -� Modulus of Rupture,f,=7.5'SQRT(Pc)= 443.7 psi �r�� - jI� Concrete Slab Section Modulus,5=b(Q�I6= 32.0 in'/ft ��t' � ..a,,,.,. Allowable Concrele Slab Bending Momenl,M,�=S'f,= 71832 R'Ibs/ft I{ ,;; Effective Canlilever Span Length(L�)at Mdi= 6.9 ft €� jjjj � Tolal Length of Slab Q�+Widlh oi Single Rack)= 8.9 ft r��°�' #��w�€-�� ' � 'i 1 �,. Trib.Width of Sleb=Tnb vridth of Rack= 8.0 ft .;ix� T ' �Tt ��j� .,,,,,_,,, -='-- Weight of Concrete Slab at Rack(P�)= 3552 Ibs /�� ' g :�� °J Resisting Moment-Concrete Slab at Rack,MqsT„��=P�'L�12= 189233 in`Ibs l � t �� ` �� ? � � .E�r ,. . ? • � ?� .'��h � a L=.. .:� . LoadCombinationpt: Mor= 13687in'Ibs .:-t��~ti ��-�--- � > ` .-_.,,.._._..._,,,. Mqsr�p+M�r�d,p�= 202493 in'Ibs �� µµ� �1) .. Total Overtuming FOS= 14.795 OK � �,- _. � 1i , Load Combination#2: Mor= 6316 in'Ibs � �� '��'�� ` ��.J�� ; _-_ _ � i ___< MRS7(�,)� MRnc,�e)= 194033 in'Ibs � ....- ` ...... _ __ , ,...__ .,. .,._" Total Overtuming FOS= 30.723 OK `"` aes � P�� „� � 78"Tall"V"5 Level 1434903705 �� P�.w,,,. Yelm,WA Seismic Importance Factor= 1.5 SuppoAed on Elevated Floor(Y/N): No CMP 04/15/14 ToWI Load per sheH= 150 Ibs<-assumes(2)shelves per level �,,,ey. #of Levels= 5 LEVEL � IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 25.00 pstlsheR Weighl of Unil= 100# Upright Frame anchorege spacing(Trib width)= B fl(Frames are assumed to be 4'-0"oc) Shelf depth(ea.side)= 18 in Total Shelf Load/Level I Frame hg= 0 in he= 0 in h�= 0 in hs= 0 in hs= 18 in 300 Ibs ha= 18 in 300 Ibs ';;,);i��j "�F s;_` L.;E::.t- I" _-x'�� h3= 18 in 3001bs '�{�� hi= 18 in 300 Ibs ( � h�= 6 in 300 Ibs � E Total Shelt Height,H�= 76 in �� - `� - t€�._ Unit Height,H„= 78 in � �� Unit Base Depth,D= 24 in � ...._.,,.... _._.,W,..... �- _.__ , ,. Load Case 1'(LOad cases per RMI eac[28.8(1)) Load Case Y��oae cases P„aMi�t zs.a�z» � � Seismic(C,)(Ip)= 0.311 W. Seismic(C�(Ip)= 0.311 W, ��'�" � TotalWt,W,=(0.67)�0.67PL]+DL= 144671bs TotalWl,W,=(0.67)[(1)PL]+DL= 5021bs �: � Base Shear,V=C,IpW,= 450.6 Ibs Base Shear,V=C,IpW,= 156.4 Ibs +.-; � Horizontal forces per level,F,=C„V(RMI ae�t 26.6) Honzontal forces per level,F,=CnV(RMI xct 2.8.8) � �� ..._......,.��._.__ _...,,,... (Service Loads,E=0.7) Fg= 0.0 Ibs @ 0 in(CM) (Service Loads) Fg= 0.0 Ibs � .,,,. Fe= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs � "��- F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs � �� Fs= 0.0 Ibs @ 0 in(CM) fs= 0.0 Ibs .aj,c,,,.. �� Fs= 106.1 Ibs�84 in(CM) F5= 101.6 Ibs @ 84 in � '�"""""-•'•�-s�•� F�= 83.4 Ibs�66 in(CM) F�= 0.0 Ibs ��;� F3= 60.6 Ibs�48 in(CM) F3= 0.0 Ibs Fi= 37.9 Ibs(i�30 in(CM) Fz= 0.0 Ibs F�= 152 Ibs�72 in(CM) F�= 0.0 Ibs F�= 12.3 Ibs cQ 39 in(CM) F�= 7.9 Ibs @ 39 in iCheek Sngte Fr�ne/Bay Overtcar»�g S!ability: Sf;= 450.6 Ibs(@ Factored Loads) IQ= 156.4 Ibs((d Factored Loa6s) M-.7{tG#f}= tfl223�n-ltrs as�,«cu�y s ��r�a 3n-ins Calculate Overtuming Moment(Service),MoT=Ef;h; Ca�culate Overtuming Moment(Service),Mor=Ff;h; FOS=MRS.�Mor= 1.297 <1.0-AB Reqd Mor= 19124 in-Ibs Mor= 8841 in-Ibs Mo,(LC#2)= 5301 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MasT MRSr(LC#2)= 4800 in-Ibs MasT= 13260 in-Ibs MRSr= 4800 in-Ibs FOS=MRSr�Mor= 0.906 <1.5-AB Reqd Factor of Safery Factor ot Safery ->Abs Reqd-FOS<1.5 for LC#1 and LC1t2 FOS=0.69 FOS=0.54 tJ?t.i3�T 1xNi�'ttUl?S REt:313tKE;C1 t7PL3f�i fiNCF?K3RS REG2UlKk::�� 'Load cases are per ASCE 7-05 sect.15.5.3.2 Reactions(Service Loads): LC#1 LC#2 R,= 158 Ibs 55 Ibs Ry= 244 Ibs(Uplifl) 168.365318 Ibs(Uplift) �y � �� OveAuming FOS= 0.693<1.5-Provide ABs 0.543<1.5 � �,i�kt G<iia�sreet.�.rscHa� Abs Reqd ABs Reqd � f �` , c��s,aa�+Awc-�o4s Ar "� EACH�ndD�'W44#E RNG b'�3'oc Reactions(Factored Loads): LC#1 LC#2 G s i �a� __�_ Zfa..ar�}rT;auxE�t;ba paa#ae5 BaseShear(R,J= 2251bs 781bs 1 � rvni;prcq o ;, s NetUplifl(Ry)= 3491bs 240.5278841bs t ; � � '�' � � Overtuming+Greviy(P�)= 25291bs t0061bs •�Z ,� . ��..� � �.,"-`�..E2;nNCH6itgCS475 ____. �„� ;., y� � ,;_ . { €�R SirtAp Anchor Design(using"Cracked Concrete"Properties) � � ° � �` l� ...._ Try:3l8"0 Powers Wedge-Bolt+ScrewAnchor 2 7/8"embed �° � � � � � � ? � Embedment- 2.125 in " r � . f'�= 3500 psi `"1 � � ° � ..�___-__. ..,.... .�.....". ,.,,.:"'�„�_ e�= 0 in<-Eccen.Of Anchor � � �: � ; g� ha= 1.426 in 1.5(ha)=225 in .".3� . � ' �,r. .._. ,,.�,,� .. _.....f., �I„� Conc.thickness,t= 4 in #of Mchors,n= 2-anchors per connection � � � ' Sx= 3.5 in Ase= 0.103 in2 ShearAllowables Tension Allowables Steel St2ngth(OJS)pV„= 3303 Ibs<--ACI 31&OS Eq 0.20 Steel Strenglh(0.75)�N„= 10043 Ibs<-ACI 37&OS Eq D3 Concrete breakout Y dir.(0.75)�V��= 1136 Ibs<-ACI 31&05 Eq 0.22 Concrete Breakout(0.75)�N��= 1518 Ibs<-ACI 31&OS Eq 0.5 Concrete breakout X dir.Single(0.75�V�,�= 836 Ibs<--ACI 31&05 Eq 0.22 Pullout Strength(075)�N�,= 1252 Ibs<-ACI 31&OS Eq 0.14 Conerete breakoul X dir.Bolh anchors(0.75)�V��= 1736 Ibs c--ACI 31&OS Eq D-22 LC#1 LC#2 Concrete pryout(0.75)pV��= 1635 Ibs<-ACI 31&OS Eq 0.30 Factored Tension Load(N„)= 349 Ibs 240.521884 Ibs LC#1 LC#2 max tension stress ratio(TSR)= 0279 OK 0.192 OK Factored Shear Load(V„)= 225 Ibs 78 Ibs max shear stress ratio(VSR)= 0.198 OK 0.069 OK Combined shear and tension stress ratio(TSR+VSR)= 0.477<12 OK-LC#1(wntrols) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 ssv . P�,� �, 78"Tall"V"5 Level 7434903705 �z as �wm. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMa oansna H�2 X—X H�2 �e� � Punching Shear Check: (Designpersection22.5.4 ACI318-05) �--- — ----� Mau.Factored Vertical Load(P„)= 2529 Ibs � ° � ",a �� N la I� Slab Conaete f'c= 3500 psi L . ° - �I = Slab thickness(Q= 4 in. � � � � Rack PostX-X= 2 in. I �e� ° --I } Rack Post Y-Y= 2 in. I � .a I � r ba= 24.00 in. j � I �= 1.00 ' V�= 22718 Ibs Eq.(22-10) j�•. �. .. �n , . - i = V„max= 15107 Ibs Eq.(22-10) ` e ---�' . �V„= 90641bs �b0 � V,��V„= 0.279<1.00.K. (Punching Perimeter) Slab tension based on Soil bearing area check: ?R. BEAM Ff%ED AT t)NE ENp,FREE Ttl DEFLEC7 VERTICALLY 9UT N07 RilFATE RT 03i{�p—UfJIF6RM�,Y E315TR18UTED LOA6 Allowable soil bearing= 1500 pst Max.Verliwl Load(Service)(P)= 1280 Ibs ` �....,...__ $ {�� ToGL 4quF.VnNOrm in�ae . . . , . f Area reqd.for bearing(A„�)= 0.85� i X � �'3" �{`!T3 t-r;�� n�v . . . . . _ _ . . _ _..r "b"distance= 11.09 in �"' , '� ' q Slab thickness(t)= 4.00 in „ : �' - � � � � � � - � � • � S_��"��t)'/6= 2.67 in'/in .- - -,. i �+�„a,.�ats..a.oe} . . . . . _,.as s �Mm(tensionallowable)=Q�(7.5)[(f'�'al(S)= 709.93in-IWin ��. I V �n. �,�d,�,«,e,,,,�� . . . . .�6• Factored unifortn bearing,w„=P„/A„�= 20.58 Ib/in�n .'�..{.. M. ",r._a.,; M�=NL�=�3=O^L)[(b-(2..))/2)']I 3= 141.59 io-lWin-Defl.End Mi=71 in-Ib/in MiG..-' �= .:tti .Ma ./. . . . . . . . . . _..e,«.�• . . , x. {at ds11eo1sG end, . . . . M�/�M�t= 0.199<1.0 O.K. _ �r,�„�� ' • °'2c�P� I Me.. ?x . . . . . . . . . . . ......�'2ilt�y_.. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24 in �y.��-,,,� I . .�„�. . Slab thickness(t)= 4.0 in � �� Modulus of Rupture,f,=7.5'S�RT(Tc)= 443]psi „��j � Concrete Slab Section Modulus,S=b(t)'/6= 32.0 in'/R - � .j,,,., Allowable Concrete Slab Bending Moment,M�i=S'f,- 7183.2 fi'Ibs/ft EReclive Canlilever Span Lenglh(l.�)al Mr�= 6.9 ft •��, ��-E-..= p� x`%: Total Lengih ot Slab(4+Width of Single Rack)= 8.9 ft E-� -� � €i.l � ,.,-w. .-_._ �.,, Trib.WidthofSlab=TnbwidthofRack= B.ON �� t{�{�f� ��" , -""" 1.„.r � .... ..:,.�... Weight of Concrete Slab at Rack(P�)= 3552 Ibs /� � � 1 + �( �� '' H � 3 i.,.) Resisting Moment-Concrete Slab at Rack,MRSr�,�,e�=P�'L�/2= 189233 in'Ibs ��..;�. � -��f,i 1: . :��s.; '��:� � � Load Combination#1: Mor= 19124 in'Ibs ---- -,-.� Mrss1�n x)+Mrss1(.vn)= 202493 in'Ib5 :Nm� � Total Overtumina FOS= 10.588 OK � � � r_. LoadCombfnatlon#2: Mo7= 8841 in'Ibs � -�-�� -- `"`''�'`'`'"` ..._____. -«...-�_ . ........... ......... Mqsr�+MRSr(d,y)= 784033 in'Ibs �� .„_„__' '__,.__.,_ . .,,., .,__._._...._.. ,...__.�_„_. ..._ . Total Overtuminp FOS= 21.947 OK """""'""" """'" 36V P�� 78"Tall"V"5 Level �aaasos�os �s� ss � P��.me Velm,WA Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No p,,,, CMP� 04/15/14 Total Load per shelf= 150 Ibs<-assumes(2)shelves per level r o.n. #of Levels= 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 18.75 psNshelf Weight of Unit= 100# Upright Frame anchorage spacing(Trib width)= 8 ft(Frames are assumed to be 4'-0'oc) Shelf depth(ea.side)= 24 in ToWI Shelf Load I Level/Frame hs= 0 in he= 0 in h�= Oin hs= 0 in hs= 16 in 300 Ibs h,= 18 in 3001bs ��%;�'�;-y-g `-rs�.��'r" � h3= 18 in 3001bs � � '"'��' �"�-'� . ....�.�. hz= 18 in 300 Ibs �� ° h�= 6 in 300 Ibs _ � � ..m; � Total Shelf Height,H,= 78 in � �� - Unit Height,H„= 78 in -=�� Unit Base Depth,D= 33 in "� ........ .....__..._._�,...:..:�� - ... - ..__.. Load Case 7`��oaa casea Per Rrni�c z.s.e�ip Load Case Y��oad�s r»r RMi�c 2.s.s�zp ..� Seismic(CJ(Ip)= 0.311 W, Seisrtec(CJ(Ip)= 0.311 W, -°i".� TotalWt,W,=(0.67)[0.67PL]+DL= 1446.71bs TotalWt,W,=(0.67)[(t)PL]+DL= 5021bs �'.L: � �� '�� Base Shear,V=C,IpW,= 450.6 Ibs Base Shear,V=C,IpW,= 156.4 Ibs :��r�,� 1 g Horizontal forces per levei,F,=C,,,V�aMi e«x Z s.e� Horizontal forces per level,F�=C�V(RMI ax[2.fi.6) '........�..___._.... ��„_._...._ � ,,,�^ ,,,, (Service Loads,E=0.7) Fa= 0.0 Ibs Q 0 in(CM) (Service Loads) Fs= 0.0 Ibs Fe= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs ".a:: � F�= 0.0 Ibs @ 0 in(CM) F,= 0.0 Ibs £ ,...�a�,,. Fs= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs "r` 4�� .�� -�� ;_...:�....._.. Fs= 106.1 Ibs Q 84 in(CM) F5= 101.6 Ibs�84 in 5� ��" F.= 83.4 Ibs�66 in(CM) F�= 0.0 Ibs ,. F3= 60.6 Ibs�48 in(CM) F�= 0.0 Ibs Fz= 37.9 Ibs�30 in(CM) Fi= 0.0 Ibs F�= 152 Ibs�12 in(CM) F,= 0.0 Ibs F�= 12.3 Ibs�39 in(CM) F�= 7.9 Ibs�39 in iCheck-^aingle Ftame 1 Baq Overi�aning SfabifiEy; If;= 450.6 Ibs(Q Factored Loads) if;= 756.4 Ibs(Q Factoreti loads) M,-;(CG77t}= iQ223 in=Ibs �wsrtlG#1}= S8?33in-ktrs Calculate Overtuming Moment(Service),Mor=If;h; Calculate Overtuming Moment(Service),MeT=Ef;h; FOS=MRSr�Mor= 1.783>=1.5-No AB Reqd Mor= 19124 in-Ibs Mor= 8841 in-Ibs Mor(LC#2)= 5301 in-Ibs Calculate Resisting Moment(Service),Masr Calculate Resisling Moment(Service),MRSr MRSr��)= 6600 in-Ibs MRSr= 16233 in-Ibs MRSr= 6600 in-Ibs FOS=MRSr�Mor= 7245 <1.5-AB Reqd Factor of Satety Factor of Safery -->ABs Reqd-FOS<1.5 at LC#2 FOS=0.95 FOS=0.75 E3FI..SF€'1d:.dE:HUR$RF�i:;}UIRLId IINLlW�I"sidC�=�3RS E2ECT`.11#'dt�.:� 'Load cases are per ASCE 7-OS sect.15.5.32 Reaclions(Service Loads): LC#1 LC#2 R,= 158 Ibs 55 Ibs RY= 27 Ibs(Uplift) 67.9020498 Ibs(Uplift) �- Overtuming FOS= 0.953<1.5-Provide ABs 0.747<7.5 � �•��.ita�F,s.�.r^�rE��,yry��p� Abs Reqd ABs Reqd . c �� . S�Rtia q�s -K.22.^�n.:ne� � 1 � �� ' GL?C£S AAP AtdCNi3R5 At Reactions(Factored Loads): LC#1 LC If2 ° # �AW��Ra�K��g�� Base Shear(R,�= 225 Ibs 78 Ibs , g f�in7�N16R�OR 6fsa3,tES 3 ' TYp f Vri�. Net UpliR(Ry)= 39 Ibs 97.0029283 Ibs ' � � � - ` �. [?�., Overtuming+Grevity(P„)= 20661bs 7921bs � �'ls � �: �< ; � �+'`""�" �Y,AB�CNdA60L7S .-.,_............... t 3 ._ '"I ... t PERSTFtAP Anchor Design(using"Cracked Concrete"Properties) ��_ - ,- > �� ,� /" � Try:3/8"OPowersWedge-Bolt+SCrewAnchor2l/8"embed. � � �� Embedment= 2.125 in " • � � ; ., j f'�= 3500 psi ' � �� ° ; � j e�= 0 in<-Eccen.OfAnchor �� - h,�= 1.426 in 1.5(ha)=2.25 in ... . `! ..�� i �'. •� �� Conc.thickness,t= 4 in � �-.....� �....".. ..,..""� ..,°�".'. #of Anchors,n= 2-anchors per connection � ' ' Sx= 3.5 in Ase= 0.703 in' ShearAllowables Tension Allowables Steel Strenglh(0.75)�V„= 3303 Ibs<-ACI 31&OS Eq 0.20 Steel Strength(O]S�N�= 10043 Ibs<--AC131&OS Eq 0.3 Concrete breakout Y dic(075)�V�= 7136 Ibs<-ACI 31&OS Eq D-22 Concrete Breakout(0.75)¢N��= 1518 Ibs<--ACI31&OS Eq D-5 Concrete breakout X dir.Single(0.75�V�„= 836 Ibs<---ACI 37&05 Eq D-22 Pullout Strength(0.75)�N�,= 1252 Ibs<-ACI 318-05 Eq 0.14 Concrete breakout X dir.Both anchors(OJS)�V�= 7736 Ibs<-AC131&OS Eq D-22 LC#1 LC#2 Concrete pryout(0.75)mV�= 7635 Ibs<--ACI 31&OS Eq D-30 Factored Tension Load(N�)= 39 Ibs 97.0029283 Ibs LC#1 LC#2 max tension stress retio(TSR)= 0.031 OK 0.077 OK Factored Shear Load(V�)= 225 Ibs 78 Ibs max shear stress ratio(VSR)= 0.198 OK 0.069 OK Combined shear and tension stress ratio(TSR+VSR)= 0229<12 OK-LC#1(controls) USE: (2)3/8"fd Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 aav � P�� 78"Tall"V"5 Level 1434903705 �a as a�w�,m. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP onnsna H/2 X—X H/2 a. Punching Shear Check: (Designpersection22.5.4 ACI316-O5) �--� ----- ---� Mau.Factored Vertical Load(P„)= 2066 Ibs �a° � :;c �� N \ Slab Concrete f'c= 3500 psi I� � .. ° � �i = Slab thickness(t)= 4 in. � � RackPostX-X= 2 in. j ��e° �°.�-I } Rack Post Y-Y= 2 in. I � � ' a I } be= 24.00 in. � . __ �I D= 1.00 I ° � . , I N V�= 22718 Ibs Eq.(22-70) j °- �; �. 4 . . . i = V„mau= 15107 Ibs Eq.(22-10) �" � ----�' . m��= sosa ibs �bo--- < V,��V�= 0.228<1.00.K. (Punching Perimeter) Slab tension based on Soil bearing area check: I e'.f3. Bf.AM F€XED AT 1)NE EN�,fREE 70 DEFLEC7 VERTiCALLY BUT NOT ROFpTE AT OTHER—UNIF'ORFAI.Y[S45TRIk7UTE6 LQAD Allowable soil bearing= 1500 psf Ma�c.Vertical Load(Service)(P)= 1117 Ibs _� ..__ . Area reqd.for bearing(A„�)= 0.74� i �� wv Q�N.unkorm�oaa - . . �-=a g: "b"dislance= 10.36 in ' ' ' ' ' ' " ' ' �""t Slab thickness(t)= 4.00 in , w� p �" � � � � • - � - � � • � 5_��t)°/6= 2.67 in3ln '�. � � ? � M m,x.�ata..a.�e� . . . . . �'°�'_ M tension allowable 7.5 f � S 709.93 in-IWin �"^� �sur�* b m( )_��( )I('�)' 1( )= a�« � � v �s. �..e e.n..i.e<�,e� . . . . .9 �:: ; sr �' b Fadored unitorm bearin9,w„=P„/A„�= 1927 Ibfin/in ; .;.,.;�.. �� . . . -"'.ir•-�x, M„=w„L'/3=(w)I(b(2..))R)')/3= 112.09in-IWin-Defi.EndM1=57in-I�n M`�',, �++»ty . . . . . . . . �6,�1, , ._ i �Max.�ssd.neor.sa.a�� . . . . °tT�' � M��$M��= 0.158<1.0 O.K. , ., �,n. i MM, �. . . . . . . . ,..._ : ..,. . .. . . , . �`z:ei} Shelving Fixture FOS OveRurning with Resistance from Effective Weight of Slab on Grade: Wdth of Single Rack= 33 in j�k,,�� .„ . Slab thickness(t)= 4.0 in /'fV' � i�-' �T'�� Modulus of Rupture,f,=7.5'S�RT(fc)= 443.7 psi " '� ,��,,;{ ��'� ��jt� Concrete Slab Secfion Modulus,S=b(t)�/6= 32.0 in3/R °�-�� - °°��- -- � ....�__ .. ;._., Allowable Concrete Slab Bending Moment,Mri-S'f,= 11832 ft'Ibs/ft EffecWe Cantilever Span Lengih(L�)at Md�= 6.9 ft `��} Total Length of Slab(I�+Wdth of Single Rack)= 9.6 ft ` f �-� ��l�`�- � { �:�i_E Trib.W dth ot Slab=Trib width of Rack= 8.0 ft �� 3� �r 1��'� �-" �� ✓.. , , ... .._..... :.l Weight ot Concrete Slab at Rack(P�)= 3852 Ibs """""""""�" n " �,: � � �°�� ( �,r-'t o � �:...) Resisting Moment-Concrete Slab at Rack,Mqsr„��=P�'L�/2= 222549 in'Ibs � : � � _ - i � [�-;�j� ��E .°_�._ , � � ._ .. 1--,,.... �- _. ._- ... ,. Load Combinadon#7: Mor= 19124 in'Ibs . ,�.... �„_, � _......�..��.r MRSrlq,a,)+MRSr�,i,y)= 240782 in'Ibs �{ � �l� Total Overtuming FOS= 12.590 OK ��; n E -, , .�,,.. ' : i ..., � Load Combination#2: Mo7= 8841 in'Ibe ' � � '"°""""-� � . ..�__ ._. ` _. ___. �_ Murlw q+ Mesr(rre)' 229149 in'Ibs ,_ _....- _.... � . Total Overtuminp FOS= 25.920 OK � � aev P�� 90"Tall"X"9 Level 1434903705 �s� as � P��.m. Yelm,WA Seismic Importance Factor= 1.5 SuppoAed on Elevated Floor(Y!N): No M,,.er: �,: CMP 04/15114 Total Load per sheH= 100 Ibs<-assumes(2)shelves per level ,,,,ey, �. #of Levels= 9 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 16.67 psf/sheH Weight ot UnR= . 100# Upright Frame anchorage spacing(Tnb width)= 8 ft(Frames a�e assumed to be 4'-0"oc) Shelf depth(ea.side)= 18 in Total Shelf Load/Level/Frame he= 10.5 in 200 Ibs he= 10.5 in 200 Ibs h�= 10.5 in 200 Ibs hg= 10.5 in 200 Ibs hs= 10.5 in 200 Ibs � F-.. `'T;It»�,Tf„i ;�� h,= 10.5 in 200 Ibs � .� � �u��p-{ h3= 10.5 in 200 1bs j hz= 10.5 in 200 1bs � h�= 6 in 200 Ibs =.'�� Tolal Shelf Height,H�= 90 in - Unit Height,H„= 90 in �' Unit Base Depih�D= 24 in _....,_.........._...................�_... "`':.�, ........._,w,__.,.,.,....,�._'._....__c:.w .� �.. Load Case 7'��oaa casas�r RMi s«.t 2.ae�i)) Load Case 2'(�oae oses��aMi sec�.2 a.e�z)) ..,�_�.W.,,,_,�_.„..,,.,,,,,,W . _,.,.,�.� I: .„,„„,.... Seismic(C,)(Ip)= 0.371 W, Seismic(C�(lo)= 0.311 W, �;�� ! �� Total Wt,W,_(0.67)[0.67PL]+DL= 1716.04 1bs Total Wt,W,_(0.67)((1)PIJ+DL= 368 1bs Base Shear,V=C,IpW,= 534.5 Ibs Base Shear,V=C,�oW,= 174.6 Ibs Y".''�'""""' __..�............�.__...�...�. �3 . .�. ...�....... Horizontal forces per level,F�=C�V(RMI eeU2.6.6) Horizontal Porces per level,F�=C.nV(RMI sect 2.6.6) �� (Service Loads,E=0.7) Fy= 71.4 Ibs(d1 96 in(CM) (Service Loads) Fa= 71.8 Ibs�96 in ._.�,_ , Fe= 63.6 Ibs @ 85.5 in(CM) Fa= 0.0 Ibs W' F�= 55.8 Ibs�75 in(CM) F�= 0.0 Ibs i -�--...........-....�- � � ........- "'- .:. _.. Fg= 48.0 Ibs(dj 64.5 in(CM) Fs= 0.0 Ibs "� F5= 402 Ibs�54 in(CM) F5= 0.0 Ibs ��..4.�� F�= 32.4 Ibs�43.5 in(CM) F�= 0.0 Ibs ~ F3= 24.6 Ibs @ 33 in(CM) F3= 0.0 Ibs Fz= 16.7 Ibs�22.5 in(CM) Fz= 0.0 Ibs F,= 8.9 Ibs�12 in(CM) F,= 0.0 Ibs F�= 12.5 Ibs(c�45 in(CM) F�= 8.4 Ibs c�d,45 in iCheck S�ngie Frame/Bay Overturni�g Stabil�ly: Yf;= 534.5 Ibs(@ Factored Loads) if;= 114.6 Ibs(@ Factored Loads) M;-:,{tG#f}_ #3237 in-lbs �R9i\�-��s ;�f�2 i/i-��i Calculate Overtuming Moment(Service),Mor=Ff;h� Calculate OveAUming Moment(Service),Mor=Ff;h� FOS=MRSr�Mor= 1.184 <1.0-AB Reqd Mor= 25016 in-Ibs MoT= 7274 in-Ibs Mor(LC#2)= 4625 in-Ibs Calculate ResisGng Momenl(Service),MRST Calculate Resisling Moment(Service),MRS7 MRSr(LC#2)= 3600 in-Ibs Masr= 15672 in-Ibs MRS7= 3600 in-Ibs FOS=Masrl Mor= 0.778 <1.5-AB Reqd Fador of Safery Fador of Safety ->Abs Reqd-FOS<1.5 for LC#1 and LC#2 FOS=0.63 FOS=0.49 UE�LIF"f�R?JGt?GR°�6?EG2UIRI�D Uh�'L€F�7��3CF�0[2S?tc:i.�U2ftEiiJ 'Load cases are per ASCE 7-OS sect.15.5.32 Reactions(Service Loads): LC#i LC#2 R,= 7871bs 401bs Ry= 389 Ibs(Uplift) 753.077174 Ibs(Uplift) � �� i Overtuming FOS= 0.626<1.5-Provide ABs 0.495<1.5 � -�� L��H'rGAU4.�S7EE4:5ttcHOR AbsReqd ABsReqd h �f sa�xnpa�>>t°w=7zca�nc� t �,��'� F+UCE 5`kAP ANCH6R5 Ar � �ACN£P.Y'yr FK2A{�1E ANl'e 9'.'3"cK Reactions(Faclored loads): LC#1 LC#2 b { 3�� ` ira�7qT EN`E�;OR iRp2.sE8. Base Shear(R,J= 267 Ibs 57 Ibs � I � ;7-C��'- �yR"�� Net Uplift(Ry)= 556 Ibs 278.681677 Ibs �� • � � ?3~ ��-��, Overluming+Gravily(P„)= 32051bs 8161bs �� ,� �� ""' i1�ANCtet3}'t9-bi.T5 Try:3/8"fdPowersWed e-Bolt+ScrewAnchor2l/8"embed. � t . I�� - ��i��R Anchor Design(using"Cracked Concrete"PropeRies) ��-� ± �� ,� +� X �`' 9 � � s �. �� ' . . Embedment= 2.125 in r�. f'�= 3500 psi �. � . i � e,;= 0 in<--Eccen.Of Anchor , � �� ha- 1.426 in 1.5(ha)=225 in �:� �j . , � c�f ' ,,/ ,,,,,�._.....� �.... ,,.,,,�,. Conc.ihickness,t= 4 in #of Anchors,n= 2-anchors per connection � ' ' - Sx= 3.5 in Ase= 0.103 in= Shear Allowables Tension Allowables Steel Strength(0.75)�V�= 3303 Ibs<--ACI 31&OS Eq 0.20 Steel Strength(075�N„= 10043 Ibs<-ACI 31&05 Eq D3 Concrete breakout Y dic(0.75)QV��= 1136 Ibs<-ACI 318-05 Eq 0.22 Concrete Breakoul(075)�N��= 1518 Ibs<-ACI31&05 Eq 0.5 Concrete breakoul X dir.Single(OJS)mV��= 836 Ibs�--ACI 31&OS Eq 0.22 Pullout Strength(0.75)�Np„= 1252 Ibs<--ACI 31&O5 Eq 0.14 Conaete breakout X dir.Both anchors(0.75)�V��= 1736 Ibs<--ACI 31&OS Eq 0.22 LC#1 LC#2 Concrete pryout(075)�V��= 1635 Ibs<--ACI 31&05 Eq D30 Factored Tension Load(N�)= 556 Ibs 218.687677 Ibs LC#7 lC#2 max tension stress ratio(TSR)= 0.444 OK 0.7)5 OK Factored Shear Load(V,J= 267 Ibs 57 Ibs max shear stress ratio(VSR)= 0235 OK 0.050 OK Combined shear and tension siress ratio(TSR+VSR)= 0.680<12 OK-LC#t(controls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 asx - o�� 90"Tall"X"9 Level 1434903705 �s as P��.m.: Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP oansna H/2 X—X H/2 �a. Punching ShearCheck: (Design per section 22.5.4 ACI 318-OS) �— - ---� Max.Factored Vertical Load(P„)= 3205 Ibs I ° ° �;a -1 N Ie - I� Slab Concrete f'e= 3500 psi I. � . ° � �i = Slab thickness(t)= 4 in. � � Rack Post X-X= 2 in, j �.�e° ° �.I } Rack Post Y-Y= 2 in. � � ' 4 �� bo= 24.00 in. � -. � �I r P= 1.00 I��; -n .a � . � I \ V�= 227181bs Eq.(22-10) I -. . � °n - I = V�max= 15107 1bs Eq.(22-10) �� e ----�' �V„= 90641bs �b0 a V,/�V�= 0.35a<�.oO.K. (Punching Perimeter) Slab tension based on Soil bearing area check: F�R. F7EAM Ff%ED AT ONE END.fREE TO DEFL.ECT VERTICALLY BUT NbT ROFqTE AT dTft£R—U,IIFflRhtiY f315TRIBUTED L�AD Allowable soil bearing= 7500 psf Max.VeAical Load(Service)(P)= 1590 Ibs � �""'---' 7 iy� N M g a Area reqd.tor bearing(A,�)= 1.06� , � �....�..—.� o au .u�wm toen . . . . -..a g ":�„T'3".rT'^'„i f R�...Y . . . . . . . . . , w( "b"distance= 12.35 in ' A Slab thickness(t)= 4.00 in , �• - � � � � - - - � � - v= S_��t)'/6= 2.67 in'/in ' � E �+mu.tat s.ea.�e} . . . . . e�..:�.',.. 8Mm(tension allowable)=m�(7.5)I(f.��rz](S)= 709.93 in-IWin �� i�' I � x�, �.:e e.n.�x.a<�e� . . . . .-�'- Faclored uniform bearing,w„=P„/A,�= 21.00 Ib/in�n �� _.�._ "'f -"�tt._fax; Mu=`�L��3=�NL)I(b(2"))l2)']/3= 787.62 in-INin-Defl.End Mt=94 in-IWin M`..•'. Tt+� • . • • • • • • .. • • _6�, .,s> , ��,.,. �:�..��.�ej . . . . _.�a�� M„/�M��= 0264<1.0 O.K. rr>w.:�. `' ,: M*4 . . . . . . . . ,._`-<a...,,.a;. , �. . . , . _..3iC1....._,. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: WiMh of Single Rack= 24 in � - � . Slabthickness(t)= 4.Oin �� - ��-�� Modulus of Rupture,f,=7.5'S�R7(fc)= 4437 psi � �j� _ Concrete Slab Section Modulus,S=b(t)=/6= 32.0 in'!ft �'� �--°--- - � --.-_ „_...,...._-r,,,, Allowable Concrete Slab Bending Moment,Mdi=S'f,= 1183.2 ft'Ibs/ft 3 ; EHective Cantilever Span Lenglh(l.�)at M,�= 6.9 ft 3 , � ; �r°3 Total Length of Slab(I�+Width of Single Rack)= 8.9 ft •° �r�°'°° � �°- # i.i_I Trib.WidthofSlab=TribwidihofRack= B.Oft 3� �._�� t��ti�� - " ,��_ ;'°� � .�:: � Weight of Concrete Slab at Rack(Pw„�)= 3552 Ibs � �'� �� -� �� Z .e ; w, � ,�'°i '>> 1-,�� "< �` C) Resisting Moment-Concrete Slab al Rack,MRSr„„p�=P�'L�2= 189233 in'Ibs � y i _ I:l':�+T� ;��.�� ;� j � Load Combination#7: Mor= 25016 in'Ibs � � � -� Mas1(�a>+MASr�aoo�- 204905 in'@s �....,,, J ..�� I Total Overtuming FOS= 8.191 OK t ` -.-, m,�, y � �,, � � t � Load Combination#2: Mor= 7274 in'Ibs ' -�.- �u�-- � � �� ___._..... . ._'__°_-°r'_ ................. ......... MASr��a+ �"�rss1(m.c)° 192833 in'Ibs ... ___.____,..___..__..._,_. . .,.-.___ ._._�__.._ Total Overtuminp FOS= 26.510 OK " """"'"" """"" 36X o�� 90"Tall"X"9 Level 1434903705 17� 36 � P�+�m. Yelm,WA Seismic Importance Factor= 1.5 Supported on Elevated Floor(YIN): No . CMP 04/15/14 Total Load per shelf= 100 Ibs<-assumes(2)shelves per level � #of Levels= 9 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 12.50 psHshelf WeightofUnit= 100# Upright Frame anchorage spacing(Trib width)= 8 R(Frames a�e assumed[o be 4'-0"ce) Shelf depth(ea.side)= 24 in ToWI SheH Load/Level/F2me hg= 10.5 in 200 1b5 he= 10.5 in 200 1bs h�= 10.5 in 200 Ibs hs= 10.5 in 200 Ibs hs= 10.5 in 200 Ibs �.:��..� � �- he= 10.5 in 2001bs E � "s-j „��„,„,�'�_W�� h3= 10.5 in 200 Ibs �.._.._._� hz= 10.5 in 200 Ibs h�= 6 in 200 Ibs �� ,:ii� Total Shelf Height H,= 90 in Unit Height,H„= 90 in '�,=� UnilBase Depth�D= 33 in ,......_................................_....__..... .. . . ;:,,., ,,..,.,.� .�� _.s_ , LoadCasel'(LOadcaseaperRMlsect2.6.8(7)) LoadCase2�(LOaticasesperRMlsecL2.6.8(2)) __,,,,,,,,,,,_,,,,,,,,,,,,,,,,,,,,,,,,,,_,„,,,, �-�� ,,,,, Seismic(C,)(Ip)= 0.317 W, Seisrtric(CJ(Ip)= 0.311 W, W- :` t �t"� TotalWt,W,=(0.67)[O.67PL]+DL= 1716.041bs TotalWt,W,=(0.67)[(t)PL]+DL= 3681bs Base Shear,V=CsIpW,= 534.5 Ibs Base Shear,V=C,IpW,= 114.6 Ibs �'�''"'""" �..._.___.....�..........._._..............._._ '.. _..... ...�.._... .........._._. Horizontal forces per level,F,=CKV�rtMi a«e�.e.s� Honzontal forces per level,F,=CMV(RMI sect 2.8.8) +'�i (Service Loads,E=0.7j Fg= 71.4 Ibs�96 in(CM) (Service Loads) Fg= 77.8 Ibs(d1 96 in Fe= 63.6 Ibs Q 85.5 in(CM) Fa= 0.0 Ibs «.-�� F�= 55.8 Ibs 75in CM F- ��--��------ ��_•_� '� - C�$ ( ) >- 0.0 Ibs . . ... . ;--�c- ' . . Fs= 48.0 Ibs @ 64.5 in(CM) Fs= 0.0 Ibs ".�� i"� �� Fs= 402 Ibs Q 54 in(CM) F5= 0.0 Ibs �' �� Fe= 32.4 Ibs Q 43.5 in(CM) Fa= 0.0 Ibs � F�= 24.6 Ibs Q 33 in(CM) F�= 0.0 Ibs Fi= 16.7 Ibs @ 22.5 in(CM) Fi= 0.0 Ibs F�= 8.9 Ibs�12 in(CM) F�= 0.0 Ibs F�= 12.5 Ibs�45 in(CM) F�= 8.4 Ibs(o]45 in tCheck Single Frazne!Ba}r Overiumi�g S'.ability; Ff;= 534.5 Ibs((�Factored Loads) Ff;= 114.6 Ibs(�Factored loads) A�4;;{LG#t)= t3237 in=tbs Mksr(LCFS}= 2t5d9 in-7hs Calculate Overtuming Moment(Service),Mor=Ef;hi Calculate Overtuming Moment(Service),Mor=if;h; FOS=M�r/Mo7= 7.628>=1.5-No AB Reqd Mor= 25016 in-Ibs Mor= 7274 in-Ibs Mor(LC#2)= 4625 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MRSr Masr(LC#2)= 4950 in-Ibs Masr= 21549 in-Ibs Mpsr= 4950 in-Ibs FOS=MRSr/Mor= 1.070 <1.5-AB Reqd Factor oi Safey Factor of Safery ->ABs Reqd-FOS<1.5 at LC#2 FOS=0.86 FOS=0.68 tJ€�L.IFT taNCHO'{,'S REG2ilIKkD kf5�L3��(%�Nf,EsC3F?S REGif73RE0 'Load cases are per ASCE 7-OS sect.15.5.32 Reactions(Service Loads): LC#t LC#2 R,= 7871bs 401b5 Ft�.= 105 Ibs(Uplift) 70.4197626 Ibs(Uplift) �y OverlumingFOS= 0.861<1.5-ProvideABs 0.681<7.5 � � �.t�wrGnL�'3'� sTeEL�riryp� AbeReqd ABsReqd . �n i��. ��++aPatt� �az;:,;nk; { i� PL4CE5 ft.ACANCH4R5AT Readions(Factored Loads: LC#t LC#2 a � � ; � � � EAC�EP�D Faa.?�E Aa h��p�� ) 7 � � EM.P.}tt�17 FW•�Ei>44�rLi.Se`6. Base Shear(R,J= 267 Ibs 57 Ibs � f ° ;Y¢j'��' Net Uplifl(Ry)= 150 Ibs 100.599661 Ibs � � � �� Overtuming+Gravity(P„)- 2599 Ibs 640 Ibs �� ,� � �� ? � � � ��i1pANdMtlit BOL75 ...., . §, �.�,_,,,I.., i ., I ._ a. f+ERSTRAP _y �f f Anchor Design(using'Cracked Concrete"Properties) � � �""°''�'` Try:3/8"OPowersWedge-Bolt+SaewAnchor2l/8"embed. � �� ; .; Embedment= 2.t25 in ",1 ��n �, . 3 E 1 1 j f'�- 3500 psi �, .,,F � �.� . e�= 0 in<--Eccea Of Anchor � , t .- � .� � hd= 7.426 in 1.5(hd)=225 in �'��c `- � � Conc.ihickness,l= 4 in � ...... f� .�". `° .�`" #of Anchors,n= 2-anchors per connection � � � " Sx= 3.5 in Ase= 0.103 in' Shear Allowables Tension Allowables Steel Strength(0.75)¢Va= 3303 Ibs<--ACI 31&05 Eq 0.20 Steel Strength(075)pNa= 10043 Ibs<W ACI 31&OS Eq D-3 Concrete breakout Y dir.(0.75)�V�= 1136 Ibs<--ACI 31&OS Eq 0.22 Concrete Breakout(0.75)�N�= 1518 Ibs<-ACI 318-OS Eq 0.5 Concrete breakout X dir.Single(0.75�V�= 836 Ibs<--ACI 31&O5 Eq 0.22 Pullout Strength(0.75)pN�,= 1252 Ibs<--ACI 31&05 Eq D-14 Conerete breakout X dir.8oth anehors(075)�V�,�= 1736 Ibs<-ACI 31&OS Eq D-22 LC#1 LC#2 Concrete pryout(0.75)�V��= 1635�bs c-ACI 31&OS Eq 0.30 Fadored Tension Load(N�)= 150 Ibs 100.599661 Ibs LC#1 LC#2 max tension stress retio(fSR)= 0.120 OK 0.080 OK Factored Shear load(V„)= 267 Ibs 57 Ibs max shear siress ratio(VSR)= 0.235 OK 0.050 OK Combined shear and lension stress raGo(TSR+VSR)= 0.355<1.2 OK-LC#1(conVOls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 aax • �� 90"Tall"X"9 Level �asasos�os �s as P��. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI cMP oansna H/2 X—X H/2 e. Punching ShearCheck: (Designpersection22.5.4 ACI318-05) �— -- ---� Max.Factored Vertical Load(P„)= 2599 Ibs � ' ° -aa �1 N I+ I � Slab Concrete f'c= 3500 psi I. - . . ° � �I = Slab thickness(Q= 4 in. � - � . Rack Post X-X= 2 in. j �.e° ° ��I } Rack Post Y-Y= 2 in. � - °�.I � ba= 24.00 in. j �, � D= �.00 , V�= 22718 Ibs Eq.(22-10) j ° . � a � � - I = . L ' --_-AJ V„max= 15707 Ibs Eq.(22-10) � � mv�= sosa ins �bo --- V,��V„= 0.287<1.00.K. (Punching Perimeter) ( Tk. Bf.AM FIXED AT t)NE kND,FREE Ttl nEFLEC7 YERTiCALLY BUT NOT $18b L@OSIOfI b8S2d Ofl$OII bB8flf19 df0a ChBCk: ROSATE A7 d7N£R—UNtF'ORM�,Y pISTRIBU7ED LOAD Allowable soil bearing= 7500 psf Max.Vertical Load(Service)(P)= 1377 Ibs I -"""� "— 7ota1 EOub.Unko.M LwM - - . . � : Area reqd.for bearing(A,�= 0.92� � ,�r •.�r�-r R.�v . . ^W� "b"distance= 11.50 in 5C" �- p ' ' " " ' ' ' ' Slab thickness(t)= 4.00 in x�, �• � • � � � - � � � � • W S=(1'7(t)'I6= 2.67 in'/in ��. ' � f �+m•,.�a:s..a.�e� . . . . . .._.:a-'- �Mm(tension allowable)_��(7.5)[(f'�'rzl(S)= 709.93 in-Ib/in � .n+�{ �:�."f I y M. E,,t�iLie,,,,�� . . . . a 8� Factored uniform bearing,w„=P„I A„�= 19.67 Ib/iMn ' ; � . �>> -`°-�n-x..=; M„=w„L�/3=(w,J[(b(2"))!2)�]I 3= 747.79 in-IWin-Defl.End Mt=74 in-IWin --.' �x.�>aty� , . . . . . . . . . . -.fi . �Mr�_ � :tmax. (at dMK4tl en�) . . . . �� M M - 0.208<1.0 O.K. �-�, � �3�� u�� nt— i At.... ax . .��Eta...:=;. ,A . . . . . . . . . . ........3iET...:.., Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 33 in � "7 Slab thickness(t)= 4.0 in � { ��- � t j� �"`� - ,..._ .' ..,/� Modulus of Rupture,f,=7.5'S�RT(fc)= 443.7 psi e j �'�.x i,.._ -�j/r Conaete Slab Section Modulus,S=b(t)�/6= 32.0 in'/ft °�� -'- �-- Allowable Concrete Slab Bending Moment,My�=S'f,= 11832 ft'Ibs/fl (� .. Effective Canlilever Span Length(L.�)at Md�= 6.9 ft T - f \„r} Total Length of Slab Q�+Width of Single Rack)- 9.6 ft ---F��• 4��`��- � � 6.s_1 �� . .......� --T Trib.Width of Slab=Trib width of Rack= 8.0 N �.�,s.�(� � ��t(� 5.� ., �-r •�-- :.._._..... ._...._.. . ._ , �t Weight of Concrete Slab al Rack(P�)= 3852 Ibs ` ( q ��. �,,,,��,: y � ;�-� �, � � Resisting Moment-Concrete Slab at Rack,Mqsrcme>=P��L�@= 222549 in'Ibs � � � T i '__i��1��". Z�i.�� .._, � -� � � Load Combination#1: Mor= 25016 in'Ibs ' � --Y MRSr�y+MRS7(y,p)= 244098 in'Ibs � y. � „�� ...�.1 Total Overtuming FOS= 9.758 OK „ � � a --.. .,. ., Load Combination#2: Mor= 7274 in'Ibs ' � �� '�� : . .._ _., y�. w.:.;...-.... Mas*c�>+ Masrt�)- 227499 in'Ibs _ ._„.- __,. ' __�._ ..�.._. .e. ._.. Total Overtuminp FOS= 31276 OK 48X Wall Shelving/Single Sided „�„„o s„�,�o o, y 84"Tall"W"5 Level �aaasoa�os �s as Yelm BWA Seismic Importance Fador= 1.5 Supporfed on Elevated Floor(Y/N): No . CMP 04I15/14 Total Load pershelf= 150 Ibs ��ay �. #of Levels= Wa115 LEVEL IBC 2012/ASCE 7-10/2008 RMI Unifortn Weight per level= 18.75 psHshelf Weightof Unit= 100# Rack anchorage spacing/Trib vAdth= 8 it(Frames are assumed to be 4'-0"oc) SheH depth= 24 in Total Shelf Load I Level hy= 0 in he= 0 in h�= 0 in hb= 0 in hs= 20in 3001bs �° ha= 19 in 3001bs �� ' � ...; �� . ., o ,��.,.r�r h3= 20 in 300 Ibs 3 .? h2= 19 in 300 Ibs ; g ; i � � ....__.�,. � i �:; h�_ � 6 in 300 Ibs -.. .,µ„�,,,„,„,�, ..� �.��... . Total SheH Height,H�= 84 in � � r_ i : .:J r 3 Unit Height,H„= 84 in UnitBase Depth,D= 15 in �� ..�.....,...... Load CBSB 1'(LOatl cases per RMI sact.2.8.8(1)) Load C85@ 2'(Loatl cases pc RMI sact 2.6.8(2)) � � Seismic(C,)(I�= 0.311 W, Seismic(C,)(I�= 0.311 W, � � ; Total Wt,W,_(0.67)[0.67PL]+DL= 773 Ibs Total Wt,W,_(0.67)[(1)PL]+DL= 301 Ibs � ' �E€"""'""""'""""'"'""""""""""""'°� � ��"'"""��°°�^-^--w. �� Base Shear,V=C,IpW,= 240.9 Ibs Base Shear,V=C,IvW,= 93.8 Ibs �� , . Honzontal forces per level,F,=C�,V�Rhu sect z.a.e� Horizonlal forces per level,F,=C,,,,V�aMi s t z.s.s� ; ,�,,,__,_ : (Service Loads,E=0.7) FB= 0.0 Ibs(d 0 in(CM) (Service Loads) Fe= 0.0 Ibs � j � �1 Fe= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs - ? F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs � �� ? Fs= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs ' � �� ' -�IC.- � . �. .._.._. 1 Fs= 552 Ibs(c�90 in(CM) F5= 56.8 Ibs�90 in � ,�„ .._.,,�.. F�= 42.9 Ibs @ 70 in(CN� Fa= 0.0 Ibs � F3= 31.3 Ibs @ 51 in(CA� F3= 0.0 Ibs � Fz= 19.0 Ibs @ 31 in(CA� Fi= 0.0 Ibs F�= 7.4 Ibs(�12 in(CM) F�= 0.0 Ibs F„= 12.8 Ibs�42 in(CM) F�= 8.8 Ibs�42 in Ef,= 240.9 Ibs((r�Fadored Loads) If;= 93.8 Ibs(Q Facloretl LoadsJ Calwlale Overtuming Momenl(Service),MoT=Lf�h; Calculate Overtuming Moment(Service),Mo7=Et;h; Mor= 10786 in-Ibs MoT= 5483 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MRSr MrssT= 8250 in-Ibs MRSr= 3000 in-Ibs Factor ot Safery Factor of Safety FOS=0.76 FOS=0.55 tt?�'t.I�TA�CHORS REQU!REt7 13Pi.:PT APlC�!C:P,S R.F.q[)SRED 'Load cases are perASCE 7-OS secl.15.5.32 Reactions(Service Loads): LC#1 LC#2 R,= &41bs 331bs � . - ' ' jl ;. a .� ��! . Ry= 169 Ibs(Uplift) 166 Ibs(Uplifl) ` � �a � � . -�G*3`P GAUGE 57EE�.AEVCWCR )�. � S7RAp(11Jk"wa2�GA.fhk1 Overturning FOS= 0.765<1.5-Provide ABs 0.547<1.5 3 j�. "; . � p .' RUC£37fiAF ANCHORS A7 Abs Reqd � . � ; p � EACN£ND fRA.RiE RND 3'-0°a j � s, �ry�q�(7A79NTERIDRPf3f�ME3. Reactions(Faclored Loads): LC#1 LC#2 3 •z�� `' 4 ��'" TYPtLND. . �� z BaseShear(R,J= 1201bs 471bs �. ls�, i s � �� . � � `__� Net Uplifl(Ry)= 242 Ibs 236 Ibs '� � �� -�-� i2)AMCHON 84LT5 Overturning+Gravity(P„)= 23641bs 10001bs � � � � � ��a'�� .......�...�....��._E_ € �':. .,..„�. X �.�. �.....; . Anchor Design(using"Cracked Concrete"Properties) '` r , � � ' . � ...... , Try:3I8"OPowersWedge-Boll+ScrewAnchor21/8"embed. � -� a� � � q � Embedment= 2.125 in f'�= 3500 psi � , t, '.� {, ( e�= 0 in<-Eccen.Of Anchor � �y x i:� �� ,,' a, 3!�'�..��_.... .... . ... ................. .........................:./ h,�= 1.426 in 1.5(h,�)=2.25 in � f � Conc.thickness,t= 4 in #of Anchors,n= 2-anchors per connection used for capaciry Sx= 3.5 in A„= 0.103�� ShearAllowables Tension Allowables Steel Strength(0.75)�V„= 3303 Ibs<-ACI 31&OS Eq D-20 Steel Strength(0.75)�N�,= 10043 Ibs<-ACI 318-OS Eq D-3 Concrete breakout Y dir.(0.75)�V��= 1136 Ibs<--ACI 31&OS Eq 0.22 Concrete Breakout(0.75)�N��= 1518 Ibs<-ACI 318-05 Eq 0.5 Conaete breakout X dir.Single(0.75)¢V�= 836 Ibs<--ACI 318-05 Eq 622 Pullout Strength(0.75)�N�,= 1252 Ibs<�ACI 318-OS Eq 0.14 Conaete breakout X dir.Both anchors(0.75)pV�y�= 1736 Ibs<---ACI 31&OS Eq D-22 LC#1 LC#2 Concrete pryoul(075)�V�= 1635 Ibs<-ACI 31�05 Eq 0.30 Faclored Tension Load(N„)= 242 Ibs 236 Ibs LC#7 LC#2 max tension stress ratio(TSR)= 0.193 OK 0.189 OK Fadored Shear Load(V,J= 120 Ibs 47 Ibs max shear stress ratio(VSR)= 0.106 OK 0.041 OK Combined shear and tension stress ratio(TSR+VSR)= 0.299<12 OK-LC#1(controls) USE:(2)3/8"P1 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed.ICC REPORT#ESR-2526 Wall-24W �.�,�..�....�....��....� ._ � - Wall Shelving/Single Sided �� ^ 84"Tall"W"5 Level 1434903705 20 36 P��eme Yelm WA wa.er�. wre� IBC 2012/ASCE 7-10/2008 RMI cnna oansna Punching Shear Check: H/2 X—X H/2 c�� (Design per sedion 22.5.4 ACI 318-OS) Mau.Fadored Vertical Load(P,J= 2364 Ibs �` a j N Slab Concrete f'�= 3500 psi I a � - a a� I � Slab thickness(t)= 4 in. �� ' e �� _ RackPostX-X= 2in. � - Rack Post Y-Y= 2 in. I �a4 ° ��1 } bo= 24.00 in. � - a.:j �- �= t.00 I . . . _ . Vo= 2271775 Ibs Eq.(22-10) I . . - . • � I N I�a �o� .. . - I \ V„max= 15107.30 Ibs Eq.(22-10) I �. . � � - I = L ° ----A.1 mv�= sosa.aa ib5 � �bo--- v,��v�= o.zs� <�.00.K. (Punching Perirneter) Slab tension based on Soil bearing area check: 70. NEAM FIXED AT�UNf�y0.FREE 70 UEFLECT V€RTICALLY BU)'NUt R47ATE AF OTNEH--t3NIFORMI,.Y U19TR�SUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 1222 Ibs j.--....,,_l...._._.�,� S Area reqd.for bearing(A„�)= 0.81� � iots�[y�w,u�uo.m�esa . . . . �..�.Ye ��b"dislance= 10.83 in ` ;r�'.,....-.._.'!' :'..�,.;,, R M v . . . . . . . . . . �t Y R Slab thickness(t)= 4.00 in ��: .,� y' . - . . . . . . , . , ° S=(1")(t)�/6= 2.67 in'/in � st mu.tatfcxen c�a} . . . . . ...'"s`. s �MM(lension allowable)_�(7.5)[(t'�)12](S)= 709.93 in-Ib/in 4�x�. ' i i � �n, �n s.n.,:.a.rd} . , . . --�'— Factored unifortn bearing,w„=P„/A„�= 20.15 Ib/in/in . a+. . . . . . . . . , it e•� M„=w„L�/3=(w„)[(b-(2"))/2)�]/3= 130.94 in-Ib/in-Defl.End Mt=66 in-IbAn M s��i:� � 6 w� �i�I; amar. �ai a.nxs.e end> . � M��M�t= 0.184�1.0 O.K. ��M:., a. . . . . . . . . �z+ei.._>.'... Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in i Slab thiGcness p)= 4.0 in �'"`1� 7�-+ �t�"},^�;��g,.;� Modulus of Rupture,f,=7.5'SQRT(fc)= 4437 psi � — ..,_ � Conaete Slab Sedion Modulus,S=b(Q�/6= 32.0 in°/ft � � „��';'� Allo�vable Concrete Slab Bending Moment,M,i/FS=S'f,11.5= 11832 ft9bs/fl ��°"- �.., �``"--"—°�-°-=-�- EHective Canlilever Span Length(L�)at M,n= 6.9 fl t �� Total Length of Slab Q�+yyidih of Single Rack)= 8.1 ft (�� ° ��,J � !:'� Tnb.Width ot Slab=Trib width of Rack= 8.0 ft � �c '..` f � , ` t I i.) Weight of Concrete Slab at Radc(P�)= 3252 Ibs � y r� �� <j� s{ ,�,j ��" " ._. ,yj-„�� =.. Res�sting Moment-Concrete Slab at Rack,MRSraeo�=P��2- 158616 in'Ibs �;,3�.,, �1^� ; 7 r�i v : � J �'-�' E � � , f f r�,` ( �_ ._ Load Combination#7: Mor= 10786 in'Ibs t �� i� �� MRST(Rack)+MRSrI,�)= 166866 in•Ibs . .. � . ,� �......... .�� Total Overtuming FOS= 15.471 OK � �� Y�? Load Combination#2: MoT= 5483 in'Ibs .__7a�,„� ; .,.k - �� .,.�....., i 3 h...�. MRSrc�q+ MRSr(wn)= 161616 in'Ibs � .._._ .., y-�— `._�€ Total Overtuminp FOS= 29.477 OK - � "' ....... __._,. - - � Wall-24W Wall Shelving/Single Sided p��Hp ��: 78"Tall"V"5 Level 1434903705 2i� ae ' Yelm aWA Seismic Importance Factor= 1.5 Supported on Elevated Fbor(YIN): No r.,eee„ . CMP 04/15/14 TotalLoadpershelf= �50 Ibs �„�,�� _ #of Levels= Wall 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Uniform Weight per level= 12.50 psf/shelf Weight of Unit= 100# Rack anchorage spacing I Trib width= 8 ft(Frames are assumed to be 4-0„oc) SheH depth= 36 in Total Shelf Load/level hs= 0 in ha= Oin h�= 0 in hs= 0 in hs= 18 in 300 Ibs ��- -- ; � h.= 18 in 3001bs �� : ,_ . �e.... �w ��?. �_ �r ��: h3= 18 in 300 Ibs � ; hZ= 18 in 300 1bs : h�= 6 in 300 Ibs ..�..... ' . !�; ,,,.,,..�..............______. °'5;----.- . TotalSheHHeight,H�= 78in � 3 Unit Height,H„= 78 in � ._. �� Unit Base Depth,D= 27 in � i ..�:.:......... Load CaSe 1'(Load cases per RMI sect.2.6.8(1)) L08d CB50 2'(LOad eases px RMI sect 2.6.8(2)) � : � Seismic(C,)Qv)= 0.311 W, Seismic(C:)(Ip)= 0.311 W, - � aw � � 7otal Wt,W,_(0.67)[0.67PL]+DL= 773 Ibs Total Wt,W,_(0.6�[(�)P�l*��= 301 Ibs . .�.,"°'.,°.""""„'�^'�'.....�,-,,,�°° ��`"'�.'..^°-,�..., i Base Shear,V=C,IpW,= 240.9 Ibs 8ase Shear,V=C,IpW,= 93.8 Ibs Horizontal foroes per level,F,=C,,,,V(RMi secc z.s s) Horizontal forces per level,F,=C„,V�RMi sect aaa� ;_.__� „�,,,,,_ �: Service Loads,E=0.7 F 0.0 Ibsa�0 in CM Service Loads F 0.0 Ibs � � I � � 9- l� � � � � 9- E F8= 0.0 Ibs(i�0 in(CM) F8= 0.0 Ibs � : ' � 1 F�= 0.0 Ibs Q 0 in(CM) F�= 0.0 Ibs ; � .� � � ..��-----....... s : F6= 0.0 Ibs�0 in(CM) F6= 0.0 Ibs � �'�� ! ..��..� �� : Fs= 54.6 Ibs @ 84 in(CM) F5= 56.8 Ibs(d 84 in y ._._,_.�ti,. Fa= 42.9 Ibs�66 in(CM) f�= 0.0 Ibs p°�, � F3= 312 Ibs�48 in(CM) F�= 0.0 Ibs �� Fi= 1g.5 Ibs(d�30 in(CM) Fz= 0.0 Ibs Fi= 7.8 Ibs�12 in(CM) F�= 0.0 Ibs F„= 12.6 Ibs Q 39 in(CNn F„= 8.8 Ibs Q 39 in If;= 240.9 Ibs(Q Factored Loads) Ef�= 93.8 Ibs(Q Factoretl Loadsj Calculate Overtuming Moment(Service),MoT=Ff;h; Calculate Overtuming Momenl(Service),AbT=If;h; Mor= 10087 in-Ibs MoT= 5117 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MRSr MRST= 14850 in-Ibs MRST= 5400 in-Ibs Factor of Safety Factor of Safety FOS=1.47 FOS=1.06 €i�t.l�'TA?uCH£YR��zE aLt=.ra,Ft7 tiP"t_€s=TAPdCHOR.S REC7t1€REC} •Load cases are per ASCE 7-05 seC.15.5.3.2 Reactions(Service Loads): LC#1 LC#2 R,= 84 Ibs 33 Ibs � . ? � ' j ` �� a � Ry= 0 Ibs(No Uplifl) 0 Ibs(No Uplift) ;� � � ; , �----i�G�fE r,s,�GE S"Efli.qrtCt�Cp tC Overturning FOS= 1.472<1.5-Provide ABs 1.055<1.5 - - .„;. i � StpAC(� a^,v z 22Gr,.u+k? 3 . � � I PUC£S7RA.�+AN.^.NURSA7 AbsReqd � . � � . � �� E.aC41Etu6FRAtdEA�B`-0bs ; . � "- G .3' 1�+tAX'Y47 BNTEliIOR€RAMES.. Readions(Factored Loads): LC#1 LC#2 ; �- ` � � �P f�� ! { � K Base Shear(R,J= 120 Ibs 47 Ibs ls�. � - . : . � _._, , Net Uplift(Ry)= 0 Ibs 0 Ibs ( • . ��_ � � � "^�-��(2y ANCHOR BraLFS �.� �. PEftSTRnP Overturning+Gravity(P„)= 1627 Ibs 625 Ibs �. .._...... .-p ,, ., .,,_., „.,. ,_,. �x f � l� . �a - i �; �! Anchor Design(using'Cracked Concrete"Properties) � t� Try:3I8"0 Powers Wedge-Bolt+ScrewAnchor 2 1/8"embed. � � ' `�� ' � ( � 7 ., �, ,. .a�� . , Embedment= 2.125 in ( ' � �,. �� -.-- f'�= 3500 psi .. �..., .']]. .� . e�= Oin<-Eccen.OfAnchor � �� . � ��,f��_ � h - 1.426 in 1.5 h - .......... ....................................�........................:...� a- (,�)-2.25 in Conc.thickness,t= 4 in #of Anchors,n= 2-anchors per connection used for capaciry Sx= 3.5 in A„= 0.103�� Shear Allowables Tension Albvrables Steel Strength(0.75)�V„= 3303 Ibs<-ACI 31&05 Eq 0.20 Steel Strength(0.75)�Ny= 10043 Ibs<-ACI 31&05 Eq 0.3 Concrete breakout Y dir.(0.75)�V�= 1136 Ibs<-ACI 31&OS Eq D-22 Conaete Breakout(0.75)�N�y�= 1518 Ibs<-ACI318-05 Eq D-5 Concrete breakout X dir.Single(0.75)�V�= 836 Ibs<-ACI318-OS Eq 0.22 Pullout Strength(0.75)�N�,= 1252 Ibs<-ACI 318-OS Eq 0.14 Concrete breakout X dir.Both anchore(0.75)¢V��= 1736 Ibs<-ACI 31&05 Eq 0.22 LC#1 LC#2 Concrete pryoul(0.75)�V�= 1635 Ibs<-- q ACI 31&OS E D30 Faaored Tension Load(N„)= 0 Ibs 0 Ibs LC#1 LC#2 max tension stress ratio(TSR)= 0.000 OK No Uplift 0.000 OK Fadored Shear Load(V„)= 120 Ibs 47 Ibs No Uplifl No Uplifl max shear stress ratio(VSR)= 0.106 OK 0.041 OK Combined shear and tension stress ratio(TSR+VSR)= 0.106<1.2 OK-LC#1(controls) USE:(2)3/8"0 Powers Wedge-Bolt+Screw Mchor 21/8"embed. ICC REPORT#ESR-2526 3678 DEC � Wall Shelving/Single Sided P�� ^ a: 78"Tall"V"5 Level 1434903705 zz 36 Yelm�WA neee er. m�. IBC 2012/ASCE 7-10/2008 RMI cnnP oaiisna Punching Shear Check: H/2 X—X H/2 c�� (Design per section 22.5.4 ACI 316-05) Ma�c.Factored VeRical Load(P„)= 1627 Ibs �`- --a-- � N Slab Concrele f'�= 3500 psi I a � - a °° I � Slab thickness(t)= 4 in. I. " �I = I � <.. „ ,. �_....�„� . , Rack Posl X-X= 2 in. Rack Post Y-Y= 2 in. I �a° °.��I � bo= 24.00 in. � � . �.�j �- �= 1.00 � - - . . � - � . < - I N Vo= 2271775 Ibs Eq.(22-10) �.a .4� .. . - I \ V„max= 15107.30 Ibs Eq.(22-10) � �- • ' � � _ L � ___-A.1 �V„= 9064.381bs Q �bo--- v�/�V�= 0.179<toO.K. (Punching Perimeter) Slab tension based on Soil bearing area check: G0. BEAM F'IXLt)A7�ONf END,fREE Tp UEFLECi VERTICALLY 8UT' NUT ROTA7E AF OTtiER—UNIFORk91,.Y UISSf2f8UTED LOAD Allowable soil bearing= 1500 psf Max.VeNCaI Load(Service)(P)= 963 Ibs � h°�-----�----�y Taw¢a��•,u�.��o.m�nae . a Area reqd.for bearing(A„yd)= 0.64� ,r w�_ � � ' '��a�� "b"disfance= 9.61 in ` `P'. "_ ft�v . . . . . . . . . . "'r R Vs Slab thickness(t)= 4.00 in ,�. � - � • • • � - � � � wx S=(1")(t)Z/6= 2.67 in'/in � M.na.,�.tx.ea ena� . . . . . m.'"�' � _.. s �MM(tension allowable)_�(7.5)[(Y�)�rz](S)= 709.93 in-Ibin n�A I � m' �ai ve�„x.a:.�d� . , . . _ ";' e Faclored unrfortn bearing,w„=P„I A„�= 17.60 Ib/in/in ;� � � � . , '" n�v . . . . . . . . . it f � M„=w„L�/3=(w„)�(b-(2"))/2)�]/3= 85.03 in-Ib/in-Defl.End M1=43 in-Ib/in M;-�� +z rr. µ �. ama+. (ax a�naba and, . r M�/�MM= 0.120<1.0 O.K. t"M�i '*�, a� ze�i �r�..�_i . . . . . . . . . . . .....(fT4Et..,?...,. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 27 in � Slab thickness(q= 4.0 in � ��' �f j 1��:.i-��..,•. Modulus ot Rupture,f,=7.5'SaRT(Pc)= 443J psi -__ � Concrete Slab Sedion Modulus,S=b(t)�!6= 32.0 in'/ft � �i � � _....-. . �.�.�....,-,,._.,,. : Allowable Concrete Slab Bending Momenl,M,irFS=5'f,N.S= 11832 ft9bslfl �'` .. ,.,,.; ' "��-�--�, Effective Cantilever Span Length(L�at M,ii= 6.9 fl . � .� ; 4.7 Total length of Slab(4+Width of Single Rack)= 9.1 fl t��- j r�1 Trib.Widlh of Slab=Trib widlh of Rack= 8.0 ft "- � t' t� ��' E.:tJ Weight of Conaele Slab at Rack(P�)= 3652 Ibs � �,t��y �� .tiy� �� - __ . � g P,o,K'L�12= 200038 in'Ibs t��y � w �� "� , t-+C i ._ _._ , ., Resistin Moment-Concrete Slab at Rack,M �€ �� { 4 � ! RST(sbD)- ��•� 3. �,�^��3 • Y.� i _ Load Combination#1: W1or= 10087 in9bs � , i`� t ��; ..,..,, ��- Mesr(wa)+ MRSTt�.e�= 214888 in'Ibs a � � ' -. . .... , ... Total Overtuming FOS= 2t.304 OK � [;,� -:.� 1 "T LoadCombination#2: Nb7= 5117in`Ibs j ._ � . 1� ,~'' v�..«��r� .�.�. 4 3 �. ,.�� +M - 205438 in•Ibs I .+'--- ...._,,,.� �� MRST(Rack) RST(sbb)— ,,," . .. .__ ,_ � Total Overtuminq FOS= 40.146 OK "'"" "°' `--- E _ .._ __._.,.. � 1 3678 DEC Wall Shelving/Single Sided ,��,�o ��o . 78"Tall"V"5 Level 1434903705 za ae P��ame: Velm,WA Seismic Importance Factor= 1.5 Supported on Elevated Floor(YIN): No ,a ey. �, CMP 04/15/14 Total Load per shelf= 150 Ibs ��,�, �, #of Levels= Wall 5 LEVEL IBC 2012/ASCE 7-10/2008 RMI Unifortn Weight per level= 9.38 psflshelf Weight of Unit= 100# Rack anchorege spacing I Trib width= 8 ft(Frames are assumed to be 4'-0"oc) SheH depih= 48 in Total Shelf Load!Level he= 0 in he= 0 in h�= 0 in hs= Oin hs= 18 in 3001bs -° hq= 18 in 3001bs �� , h3= 18 in 300 Ibs ��R� �� - hz= 18 in 300 Ibs � � hi= 6 in 300 Ibs yy.._ �„,.._,„,,,,,,,,,_,,,,,,,�„ _ „„ � ; Total SheH Height,H� 78 in � � � Unit Height,H„= 78 in Unit Base Depth,D= 39 in �: � � ; ; Y .........». 3 L08d CaSB 1'(Load caus prr RMI secG 2.6.8(7)) L08d Case 2'(Load cases per RMI sect.2.B.B�2)) j .� � s �; � �_ , � Seismic(C,)(Ip)= 0.311 W, Seismic(C�(la= p.311 W, ; � Total Wt.W,_(0.67)[0.67P1]+DL= 773 Ibs Total Wt.W:_(0.67)I(1)PL1+DL= 301 Ibs .. ' �� .,"""",,,^'�,-µ,,.�..-..--•- ��°"' .--•_-;.. ` Base Shear,V=CzIpW:= 240.9 Ibs Base Shear,V=C,IpW,= 93.8 Ibs �� ' ^r�. � j Horizontal forces per level,F,=C„,V(RMi sec�z.s_s) Horizontal forces per level,F,=C,aV(RMi sect 2ae) j_,,,,,,,,,,,,,,,,,,,_,�, ��__,�„_,_._, �j (Service Loads,E=0.7) F9= 0.0 Ibs�0 in(CM) (Service Loads) Fg= 0.0 Ibs � 0.� 1 Fa= 0.0 Ibs(�0 in(CM) FB= 0.0 Ibs � '3 ; F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs ; j � j , ...._. �_� � Fe= 0.0 Ibs Q 0 in(CM) Fg= 0.0 Ibs � � �_ Fs= 54.6 Ibs Q 84 in(CM) F5= 56.8 Ibs�84 in - � „y ._y., F�= 42.9 Ibs Q 66 in(CM) Fa= 0.0 Ibs ��°�-, � F�= 312 Ibs�48 in(CM) F3= 0.0 Ibs � F2= 19.5 Ibs @ 30 in(CM) F�= 0.0 Ibs F�= 7.8 Ibs(8j 12 in(CM) F�= 0.0 Ibs F„= 12.6 Ibs�39 in(CM) F„= 6.8 Ibs�39 in Zf�= 240.9 Ibs(@ Faclored Loads) If;= 93.8 Ibs(@ FactoretP Lna65} Calwlate Overtuming Moment(Service),MoT=Yf,h� Calculate Overtuming Moment(Service),Iv1oT=Ff;h; Mo'r= 10087 in-Ibs Mor= 5117 in-Ibs Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MRSr Mrssr= 21450 in-Ibs MRSr= 7800 in-Ibs Factor of Safety Faqor of Safety FOS=2.13 FOS=1.52 'Load cases are per ASCE 7-OS sect.15.5.3.2 Reaclions(Service Loads): lC#1 LC#2 R,= 84 1bs 33 165 � � � ` i q ��i Ry= 0 Ibs(NO Uplift) 0 Ibs(No Uplift) � � .� � � � � �.�G�'t GF,UGH 5 EEi A?tCKOR Overturning FOS= 2.127>=1.5 1.524>=1.5 � � �t ; STRAi''ti�d w �Z�A.e'kj � i.. p PLACE ST�2AR AT1CN03TS AT � � '��' EACH£ND FFtAt..E RND$'-0"ez "� . 3 {ktAX�AT 32i'fERiOR fitAblgS. .,(� 1 � ti � .� TYP t UNif. Reactions(Factored Loads): LC#1 LC#2 � ��•�� ' . � 3 K Base Shear(R,�= 120 Ibs 47 Ibs ls,y � � Net Uplift(Ry)= 0 Ibs 0 Ibs � ' � � i ��- ��----{2)ANCHpR BOLT5 OveAurning+Graviry(P„)= 1382 Ibs 500 Ibs ' E Y� �' �� __�_ �,.^�_ � C _._..., .y.. �� Anchor Design(using"Cracked Concrete"Properties) ! � ` � 1 . Try:3/8"OPowersWedge-BoIHScrewAnchor2l/8"embed. j A "�� a.� - � - Embedment= 2.125 in ( n ( , f'�= 3500 psi �3 t.°a • � � .� e�= 0 in<-Eccen.OfAnchor ,� ��'�c �� . j?: } r(�i, h � .._ ��. ..... �f Jy_... w' 1.426 in 1.5(ha)=225 in Conc.thickness,t= 4 in #of Anchors,n= 2-anchors per connedion used for capacity Sx= 3.5 in A„= 0.103 in' ShearAllowables Tension Allowables Steel Slrength(0.75)�V„= 3303 Ibs<-ACI 31&OS Eq D-20 Steel Strength(0J5)�N„= 10043 Ibs<-ACI 318-05 Eq D3 Conaete breakout Y dir.(075)�V��= 1136 Ibs<-ACI 31&OS Eq 0.22 Conaete Breakout(0.75)�N��= 1518 Ibs<-ACI 318-05 Eq 0.5 Conaete breakout X dir.Single(0.75)�V�y�= 836 ibs<-AC1318-OS Eq 622 Pullout Strengih(0.75)�N�,= 1252 Ibs<-ACI 318-OS Eq 0.14 Conaele breakout X dir.Both anchors(075)�V,,yo= 1736 Ibs<--ACI 316-OS Eq D-22 LC#1 LC#2 Concrete pryout(0.75�V��= 1635 Ibs<-ACI 31&05 Eq D30 Fadored Tension Load(N,J= 0 Ibs 0 Ibs LC#1 LC#2 max tension sVess retio(TSR)= 0.000 OK No Uplift 0.000 OK Faaored Shear Load(V�)= 120 Ibs 47 Ibs No Uplift No UpIiR max shear siress ratio(VSR)= 0.106 OK 0.041 OK Combined shear and tension stress ratio(TSR+VSR)= 0.106<12 OK-LC#1(conlrols) USE: NO UPLIFT-PROVIDE MINIMUM ANCHORAGE 4878 DEC • Wall Shelving/Single Sided Aq�� +�o a 78"Tall"V"5 Level 7434903705 za ss P��,�ame Veim,WA �� IBC 2012/ASCE 7-10/2008 RMI cnnP 04/15/14 Punching Shear Check: H/2 X—X H/2 �ey � (Design per seclion 22.5.4 ACI 318-05) Max.Factored VeAical Load(P„)= 1382 Ibs r"-"'- --a-- ---� a 1 N Slab Concrete f'�= 3500 psi I a�� e ^° I � Slab Nidcness(t)= 4 in. �' �' � � a' � _ Rack Post X-X= 2 in. I .°a I � Rack Post V-Y= 2 in. I -� ��--� � � I bo= 24.00 in. � � yi d.'j .r p= 1.00 I .�' . . , Vo= 22717J5 Ibs Eq.(22-10) I . . - �. � �I N I-e �c� .Q - � I \ V„max= 15107.30 Ibs Eq.(22-10) L. - • " �, � a_ __� 2 �V„= 9064.381bs �bo--- V�/�v�= 0.152<1.oO.K. (Punching Perimeter) I <Q. HEAM f'IXED A7()NE£P#Q,FREE IO UEFLECT VERTICALLY BUT"NUT $IBb�CfI510t1 ba52d Ofl$OI�b@dflll9 df@0 ChQGk: RATATE AT fl7NER-UN�FORMI,.Y pISFR18UTED LOAU Allowable soil bearing= 1500 psf � Max.Vertical Load(Service)(P)= 876 Ibs h- �—+ �-�—q 7p�EquF.Unllorm tnsd . . . 8 r Area reqd.for bearing(A„�= 0.58� � „�„ t �"��t° "b„distance= 9.17 in : �r`� ��v . . . . . . . . . ` A Y' Slab thidcness(t)= 4.00 in .� � - � • • - - - • � • _�_ S=(1„)(t)z/6= 2.67in3/in � 4 ntmu,�aexaaaena� . . . . . m.°'�`_. $ �MM(tension allowable)_�(7.5)[(f'�)'n](S)= 709.93 in-Ibin 6�Ar '� I � �' �n ei��`",�\ _ ' ' ' „ .�• Factored unNOrm bearing,w„=P„I A„�= 16.42 Ib/in(n j � , �+ `t7'-%w+9 M„=w L�/3=(w„)[(b-(2"))/2)�j/3= 70.41 in-Ib/in-DeFl.End M1=36 in-Ib/in �•-�{.,...._ �7sas�i� x� �� M?'<-l.d'::3=.1 . t amar. �azamaoae.nd� . ..��.�i.. M M - 0.099<1.0 O.K. Mum.„= 7 �� M- � ' Mn... eF . .`�'ita._..sa}a . , . . . . . . . . . m........Z4E I_.,,... Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width ot Single Rack= 39 in Slabthickness(t)= 4.Oin �}"'F.a �� "�+-r} �; Modulus of Rupture,f,=7.5'SaRT(Pc)= 443]psi ,^,,,,� }' Conaete Slab Seclion Modulus,S=b(t)2/6= 32.0 in3/ft � � � Allowable Concrete Slab Bending Momenl,M,i�FS-S'f,/1.5= 11832 fi'Ibs/fl ��"`- .,. ° °�-�---?�--�, ,�^ Effective Cantilever Span Length(L�)at M,ii= 6.9 R j : ,,,j Total Length of Slab(I�+Width of Single Rack)= 10.1 ft � - �� i (,;") Trib.Widih of Slab=Tnb width of Rack= 8.0 R ,.... � J'.'� �,4'Z`��- E..:..1 Weight of Concrete Slab at Rack(P�= 4052 Ibs � a-��., �[� � �f� ��-ti ' ,,,,,�;,m"„^�,a �. Resisting Moment-Concrete Slab at Radc,MRSr�,se�=P�'�= 246260 in'Ibs �;3 F �� 7�s±� � � � �,� „ .„_ 3 � Load Combination#1: Mor= 10087 in'Ibs ��,�� I,-� f ��; ....._. - �� , .._. .,: >-......_ MRST(Recq�MRST(slaDl- ZB��'IOlfl`�b5 � • , � ..�......:. ,m;� � �. Total Overtuming FOS= 26.541 OK �ttt � Load Combination#2: Mor= 5117 in9bs � � � _7 MRST(Rvcq�MnsT(me)= 254060 in'Ibs .••'� .•. �W"'"'•• i � -�'� # ._- _ � _ .�"�� Total Overtuming FOS= 49.648 OK - �� ____� _ - _ � 4878 DEC wq�e ruo. snaw no: a: � Storage Rack Anchorage Design 1434903705 Zs ss Fol�Name' Yelm,WA Store Latitude/Longitude Coordinates(per Google Earth): M,,.B,. p,,,: N 46°56'05" 46.934722 CMP 04/15/14 W 122°34'39" 122.577500 c�„a�. �.. IBC 2012 /ASCE 7-10 /2008 RMI Braced Dovm Aisle Response Modification Fador,R= 4.0 6.0 ASCE-7,Table 15.41 OversVength Factor,Omega,Ilo= 2.0 ASCE-7,Table 15.41 Deflection Amplification Fador,Cd= 3.5 ASCE-7.Table 15.41 Detail Reference Section= 15.5.3 ASCE-7,Table 15.4-1 Occupancy Category= II IBC,Table 1604.5 Importance Fador,IP= 1,0 ASCE-7 Sed.15.5.3 0.2 Second Period Accel.,S,= 1242 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1.0 Second Period Accel.,S�= 0.493 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.31 F,= 1.00 IBC Table 1613.3.3(1),ASCE-7 Table 11.41 F„= 1.51 IBC Table 1613.3.32),ASCE-7 Table 11.42 S�= 1.246 g IBC eq.16-37,ASCE-7 eq.11.4-1 SMi= 0.743 g IBC eq.1638,ASCE-7 eq.11.4-2 S�= 0.831 g IBC eq.1G39,ASCE-7 eq.11.4-3 Sm= 0.495 g IBC eq.1fr41,ASCE-7 eq.11.4-4 Seismic Design Category -based on Sos= D IBC Table 1616.3.5(t),ASCE-7 Table 11.Gt -based on Sp,= D IBC Table 1616.3.5(2),ASCE-7 Table 11.6-2 Braced Dovm Aisle Period,T(H,��5 96")= 0259 1.262 sec.-RMI sect.2.6.3 Period,T(96"<H,��k)= 0.615 1.645 sec.-RMI sed.2.6.3 C,(H„�k 5 96")= 0.208 0.065 ->min[SDS/R,SDt/((T)(R))j C,(96"<H„�)= 0.201 0.050 ->min[SDS/R,SD1/((T)(R))j C„min= 0.037 0.037 ->RMI sec[.2.6.3 and ASCE-7 sed.15.5.3 Base Shear: s�a�ea Dovm Aisle V(H,a�k 5 96")=CSIPWs= 0.208 0.065 Ws RMI sect.2.62 V(96"<Hrack)_�%s�PWs= 0.201 0.050 Ws RMI sec[.2.62 Load Combinations for LRFD Member Design(2008-RMI,Section 2.1): DL=Dead Load for RISA Frame analysis PL=Ma�dmum load from pallets or produds stored on racks LC#1:1.4DL+�,ZpL EL=Seismic Load-RMI section 2.6.6-Vert.Distribution LC#2: 1.2DL+1,4PL LC#6a:(0.9-0.2So5)DL+(0.9-02Sps)PLaPP+(�.0)EL <--EL and PLapo=(0.67)PL at each shelf level 0.7339 DL 0.7339 PLaPP 1.0000 EL LC#6b:(0.9-0.2Sps)DL+(0.9-0.2Sos)PLepP+(�.0)EL �--EL and PL,pP=(1.0)PL at top shelf only 0.7339 DL 0.7339 PL,pp 1.0000 EL LC#5:(12+0.2Sos)DL+(0.85+0.2Sos)PL+(1.0)EL 1.3661 DL 1.0161 PL 1.0000 EL w Piojcl No. SM1wI No: OI: Racking Anchorage Design 1434903705 zs ss Peo�xt Name: Yelm,WA Store Latitude/Longitude Coordinates(per Google Earth): M.e.ar �.: N 46°56'OS" 46.934722 CMP 04/15/74 W 122°34'39" 122.577500 cn.�k.a er oM.: IBC 2012 /ASCE 7-10 / 2008 RMI Braced Dmm Aisle Response Modification Factor,R= 4.0 6.0 ASCE-7,Table 15.4-1 Overstrength Factor,Omega,f�,= 2.0 ASCE-7,Table 15.4-1 Deflection Amplification Factor,Cd= 3.5 ASCE-7,Table 15.41 Detail Reference Section= 15.5.3 ASCE-7,Table 15.4-t Occupancy Category= II IBC,Table 1604.5 Importance Fador,IP= 1.5 ASCE-7 Sed.15.5.3 0.2 Second Period Accel.,S,= 1.242 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1.0 Second Period Accel.,S�= 0.493 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.31 F,= 1.00 IBC Table 1613.3.3(1),ASCE-7 Table 11.41 F„= 1.51 IBC Table 1613.3.32),ASCE-7 Table 11.4-2 S�= 1.246 IBC eq.16-37,ASCE-7 eq.11.4-1 SM�= 0.743 IBC eq.1638,ASCE-7 eq.11.4-2 S�= 0.831 IBC eq.1639,ASCE-7 eq.11.4-3 Sp�= 0.495 IBC eq.16-41,ASCE-7 eq.11.4� Seismic Design Category --based on Sos= D IBC Table 1616.3.5(1),ASCE-7 Table 11.61 -based on So�= D IBC Table 1616.3.5(2),ASCE-7 Table 11.6-2 Braced Down Aisle Period,T(H,��k 5 96")= 0.259 1.262 sec.-RMI sed.2.6.3 Period,T(96"<H„�k)= 0.615 1.645 sec.-RMI sed.2.6.3 C,(H,��k 5 96")= 0.208 0.065 ->min[SDS/R,SD1/((T)(R))] C,(96"<H„�k)= 0.201 0.050 ->min[SDS/R,SD1/((T)(R))] C„min= 0.037 0.037 ->RMI sed.2.6.3 and ASCE-7 sect.15.5.3 Base Shear: a.a�ea Dovm Aisle V(H,a�k s 96")=C61PW,= 0.311 0.098 Ws RMI sect.2.6.2 V(96"<H,a�k)=CsIPWg= 0.302 0.075 W, RMI sed.2.62 LC#1: 1.4DL+�.ppL LC f12: 12DL+1.4PL LC#6a:(0.9-0.2Sps)DL+(0.9-02Sp5)PLePP+(�.0)EL <---EL and PL,00=(0.67)PL at each shelf level 0.7339 DL 0.7339 PL,PO 1.0000 EL LC#6b:(0.9-02Sps)DL+(0.9-0.2So5)PLePP+(�.0)EL <--EL and PL,PP=(1.0)PL at top shelf only 0.7339 DL 0.7339 PLePP 1.0000 EL LC#5:(1.2+0.2S�)DL+(0.85+0.25�)PL+(1.0)EL 1.3661 DL 1.0161 PL 1.0000 EL A SCISfFlC D¢S19f1 Pmjecl No. S�eet No: Ot Rack AM �asasoa�os 2e � Supported on Elevated Floor(Y/N): No p,oj,y Nar„e: Yelm,WA Seismic Importance FaCtof(Ip)= 1.0 <--No Public Access Allowed(Typ.al Back Stockroom I Grocery Slorage Areas) rnade ey Daa: CMP 04/15/14 Checked BY Dab- IBC 2012/ASCE 7-10/2008 RMI Max.Weight per level(2 Pallets I shel�= 2500 Ibs/sheH Weight of Unit= 250#<-Shipping weighl per Manuf. Rack Trib width(CL-to-CL of frames)= 108 in Total Shelf Load hg= 0 in 0 Ibs he= 0 in 0 Ibs .'e� �:�� h�= 0 in O lbs .� ��+�� hs= D in 0 Ibs hs= 28 in 2500 Ibs � . . . . € . ha= 28 in 2400 Ibs �a^' h3= 28 in 2400 Ibs �,Y..�" �,r'"" hz= 28 in 2400 Ibs � ., �� h�= 8 in 2400 Ibs ,,,.'"�� Tolal Shelf Height,H�= 120 in Unit Height,H„= 120 in �� Unit Base Depth.D= 44 in �+'�A�'�°` 44"t3 Y i 2fl' ?i1GN � 5 ..%�ELS Load Case 1• �oaacaeas ; _ ..,.,..,, m.µ. ( per RMI sect 2.6.8) Load Case Y��oae osee per aMi�.c as.e� Seismic(CJ(Ip)= 0201 W,(Breced) Seismic(CJ(lo)= 0207 W,(Braced) ( �� 0.050 W,(Down Aisle) 0.050 W,(Down Aisle) i� �U s W,=0.67((0.67)PL]+DL= 5681.71bs W,=0.67[(1)PL]+DL= 1925.OIbs �3 -r R Base Shear,V=C,IvW,= 1144.0 Ibs(Braced) Base Shear,V=C,IpW,= 387.8 Ibs(Brace� ;; �'=*�A � � 285.1 Ibs(Down Aisle) 96.6 Ibs(Dovm Aisle) � �� ._�..... .,,,,. � °i �.��.v Honzontal forces I level,Fx=C�V(RMI sxt2.8.8) Horizontal forces/level,F,=C,,,V(RMI sec[2.6.fi) 7�7'=(3� �- �t' (Service Loads,E=0.7) F9= 0.0 Ibs�0 in(CM) (Service Loads) Fg= 0.0 Ibs ;____� Fe= 0.0 Ibs Q 0 in(CM) Fs= 0.0 Ibs ��"; �. �f� x_�s F�= 0.0 Ibs @ 0 in(CM) F�= 0.0 Ibs .--�� Fs= 0.0 Ibs @j 0 in(CM) Fg= 0.0 Ibs �� f i ._`_:._�.��'. ..., , Fs= 284.0 Ibs�140 in(CM) F5= 260.2 Ibs�140 in �}. -a�� ... . _,_�,. � F,= 206.4 Ibs @ 106 in(CM) F�= 0.0 Ibs � F3= 151.9 Ibs Q 78 in(CM) F3= 0.0 Ibs Fz= 97.4 Ibs Q 50 in(CM) Fi= 0.0 Ibs F�= 42.8 Ibs�22 in(CM) F�= 0.0 Ibs F„= 782 Ibs�60 in(CM) F„= 11.1 Ibs�60 in FI�= 7144.0 Ibs((d Factored Loads) Ff,= 387.6 Ibs(Q Factored Loads) Calculate Overtuming Moment(Service),Mor=Lf;h; Calculate Overtuming Moment(Service),Me7=Ef;h� Note: PerANSI MH16.1:2008(RMI 2008)Section 6.3, Mor= 80397 in-Ibs Mor= 37091 in-Ibs effeclive lengihs may be determined by rational methods Calculate Resis6ng Moment(Service),Mqsr Calculate Resisting Moment(Service),M�r consistent with AIS�or AISC.AISC Design by SeconGOrder Mqsr= 183854 in-Ibs MRS7= 60500 in-Ibs Analysis,Section C22a is used. Notional loads are applied to grevity load cases and K=1.0 is used since the ratio of Factor of Safery Factor of Safety second-order drift to first-order drifl P-S/ P-0 <7.7. FOS=2.29 FOS=1.63 `____ _.__._. ....: ,( r-:}t f.t.a F.:..�.. 'Load cases are per ASCE 7-OS sect.15.5.3.2 .. � Reactions(Service Loads): LC#1 LC#2 �*- - `� �'s}4;'�' `;i`�-�,r' „� 7 . , i�."'S�( i,�"�I R,= 400 Ibs 136 Ibs - : Ry= Olbs Olbs �,� -' % � a `-w""""j'Sr'�� '"""""` � �'�� Li�� " ( �. 1 Overtuming FOS= 2.287>=1.5 1.637>=7.5 '� �... .� .,,,3�.... "r .. '� � � �� j �� r Reactions(Factored Loads): LC#7 LC#2 . ,� _ _ .� ° � �» I Base Shear(R�= 572 Ibs 194 Ibs -� � � �� Net Uplift(Ry)= 0 Ibs 0 Ibs � , T 1�: � � Overtuming+Grevity(P,J= 102141bs 32381bs �� - � ^�•�- --- � ��^4� -� � "' �C' � :. I V�� 2 Uprighl Posl Type- UA - �, �'= �;- � -�.. Anchor Design(using"Cracked Concrete"Properties) '- - - � , Try:i/2"OPowersWedge-Bolt+ScrewAnchor2l/2"embed. _ s � %� j Embedment= 2.5 in � :s: " � f�= 3500 psi j i -�-� e�= 1 875 in<--Eccen.Ot Anchor � F h,�= 1.65in 1.S�h,�)=2.Sin £ �ttfi i�'z��{ 1 ; �� 7`* (3 :17�,� ,,. ,,�e ,�. __;!�.. .,.,, �r....._. _.._..�.. , ,, ... Conc.thickness,t= 5 in � � j #ofAnchors,n= t �7? �',f�@,°. �.��,,,,,,, ��,�...;.. .-.�.,. . ___ Sx= Oin Sy= 0 in ShearAllowables A„= 0.168�� Sleel Strength(0.75)¢V�= 3591 Ibs<-ACI 31&05 Eq D-20 Tension Allowables Concrete breakout Y dir.(0.75)�V��= 1301 Ibs<-ACI 31&05 Eq D-22 Steel Strengtb(075)�N�= 8190 Ibs<-ACI 31&OS Eq D3 Concrete breakout X dir.Single(075)�V�y�= 1301 Ibs<-ACI 31&05 Eq D-22 Concrete Breakout(075)mN�= 591 Ibs<-_ACI 37&OS Eq 0.5 Concrete breakout X dir.(all anchors)(075)�V��= 1301 Ibs<-ACI 31&05 Eq D-22 Pullout Strength(0.75)�NP„= 779 Ibs<--ACI 31&OS Eq D74 Concrete pryout mV��= 1119 Ibs<-ACI 31&05 Eq D-30 Factored Tension Load(N„)= 0 Ibs(LC if1) 0 Ibs(LC#2) LC#1 LC#2 Factored Shear Load(V�): Braced= 572 Ibs 194 Ibs max tension stress ratio(TSR)= 0.000 OK(lC#1) 0.000 OK(LC#2) Down Aisle= 743 Ibs 48 Ibs Combined shear and tension siress ratio: max shear stress ratio(VSR): Braced= 0.511 OK 0.173 OK Braced(7SR+VSR<=12)= 0.511<=12 OK-LC#1 Controls Down Aisle= 0.127 OK 0.043 OK Down Aisle(VSR<=1.0)= 0.127 OK-LC#1 Controls USE: (1)1/2"0 Powers Wedge-Bolt+Screw Anchor 2 1/2"embed. ICC REPORT#ESR-2526 Seismic Rack AM . � Seismic Design v��. �w. Rack AM iaaasos�os zs � P�wm. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI H/2 X—X H/2 CMP e 04l15/14 PunchingShearCheck: �v_ _____ ___� ey (Design per section 22.5.4 ACI 318-OS) I ° �^a �J N Max.Factored VeAical Load(P„)= 10274 Ibs �°a� .. � � � Max Vertical Load(ASD)-RMI,sect 2.7-LC#4: SlabConcretePc= 3500psi j� � �� P=(1+0.115�)DL+(3/4)[(1+0.145�)PL+(0.7)EL] Slab thickness(t)= 5 in. � -��a a.. �� a �_� �- S�= 0.831(Ip=1) Rack Post X-X= 5 in. � "4 � I DL=(Frame WV2)= 125 Ibs Rack Post Y-V= 375 in. I � .;,.V .. Q,�� I r PL=I(Shelf Load h�-hg)/2= 6050 Ibs bo= 37.50 in. � � � . � e . �� N E�=Mor.iai�((0.7)(�))= 3896 Ibs �= 1.33 I�; �e� .. - . . . � I \ P= 65721bs<--AtEachPost Vo= 36975.50 Ibs Eq.(22-10) L. � ° __4_____� S V�max= 29506.45 Ibs Eq.(22-70) � e 4 Max Vertical Load(LRFD)-RMI,sect 2.2-LCMS: �V„= 17703.871b5 bQ p=(12+02S�)D�+(0.85+02S�)PL+EL v,��v�= o.s��<�.00.K. (Punching Perimeter� p _ 702741bs<--AtEachPost Slab tension based on Soil bearing area check: �g. BF.Akt FIIC�D A`F��UNE ENq FREE TO bEFLECT VERTICAILY BtiT NOT R6gATE AT 07HER�-UNIFORMLY piS7R16U7ED LOAD Allowable soil bearing= 1500 psf Max.Service VeAical Load(P)= 6572 Ibs k......--t.. Area reqd.for bearing(A„�)= 4.38� � ` w,t Ta��4uir.Vnifwm lbW - . . . �3�v< �r "b"distance= 25.12 in ' ��': �'v . . . . . . . . . . `'"� Slab thickness(t)= 5.00 in . �R �� • • • • � � • • . . �� ......_..' � _ 3=(1„)(t)�/6= 4.17 in3fln � ne max.��r x..e ma� . . _ ur+ s MM tension allowable 7.Y 4 '� S= 110926 in-Ib(n '��: , ..s• � � P ( )=0� [(�) 1' .,o� J �+. �as�.n..a�.�n� . . , _ y_s_.. Factored uniform bearing,w„=P„/A„�= 16.19 IbliNin ; ' ,,.:(� � ; Ms . . . . . ��_.� • M„=wL'!3=(w„)[(b-mm(X-X,Y-1�)2)2]/3= 616.01 in-IWin-Defi.End Mi=309 in-Ib/in -Fr ' .r�* °s �� > ""....ti"E`^t*� � ��na.. �a+.aenem.eena� . . . . °3ati M„/�M„i= 0.555<1.0 O.K. M�m« M.. , .�;�=_.,,i, % , ....[ . . � . . . . . . ....24f��.. Rack FOS Overtuming with Resistance from Effective Weight of Slab on Grade: 1 �� } Width of Single Rack= 44 in � � .�'"#`� � {` Slab thickness(t)= 5.0 in - �� t�1,� ModWus of Rupture,f,=7.5'SaRT(TC)= 4437 psi t v ��-�5� ' �r Concrete Slab Section Modulus,S=b(t)�/6= 50.0 in3/ft i .^^`_+__V�� `�`��I r�,j� Allowable Concrete Slab Bending Moment,M,,,/FS=S'f/1.5= 1232.5 ft'Ibs/ft - ..- � �� Effective Cantilever Span Length(4)at Mdi= 6.3 R ��( � �� ''`��" �\4�, � C ��.'� Total Length of Slab(4+Width ot Single Rack)= 9.9 ft �+� � � � � ��-? � �\, � �'� �r' Trib.Width of Slab=Tnb widih of Rack= 9.0 ft � 4�(., t'�,� ::��1 j�t� �� :} '�, fy� Weight ot Concrete Slab al Rack(P�)= 5595.1 Ibs i � � .,�: Resistin Moment-Concrete Slab al Rack,M P�'I 2= 333927 in'Ibs � i�...3'�4-' ��"' _{;� 3�. �� 9 asr�we�' � \`- , � �.-.-. �� Load Combination#7: Mo7= 80397 in9bs 4 i`:� � �::.1; MrtsrM��q+ Masrcmel- 577775in'Ibs i.._...�r._,-:..._.,_�_—_��.'� �� ,_..� _.. Total Overtuming FOS= 6.440 OK t �,�� `"'� ; _, , t _..._.., ; _... ---. . _ _ _ �„_._. .,,,. Load Combination#2: Mo,= 37091 in`Ibs __ __v . ___ _ ,_,:_.._ � MRST(Rx4)+ MRyT(y,e)= 333921 in'Ibs .. .".,.. . .. �, .... I Total Overtuming FOS= 9.003 OK Seismic RackAM , SeismicDesign PmjectNO. Shee[NO' OE , Rack B 7434903705 zs ss SuppoRed on Elevated Floor(YIN): No p,oj,�N„r,e� Yelm,WA SelsmiC ImportanCe FaCtof(Ip)= 1.0 <--No Public Access Allowad(Typ.at Back Stockroom/Grocery Slorage Areas) M,ae ey oam� CMP 04/15/14 Checked By: Dab: IBC 2012/ASCE 7-10/2008 RMI Max.Weight per level(2 Pallets/shel�= 5000 Ibs/sheH Weight ot Und= 250#<-Shipping weight per Manuf. Rack Trib widih(CL-to-CL af fremes)= 96 in ToWI Shelf Load hs= 0 in 0 Ibs he= 0 in 0 Ibs h�= 0 in 0 Ibs hs= Oin Olbs -.• �'9 �M hs= 0 in 0 Ibs � � he= 36 in 5000 Ibs h3= 36 in 3400 Ibs � -� hz= 36 in 3400 Ibs r�,../�� h�= 12in 34001bs �'"�� ,,.- Total Shelf Height,H,= 120 in � „.-^""� �j .�^ Unit Height,H„= 120 in �,�H��, Unit Base Depth,D= 44 in »B"� 44�"p x S�D" hi3G}t O « LL"ti£F_$ L08EC85B1�(LOadasespsrRMlaecL2.6.8) LoadCase2�(LOaEdaesperRMlsec[2.8.8) Seismic(CJ(Ip)= 0.201 W,(Braced) Seismic(C�(Ip)= 0.201 W,(Braced) .3�� OA50 W.(Down Aisle) 0.050 Ws(Down Aisle) � � W,=0.67[(0.67)PL]+DL= 7073.31bs W,=0.67[(7)PL]+DL= 3600.OIbs Base Shear,V=C,IoW,= 1424.1 Ibs(Braced) Base Shear,V=C,IpW,= 724.8 Ibs(Braced) 3�„ 355.0 Ibs(Down Aisle) 180.7 Ibs(Down Aisle) ��j�,, Horizontal forces/level,F,=C�V(RMI sa t 26.6) Honzontal forces/levei,F,=C„,V(RMi sea zs.$) � �� Service Loads,E=0.7 F 0.0 Ibs 0 in CM ��'~ ( ) s= @1 ( ) (Service Loads) Fg= O.O lbs Fa= 0.0 Ibs Q 0 in(CM) Fa= 0.0 Ibs P�= 0.0 Ibs @ 0 in(CM) F�= 0.0 Ibs ?� �� Fg= 0.0 Ibs(a�0 in(CM) Fg= 0.0 Ibs � Fs= 0.0 Ibs @ 0 in(CM) Fs= 0.0 Ibs Fd= 507.0 Ibs�144 in(CM) F�= 496.7 Ibs(d1 140 in F3= 244.2 Ibs�102 in(CM) F3= 0.0 Ibs Fi= 158.0 Ibs�66 in(CM) Fz= 0.0 Ibs F,= 71.8 Ibs @ 30 in(CM) F,= 0.0 Ibs F„= 75.8 Ibs Q 60 in(CM) F„= 10.6 Ibs Q 60 in F1�= 1424.1 Ibs(�Factored Loads) £1,= 724.8 Ibs((�Factored Loads) Calculate Overluming Moment(Service),Mor=Ef;h; Calculate Overtuming Moment(Service),Mor=If;h; NoM: Per ANSI MH16.1:2008(RMI 2008)Section 6.3, MoT= 111457 in-Ibs MoT= 70182 in-Ibs effective lengths may be determined by rational methods Calculate Resisting Moment(Service),Masr Calculate ResisGng Moment(Service),MRSr wnsistent with AISI or AISC.AISC Design by SecondOrder Masr= 229548 in-Ibs Masr= 115500 in-Ibs Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of Factor of Safety Fador of Safety second-order drifl to first-order drift P-b/ P-� <1.1. FOS=2.06 FOS=7.65 Y ' __ a!--" � Y'�-:�r.:� ��i 'Load cases are perASCE 7-OS sect.15.5.32 � Y ,,.^•�: E 4 F�l., 1.,,> Reactions(Service Loads): LC#7 LC#2 �,-.4� ,� �- ,W._,{.�;� ..>��5p.-j"�' R,= 498 Ibs 254 Ibs `�jj � Ry= Olbs Olbs �'� � � �� : � gs( t�� ._.._.,q _s_� Overtuming FOS= 2.060>=1.5 1.646>=1.5 �- � . 1'i' . � ; e r a� Reactions(Faclored Loads): LC#1 LC#2 � � �. � � &:� Base Shear(R,J= 712 Ibs 362 Ibs �. � - � �` „ � � � Net Upli%(Rr)= 0 Ibs 0 Ibs , '-" . � ,�� . ... .... ., ..... Overtuming+Gravity(P�)= 73294 Ibs 6112 Ibs z� .� �.....- ,.�-� j-. �... �� Uprighl Post Type= UA - ' '� -,. °- ' .�-u.. � �_^ .;• -- . S � � �' �� Anchor Design(using"Cracked Concrete"Properties) � - , Try:i@"OPowersWedge-Bolt+ScrewAnchor2l/2"embed. �' , ' � ( �;� } Embedment= 2.5 in ` � �� S `' .�. .I f�= 3500 psi 3 ; -�� e�= 1.875 in<--Eccen.Of Anchor = ( ! - �� h �1,,; h� � '� `� �arf c �3 `tlwf Conc.thickness,t- 5 in �� d- 1.65 in 1.5(hr)=2.5 in � ,..,„` �,� +'.,� . . �,,,. .� ... .._. #of Anchors,n= 1 � �' � � � Sx= Oin ,__�?_ ...,.,.�?�,�.,.�. ,.��`�__ �a..�.'.. Sy= 0 in ShearAllowables A„= 0.168��' Steel Strength(0.75)�V„= 3591 Ibs<-ACI 31&05 Eq 0.20 Tension Allowables Conaete breakout Y dir.(075)�V�= 1301 Ibs c-ACI 318-05 Eq 0.22 Steel Strength(0.75)�N„= 8190 Ibs<-ACI 318-OS Eq D-3 Concrete breakoul X dir.Single(OJS)¢V��= 1301 Ibs<-ACI 37&OS Eq D-22 Concrete Breakout(0.75)�N�= 591 Ibs<-_ACI 31&OS Eq D-5 Concrete breakout X dir.(all anchors)(0.75)�V��= 1301 Ibs<-ACI 31&05 Eq D-22 Pullout Strength(0.75)�Np„= 779 Ibs<-_ACI 31&OS Eq 0.14 Concrete pryout�V��= 1119 Ibs<--ACI 37&OS Eq 0.30 Factored Tension Load(N„)= 0 Ibs(LC#1) 0 Ibs(LC#2) lC#1 �C#2 Factored Shear Load(V„): Breced= 712 Ibs 362 Ibs max tension stress retio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Down Aisle= 777 Ibs 90 Ibs Combined shear and tension stress ratio: max shear stress retio(VSR): Braced= 0.636 OK 0.324 OK Braced(TSR+VSR<=1.2)= 0.636<=12 OK-LC#1 Controls Down Aisle= 0.159 OK 0.081 OK Down Aisle(VSR<=1.0)= 0.159 OK-LC#7 Controls USE: (1)1/2"0 Powers Wedge-Bolt+Screw Anchor 2 1/2"embed. ICC REPORT#ESR-2526 Seismic Rack B �,��_ — — . • SeismicDesign o��^� "�- Rack B 1434903705 30 36 P�;.awm. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI H/2 X—X H/2 cMP � oansna PunchingShearCheck: �__.__ ----_ ---� (Design per section 22.5.4 ACI 378-05) I < �°� a .QQ �1 N Max.Factored Vertical Load(P„)= 13294 Ibs �° .� � ., - � � Max Vertical Load(ASD)-RMI,sect 2.7-LC#4: SlabConcretePc= 3500psi j� : �� -- � � P=(7+O.11S�)DL+(3/4)[(1+0.145�)PL+(0.7)EL� Slab thickness(t)= 5 in. � -�a a � .a � � � S�= 0.831(Ip=1) Rack Post X-X= 5 in. � � :� �4 � I DL=(Freme WU2)= 125 Ibs Rack Post V-Y= 375 in. I � i_j � ;'��- �I r PL=Y(Shetf Load h�-ha)/2= 7600 Ibs bo= 37.50 in. � � � � . . � a . �� N E�=Mor.�«i��I0.7)(D))= 5402 Ibs p= 1.33 �-a .a� ,. - . . . � � \ P= 8399 Ibs<—At Each Post V�= 369�5.50 Ibs Eq.(22-10) L. �. • -__°_°_____� S V�max= 29506.45 Ibs Eq.(22•10) � e � Ma�c Vertical Load(LRFD)•RMI,sect 2.2-LC#5: mV„= 17703.87Ibs bp p=(12+0.25�)DL+(0.85+0.25�)PL+EL V�/�V„= 0.751 <�.00.K. (Punching Perimeter) p _ �3yg41bs<---AlEachPost Slab tension based on Soil bearing area check: 7ft. BEAM F�XEA A7 ONE f:MO, fREE TU DEFLECT VERTICAtLY BUT Nb7 RAFATE A;OTifER-.f)NIFORMLY p157RIBUTED LDAD Allowable soil bearing= 1500 psf Mau.Service Vertical Load(P)= 8399 Ibs i...__.^j..._..., a Area reqd.for bearing(A„�)= 5.60� � ' w+ TmN Fqnb.llnlfpm LoaO . . . . ..-3 w7 "b"distance= 28.40 in ! �� k_v . . . . . . . . . . -'"r Slab thickness(t)= 5.00 in �- �R y' � • - � - � � � � • • � S=(�")(t)�16= 4.17in'/in - �.._•-.» Mm,x.{�:m.e.ne� . . . . . ...°�`_ a' �Mm(tension allowable)_¢�'7.5'[(T�)'a]'S= 110926 in-Ib/in s�� .Y mx �:t..n.ea�.ro} . , . . ...=�'. Fadored uniform bearing,w„=P„I A„�= 16.49 Ib/inln ��.� Mx � M„=wL�/3=(w„)[(b-min(X-X,Y-I�)/2)�]/3= 834.58 in-Ib/in-Defl.End Mt=418 in-Ibin %-�+�r�*. ' ' ' . . tl`�{�t_�,� '"��. e.,�,� �>taen<os.eeoa� . . . . .wr• M M - 0.752<1.0 O.K. N�m«,k �'��'�i �� M- Ma«. dr . . «..5_li.,.rs:s �_.i . . . . . . . . . -24f1_.:. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: i ^� � WidlhofSingleRack= 44in ��-� .�'��/ �,. ¢� Slab thickness(Q= 5.0 in N Modulus of Rupture,f,=7.5'SQRT(Pc)= 443]psi � *�'f f_: ��'��,_�� Conaete Slab Section Modulus,S-b(t)'/6= 50.0 in'/ft f� - i�� t�"; Allowable Concrete Slab Bending Moment,Md�FS=S'f,/1.5= 1232.5 ft'Ibs/fl ( ( �� '�� """�" - �`�? EHective Cantilever Span Length Q�)at My= 6.3 R t��I � } �� 3 �` � ��!� �"""� : �`` ' y ! —s Tota�Length of Slab Q�+Widlh ot Single Rack)- g,g ft �`^'��,�� . � �`-�� 1 �.. Tnb.Width of Slab=Trib width ot Rack= 8.0 R � �;�., j; } ��F i�:� �� '�� Weight of Concrete Slab at Rack(P�)= 4973.4 Ibs � ��;::" Resistin MomeM-Concrete Slab at Rack,M Pw„�'I 2= 296879 in'Ibs �-�'��-�`��=°�� -�� °�>.�, � 9 rssr�.me)_ �/ '�... �e, :� y,.,.. `�i. "1 j?.'41 Load Combination#1: Mor= t11457 in'Ibs � � ,,.. C �....._._.� t Mas1(rs�q+ Masr(a,o)= 526367 in'Ib5 .x_s�.=�,_—.,,,--'� _j �,��, Total Overtuminq FOS= 4.723 OK � {�,}+ ,,, .,.. .__ } ` _._ ._..._._. _�..__._ . ,� Load Combinatlon#2: Mor= 70182 in'Ibs � �� ,� ,.'-- . - .___ � M + M - 296819 in'Ibs . . ....... ..,,_..._.___—.... ..._...... . : RST(RecYJ RST(epe) Total Overtuming FOS= 4.229 OK Seisrrrc Rack B . Seismic Design Pmject No. Sheet No: Ot Rack HAZ iasasoa�os a� as ` Supported on Elevated Floor(Y/N): No Pmjecl Name: Yelm,WA SeismiC ImportanCe FaCtor(Ip)= 1.0 <--No Public Access Allowed(Typ.ai Back Stockroom I Grocery Storage Areas) Mada ey: oam: CMP 04115114 Checked By: DaOe: IBC 2012 /ASCE 7-10/2008 RMI Max.Weight per level(2 Pallets I shel�= 1200 Ibs/shelf Weight of Unit= 250#�-Shipping weight per Manuf. Rack Trib width(CL-IO-CL of frames)= 96 in ToWI Shelf Load .�'� �" hy= D in O lbs �*"'"�� he= 0 in 0 Ibs h�= 0 in 0 Ibs �� hg= 0 in 0 Ibs �� . _.°' � hs= 0 in 0 Ibs e`�'� h,= 0 in 0 Ibs ,'s�°,°t�'M �J�,,."✓ ,... h3= 32 in 1200 Ibs � � � J� � -^"`� £.� hz= 24 in 7200 Ibs � ��_ h�= 64 in 1200 Ibs . .... . Total Shelf Height,H�= 120 in �� UnitHeight,H„= 120 in "�{f�n x �}<j'(}�. x f 9{}r }j��}�{ � .,�j �� Unit Base Depth,D= 44 in � ,w„„,,,„,,,,,_„W,,,,ap,,,,�,,,�,,...�,� L08A C858 1`(Loatl caeea per RMI sect 2.6.8) Load Case 2'(LOad caaes par RMI sec[2.fi.B) Seismic(C�Qv)= 0.201 W,(Braced) Seismic(C�Qv)= 0201 W�(Breced) ��ttt� � "� 0.050 W,(Down Aisle) 0.050 W,(Down Aisle) � ' W,=0.67�(0.67)PL]+DL= 1866.OIb5 W,=0.67[(7)PL�+DL= 1054.OIb5 Base Shear,V=C,IpW,= 375]Ibs(Breced) Base Shear,V=C,IpW,= 2122 Ibs(Braced) ',,S?��' 93.6 Ibs(Down Aisle) 52.9 Ibs(Down Aisle) 1� �� Horizontal forces/level,F,=C,,,,V�RMi�e z e.e) Honzontal forces/level,F�=C.nV(RMI aeG 2.6.6) (Service Loads,E=0.7) Fe= 0.0 Ibs�0 in(CM) (Service Loads) Fe= 0.0 Ibs Fa= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs �4�� ` F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs Fg= 0.0 Ibs(d 0 in(CM) Fg= 0.0 Ibs Fs= 0.0 Ibs�0 in(CM) F5= 0.0 Ibs F�= 0.0 Ibs�0 in(CM) Fa= 0.0 Ibs � �, .....m... . �.....�,_ .. .._.�.�..�_.. ..w....�.e,......_��......_... F3= 7087 Ibs @ 140 in(CM) F3= 136.4 Ibs(�140 in ��-�� Fz= 80.8 Ibs�104 in(CM) Fi= 0.0 Ibs F�= 59.0 Ibs�76 in(CM) F�= 0.0 Ibs F„= 14.5 Ibs @ 60 in(CM) F„= 122 Ibs @ 60 in £1�= 375.7 Ibs((r�Factored Loads) FJ�= 212.2 Ibs(�Fadored Loads) Calculate Overtuming Moment(Service),Mor=Ef;h; Calculate Overtuming Moment(Service),Mor=If;hi Note: Per ANSI MH16.7:2008(RMI 2008)Section 6.3, Mor= 28976 in-Ibs Mor= 19823 in-Ibs efiec6ve lengihs may be determined by rational methods Calculate Resisting Moment(Service),MRSr Calculate Resisting Moment(Service),MRS7 consistent with AISI or AISC.AISC Design by Second-Order Mas1= 58564 in-Ibs MRSr= 31900 in-Ibs Anaysis,Section C22a is used. Nolional loads are applied to gravity load cases and K=1.0 is used since the retio of Factor of Safety Factor of Safety second-order driR to first-order driR P-b I P-G <1.1. FOS=2.02 FOS=1.61 � �� '�..: �.��-'l�:�?:a 1- 'Load cases are per ASCE 7-OS sect.15.5.3.2 � .,,,. � � i �. _',.. Reactions(Service Loads): LC#1 lC#2 � - ..z -j-- �� ,_,}��,,['�)�'�a;..�� R,= 131 Ibs 74 Ibs "s t Ry= O lbs O lbs = ., �6 � .��[�J i`'��j.., 'L:6.•, S �� Overtuming FOS= 2.021>=1.5 1.609>=1.5 � '� ��a�` �"° 1�:°�' '� � '� + � � Readions(Factored Loads): LC#1 LC iY1 ��j f - " � � �� . [,^"i Base Shear(R,J= 188 Ibs 706 Ibs `� ' �� Net Uplift(Ry)= 0 Ibs 0 Ibe , '" �� . � .� � � Overtuming+Graviy(P,J= 3404 Ibs 1741 Ibs . .�"l '. �. .:y •..... '�..... :r i q-. ��.1-.. ��.�''� a L� � Upnght Post Type= UA �� ,_ .�, Anchor Design(using"Cracked Concrete"Properties) �T - � . _ - � �€ T� Try:1/2"0 Pov✓ers Wedqe-Bolt+ScrewAnchor2 1/2"embed. - ° � i ' , >�� 3 Embedment= 2.5 in ` +_� �. I F � f�- 3500 psi 3 i i # e�= 1.875 in<-Eccen.Ot Mchor � , � . ; hw= t.65in 1.5�hd)=2.Sin � �%��,� v . 3 E�f' � �ei� >�` �� :1�1 .,�r_ .,�{ .,f . . �.:. ._ . _.._ „ „ ,,,. ..... Conc.thickness,l= 5 in #of Anchors,n= 1 -'� ` � Sx= 0 in .-�.�.. .... �4..,�...�... �,:,e_.._ _..�`_,',�,,,.,�.. Sy= 0 in Shear Allowables : A„= 0.168�� Steel Strength(0.75)qV„= 3591 Ibs<-ACI 31&OS Eq D-20 Tension Allowables Concrete breakout Y dir.(0.75)�V�= 1301 Ibs<-ACI 31&OS Eq Q22 Steel Sirength(0.75)�N„= 8790 Ibs<-ACI 318-05 Eq D3 Concrete breakout X dir.Single(0.75)�V�= 1301 Ibs<-ACI 318-OS Eq D-22 Concrete Breakout(0.75)�N�= 591 Ibs<--ACI 31&OS Eq D-5 Concrete breakoul X dir.(all anchors)(0.75)�V�= 1301 Ibs<-ACI 31&OS Eq D-22 Pullout Strengih(0.75)QNp„= 779 Ibs<--ACI 31&05 Eq 0.74 Concrete out V 1719 ibs<- pry $ �= ACI 31&OS Eq D-30 Factored Tension Load(N�)= 0 Ibs(LC#1) 0 Ibs(LC#2) LC#1 LC#2 Factored Shear load(V�): Braced= 188 Ibs 106 Ibs mau tension stress ralio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Down Aisle= 47 Ibs 26 Ibs Combined shear and tension stress ratio: max shear stress ralio(VSR): Braced= 0.168 OK 0.095 OK Breced(TSR+VSR<=1.2)= 0.768<=1.2 OK-LC#1 Controls Down Aisle= 0.042 OK 0.024 OK Down Aisle(VSR<=7.0)= 0.042 OK-LC#t Controls USE: (1)1/2"f7J Powers Wedge-Bolt+Screw Anchor 2 1/2"embed. ICC REPORT#ESR-2526 Seisrtdc Rack HAZ � .- SeisrtdcDesign o�� "�� RaCk HAZ tasasoa�os az as P��,m. Yelm,WA IBC 2012/ASCE 7-10/2008 RMI H/2 X—X H/2, cMP e oansna '—.� .�.a a, PunchingShearCheck: �-_.-- ----- ---� (Design per section 22.5.4 ACI 318-OS) I < -° -°e �! N Mau.Factored Vertical Load(P„)= 3404 Ibs I a - � � � ° I � Max VeRical Load(ASD)-RMI,sect 2.7-Lq@: SlabConcretefc= 3500psi j� : -� � P=(1+0.115�)DL+�3/4)[(1+0.145�)PL+(0.7)EL] Slab thickness(t)= 5 in. � ��c a e � �- S�= 0.831(Ip=1) Rack Post X-X= 5 in. � . �. �� "a° � I DL=(Frame Wt/2)= 725 Ibs Rack Post V-Y= 3J5 in. I � , � J - -1 r PL=L(Shelf Load h�-hs)!2= 1800 Ibs bo= 37.50 in. I � � � . � < I N E�°�"�or.�a��(�0.7)��))= 1405 Ibs �= 1.33 I�a �e� .. - . . � �� I \ P= 2137Ibs<-AtEachPost V�= 36975.SOIbs Eq.(22-10) L. � • --'_°-----.� V�max= 29506.45 Ibs Eq.(22-10) e 4 Ma�c Vertical Load(LRFD)-RMI,sect 2.2-LC#5: �V„= 17703.871bs �b0 P=(1.2+025�)DL+(0.85+02S�)PL+EL v,/�v�= o.ts2<too.K. (Punching Perimeter) P _ 3qpqlbs<-AtEachPost Slab tension based on Soil bearing area check: [�. 6£AM FIX[t)A7'UNE ENq FREE TO D£FLF.CT YERTICALLY BUT PIp7 ROFATE AT OTHER--UtlEFORMLY DIS73tIBUTED IOAD Allowable soil bearing= 1500 psf Man.Service Verlical Load(P)= 2137 Ibs i...___ t .... p Area reqd.for beanng(P4,�)= 1.42� � r Tofst fqeiv.Unifwm lawE . . . . --�.µ� "b"distanee= 14.32 in �°�� :: k�v . . . . • . . . . . `'"t R Yi Slab thickness(q= 5.00 in �,...,.� -� � � - � - . . . . . . -»� S_��..)(q'/6= 4.17 in'/in .. . ... M max.�u n..a ew� . . . . . - '-$-'- �Mm(tension allowable)=q�'7.5'[(fa)'�I'S= 7 70926 in-Ibin I s.HU I.:i z y a+, �ss�.n.cw.oa� . , , . ,.-:R'.- Factored uniform bearing,w=P„I A„�= 16.59 Ib/iNin i � ,.:1- M � M„=wL'/3=(w„)I(bmin(X-X,Y-1�)Y2)'j/3= 154.58 in-IWin-DeFl.End M1=78 in-IWin y t-�}T,..y ..;*+:zst+ .! . . . . .\. . . . �.a wr-�,� ..._11.:._'_I.`�.=, , ama.. � l. . . . «.g2tE at tlMt¢yp er d M�/�M��= 0.139<1.0 O.K. -' e ..un,.,,. �r:.. s= . . . . . -- ... ."`xsEi��'- Rack FOS Overtuming with Resistance from Effective Weight of Slab on Grade: 1 , "�\�. t Widih of Single Rack= 44 in � ��t �^�� \� �- Slab thickness(t)= 5.0 in �� t�_� Al 5 T��r Modulus of Rupture,f,=ZS'S�RT(fc)= 4437 psi � .r (}`�! �j \., Concrele Slab Section Modulus,S=b(Q�/6= 50.0 in3/ft �- ��,�� i'.r`? Allowable Concrete Slab Bending Moment,Md�FS=S'f,lt5= 1232.5 R'Ibslit �.';4 � � °;�;j` �F_��-°�"��-^�--^��--••::_...�� .�� Effeclive Cantilever Span Length(I�)al M,�= 6.3 ft �. °�` I 11 �^°�('''�``� � �'� �"..:o'� � �i�:�� I 1,,., V I t_.Li � � . Total Length of Slab(I�+Width of Single Rack)= 9 9 ft _ ,� ,y Trib.Wdlh of Slab=Tnb width of Rack- B O ft _� j} � ��.3�j 1�,F's ?! ':., i..) Weight of Concrete Slab at Rack(PPo„�)- 4973.4 Ibs � ,_.; . �� t �:: Resisting Moment-Concrele Slab at Rack,M�r„i,e�=P�'I�12= 298819 in9bs --''�i-' ��' � �f-t �� r+ }�.- ��. �J 3 Load Combination#1: Mor= 28976 in'Ibs � �'*24`�� L.:=1� Masr�q+MRSr(y,p)= 355383 in'Ibs j...-_ �� . ..,.�T��e_„�� ] ...,1 Total Overtuming FOS= 12.265 OK �� ,� � __ .___ �, � Load Combination#2: Mor= 19823 in'Ibs � __ _ ,,� �� MRS7(�,)+Mqsrlym>- 296819 in'Ib5 ...�, __-�""--. ._ _,. ._.. - Total Overtuminq FOS= 14.974 OK Seismic Rack HAZ . Seismic Design Pmject No. Sheet No: OE Rack W-int 44 �aaasos�os 33 ss Supported on Elevated Floor(Y/N): No p,�j,�Na,rre: Yelm,WA Seismic Importance Factor(Ip)= 1.5 �--public Access Allw.ed(Typ.at Sales Floor I Garden Center Areas) Matle By oam: CMP 04I15114 Checked By Dab: IBC 2012/ASCE 7-10/2008 RMI Max.Weight per level(2 Pallets!shel�= 1200 Ibs/sheH Weight of Und= i 5D#c-_Shipping weight per Manuf. Rack Tnb width(CL-to-CL of frames)= 96 in Tolal Shelf Load hs= 0 in 0 Ibs he= 0 in 0 Ibs h�= 0 in O lbs yjy.,,� 1'�-.�'" ,�j�,,�,, hs= 0 in O lbs _.,,_„Ar�l _„_,__'"__d.�_,,,,,,,,,,,,,,_._...�.,,._,"�`�I ,..... hs= 0 in 0 Ibs �-(�� ha= 0 in O lbs y {.-� h3= 36 in 1200 Ibs � _,,.•°"� hi= 36 in 1200 Ibs ""� .�a�'_�' �'. h�= 12 in 1200 Ibs Total SheN Height,H�= 84 in � �.-!`� ��-��'� �,L�, Unit Height,H„= 84 in Unit Base Depth,D= 44 in �'�-�+r`� '�� .�3_ir7 k 4��-: 4 t�"i`? ti �3�F" H6;F' � 3 LEY��:.; Load Case 1'(LOad dma per RMI sec[2.8.8) Load Case 2�(LOad casea per RMI sect 2.6.8) Seismic(CJ(IP)= 0.311 W,(Braced) Seismic(CJ(Ip)= 0.311 W,(Braced) 0.098 W,(Down Aisle) 0.098 W,(Down Aisle) ��u W,=0.67[(0.67)PL]+DL= 1766.OIbs W,=0.67[(t)PL�+DL= 954.OIbs Base Shear,V=CsIpW,= 550.1 Ibs(Braced) Base Shear,V=C,IpW.= 297.2 Ibs(Braced) � 773.3 Ibs(Down Aisle) 93.6 Ibs(Down Aisle) `,T�.,�-_ � Horizontal forces/level,F,=CnV(RMI sect 2.6.6) Horizontal forces I level,F,=C�..V(RMI sec[2.6.6) �r,� (Service Loads,E=O.n Fg= 0.0 Ibs(a�0 in(CM) (Service Loads) Fg= 0.0 Ibs Fe= 0.0 Ibs(d10 in(CM) F8= 0.0 Ibs „ F�= D.0 Ibs(o�0 in(CM) F�= 0.0 Ibs 1�9�� Fa= 0.0 Ibs(a]0 in(CM) F6= 0.0 Ibs � ��,��T��,.�� Fs= 0.0 Ibs(d1 0 in(CM) Fs= 0.0 Ibs � � � F.= 0.0 Ibs Q 0 in(CM) F�= 0.0 Ibs F3= 1927 Ibs(d1 104 in(CM) F3= 198.0 Ibs @ 104 in Fz= 122.3 Ibs�66 in(CM) Fi= 0.0 Ibs F�= 55.6 Ibs @ 30 in(CM) F�= 0.0 Ibs F„= 14.5 Ibs Q 42 in(CM) f„= 10.0 Ibs�42 in £t= 550.1 Ibs(Q Factored Loads) FI�= 297.2 Ibs(Q Factored Loads) Calculate Overtuming Moment(Service),Mor=Ff;h; Calculate Overtuming Moment(Service),Mor=Ei;h; Note: Per ANSI MH16.12008(RMI 2008)Section 6.3, Mo�= 30388 in-Ibs Mor= 21014 in-Ibs etfective lengths may be detertnined by rational methods Calculate Resisling Moment(Service),Masr Calculate Resisting Moment(Service),MRSr consistent with AISI or AISC.AISC Design by Second-Order Masr= 56364 in-Ibs Masr= 29700 in-Ibs Analysis,Section C22a is used. Nolional loads are applied to gravity load cases and K=1.0 is used since the ralio of Factor of Satety Factor of Safety sewnd-order dnR to first-order drift P-b/ P-A <1.1. FOS=1.85 FOS=1.41 l;P?.iF7 R€�ECNCFF2 i f`<EQi7?REC} t ... -_' �1��a.-:..�. 'Load cases are per ASCE 7-OS sect.15.5.32 j � .,,,, . � '4, ' '., Reactions(Service Loads): LC#1 LC#2 -� - . -'- � � �� .� yq�'�� R,= 193 1bs 104 1bs - R,= o ies o ms ° � . ., � �� ;.....",�r�:. � >'�. t,Fks, Overturning FOS= 1.855>=1.5 1.413<7.5 ABs Reqd ��• �� A'�� }?-''" / �� v { h+ Reactions(Factored Loads): LC#1 LC#2 ' ``"' £ ` E�. �`� . , ' �� , Base Shear(R�= 275 Ibs 149 Ibs . � `" ( ' Net Uplift(Ry)= 0 Ibs 0 Ibs .� �� .�, �, �� €� Overtuming+Graviry(P,J= 34041bs 17301bs �'�l - �� ..... ... �.... .. ,�:' � ' ' � _ �r; 1_ �l c.'�5 t ; a�UprighlPaslTYpe= UB -� - _.�. - �, �:- -i� � Anchor Design(using"Cracked Concrete"Properties) ' - � � Try:7/2"OPowersWedge-Bolt+ScrewAnchor21/2"embed. ' � � �,^� � Embedment= 2.5 in �" � .1 i �� f�= 3500 psi � � � , e�= 3.3125 in<-Eccen.Of Anchor � . ' �.7- t hr= 7.65in 1.5�hs)=2.5in _�� ,�,� � � `✓jet�,. .,,, ;ar�..._,_.v._....,yw �f�_.. Conc.thickness,t= 4 in � "" �� #of Mchors,n= 1 " �� ` � "'�' rt w-�,�...,,, i' :�r-z.. 4''.�w��. .�--,��'_ Sx= 0 in Sy= Oin ShearAllowables A,e= 0.168��' Steel Strength(0.75)�Vv= 3591 Ibs<-ACI 31&05 Eq 0.20 Tension Allowables Conaete breakout Y dir.(0.75)�V�= 1041 Ibs<-ACI 31&OS Eq 0.22 Steel Slrength(075)�N„= 8190 Ibs<-ACI 31&OS Eq 0.3 Concrete breakoul X dic Sinqle(0.75)¢V��= 1041 Ibs<-ACI 31&OS Eq 0.22 Concrete Breakout(0.75)mN��= q44 Ibs<--ACI 31&05 Eq 0.5 Concrete breakout X dir.(all anchors)(0.75)�V��= 1041 Ibs<-ACI 31&OS Eq 0.22 Pullout SVength(0.75)�Np„= 779 Ibs<--ACI 31&OS Eq 0.14 Conaete pryout�V��= 1119 Ibs�-ACI 31&05 Eq 0.30 Factored Tension Load(N,J= 0 Ibs(LC#1) 0 Ibs(LC#2) LC#1 LC#2 Factored Shear Load(V�): Braced= 275 Ibs 149 Ibs max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Down Aisle= 87 Ibs 47 Ibs Combined shear and tension stress ratio: max shear sVess retio(VSR): Braced= 0264 OK 0.143 OK Braced(TSR+VSR<=12)= 0264<=1.2 OK-LC#1 Controls Down Aisle= 0.083 OK 0.045 OK Down Aisle(VSR<=1.0)= 0.083 OK-LC#1 Controls USE: NO UPLIFT-USE MIN ANCHORAGE-(1)1/2"fd Powers Wedge-Bolt+Screw Anchor 2 1/2"embed. Seismic Rack W-int 44 �, ' Seisrtuc Design '�°�'"°� "°- RaCk W-int 44 1434903705 aa ss P�wm, Yelm,WA IBC 2012/ASCE 7-10/2008 RMI H/2 X—X H/2 CMP 04115114 PunchingShearCheck: �---_ ----- ---� (Design per section 22.5.4 ACI 318-05) I �°� _ Q �J � Max.Factored Vertical Load(P,J= 3404 Ibs �°Q� � < . .� .� = Maz Vertital Load(ASD)-RMI,sect 2.1-LC#4: Slab Concrete fe= 3500 psi � - �- P=(1+0.775�)DL+(3/4)[(1+0.145�)PL+(0.7)EL) Slab thickness(t)= 4 in. � --�v e �� e -,� � S�= 0.831(Ip=1.5) Rack Post X-X= 3 in. � . e.I I DL=(Frame WV2)= 75 Ibs Rack Post Y-Y= 4.75 in. I � , p�� Q �� --I r PL=E(Shelf Load h�•hy)/2= 1800 Ibs b,= 31.50 in. � � � � � a . �� N E�=Mo1.ia��((0.7)(D))= 1473 Ibs B= 1.58 I�, �v .. . . . .� I \ P= 2107 Ibs<--At Each Post V�= 22493.S61bs Eq.(22-10) I �. ° - � e ° � _ V�mau= 19828.33 Ibs Eq.(22-70) L� � � Max Verttcal Load(LRFD)-RMI,seet 2.2-LC#5: �V„= 11897.00Ibs bp p=(1.2+02S�)DL+(0.85+0.2S�)PL+EL v,��v�= o.zas<t.00.K. (Punching Perimeter) p _ gqpq�bs<—AtEachPost Slab tension based on Soil bearing area check: � 2@. B£AM FIXED AT-ONE ENq FREE TO bEFLECT V�RTICAtLY BUT�P�OT ROTATE AT O7RER—UNtPORMLY DISTqIBUTED l6AD Allovrable soil bearing= 1500 psf Max.Service Vertical Load(P)= 2107 Ibs ...-..- t.__ s � TaLf L4�ro.UnlFwm 4osrt . . . . ! Area reqd.for beanng(A„aa)= 1.40� E � ��` '.b"distance= 1422 in E �� ' �"v . . . . . . . . �-Mr Slab thickness(t)= 4.00 in ��p �' � �,....,,._,h S=(1")(t)2/6= 2.67in3lin � xma:.��se..e.na� . . . . . � 10e'- �Mm(tension allowable)_��•7.5'l(f�)'rz]'S= 709.93 in-IWin � �� 3� � v M� �as�,n.a�.�.oe� . , , . ..-i'. Factored unifortn bearing,w„=P„/�= 16.83 Ib/in/in �Aµ}��y� „-U._,j_ M: . . . . _ . . . . . .'"st•-u,a M„=wL'/3=(w�)[(b-min(X X,Y-l�)/2)'�/3= 176.62 in-IWin-Defl.End M1=89 in-IWin M-tr-� >t� .m� b,.1• Lt ,��. .. E.tawa�,e.�.a) ` aulY'i M„/�M�c= 0.249<1.0 O.K. 4fX Nw«. ?� «....t+T4E1�,�' Rack FOS Overtuming with Resistance from Effective Weight of Slab on Grade: E�,, � '^\� �� Width of Single Rack= 44 in t j �� Slab thickness(Q= 4.0 in �� Modulus of Rupture,f,=7.5'S�RT(fc)= 443]psi � 'r � �}��'t��;�� Concrete Slab Section Modulus,S=b(t)�/6= 32.0 in3/ft ` .�u �� .s 3 Allowable Concrete Slab Bending Moment,Md/FS=S't,/1.5= 788.8 ft'Ibs/ft �� , � ��'""'"�'`� - " �� EBeclive Cantilever Span Length Q�)at Mdi= 5.6 ft � " � u�°� T L 'v' �°C� ` �;, � �. Total Length of Slab(I�+Width of Single Rack)= 9.3 ft ,. . .� �, v: Tnb.Width of Slab=Trib width of Rack= 8.0 fl � �� i� � ��i��.j � � 1\`� � i".,,� Weight of Concrete Slab at Rack(P�)= 3773.5 Ibs �, J --;-=- Resistin Moment-Concrete Slab at Rack,M �-PW„�'1 2= 206854 in'Ibs E..��.�v�..'��' i-:�,,� '� �:� t{ 9 Rsr(mn- d � �- . �� t }-:... Load Combination#1: Mo,= 30388 in`Ibs t `\°^` p� �� 7 ._ t, MRST(ibcq�Maslcrn)' 263218 in'Ibs '.��„:�^.._;,i.. .''..� �:'.,+..� Total Overtuminq FOS= 8.662 OK � r.�);.__,,� _. ..,,, __ ; _°- .___. LoadCombination#2: Mor= 21014in'Ibs �� - .. --.___ ___ � ....v__ - . ..... MRST�ck)� Mrtsr�mo>= 206854 in'Ibs � - � Total Overtuminq FOS= 9.844 OK Seismic Rack W-int 44 s Seismic Design Pmject Na Shaet No: OF. � Rack W-int 1434903705 3s as SuppoAed on Elevated Floor(YIN): No P�ojacl Name: Yelm,WA Seismic Importance Factor(Ip)= 1.5 <--Public Access Allov✓ed(Typ.at Sales Floor I Garden Center Areas) Mada By: Date: CMP 04/15/14 Checked By DaOe: IBC 2012/ASCE 7-10/2008 RMI Max.Weight per level(2 Pallets/shel�= 1200 Ibs/shelf Weight of Unit= 150#<-Shipping weight per Manuf. Rack Tnb width(CL-to-CL of fremes)= 96 in Total Shelf Load hg= 0 in 0 Ibs he= 0 in 0 Ibs h�= 0 in O lbs `�~ �'_�� " f hs= 0 in 0 Ibs hs= 0 in 0 Ibs � h�= 0 in 0 ibs p;„/ h3= 36 in 1200 Ibs d,,.r"�� hi= 36 in 12001bs 4�-{)�� .,..-"' "�..,� h�= 12 in 7200 Ibs ..""�' . Total Shelf Height,H,= 84 in � „s`� �� . Unit Height.H„= 84 in ...... .. ...... ... .... .... . ........ ��`} li��'{�r . Unit Basa Depth,D= 48 in � ,.iN-in t��- 4S°L� x 8�" H6GN �A 3 LE'1El.S Load Case 1'��oaa caeea�.eMi secc z.s.e) Load Case 2'(Load casas par RMI sect 2.6.8) Seismic(CJ(�v)' 0.311 W,(Braced) Seismic(C�(�v)= 0.311 W,(Braced) .. .._.,,,..�--...........-°-.�.....°_,..,.,.,,„..,..........._................. .._....... 0.098 W,(Down Aisle) 0.098 W,(Down Aisle) ��+ W,=0.67�(0.67)PL]+DL= 1766.OIbs W,=0.67((7)PL]+DL= 954.OIbs � Base Shear,V=C,IpW,= 550.1 Ibs(Breced) Base Shear,V=C,IpW,= 297.2 Ibs(Breced) 173.3 Ibs(Down Aisle) 93.6 Ibs(Down Aisle) 7�•_,��+� _ � Horizontal forces/level,F�=C,�V(RMI aeG2.8.6) Horizontal forces I level,F�=C�V(RMI seci2.8.6) ';�M y� (Service Loads,E=0.7j fs= 0.0 ibs Q 0 in(CM) (Service Loads) Fg= 0.0 Ibs Fa= 0.0 Ibs(d 0 in(CM) Fa= 0.0 Ibs F�= 0.0 Ibs Q 0 in(CM) F�= 0.0 Ibs ��•�� Fs= 0.0 Ibs @j 0 in(CM) Fa= 0.0 Ibs ��-��:,�� Fs= 0.0 Ibs�0 in(CM) F5= 0.0 Ibs F�= 0.0 Ibs�0 in(CM) F�= 0.0 Ibs F3= 192.7 Ibs Q 104 in(CM) F�= 198.0 Ibs(�104 in Fi= 122.3 Ibs @ 66 in(CM) Fi= 0.0 Ibs F�= 55.6 Ibs(i�30 in(CM) F�= 0.0 Ibs F„= 14.5 Ibs�42 in(CM) F„= 10.0 Ibs�42 in F1�= 550.1 Ibs((�Factored Loads) £!�= 297.2 Ibs((c�Factored Loads) Calculate Overtuming Moment(Service),Mor=f4hi Cakulate Overtuming Moment(Service),Mor=Ef�h; NoM: PerANSI MH16.12008(RMI 2008)Section 6.3, MoT= 30388 in-Ibs Mor= 21014 in-Ibs effective lengths may be detertnined by rational methods Calwlate Resisfing Moment(Service),MRSr Calculale Resisting Moment(Service),MRS, consistent with AISI or AISC.AISC Design by SewnGOrder Mrss�= 61488 in-Ibs MRSr= 32400 in-Ibs Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of Faclor af Safety Factor of Safely second-order drift to first-order drift P-b/ P-� <1.1. FOS=2.02 FOS=1.54 �_- .. , '�:�-t�:k!..'�..�:-;' 'Load cases are per ASCE 7-OS sed.15.5.32 � � �� , �� ? F1'i`�;'1 €.1Y::i„ 4. Reactions(Service Loads): LC#1 LC#2 �`"" - �,,, t a .,p--�- f,.,,,,,�,�} �j��-(^{� R,= 1931b5 1041bs ` < 0 Ibs "-' � p � � � �'..�..`�,�K.�, ."""`l � F�,�.,.�..... Ry= 0 Ibs j ' ° .. " ' Overtuming FOS= 2.023>=7.5 1.542>=1.5 � ` '� " .;"�"�"..: lt_° � fr� � �. Reactione(Factored Loads): LC#1 LC#2 . � E� . i�,� "� � °�� Base Shear(R,J= 275 Ibs 14B Ibs �� . ; � ' � � ,4 ,_- Net Uplift(Ry)= 0 Ibs 0 Ibs 'T' � : �1 , 1.� ; � :. .__ w� �i.. OveAuming+Grevily(P,J= 3287 Ibs 16461bs �� '�� ;�� «-: � � � � UpnghtPostType= UB _ �,y. �.__ - Anchor Design(using'Cracked Concrete"Properties) - � - �� i. Try:t/2"(dPowersWedge-Bolt+ScrewAncho�21/2"embed . �' - , �p� EmbedmeM= 2.5 in ' : ' � . i� f�= 3500 psi � � � � e,;= 3.3725 in<--Eccen.Of Anchor � : p ` ha= 1.65in 1.5�hs)=2.Sin � £'�'�f� � '� :� i�;.�' � r� ieti �^ (� r ;7�'f � Conc.thickness,t= 4 in '� ""m"� f ' }°� ;""�'" "r�"" •�" #ofMchors.n= 7 .�--�.. �t-;`�..i... L.�-1`._... �.-i�>.,�.. Sx= O in Sy= Oin ShearAllowables z A.,= 0.168�� Steel Strength(0.75)�V�= 3591 Ibs<-ACI 318-05 Eq D-20 Tension Allowables Concrete breakout Y dic(075)¢V��= 1041 Ibs<--ACI 378-OS Eq D-22 Steel Strength(0.75)�Na= 8190 Ibs<-ACI 37&OS Eq D-3 Concrete breakout X dir.Single(0.75)�V��= 7047 Ibs<-ACI 318-OS Eq 0.22 Concrele Breakout(0.75)bN,�= 444 Ibs<--ACI 31&OS Eq 0.5 Conaete breakout X dir.(all anchors)(0.75)�V��= 1041 Ibs<-ACI 318-OS Eq 0.22 Pullout SVength(075)�N�,= 779 Ibs<-_ACI 31&OS Eq 0.14 Concrete pryout�V��= 1119 Ibs<--ACI 31&05 Eq 0.30 Fadored Tension Load(N„)= 0 Ibs(LC#1) 0 Ibs(LC#2) LC#1 LC#2 Factored Shear Load(V�): Braced= 275 Ibs 149 Ibs max tension stress ralio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Down Aisle= 87 Ibs 47 Ibs Combined shear and tension stress ratio: max shear stress rafio(VSR): Braced= 0264 OK 0.143 OK Braced(TSR+VSR<=12)= 0.264<=12 OK-LC#1 Controls Down Aisle= 0.083 OK 0.045 OK Down Aisle(VSR<=1.0)= 0.083 OK-LC#1 Conlrols USE: NO UPLIFT-USE MIN ANCHORAGE-(1)1/2"PJ Powers Wedge-Bolt+Screw Anchor 2 1/2"embed. Seismic Rack W-int ,. j Seismic Design r�reo w. �w. RaCk W-int 1434903705 36� as v�.e wma Yelm,WA IBC 2012/ASCE 7-10/2008 RMI H/2 X—X H/2 cMP � oansna , �. Punching Shear Check: (Design per section 22.5.4 ACI 318-05) j u ? � (V Man.Fadored Vertical Load(P,J= 3281 Ibs �' .� � a . ,° .i = Max Vertical Load(ASD)•RMI,sect 2.1•LCi14: SlabConcretePc= 3500psi � -� ' P=(1+0.115�)DL+(3l4)�(1+0.14S�)PL+(07)EL] Slab thickness(t)= 4 in. � �°a � a I } S�= 0.831 Qp=7.5) Rack Past X-X= 3 m. � �� a< � � DL=(frame WV2)= 75 Ibs Rack Post Y-Y= 4.75 in. � � � z;• ,��;�. ��I r PL=F(Shelf Load h�-ha)/2= 1800 Ibs b,= 31.50 in. I .�-a` . ��'r.-,:�:�.. - EL=M I . . . � e � oT.�ai�(�0.7)��))= 1350 Ibs e . �= 1.58 � a e� .. ...�� .. � I \ P= 2064 Ibs�-_At Each Post V�= 22493.56 Ibs Eq.(22-10) L. �. . � � __� _ V�max= 1g828,33 Ibs Eq.(22-10) � e Q Mau VeRieal Load(LRFD)-RMI,sect 2.2-LC#5: �V„= 118g7.001bs bp p=(1.2+0.2S�)DL+(0.85+02S�)PL+EL v,��v�= o.2�s<�.00.K. (Punching Perimeter) P = 32871bs<--AtEachPost $18b t@DSIOtI b3S0ll OO$OII bB8I1119 8f88 Ch@Ck: 7�. BEAM FiX£D AT ONE£R6, FREE TO[7£FLECT VERTICAlLY gUT P1UT Allowable soil beanng= 1500 psf RO7ATE AT 6iHER--UNfFORMLY DIS7R18U7ED�OAD Max.Service VeNCaI Load(P)= 2064 Ibs k _t___. Area reqd.tor beanng(A„�)= t38� ': � ,d� io++t Ea��•.v�ito.m tow . . . , ..�„i ..b.'distance= 14.08 in ! ��N ' H�v . . . . . . . . . . >M� ,: Slab thickness(t)= 4.00 in � ; "p v, . , : ..........� . . . . . . . . . -wx S=(7')(t)�/6= 2.67 in3lin � �max.��x nam ena� . ,•+` QMM(tensionallowaMe)=�i7.5'[(f�)'�l'S= 709.93in-IWin j . ..` i i ,y x�� as�.n.�c.�.oe�. � . . �„a��' •,ox f '�! . . .�_. Factored unifortn bearing,w=P„/�= 76.56 Ib/in(n ( _(. M„=wL'!3=(w,JI@-min(X-X,Y-1�)/2)']I 3= 169.30 in-IWin-Defl.End M7=85 in-I�n � b 11Pi+' Mr . . . . . . . . . �;:�_�y�) M�/�M�t= 0.238<1.00.K. �' qy « E smn.. �xa.neo..e.r.a� , . iAet �u � Me«. ?� , v tlt... �� .< � . . . . . . . . . ......._:-T4E1...�... Rack FOS Overturning with Resistance from Effective Weight of Slab on Grede: j Width of Single Rack= 48 in �-`�; j��\� �� Slab thickness(t)= 4.0 in Modulus ot RupNre,f,=7.5"SQRT(Tc)= 443.7 psi � '}�y` �j-..��"`�� Concrete Slab Sec6on Modulus,S-b(q'/6= 32.0 in'/ft f � �'� f� Allowable Concrete Slab Bendmg Moment,Md�FS=S'f,/1.5= 788.8 R'IbsMt (,°;F � � `�°��;k�� "- ��•�_ -� -+ (,� Effective Cantilever Span Lenglh(I�)at Mdi= 5.6 R , � � \� �..�_l Total Length of Slab(I�+Wdth of Single Rack)= 9.6 fl ;/ ��;t� T � �f �� ` `�,�� _� ,�y Tnb.Wdih of Slab=Trib width of Rack= 8.0 ft �r ;�_: ,� � ��3,�,§��"""� � --, � �� Weight of Concrete Slab at Rack(P�)= 3846.9 Ibs �� ....,... Resisting Moment-Concrete Slab at Rack,MRST�mn>=P�'�d2= 227975 in'Ibs C..,i^��v�_� �� .{";� ``, �'�� ..:... Load Combination If1: Mor= 30388 in'Ibs � �� , �}� ��; M R S T(P e c k)i M a s r t�n�= 2 8 3 4 6 3 i n'I b s a -_._., _T... .,,V. � < .....^ Total Overtuminp FOS= 9.328 OK ; '"�4'^"—"--'° � —�� +-� ` C+?� ._.. ' .... _ � ' - Load Combinatlon#2: M � ' oT= 21014 in'Ibs �� • .___. .,._ -___ , .e..._ � MRST(RecM)�MRST(Wb)- ZZ�97S in'Ibs Total Overtuminp FOS= 10.563 OK Seisrtuc Rack W-int I;vUN'1'Y l:UM1V115�lUNr;K� Cathy Wolfe District One � � ,�. Sandra Romero � District Two ��r . - Karen Valenzuela - �. District Three -- �;,, THURSTON COUI�ITY PUBLIC HEALTH AND SOCIAL SERVICES DEPARTMENT SIN(E 183? June 10, 2014 Don Sloma, MPH Director Rachel C. Wood, MD, MPH Ms. Mary Bain, Permit Coordinator Health OfE"icer pb2 Architecture & Engineering Office: 2809 Ajax Avenue Suite 100 Rogers, AR 72758 Mail: PO Box 2076 Rogers, AR 72757 Sent via email to: mary.bain@pb2ae.com Subject: JOB# 2013.0699.03/50.REIMB, Results of remodel Application, plans and specifications review for the Walmart Store#3705 located at 17100 State Route 507 SE, Yelm, WA 98597, parcel# 64303101001 Dear Ms. Bain: I am pleased to inform you that the Remodel application, plans and specification submitted on or about April 24, 2014, for the facility noted above have been approved with some conditions. The conditions are 1) cautionary ones concerning the limitations of the equipment specified and 2) cautionary health practice measures to take during the remodeling process, some of which may or may not be covered in notations on various plan sheets. The bases of this review are the requirements found in Chapter 246-215 of the Washington Administrative Code "Washington State Retail Food Code" effective May 1, 2013. The portion of the plans and specifications that I reviewed were limited in general to the following: Sheet GA1: "Front Grocery Plan & Details" Sheet GA2: "Rear Grocery Plan & Details" and Sheet A5.1: "Restroom Plans & Details". Again, in general, some of the existing equipment is being replaced with new equipment in the Deli, Bakery and Grocery area. It appears that front of and rear of store customer restroom areas are also being refurbished and brought to current code, primarily codes of other jurisdictions or areas. You have also addressed a number of the other basic facility changes or additions (lighting, connecting handwash sinks to the recirculating hot water supply) and finish work (sanitary coving, sealing of equipment to floor/wall after changes) that are part and parcel of the Food Code. All of the proposed new pieces of equipment are certi�ed or listed for food service by third party certifying organizations for their proposed use. However, I would like to emphasize a couple of cautionary notes if you may already be aware of them: 412 Lilly Rd. N.E., Olympia, Washington 98506-5132 (360)867-2500 FAX (360) 867-2600 TDD (360) 867-2603 TDD (800)658-6384 www.co.thurston.wa.us/health Ms. Mary Bain, Permit Coordinator pb2 Architecture & Engineering RE: Walmart Store#3705 (Yelm ,WA) Remodel June 10, 2014 Page 2 of 2 1. Presumably the Hill Phoenix Merchandising Refrigerator will be ordered and constructed based on the Beer option since that is its intended purpose. Be aware that the Beer option package limits the items to beer, wine or similar packaged non-potentially hazardous foods, e.g., the defrost cycle termination temperature is 47° F. 2. The Killion Produce Merchandising Refrigerator has a similar limitation. Its defrost cycle termination temperature is 55° F. So heads of lettuce, etc., are perfectly acceptable in this unit, but bags of shredded or torn leafy green mixes are not. Since the store will be open while re-model/construction is on-going, measures must be taken to eliminate all incidental contaminations of foods and food preparation surfaces by dirt, dust or any other construction contaminants. Front and rear area restroom closure for remodeling should scheduled so that at least one complete set of restrooms will be available for customer and employee use. The work should be scheduled so that adequate lighting, hot and cold running water, pro-active flying insect and vermin control, etc. is maintained especially during food preparation, restock and delivery times. Having appropriate signage ready to post in the various areas is highly recommended. A post-construction inspection must be scheduled and conducted within 3 days of the completion of this project. All building, planning, fire and electrical code requirements must be completed prior to calling for a post-construction/remodel inspection. After the post-construction inspection process is completed, you will be billed for the additional fees owed for plan review and the post-construction inspection(s). Fees must be paid as specified in the billing. Any expansion of inenu, addition, or change of equipment or remodel of the establishment requires review by this Department. All other conditions previously established by this office regarding the operation of this food service facility shall remain in effect. The current food service facility continues to be categorized as follows: Grocery Store Minimal Risk 35,654 sq ft Bakery Low Risk 2,192 sq ft Delicatessen High Risk 4,973 sq ft If you have further questions, please contact me via phone ((360) 867-2574) or email pooleb@co.thurston.wa.us or using the information at the bottom of this page. Sincerely, Robert Poole Environmental Health Specialist c: Mr. Gary Carlson, Building Official, City of Yelm, WA via e-mail 412 Lilly Rd. N.E., Olympia, Washington 98506-5132 (360)867-2500 FAX(360) 867-2600 TDD (360) 867-2603 TDD(S00)658-6384 www.co.thurston.wa.us/health ��p�rHgp�,� City of Yelm Permit No.: 20140193 �� Community Development Department Issue Date: 08/04/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L ".°"'""n" Fax: (360)458-3144 Applicant: Name: WAL-MART STORES INC Phone: Address: 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Property Infortnation: Site Address: 17100 SR 507 SE Owner: WALMART Assessor Parcel No.: 64303101001 Subdivision: Lot: Contractor Information: Name: WAL-MART STORES INC Phone: Address: MARY BAIN 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Contractor License No.: Expires: 0/00/0000 Project Information: Project: COMMERCIAL REMODEL Description of Work: WALMART BUILDING AND EQUIPMENT UPGRADES Sq. Ft. per floor: First Heat Type(Electric,Gas, Other): COMBO-SEE NOTES Second Third Garage Basement Fees: Item Contractor Fees BUILDING WAL-MART STORES INC ��,/ $3,949.68 SIGN WAL-MART STORES INC—8/4/2014 LJY1 $ 160.00 TOTAL FEES: $ 4,109.68 Applicant's Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record. If applying as a contractor,I further certify that I am currently Final Inspection: registered in he State of Washington. ' ��, � � Date: Signature Date Firm � �S � By� Cit� of Yelm (36 } 458-B402 REC#: 00167817 8/04/2014 1 :43 PM OPER: CO TERM: 001 REF#: 1512 TRAN: 33.0000 BUILDING PERMITS 20140193 160.00CR WAL-MART STORES INC 17100 SR 507 SE SIGN 160.00CR TENDERED: 160.00 GHECK APPLIED: 160.00- CHANGE: 0.00 �: . CITY OF YELM SIGN PERMIT APPLICATION FORM Project Address: 17100 Star Route 507 SE Parcel#: 64303101001 Zoning; C-3 Current Use: retail Proposed Use: retail Type/Number of Sign(s)(wall, monument, lighted, etc.): see attached signage schedule Dimensions of Sign(s): Building Gross FloorArea(sq. ft): 184,368 Building Height: Existing Signage(if any)and dimensions: see attached existing signage schedule �?��''� B a i n Ma ry Last Name First Name ADDRESS 2809 A�ax Ave EMAIL mary.bain@pb2ae.com CITYRogers STATE AR ZIP 72�58 TELEPHONE479.s�s.3512 BUILDING OWNER walmart Real Estate Business Trust ADDRESS zool sE loth St EMAILmary.bain@pb2ae.com CITY Bentonville STATE AR ZIP 72�12 TELEPHONE 479.878.3512 BUILDING T �� "� ADDRESS EMAIL CITY STATE ZIP TELEPHONE SfGN C ' f�: RACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# I hereby certify that the above information is correct and that the construction of the above described sign will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. �� lr��( ✓ '7�' ' �� ] v� ��7 ApplicanYs ig'nature 1.: - Date Owner/Contractor/ wner's Agent Contractor's Agent/Tenant (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance,or if work is suspended or abandoned for a period of 180 days 105 Yelm Auenue West (360)458-3835 PO Box 479 (360)458-3144 FAX Yelm,WA 98597 www.ci.yelm.wa.us NEW SIGNAGE SCHEDULE SIGNAGE LOCATION QTY LIGHTED COLOR SIZE �NDIVIDUAL TOTAL AREA AREA FRONT SIGNAGE Walmart WHITE 5'-6" 1 LED 298.00 SF 298.00 SF Spark YELLOW 8'-0" Home&Pharmacy 1 N/A BRONZE 2'-6" 97.66 SF 97.66 SF Market 1 N/A BRONZE 2'-6" 28.17 SF 28.17 SF Outdoor Living 1 N/A BRONZE 2'-6" 77.17 SF 77.17 SF <Auto Center 1 NIA BRONZE 2'-0" 34.50 SF 34.50 SF Pharmacy Drive-Thru> 1 N/A BRONZE 2'-0" 74.76 SF 74.76 SF TOTAL FRONT SIGNAGE 610.26 SF PHARMACY DRIVE-THRU SIGNAGE Pharmacy Drive-Thru 1 N/A BRONZE 1'-6" 39.90 SF 39.90 SF Exit 1 NIA BRONZE 1'-0" 2.34 SF 2.34 SF Enter 1 N/A BRONZE 1'-0" 3.24 SF 3.24 SF TOTAL PHARMACY DRIVE-THRU SIGNAGE 45.48 SF AUTO CENTER SIGNAGE Auto Center 1 NIA BRONZE 2'-0" 34.50 SF . 0 SF Tire 2 NIA BRONZE 1'-0" 2.38 SF SF Lube 1 NIA BRONZE 1'-0" 3.13 SF 3.13 SF TOTAL AUTO CENTER SIGNAGE 42.39 SF TOTAL BUILDING SIGNAGE 698.13 SF V:\WM Remodel\R2013.0699 3705-209 Yeim WA 2014 RDRM�AdminWrch\Entitlements\Signage\3705 Yelm WA 13.0699 Proposed Sign Schedule.xis 4/22l2014 EXISTING SIGNAGE SCHEDULE SIGNAGE LOCATION QTY COLOR SIZE �NDIVIDUAL TOTAL AREA AREA FRONT SIGNAGE WAL*MART 1 5'-0" 190.00 SF 190.00 SF SUPERCENTER 1 2'-0" 39.00 SF 39.00 SF Food Center 1 2'-6" 50.42 SF 50.42 SF Low Prices 1 2'-6" 44.38 SF 44.38 SF Garden Center 1 2'-6" 59.92 SF 59.92 SF ALWAYS 2 6'-7" 80.08 SF 160.16 SF Tire&Lube 1 2'-0" 30.33 SF 30.33 SF <=Express 1 2'-0" 29.09 SF 29.09 SF TOTAL FRONT SIGNAGE 603.30 SF PHARMACY DRIVE-THRU SIGNAGE Pharmacy Drive-Thru 1 1'-0" 13.77 SF 13.77 SF Exit 1 6" 0.60 SF 0.60 SF Enter 1 6" 0.81 SF 0.81 SF TOTAL PHARMACY DRIVE-THRU SIGNAGE 15.18 SF AUTO CENTER SIGNAGE WAL*MART(TLEj 1 1'-3" 11.12 SF 11.12 SF TIRE&LUBE(TLE) 1 1'-9" 26.20 SF 26.20 SF 77.01 EXPRESS(TLE) 1 2'-6" 39.69 SF 39.69 SF Tires 2 1'-0" 3.26 SF 6.52 SF Lube Express 1 1'-0" 8.96 SF 8.96 SF TOTAL AUTO CENTER SIGNAGE 92.49 SF TOTAL BUILDING SIGNAGE 710.97 SF V:\WM Remodel\R2013.0699 3705-209 Yelm WA 2014 RDRM�AdminWrch\Entitlements\Signage\3705 Yelm WA 13.0699 Existing Sign Schedule.xls 4122/2014 Z '19fI01V:dil'IViIBNH`J sG00-f:102 �N3HIVfIN 90f O d'Z fC �'^'�i .I�I�, �V 00 5•� � o K w a Q N� � N0,1,`1\[H�,�#1 'I��I�T.� o� ~' � n nnn � Z W �1�� O o`il�l��.l�15� - : o `'�w o+ a� O - r�— -.� .�.��!� �' `� �-- � � Q � _„ -� z � , r' > - - - o� � - , � , � z. -- , �, ^� �' � � � „ zo, , , o: � �- _ , , � �, \.-_ _ � . 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I � _ � ;� `� '; (;l = � �-$-- > o < � ' � ' � , � - - - - � - - � � 1 - � I - - I� , � � ., � _ _ ��_ {., -- _ � � � , � , . �� , , O � ,� ,I � ' i --�i ' ', �� . ;�'� , � ,� �--�i ri � - �;. , �l . �i � i _.__ _ � ' �- --- � �� :. - � , ,� �� ---- � � � - , _� ;� I�'� i'�I I ` I �i � ---- ; : �� ;;l `i , �I - � IaJ � ��: 2 i � --- •, _ , , �- �-- _ , , - � �� . � �� ; .,_� � �� a , � �� - _� ��{ _ �� ' . . j � � �. .z �:�; �oF ''H�o,� City of Yelm Permit ►vo.: 20140193 ' � � Community Development Department Issue Date: 9/03/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 LM '""°" Fax: (360)458-3144 Applicant: Name: WAL-MART STORES INC Phone: Address: 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Property Information: site Address: 17100 SR 507 SE Owner: WALMART Assessor Parcel No.: 64303101001 Subdivision: Lot: Contractor Information: Name: WAL-MART STORES INC Phone: Address: MARY BAIN 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Contractor License No.: Expires: 0/00/0000 Project Information: Project: COMMERCIAL REMODEL Description of Work: WALMART BUILDING AND EQUIPMENT UPGRADES Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): COMBO-SEE NOTES Second Third Garage Basement Fees: Item Contractor Fees BUI�DING WAL-MART STORES INC $3,949.68 MECHANICAL SOURCE REFRIGERATION&HVAC $ 44.50 PLUMBING BUSS MECHANICAL SERVICES, INC 10/09/2014 $ 34.00 SIGN WAL-MART STORES INC $ 160.00 TOTAL FEES: $ 4,�gg,�g Applicant's Affidavit: I certify t t I hav ead and examined the information contained within the application and know the same OFFICIA�USE ONLY to be true and c rre t. ertify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm reg ation in I ding th se governing zoning and land subdivision,and in addition,all covenants, easement and res ' � ns o record. app ying as a contractor, I further certify that I am currently Final Inspection: registered n th�S a f hi t n. Signature Date �v � Date: Fi rm By: Cit� of Yelm (36 ) 45$-8402 REC#: 00174265 10/09/2074 g:46 AM OPER; CQ TERM: 001 REF#: 56985 TRAN: 33.0000 BUILDING pFRMITS 2014a1g3 WAL-MART STORE5 rh1c��R 17100 SR 5Q7 SE PL 34,OOCR TENQERED: 34.00 APPLIED; CHECK 34.QG- CHANG�; 0.00 10/0112014 14:22 2035620555 BUSS MECHANICAL SR�'C PAGE 01!01 C1TY OF YELM COMMERC►AL BUlLDING PHRMIT APPL(CATION FQRM Project Address: 1� � � �O`I �Q_ Parcel#: 2oning; Current Use: Proposed Use: _ New Construction = Re-Model/Re-ROOf/Tena�t Improvemetlt �Plumbing �_; Mechanical :° Fire PrevenbSuppress/Alarm -' Other Project DescriptioNScope Of Work: �� f Project Value��` 5 b Building Area(sq.ft) Parking Garage 1 B`Floor 2`� Floor 3ro Floar Building Height Ara ihere any environmentally sensitive areas located on the parcet? If yes, a completed environmentaE checklist must accompany permit applicatio�. . — c ADDR�SS EMAIL CITY STATE ZIP TEL�PHONE ADDRESS - L(CENSE# EMAIL CITY STATE zIP., TELEPHON� ADDRES$ � - TELEFHONE EMAIL Ci�'Y STATE ZIP_ F,tv( CON7'RACTOR'S LICENSE# � EXP pATE CITY LICENSE# S TELEPHONE ADDRESS � �MAL . m CITY '�1�C' _STATE I\"7 �ZiP F �S � CON7RACTOR'S LICENSE# EXP DAT GITY LICENSE# TELEPHONE ADDRESS EMAr� CITY STATE ZIP�FAX CONTRACTOR'S LICEiVSE# EXP DATE CITY LICENSE# Copy of City Mltlgdtivn documentation(TFC). I 1lereby certify that the dbove infonnatlon is correct and that the co�structbn on,and the occupancy and the use of the above tle6cribed properry wiU be in accordance with the laws,n,las and regulaUons of the 5tate o!Washington and tha Clty nf Yelm. �/v✓� t Applfc nt' Signat Date owne ontractor!Owner's Agent/Contractor's Agent/Tenant (Please clrcle one.) AE!perm�ts are non•transferable and will explre if work authorized by such permit is not begun vvitftin'180 days of fssuance,or�f work is suspend�d or abandoned for a period of 480 days �s6o�4sa-asas 105 Yelan Aue W (360).Q68-31Aa1 F,91y 4'edrn,WA 98697 - LUYawf C�=yG�E�y.:�fl�;ti6;��P`-=fi;-T- t �"� � oc i a 1 zo�4 ��:— Q,�� 'HEp,�� City of Yelm Permit ►vo.: 20140193 y� +� Community Development Department Issue Date: 9/03/2014 d t'n (Work must be completed within 180 days) Building Division Phone: (360)458-8407 EL ""'""°" Fax: (360)458-3144 Applicant: Name: WAL-MART STORES INC Phone: Address: 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Property Information: site,4ddress: 17100 SR 507 SE Owner: WALMART Assessor Parcel No.: 64303101001 Subdivision: Lot: Contractor Information: Name: WAL-MART STORES INC Phone: Address: MARY BAIN 2001 SE 10TH ST. BENTONVILLE WA 72712-6489 Contractor License No.: Expires: 0/00/0000 Project Information: Project: COMMERCIAL REMODEL Description of Work: WALMART BUILDING AND EQUIPMENT UPGRADES Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): COMBO-SEE NOTES Second Third Garage Basement Fees: Item Contractor Fees BUILDING WAL-MART STORES INC $3,949.68 MECHANICAL SOURCE REFRIGERATION&HVAC 10/09/2014 $ 44.50 PLUMBING BUSS MECHANICAL SERVICES,INC �� $ 34.00 SIGN WAL-MART STORES INC $ 160.00 TOTAL FEES: $ 4,188.18 Applicant's Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and estrictions of record. If applying as a contractor,I further certify that I am currently Final Inspection: registered in t Stat Washington. / O �. r Date: Signature Date� By: Firm Cit� of Y�lm (36 } 458-8402 REC#: 00174360 10/09%2014 3:33 PM QPER: CO TERM: 001 REF#: GI TRAN: 33.0000 BUILDING PERMITS 7.0140193 44,50CR WAL-MART STORE5 rNC 17100 SR 507 SE MECN 44.50CR TENOERED: 44.50 QTHER APPLIED: 44,50' CHANGE; Q�00 CITY C3F YELM COMMERCIAL BUILDlNG PERMIT APPLICATION FQRM Project Address: � �� S� •�� Parcel#:��s�(,��'� � Zoning; Current Use:i�UU,�� i��[" Proposed Use: � � New Construction �( Re-Model/Re-Roof/Tenant Improvement ❑ Plumbing �Mechanical � Fire PrevenUSuppresslAlarm � Other P-oject Descrip�n/Scope of Work:S�F-.�' %� ((J�,n��i r- • P�=�_ ['�st S TD F�(��r'��1 Sy��, . j Project Value: Z"1 .v�2�C5C.� _ Bb�ilding Area(sq.ft) Parking Garage 1''Floor 2nd Floor 3`�Floor Bailding Height Are there any enviranmentally sensitive areas located on the parcel? � � If yes, a cempleted environmental checklist must accompany perrnit application. qUILC3lNG�WNERffENANT I�tAME . ADDRESS 1�"�t Zt� S Q S�-7 EMAIL CITY STATEJ;.sv4 ZIP ' '? TELEPHONE ! ARCHITECT/ENGINEER LICENSE# � ADDRESS EMAIL CITY STATE ZIP TELEPHONE GENEF2AL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DA7E_CITY LICENSE# PLUti1BING CONTRACTOR TELEPHONE ADDRESS EMAfL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP bATE CITY LICENSE# MECFG'�NICAt CQNTP,ACTO � HONE - � 4--Z3o,� ADQRESS�fX� ic� a�.�4�nY�"rcac�aP� A�.F EMAILGFjo��nw.ldso�.��..� � "ti�;��v, c.v,•�., CITY r�Ai�r-FE.,t.v� STATE�',� ZIP �Z.`x3� FAX "")1�1 �S)� - L�uv.f CONTRACTOR'S LICENSE#5a�¢c.��i4's p�EXP DATE ITY LICENSE# Copy oi Clty Mltlgatlon documentation(TFC). I hereby cettify thet the above Iniormation is correct and that ths construction on,and the occupancy and the use of tho above described property will be In accoMance with the Iaws,niles and regulatlons oi the State of Washington and the City oi Yelm. � � t's Signature Date Owner/Contractor 1 Owner's Agent 1 Contractor's Agent/Tenant (Please circle one.) AI! permits are non transferable and will expire If work authorized by such permit is not begun within 180 days of issuance,or if work is suspended or abandoned for a period of 180 days (360)458-3835 106 Yedm Aue W (360)458-3144 FAX Yelm,WA 98597 www.ci.yelrn.wa.u.s