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Home My WebLink About29229 CENTRAL AVE_ 06-00003473ity of L I PERMIT 130 South Main Street 00003473 DATE: 8/15 JOB ADDRESS . . . . . 29229 CENTRAL AVE "B" DESCRIPTION OF WORK . MISCELLANIOUS OWNER CONTRACTOR Cambern & Central Investor Inc 265 Santa Helenda #125 SOLANA BEACH, CA 92075 A.P.# . . . . . . 377 - 040 -027 2 OCCUPANCY . . . . CONSTRUCTION VALUATION 20,000 BUILDING PERMIT QTY UNIT CHG BASE FEE 18.00 X 12.5000 VALUATION BUILD RETAIL, INC 122 -A EAST MAIN ST JAMESTOWN NC 27282 LIC EXP 0 /00 /00 SQUARE FOOTAGE 0 GARAGE SQ FT 0 FIRE SPRNKLR ZONE . . . . . . NA ITEM CHARGE 63.00 225.00 Oper: COUNTER Type: DF Drawer: 1 Date: 9/15/06 15 Re[eipt no: 1072 2006 3473 BP BUILDING PERMIT 1 $514.00 Trarz number: 103637 CA CASH $520.00 Trans date: 8/15/05 Time: 16:02:13 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 288.00 00 288.00 OTHER FEES PLAN RETENTION FEE 6.00 00 6.00 SEISMIC OTHER 4.00 00 4.00 PLAT CHECK FEES 216.00 00 216.00 TOTAL 514.00 00 514.00 SPECIAL NOTES & CONDITIONS racking for kirkland's Oper: COUNTER Type: DF Drawer: 1 Date: 9/15/06 15 Re[eipt no: 1072 2006 3473 BP BUILDING PERMIT 1 $514.00 Trarz number: 103637 CA CASH $520.00 Trans date: 8/15/05 Time: 16:02:13 City of Lake Elsinore Building Safety Division Post in conspicuous place on the job You must furnish PERMIT NUMBER and the JOB ADDRESS for each respective inspection: Approved plans must be on job at all times: Please read and initial 1.1 am Licensed under the provisions of Business and professional Code Section 7000 et seq. and my license is in full force. 2. I,as owner of the property,or my employees w /wages as their sole compensation will do the work and the structure is not intended or offered for sale. 3. l,as owner of the property am exclusively contracting with licensed contractors to construct the project. 4.1 have a certificate of consent to selfinsure or a certificate of workers Compensation Insurance or a certified copy thereof 5. 1 shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note: If you should become subject to Workers Compensation after making this certification, you must forthwith comply with such provisions or this permit shall be deemed revoked. Code 4provals Date Ins or ELO 1 Temporary Electric Service PLO 1 Soil Pipe Underground EL02 Electric Conduit underground BPOI Footings BP02 I Steel Reinforcement BP03 Grout BP04 Slab Grade PLO 1 Underground Water Pipe SSO 1 Rough Septic System S W O 1 On Site Sewer BPO5 Floor Joists BP06 Floor Sheathing BP07 Roof Framing BP08 Roof Sheathing BP09 Shear Wall & Pre -Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric / T -Bar MEO1 Rough Mechanical ME02 Ducts, ventilating PL04 Rough Gas Pipe / Test PL02 Roof Drains BP I O Framing & Flashing BP 12 Insulation BP13 Drywall Nailing BP 1 I Lathing & Siding PL99 Final Plumbing EL99 Final Electrical ME99 Final Mechanical BP99 IFial Building Code Pool & Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the building being released by the CityP001PoolSteelRein / Forms P001 Pool Plumbing/ Pressure Test P003 Pre -Gunke Approval Date Inspector EL06 lRough Pool Electric Planning Sub List Approval Landscape P004 Pool Fencing / Gates / Alarms Finance P005 Pre- Plaster Approval Engineering P009 Final Pool / Spa ir= APPLICATION FOR BUILDING PERMIT VALUATION CALCULATIONS 1st FLOOR SF 2nd FLOOR SF 3rd FLOOR SF GARAGE SF STORAGE SF DECK & BALCONIES SF OTHER: SF j/ VALUATION: `-y ^- 0 T R FEES BUILDING PERMIT 5 t M oo PLAN CHECK AP PLAN REVIEW SEISMIC BUILDINGADDRESS t /V l N -- G PLAN RETENTION 7-W 0 1 certify that I gave read this application and state that the above information is com, . I agree to comply with a# city and county onfiri Ices and state laws relabg to buii mg coast action. and try authorize representatives of this city to enter upon the above - mentioned property for insp- tion purposes- Signature of Applicant or Agent Date Agent for contractor D owner Agents Name Agents Address Street City State Zip City of Lake Elsinore 130 South Whin Street APPLICAT ONNO APPLICATION RECEIVED DATE AP BY BUILDINGADDRESS t /V l N -- G TRKUT BLOCKIPAGE LOT/PARCEL 0 M r A.)Vr5 W N MAILING ADDRESS R C 0 N y at I am licensed under provisions of chapter commencing with section 7000) of division 3 of the business and professions code,and my license is in full force and effect. LICENSE # CITY BUSINESS /3 / AND CLASS TAX # 1 IQ T R L f 1 j A C MAILING ADDRESS T O CITY t $ TATE2IPfi- PH02 —_ R C 0 NT RACT S N A NAME LICENSE # R C MAILING ADDRESS H CITY STATE/ZIP PHONE 0 NEW OCC GRP. ! CONST. DIVISION: TYPE: 0 ADDITION 0 ALTERATION NUMBER OF NUMBER OF STORIES: BEDROOMS: 0 OTHER 0 SINGLE FAMILY ZONE: 0 APARTMENTS 0 CONDOMINIUMS HAZARD YES AREA ? NO0TOWNHOMES 0 COMMERCIAL SPRINKLERS YES REQUIRED ? NO0INDUSTRIAL 0 REPAIR PROPOSED USE OF BLDG: PRESENT USE OF BLDG: 0 DEMOLISH JOB DESCRIPTION S I Q Al 5TOCx2nnIA 08/09/2006 10:45 9729802914 R12A PAGE 02 fill 00 La I I a 14W 0 -OF it qo m rt sad i F rt, CE Has! ---------- 11 u Tel 12 F KE I SINORE. 8. A p jzo- 1& N" D G SION o ------------ - ------ P; 1VI 1 1RV agg A R1 APPROVED STRUCTURAL EIV61NEFERS, RC i__ _•:::ate: I7y' July 10, 2006 Mr. Doug Cox B1uArc Design 33 Music Square West Nash -61le, Tennessee 37203 RE: Kirkland's / Lake Elsinore, California / Storage Rack Anchorage EAMC Project No. 06231 Dear Doug: CELEBRATING s YEARS Attached are calculations for anchorage of the storage racks in the back room at the referenced facility as shown on your drawings. The storage racks in question are steel racks. The shelves are typically 10' high with a maximum of five 2' -6" deep shelves and leg spacing is 8' maximum. My analysis is based on a load of 20 pounds per square foot of shelf space. My analysis shows that 5/8" Simpson Set high- strength epoxy anchors with 3 -3/4" embedment are able to resist the overturning forces. One bolt is expected to be placed in each leg. As stated, the legs are a maximum of 8' apart along the length of the shelf and 2%' apart on the depth of the shelf. Where shelving units are placed back to back, they should be bolted together and will perform as a unit. The concrete slab is assumed to have a minimum 28 -day strength of 2000 p.s.i. This is based on seismic acceleration factors from the 1997 Uniform Building Code and a soil profile of Type D. Please note that this letter addresses strictly the anchorage of the storage racks to the slab on grade. Please call if you have any questions or if I can be of additional assistance. Sincerely, EM uctural Enzineers, P.C. Daniel Borsos, Principal DKB /pjs Attachments CITY OF LAKE ELSINORE OVED PROJECT: A STRUCTURAL ENGINEERS, P.C. BY: C Z- e---fl4s- Sit! t! /- - I) fi/, -- 06; ./ if,/ ;P6 lz AP - 74f e4 —. r 7 JOB NO: SHEET. a=IN4„a - i S,0 mb cam' PROJECT. IJOB NO STRUCTURAL ENGINEERS, P.C. 1BY. /J I UXTE: —77-------ISHEET: 9; Ir Y jool 90 all MW "0 Tentan Loads for Threaded R_ od Anthem ® • In Worml-Walght Contmte Tendo Load *See page Rad W Ewa" Catkal Critical Ilawd on SUM SIftwIM 5 for an toplanatlonDepto, UP AM C33TLj, A123 GR 074MF9M-6 aft) ConcreteIDie. L4. Ov- Dili- NO of the lead om) Is- 11"E") 04"40) 23M) table Icons Ullim-CILA $14 a Sts. on. Afivw. Aftw. Allow. Ate.. IV kftw- I w. (ky) MS. Phi tbs- ON) Illis Owl Ms. (11:91) Va. (12) W. OX) Its. "I 1,9812 US 475 1,9M 475131427 178 (2.21 ) M44) (67) () M) rLi I 3/3 3112 5 114 14 1 i@,2W 119---v 2= I 10'M 97 2,570 2,105 4,535 3,630 1/2 19-5) (99) (133) (3%) (OS) (M) 1 (45.71 (OA) (11-4) (9.4) (20.2) (16.1) 4-112 6 314 16 11,513 .54 2,655 1 10.613 2,655 1 14 1 A) .81 _7 (11.8) JU In (L OL A4_& 2 V 3 SM 8 1/2 7.216 1.1133 1.805 --J7.f15 1. 1!ems tk!L _fJ16 D J 5_L, ISO] W1 6. 4 tit 1 3A 17 V.711111 in r4.425 11111,41111 M 4,019 3.75e A,m SIM M7) 1 8--- jisi 0971 n618 1 (311 0.51 (16.7) (35.9) (28,6) 162) i.-ORL _,1L.L ... - 9 1 ra2411-1056 ME CM CM 5 J t2o1 . 5 Ej - igs) _wu r-2 V 339 10 6,780 815 FM I'm - 6'M IV'M MI 102 -5) 3314 5 5A 15 t ! 4,190 I !L.115 I 513 39 -5 7 112 20 25.700 1,121 12D (1911 (50B) (11118) (&0) W) , 32= 0432 ) 1 964 43 )- 6'050 35.8) 5,2775 26.1) 12,660 563) 10,120 45.0) S 119.q 304 7711 f I 'I V in 8,no 36.5) 7 3115 107/5 28 3/4 7,515 183 Pno (M) M41iL 90 141/1 37 Ifl 33,402 1,198 1 8,350F. 07,16) 81 1) 552) 33,482 I- 8aso 2381 (35% 1 (9M) (14&§)__ (5 3) 37.1 3.= 51.118 1312 15 456 2121 8-M 15,45B I 37.1) SIM 111 1141 is US r 45 I I 111 -.1 1 Ii 21P291 . - tii;k1- IWI - . - - - - - - 151111" 1 fa n114 ; 1115 p-s) i 11.218 117.21 j2Uj t0j il_1 3j I" 0291 094' 614) " j A • 3221 S 119.q 304 7711 f I 'I V in 42 ti i; 31 Ile Isms Aztw 1.575 15,Q0 S.- i = - PA 18qQj=1 Q.61 (472) 07,16) 81 1) 552) is 112 as IW; = 13431 i8t ay 145 9t _ 11I.M I 111 1141 is US r 45 47 634 58S 11 1118 47,534 11.218 j2Uj t0j il_1 3j L211 S., 12.7'. 5 jil-gi 53.0) I- FS 7/11 t 13A5 4 15 1/2 19,121 1-M-9 4,78D j 19,120 4,790 198) (148) i (394) 85.1 5 .3 i .11 21.3) 513A5 I 3A 23 1A 8,W5 9,M nal I M (M) M.0) 41.11 71B 7 3A 11 M 31 t 41J61 2,149 122941 54,M 1,01 13,729 11,500 24,795 16,6110 652) (2951 MPMEY 218.7) 9.61 P.7) _S44.11 nK 61.0) 512) 1102) 75-0) IL6 15 5A 41 SA 14,450 1 15,195 1060) 64.4) 67.6) 13 IM 19 5A 52 112 1 65,679 506 1fifflO 65,6nI333) (!p - L 296.6) pu 74211_ 410 8 a% 1-1 1 M.171 1 M_, _4_2ff _j - -&- 2.AU 5" 2111,476 SAM) W4 01-11 1w ?23 a VA Is 1A V. lips to 71 Q671 i6w, 9 ts 112 36 1 M t 44 1L 5.477 115,1115 95M8 2,974 J47,31 112.1!.15 ISSM 32.M 22'50 5 4) -09) (M 5jjjq MIA_ 7_1 _Q3.9JSUI -W-i2!2 - 72 -31 66.8) 144O), 97.9) 112 to 43 17,M` 18.430 15 zt 12 ft 82 all 6.416.41 ft- - in 12,411M Mi I _1t_R4 z 4 16 -11 W 9bi I - I'm35,55855A157/16 22 121 35'M 2, ) aAV1 143) 1 (2141 f5M 1590 10 6 ragi P69.5) - 1 39,91 3 7115 iz am 133 3A 14,115 14,115 2141 M41 (OM Gul 628) 1 114 3A k 11 1A 16 7A 45 i1 77,04 7,124 19,50 77,110 28,490 50,620 34,425119,250 31-8) M (42% (11431 1 342 2 a (U7V M711 95.Z)_ 104-5) 225.2) 153.1) 24.W15221224-CO i6l 11 (5n) 524) 111.0) 111.0) 18 W4 28 1/3 122,681 18,940 30,670 1230,67035,F7511W61MM9051545-n 41171 (136A) 1 11545,711 136A) i.Mxnbb toad mmtbe the hssudftbwAorsudituqd 5. Refs Io tr,Servlca Turpwtufe Sen0ft den for 7. Anclors are rmt permi0ed to resat tenslon 2 The dnuble IWds Illsiad under Bawd* band are based an a Wbm" load sUbrtmt for =PMM tomes In overhead a t2n6 ftwWWJons urdess s*ty factor of 4.0. CArdus are Peru to be used wilth ftr&-resh&ve mW consIdersdon ts gIven to fire -oposure film bads may be irsa»ed bysmPercel Ilorstvad-tem coosbuotion, pruedIed the anchors rests wind or selsmic Inads and aWdated ternparabim conditions. buff do to vlod of seM* tames wham purriffied by coda. only For use In fIreieskM construdlon, ft wdm can also 8. Allovuble load bued on bond streng!] may 4. PAv lb doudle load e*istntvi factors tar qsdv and edge be wmP13d tD be used to rzsfd Wntly Wads, pmvIded speclal be Irderpolated for concrete dlsbace on pMm 47 & 49_ awsIderdon h2s been CIVED to fire VP=n COMINOM. gbeigd bdww2DW psi ==PsL PROJECT: T JOB NO: I-STRUOURAL ENGINEERS, PC Br q DATE: -V7 - SHEET- -,7171"- 1 •4 IV Z-;- JOB #:06 -1280 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 a FAX: (909)869 -0981 MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA CANTILEVER RACKS STOWAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS CAROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA WICK BUILDINGS FOOT94GS PERMITTING SERVICES ILLINOIS NEW MEXICO WASHINGTON WISCONSIN JOB #:06 -1280 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 a FAX: (909)869 -0981 rwoSEIZMIC Oft I dC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 2 OF 15 CALCULATED BY M.T. DATE 8/15/06 DESCRIPTION PAGE TITLE PAGE 1 TABLE OF CONTENTS 2 PROJECT SCOPE & SUMMARY 3 GENERAL CONFIGURATION 4 SUMMARY 5 LOADS & DISTRIBUTION 6 LONGITUDINAL/TRANSVERSE ANALYSIS 7 COLUMN ANALYSIS 8 to 9 BRACE ANALYSIS 10 to 12 OVERTURNING ANALYSIS 13 SLAB & SOIL ANALYSIS 14 to 15 ro* SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Project Scope: PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 3 OF 15 CALCULATED BY M.T. DATE 8/15/06 The purpose of this analysis is to show that the following Light Duty Storaqe Racks complies with Chapter 22 Division X of the 2001 California Building Code. The racks are prefabricated and are to be field installed only, without any type of field welding. Parameters: The Light Duty Rack Fixtures will be analyzed as a steel storage rack utilizing the formula: V= 2.5 xCaxIx(wLL/n +wDL) /(Rx 1.4) Where: Ca = 0.572 Na = 1.3 I = 1.0 Rlong = 5.6 Rtrans = 4.4 W = wLL/1.0 + wDL Steel - Astm A570, Grade 36, Fy = 36,000 psi Bolts - Astm A307 unless noted otherwise Rivets - Astm A502 -2, Grade 55, Fy = 55,000 psi Anchors - 3/8 "0 x 2-1/2" Minimum Embedment Wedge type Anchors Shetves - Particle Board or Ptywood Slab - S° x 2,500 psi Sod - 500 psf Minimum Allowed Minimum Allowed SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT - FOR SHEET NO. CALCULATED BY KIRKLANDS ROBERT QUINTANA ARCHITECTS 4 OF 15 M.T. DATE 8/15/06 General Configurations: 1) POST 2) FAT PLATE 3) ANCHOR 4 & 5) SHELF SUPPORT 5 1113 1A 4B G2 3 28 2 3 5 I I I i NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. rOOSEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869.0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 5 OF 15 CALCULATED BY M.T. DATE 8/15/06 Weight per Shelf = 5.0 pcf r- U. 26' r--- ---- - -- -ten ni nini 28' 28' i w ni 28 1/2' 7 ni Note: Attach unit posts with 1/4"0 x 2" Minimum Embedment ITW Rmaset Redhead Trubolt Wedge type anchor as shown or attach system to furring strips in tow locations at every post as shown. Two furring strips are req'd. dose to the top and Column Sh-eff-Ku-pnort ---11 Panel Brace Angle Post = 0.37 Stress = 1.11 Stress = 0.14 Tee Post = 0.37 ok ok oki Rivet Connec—t—*T-777-11 i Stress = 0.17 Stress = 0.24 Stress = 0.09 ok ok Stress = 0.03 1) Anchor req'd per plate SEIZMIC C- MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 6 OF 15 CALCULATED BY M.T. DATE 8/15/06 Rack Analysis will be based on Chapter X, Division 22 of the 2001 CBC. V= 2.5xCaxIx(wLL/n +wDL) /(Rx 1.4) Note: 1.4 is a working stress reduction per section 1612.3.2 of the 2001 CBC. Ca = 0.572 Na = 1.3 1= 1 Rlong = 5.6 Rtrans = 4.4 Moment Beams = 3 wLL = 5.00 pcf wDL = Z.SU pct < == Maximum unit weight will not exceed 100 lb Volumne = 56.00 tt ^3 Total LL = 280 lb Total OL = 140 lb Seismic Shear. Vlong = 2.5 x 0.572 x 1 x [280 lb + 140 lb] / (5.6 x 1.4) 77 lb Vtrans = 2.5 x 0.572 x 1 x [280 lb + 140 lb] / (4.4 x 1.4) 98 lb Longitudinal: Level Volume wx hx wx hx Fi Movt 1 9.50 ftA3 71 lb 0.750 in 53 in-lb 0.225 lb 0 in -lb 2 18.8 ft ^3 141 lb 29.25 in 4,132 in-lb 17.42 lb 649 in -lb 3 18.7 ft ^3 140 lb 57.25 in 8,015 in-lb 33.80 lb 2,463 in -lb 4 9.33 ft ^3 70 Ib 85.25 in 5,968 in-lb 25.16 lb 2,730 in -lb 5 0.00 ft ^3 0 lb 0.00 in 0 in-lb 0.000 lb 0 in -lb 423 LB TOTAL = 18 168 in-lb 1 77 lb 5 842 in -Ib Transverse: Level Volume wx hx wx hx Fi Movt 1 9.50 ftA3 71 lb 0.750 in 53 in-lb 0.287 lb 0 in -lb 2 18.8 ft ^3 141 lb 29.25 in 4,132 in-lb 22.17 lb 649 in -lb 3 18.7 tt ^3 140 lb 57.25 in 8,015 in-lb 43.01 lb 2,463 in -lb 4 9.33 ft ^3 70 lb 85.25 in 5,968 in4b 32.03 lb 2,730 in -lb 5 0.00 ft ^3 0 lb 0.00 in 0 in-!b 0.000 lb 0 in -lb 423 LB TOTAL = 18 168 in-lb 98 lb 5 842 in -Ib rOOSOEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Longitudinal Column Forces: PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 7 OF 15 CALCULATED BY Mbase = 0 IN-LB <_= Based Assumed to be pinned M.T. DATE 8/15/06 Level Pcol- static Pcol- seismic PcoI -total Mcol Mconn- seismic Mconn -total 1 211 lb 0 lb 211 lb 29 in-lb 286 m- in-lb 2 176 lb 01b 176 lb 544 in -lb 478 in4 526 in -lb 3 105 lb 0 lb 105 lb 413 in -lb 294 in -lb 342 in -lb 4 35 lb 0 !b 35 lb 176 in-lb 88 in -lb 135 in4b 5 0 lb 0 lb 0 lb 0 in -lb 0 in-lb 47 in -lb 6 O lb 0 lb 0 lb 0 in -lb 0 in -lb 0 in -lb 7 0 lb 0 lb 0 lb 0 in -lb 0 in -lb 0 in -lb 8 0 lb 0 lb 0 lb 0 in -lb 0 in -lb 0 in -lb 9 0 lb 0 lb 0 lb 0 in -lb 0 in -lb 0 in -lb 10 0 lb 0 lb 0 lb 0 in -lb 0 in -!b 0 in -lb 11 0 lb 0 lb 0 Ib 0 in-lb 0 in -lb 0 in -lb 12 U lb U lb U lb 0 in-lb U in-lb U in -lb 13 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb Transverse Loads: Level Pool- static Pcol- seismic Pco! -total Mcol Mconn- seismic Mconn -total 1 211 lb 243 lb 455 lb 29 in-lb 286 m- 2 176 lb 243 lb 419 lb 544 in-lb 478 in -lb VALUE! 3 105 lb 216 lb 321 lb 413 in -lb 294 in -lb VALUE! 4 35 Ib 114 lb 149 lb 176 in-lb 88 in -lb VALUE! 5 0 lb 0 lb 0 lb 0 in-lb 0 in -lb VALUE! 6 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb 7 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb 8 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb 9 0 lb 0 lb 0 lb 0 in -lb 0 in-lb 0 in -lb 10 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb i 1 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb 12 0 lb, 0 lb 0 lb 0 in -lb 0 in -lb 0 in -lb 13 0 lb 0 lb 0 lb 0 in-lb 0 in -lb 0 in -lb SEIZMIC oftINC, MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 8 OF 15 CALCULATED BY M.T. DATE 8/15/06 Anatyzed per A1SI. Section properties are based on net effective sections. 4 M= 544 IM" 77 KxLx/rx = 1.7 *12 IN/0.5342 IN 38.2 KyLy /ry = 1.7 *12 IN/0.363 IN 56.2 < = == (KVr)max ro= (rxA2 + ryA2 + xoA2)A0.5 0.917 IN 1- (xo /ro)A2 (EQ. C4.2 -3) 0.496 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fel = nA2E/(KL/r)maxA2 92.2 KSI OeX= nAZU(K"rx)AZ 199.6 KSI 01= 1 /AroAZL6J+(TrAZLLw) /(KtLt)A'L) 154.33 KSI FeZ= SEQIIUN PKUPLKIIkS 101.5 KSI A= 2.000 IN Fe= 92.2 KSI B= 1.375 IN Fy /2= 18.0 KSI C= 0.375 IN SINCE, Fe > Fy /2 t = 0.048 IN THEN, Fn= Fy(l - Fy /4Fe) Aeff = 0.306 INA 2 32.5 KSI Ix = 0.087 INA4 Pn= Aeff*Fn Sx = 0.0871NA3 9,941 LB rx = 0.534 IN Oc= 1.92 ly = 0.040 INA4 Sy = 0.043 INA3 Pa= Pn/nc ry = 0.363 IN 5,177 LB J = 0.000 INA4 P/Pa= 0.08 < 0.15 Cw = 0.053 INA6 THUS, CHECK: P/Pa + Mx/Max < 1.33 xo = 0.651 IN Kx = 1.7 Pno= Ae*Fy Lx = 12.00 IN 11,016 LB Ky = 1.70 Pao-- Pnolflc Ly = 12.00 IN 5,738 LB Kt = 1.7 Me= tb'ro-Aen-laey'cyYw•a Lt = 1 Z.UU IN 33 IN-K Fy= 36 KSI My= Sx=Fy G= 11,300 3,144 IN-LB E= 29,500 KSI Mc-- My(1- My /(4Me)] Cmx= 1.0 3,070 IN-LB Cb= 1.0 Max =Maxo= Mc/Of Of= 1.67 1,8391N -LB MX= (1 /(1- ((2c=P /Pcr) j }A-1 0.99 THUS, 419 LB/S177 LB) + (544 IN- LB/1839 IN-LB) = 0.37 1.33, OK rwooSEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL (909) 869 -0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY KIRKLANDS ROBERT QUINTANA ARCHITECTS 9 OF 15 M.T. DATE 8/15/06 Analyzed per AISL Section properties are based on net effective sections. M= 272 IN-LB KxLx/rx = 1.7*12 IN/0.361 IN 56.5 < = == (KVr)max KyLy /ry = 1.7 *12 IN/0.4034 IN 50.6 ro= (rxA2 + ryA2 + xoA2)A0.5 0.818 IN 1 -(xo /ro)A2 (EQ. C4.2 -3) 0.438 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fel= nA2E/(KL/r)maxA2 91.2 KSI Oex= nA1t/(Kxtx/rx)A2 91.2 KSI Cn= 1 /AroALLGJ +(nAZEC.W) /(KtLt)AL) 106.20 KSI I-e1= lIiccl-ttaex+(n)- ttoex+o )"e- t '#- O-aex-cn11 ^u.:)l SEC IION PROPER IIES 56.0 KSI A= 1.078 IN Fe= 56.0 KSI B= 1.375 IN Fy /2= 18.0 KSI C= 0.375 IN SINCE, Fe > Fy /2 t = 0.048 IN THEN, Fn= Fy(1- Fy /4Fe) Aeff = 0.221 INA2 30.2 KSI Ix = 0.029 INA4 Pn= Aeff*Fn Sx = 0.040 INA3 6,663 LB rx = 0.361 IN 0c= 1.92 ly = 0.036 INA4 Sy = 0.041 INA3 Pa= Pn/Oc ry = 0.403 IN 3,470 LB J = 0.000 INA4 P/Pa= 0.06 < 0.15 Cw = 0.020 INA6 THUS, CHECK: P/Pa + Mx/Max _< 1.33 xo = 0.61 IN Kx = -1.7 Pno= Ae*Fy Lx = 12.00 IN 7,939 LB Ky = 1.70 Pao= Pno /Oc Ly = 12.00 IN 4,13S LB Kt = 1.7 Nth t.o-ro-Aerr-taey-axl "v3 Lt = 12.U0 IN 20 IN-K Fy= 36 KSI My= Sy*Fy G= 11,300 1,468 IN-LB E= 29,500 KSI Mc-- My[l- My /(4Me)] Cmx= 1.0 1,441 IN-LB Cb= 1.0 Max=Maxo= Mc/Of Of= 1.67 863 IN-LB Inc= {1 /(1- (OC*P /Pcr)))A -1 0.98 THUS, 210 LB/3470 LB) + (272 IN- LB/863 IN-LB) = 0.37 1.33, OK SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET N0. 10 OF CALCULATED BY M.T. 15 DATE 8/15/06 Since the frame is assumed to resist the seismic loads as a moment resisting frame, the capacity of the rivet beam connection shaft be determined and justified. Mconn= Mseismic + Mstatic 526 [NAB ICAPACITYOFSTUDINSHEAR 1 1/2° Vallow= 0.4 * Fy * AREA * 1.33 l ,440 LB J Vallow= 0.22* Fu * AREA * 1.33 1,440 LB BEARING CAPACITY OF STUDS brg.allow= stud 0 x tmin x Fu x 1.33 46 1,625-LB 080 Mallow= Vallow * d 197 09011 2,160 IN-LB > Mconn OK 1, 0= 0.250 IN tmin= 0.075 IN AREA= 0.0491NA2 Fy= 55,000 PSI Fu- METAL= 65,000 PSI Fu- RIVET= 100,000 PSI SEIZM I CC oft INC. MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 11 OF is CALCULATED BY M.T. DATE 8/15/06 The shelf support shall be analyzed to determine the adequacy of the components to carry the given static and - seismic loads. Assume Partially Fixed support end conditions. End Fmity = 25 % 0 = 0.25 For a simply supported beam, the maximum moment at the center is given by wLA2 /8. An assumption of partial fixity will decrease this moment by the following method: RAcenter = Mcenter(simple ends) - 0 x Mcenter(fixed ends) wLA2 /8 - (0.25 x wLA2/12) wLA2 /8 - wLA2 /48 0.104 x wLA2 Reduction COEFF 9 = 0.104/0.125 0.832 I HUS, Mcenter = B x (wLA2 /8) 0.832 x (wLA /8) Mends = ID x Mmax(tixed ends) wLA2 /12) x 0.25 0.0208 x wLA2 Shelf Load (DL+LL) = 141 LB Fb= 0.6xFy 0.6 x 36000 PSI 21,600 PSI Mmax = 0.104 x wLA2 141.25 LB x 0.33 x 48 x 0.832 / 8 235IN -LB fb = WS 2351N- LB/0.0231NA3 10,219 PSI fb/Fb- static = 0.47 < 1.0 Shelf Support Ok i' .. _ 1 . Mmax = 0.0208 x wLA2 + Mseismic 141.25 LB x 0.5 x 48 x 0.25 112 + 478 IN-LB 549 IN-LB fb = WS 5491N- 1-8/0.0231NA3 23,874 PSI fb /Fb- seismic = 1.11 < 1.33 shelf Support Ok If SUDpO Sx= 0.023 inA3 L= 48.00 in d= 24.00 in Fy = 36,000 psi Transverse per beam = 0.17 Longitudinal per beam = 0.33 SEIZMIC C- MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869 -0981 161 ATLANTIC AVENUE - POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET N0. 12 OF 15 CALCULATED BY M.T. DATE 8/15/06 Braces will be provided @ certain bays to provide lateral stability along the transverse direction. The sole purpose of these braces is to absorb all lateral forces and stabilize the system. Bracing capacity is completely governed by either the tension capacity of the braces or the shear capacity of the connection bolts. The brace is composed of 249a. Panels spot welded every 18" on centers. The panels will be treated as 1 112" x 24ga. Strips Vhorizontal = 98 LB Vdiagonal = Veff x (Ldiag/Lhoriz) 98 LB x 30 IN / 24 IN 122 LB < = == Seismic Load in Tension Tension Capacity of the Strap: or Tallow = 0.6 x Fy x Area -gross x 1.33 0.6 x 36UU0 F' I x 0.036 IN ^L x 1.33 1,037 LB > Vdiagonal, ok Tallow = 0.5 x Fu x Area -net x 1.33 0.5 x 58000 PSI x 0.033 INA2 x 1.33 1,276 LB > Vdiagonal, ok Shear Capacity of Welds. Vweld = 0.3 x Fu -weld x Weld Area 0.3 x 70000 PSI x 0.031 INA2 x 1.33 875 LB Longitudinal Knee brace 1 1/2 x 24ga. Area -gross = 0.036 INA2 Area -net = 0.033 INA2 Lhoriz =D = 24.00 IN Lvert=h = 18.00 IN Ldiag = 30.00 IN Fy = 36,000 PSI Fu -metal = 58,000 PSI Fu -weld = 70,000 PSI Length weld = 0.250 IN Thickness = 0.125 IN Weld Area = 0.0313 INA2 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0889 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Floor Anchored: Movt = 5,842 IN-LB Mst = (140 LB + 280 LB) x 24 IN / 2 5,0401N -LB Puplift = (Movt x 1.15 - 0.9 x Mst) / d 6718 - 45361 1N-LB / 241N 91 LB Vc01= 49 LB Interaction Equation: PROJECT KIRKLANDS FOR ROBERT" QUINTANA ARCHITECTS SHEET N0. 13 OF 15 CALCULATED BY M.T. DATE 8/15/06 lmm3xoIli;l Allowable Tension x 1.33 = 353 LB Allowable Shear x 1.33 = 560 LB of Anchors per Base beam = 2 91 LB/ 707 LB]A(1) + [49 LB/ 1120 LB]A(1) _ Wall Anchored 84 °: Tallow= 100 L13 0.17 Movt= 5,8421N-1B Mal= (140 LB + 280 LB) x 24 IN / 2 5,0401N -LS Mst2 = Tallow * Ht 7,200 IN-LB Puplift= [Mont - (Mstl+Mst2)j/d 5841.55495304114 IN-LB - (5040 IN-LB + 7200 IN- 1B)]/24 IN 267 LB NO UPLIFT Wail Anchored 10S °: Tallow= 100 LB Movt= 7,997 IN-LB < == Movt for 84 x (105/84) x 1.15 Mst 1= 5,040 W-L.B Mst2 = Tallow = Ht 7,200 IN-LB Puplift= [Movt - (Mstl +Mst2)] /d L7997.3668999968 IN-LB - (5040 IN-1-13 + 7200 IN-LB) J/24 IN 177 LB NO UPLIFT Floor Ancors are not required for Wall attached fixtures 1.0 Therefore Ok d = 24.0 IN Ht = /2.0 IN unit width = 4.00 FT unit height= 6.00 FT d = -24.0 IN Ht = 72.0 IN unit width = 4.UU F I unit height= 6.00 FT rOOSEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 - FAX: (909) 869 -0981 161 ATLANTIC AVENUE - POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA ARCHITECTS SHEET NO. 14 OF 15 CALCULATED BY M.T. DATE 8/15/06 PER SECTION 2.3 OF ANSVASCE 7 -95 Load combination per ANSVASCE 7 -9S Resultant Load combination 1 1.413 1.413 2 1.21) + 1.61- +0.5(Lr or S) 1.21) + 1.61- 3 1.2D + 1.6(Lr or S) + (f1 L or 0.8W) 1.21) + 1.01- 4 1.213 + 1.3W +f1L +0.S(LrorS) 1.21) + 1.01- 5 1.21) + 1.0E + (f1 L + f2S) 1.213 + 1.0E + 1.01- 6 0.91) + (1.OE or 1.3W) 0.91) +1.OE DL- total /cal = 70 LB LL- total/col = 140 LB E =341 LB Load combination 1 Pmax = 1.4D 1.4x 10W 98 LB Load combination 2 Pmax = 1.213 + 1.61- 1.2x70 LB +1.6x140 LB 322 LB Load combination 3 & 4 Pmax = 1.213 + 1.01- 1.2x70 LB +1.0x140 LB 224 LB Load combination 5 Pmax = 1.213 + 1.0E + 1.01L 1.2x70 LB +1.0x341 LB +1.0x140 LB 565 LB Load combination 6 Pmax = 0.913 + 1.0E 0.9x70 LB +1.0x341 LB 404 LB Load combination per ACI Pmax = 1.413 + 1.71- 1.4x70 LB +1.7x140 LB 336 LB SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT KIRKLANDS FOR ROBERT QUINTANA A SHEET N0: i 5s OF 15 , CALCULATED BY M.T. - DATE W15/06- __.. The slab will be checked for puncture and bearing stress. If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab. I -Iv Pmax = 565 LB A) PUNCTURE Fpunct = 2.66 x (F'cAO.5) 2.66 x (2500 PSI)A0.5 133 PSI Apunct = [(Weff. +t/2) +(Deff. +t/2)1 x 2 x t 2 IN + 5 IN/2) + (0.375 IN + 5 IN /2)] x 2 x 5 IN 74 INA2 fv /Fv = P /[(Apunct)(Fpunct)] 565 LB /[74 INA2 x 133 PSI.x 0.651 OBn = 0.85 x 0 x fc x Al 1,U36 Lb Pu / 06n = 565 LB / 1036 LB C) SLAB TENSION Adeck = P /[1.0 x fsoil] 565 LB /[1.0 x 500 PSF /(1441NA2/FTA2)] 163 INA2 L = AdeckA0.5 162.65INA2)A0.5 12.8 IN 8 = [(Weff.)(Deff.)1A0.5 + t 2 IN x 0.375 IN]A0.5 + 5 5.9 W b = (L -B) /2 12.75 IN - 5.87 IN) 12 3.4 IN 0.09 < 1.0 OK 0.55 < 1.0 OK Base Plate: Weff. = 2.00 in Deff. = 0.38 in Al = 0.75 inA2 Concrete: t = 5.00 in f'c = 2,500 psi Mconc = (w)(bA2) /2 = [(1.0)(fsa1)(bA2)] /[144 (INA2/FTA2) x 2] 1.0 x 500 PSI x (3.44 IN)A2]/[144 (INA2/FTA2) x 2] of 21 IN4-8 Sconc = 1 IN x (tA2) /6 tsoil = 500 psf 1 IN x (51N)A2/6 4.17 INA3 Fconc = 5 x 0 x fcAO.5 0= 0.65 5 x 0.65 x (2500 PSI)A0.5 162.5 PSI fb/Fb = Mc:onc/[(Sconc)(Fconc)] 20.59 W- LB/[(4.17 INA3)(162.5 PSI)] 10.03 < 1.0 OK