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2310 FARADAY AVE; ; CB060612; Permit
City Of Ca_rlsbad ,-~b5--01-2006 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB060612 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2310 FARADAY AV CBAD Tl Sub Type: Lot#: Status: Valuation: 2120613000 $552,015.00 Construction Type: COMM 0 NEW Applied: ISSUED 03/06/2006 SB 05/01/2006 05/01/2006 Occupancy Group: Reference #: Entered By: Project Title: CVS -11,856 SF Tl OFFICE TO ANIMAL HOSPITAL Applicant: ROSEEN BUILDERS INC 23011 MOUL TON PKWY 92653 949~716-7900 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $1,916.89 $0.00 $1,245.98 $0.00 $0.00 $115.92 $164.80 $0.00 $8,030.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: C V S INVESTMENTS L L C C/O TIMOTHY CONCANNON 100 N RANCHO SANTA FE RD #133 SAN MARCOS CA 92069 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES Total Fees: $28,547.93 Total Payments To Date: $28,547.93 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $8,161.40 $7,533.60 $392.00 $20.00 $126.00 $0.00 $841.34 $0.00 $0.00 ?? $28,547.93 $0.00 ~~s -ATTACHED ~l\eb Inspector: FINAL AFi R)VAL Date: /7.,f / ~ & Clearance: ------ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth In Government Code Secti9n 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exnired. I I '/' PERMIT. APPLICATION l CITY OF CARLSBAD BUILDING DEPARTMENT .1635 Faraday Ave., Carlsbad, CA 92008 Legal Description Subdivision Name/Number Unit No. Phase No. .t\w\\.>AW~~ Gi:iU~ Proposed Use r otal # -Of units State Li_cense # L ~ f "Z., 77::J ~W~Biff~~~-1it&:~:;.111@lh.'1:{~;,~~i~1h;;:;;~~~~l±~:!i'i~~~w~~1Mtt~.s~J!t~J~J;i Workers' Compensation Declara_tion: I hereby affirm under penalty of perjury one of the following declarations: · 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for tJ:ie performance of the work for which this permit is issued. · · -0 I have and will maintain ·workers' compensation, as required by Section 3700 of the Labor Code, foi the perf9rmance of the work for which this permit is . issued. My worker's compensatiorj insurance carrier and policy number are: Insurance Comp11ny · · · · · Policy No. Expiration Date ______ _ (THIS SECTION NEED NOT~~ COMPlETED IF'THE PERMIT IS FOR ONE.HUNDRED DOLLARS [$100) OR LESS) · K: CER~IFICATE OF E_ MPTIQN: I certify that in the performance of. the work for which this permit is issued, I shall not employ any person in any manner so as to.be9ome su~ject to the orkers' C mpensation Laws of California. · . · . . WARNING: Failure r1i .compansetlon coverage 11 unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars M"lrl'llli.111:1mr11~,,<r11tlt1on--to the cost of compe,i111tlon, damages as provided for In Section 3706 of the co , in rest and attorney's fees. DATE (} · 1-hereby a firm tha ·_-exempt f_rom the Contractor's-License:Law fc;,r th~ following reason:· 0 I, a own of the :Property or my employees with wages as ·their sole coniP,\lhsation, will do the work and the structure is not intended or offered for sale (Sec. 704 , usiness ar.id Arofession_s Co~e:·rhe Contrl!Ctpr's License Law do.es not apply to an owner of proper:ty-wh_o builds or improves thereon, and who does such work himself or through his own enip!oyees, provided that SL/Ch improv11ments are not intended or Offered for sale, If, however, the building or improvement is sold within one year of completion, the o·vvne·r-builder will have the ·t/urd_en of proving that he did ·l)0t build or improve for the purpose of sale). 0 I, as owner"of th,e property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ·contractor's License Law does ,not-apply to an owner of property wh(? ·builds or improves therecm, and contracts· for such projects with cont.r.actor(s) licensed pursuarit to the Contractor's Licen~1;1 Law), · · · · . . . . . .CJ. 1 • . ' 2. 3. I am exempt under ~action ______ Business and Professions <:;ode for tliis reason: I personally plan-to.provide the._majo~ labor and materials for construction of the proposed-property improvement. 0 YES ONO I <.h!lve / have not) signed,an application for a buil!ling permit for the proposed work. I have contracted _with '-the _following person (firm_l to provide the proposed construction (include name / address / phone number / contractors license numberi: 4. I plan to provide. portions'of the ;,.,ork, b-~t f·have hired ~he following person to ~oordinate, supervis~ and ·provide the ,.;ajor work (lncl~de name/ address/ phone number/ contractors.JJpense number): · 5. I will provide some of the work, .bi.It I have c9ntracted (hirecl) the following persons to pr1>vlde·the work indicate.d (Include name / !iddress / phone number / type of work): · : · PRCDF'ER-TY OWNER ,SIGNATURE_,,.,._..__,_ __ .,.._,_______________ DA'l"E ________ _ ~taWmIDt'tf~U!i~11lf(!!lrlfifiMB~1~~~~~t~~~-~tr.~ii1il :is the applic!lnt or .futu.re building oci;upant .reqµired to -s~bmit a business plan, acutely hazardous materials registration ~?t1 .c;,r risk man!lgem11nt an~ prevention program under SectlQns 26506, 25533 pr 2.5634 of the Presley-Tanner Hazardous Substance Account Act7 O YES ll2i',No Is the·_app_l'.cant _or futu;e buildil)g ~c~upant-required,to obtain a permit from the air pollution control dls~J1 or air quality management district? O YES ~ NO Is the facihty to be cpnf!tructed·w1thrn 1 ;090 feet of the outer bouf1dary of a school site? O ·YES ~ NO . · IF A!"'Y Of THE·ANSWERS.AR!: Y.ES, A,FINAL CERTIFICATE OF OCC\JPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CON'l"ROL DISTRICT. . -~,rli!l~~•••~YJ&~zm~~~1'.!i;l~~~'B/j~!r:1£t'li~lf~l~~i&~€f,;~~~A~»~ci:~i~~~f\8~~~~~ I heret/y affirm'that there-is a construction lend_ing agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). · · LENDER'.S NAME LENDER'S ADDRESS I certify th11t. I have read the application and state that the above information is cc;,rrect and that the information on the plans i~ accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of. Carlsbad to enter upori the 11bove mentioned property for inspection p1,1rp~ses. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF ~ARLSBAD AGAINST ALL LIABILiTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS P~RMIT. OSHA: An OSHA permit is required for e vations over 5'0" deep and demolition or construction of str1,1ctures over 3 stories in height. EXPIRATION: Every pe_rmit Issued bY, th b ddi~g Official under the provisions of this -Code shall expire by limitation and become null and void if the bu[lding or work authori~ed by such permit !s nqt com me wlth1 180 days from the date of such permit or if the building or work authorized by such .permit is suspenq13d or abandoned .at any time after the work 1s com od of 180 days (Section 106.4.4 Uniform Building Code). "7 v-!'---/7 J APPLICANT'S SIGNATURE 'f--,:,,'j'-nlf-M+--'-------------------DATE __ v.c.-_ ... &....__v ____ 0 ___ _ YELLOW: Apolir::ant PINK: Finance .,...,.--=-,,,,c_,. CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD Plan Check #: Permit#: Project Name: Address: CB060612 CVS -11,856 SF Tl OFFICE TO ANIMAL HOSP"ITAL 2310 FARADAY AV Contact Person: MIKE Phone: 7149145007 Water Dist: CA Sewer Dist: CA Date: 12/15/2006 Permit Type: Tl Sub Type: COMM Lot: 0 ................................................................................................................... Inspected By: __ _f,,2J-.M~L- lnspected Date ~/;:fi-k6 Approved: Inspected: !zL--Disapproved: __ .,,, r1 Date By: ________ _ Inspected: Approved: Disapproved: __ Inspected Date By: ________ _ Inspected: Approved: Disapproved: __ ........................................................................................................................................................... Comments: _______________________________ _ fnsp'ection List Permit#: CB060612 Type: Tl COMM CVS -11,856 SF Tl OFFICE TO ANIMAL HOSPITAL Date .. __ ll}~pec~i_on_ !~~Ill 12/18/2006 89 Final Combo 12/18/2006 89 Final Combo 12/1'5/2006 89 Final Combo 12/15/2006 89 Final Combo 12/04/2006 29 Final Plumbing 11/09/2006 84 Rough Combo 11/01/2006 84 Rough Combo 10/26/2006 14 Frame/Steel/Bolting/Weldin 10/26/2006 34 Rough Electric 10/24/2006 14 Frame/Steel/Bolting/Weldin 10/24/2006 24 Rough/T opout 10/24/2006 34 Rough Electric 10/24/2006 44 Rough/Ducts/Dampers Inspector JM JM JM JM JM JM JM JM JM JM JM 10/16/2006 33 Service Change/Upgrade JM 10/12/2006 14 Frame/Steel/Bolting/Weldin JM 10/12/2006 24 Rough/Topout JM 10/12/2006 34 Rough Electric JM 10/12/2006 44 Rough/Ducts/Dampers JM 10/11/2006 17 Interior Lath/Drywall JM 09/22/2006 15 Roof/Reroof JM 09/22/2006 17 ln.terior Lath/Drywall JM 09/12/2006 62 Steel/Bond Beam 09/12/2006 66 Grout 09/11/2006 62 Steel/Bond Beam 09/05/2006 66 Grout 08/28/2009 62 Steel/Bond Beam JM JM JM JM TP 08/25/2006 62 Steel/Bond Beam JM 08/24/2006 14 Frame/Steel/Bolting/Weldin JM. 08/24/2006 62 Steel/Bond Beam JM 08/09/2006 14 Frame/Steel/Bolting/Weldin JM 08/09/2006 23 Gas/Test/Repairs JM 08/09/2006 34 Rough Electric JM 08/07/2006 14 Frame/Steel/Bolting/Weldin RB 08/07/2006 24 Rough/Topout RB 08/07/2006 34 Rough Electric RB 07/07/2006 11 Ftg/Foundation/Piers JM 07/03/2006 11 Ftg/Foundation/Piers JM 07/03/2006 14 Frame/Steel/Bolting/Weldin JM 06/19/200_6 11 Ftg/Foundation/Piers JM 06/14/2006 12 Steel/Bond Beam JM 05/18/2006 11 Ftg/Foundation/Piers JM Tuesday, December19,2006 Act Comments ---------- Fl RI PM PLEASE RI PM PLEASE CO SEE LIST ON SITE AP RELEASE GAS METER AP T-BAR COMPLETE CEILING CA WRONG PERMIT NUMBER ENTERED PA SEE PLANS PARTIAL T-BAR PA CEILING PA PARTIAL T-BAR, SEE CEILING PLAN WC PA PA AP PA WC WC WC AP AP AP WC AP CA PA co PA AP co AP AP AP co AP co AP co PA co cb PA HOUSE PANEL T-BAR@ LINAR ROOM UTILITY ROOM WALLS & HARD LIDS OK TO GROUT 2ND LIFT@ UTILITY ROOM MIKE OK TO POUR 1 ST LIFT@ UTILITY RM. MISSING HORIZONTAL STEEL @CMU SHIELD WALL. 1ST LIFT AT IODINE ROOM LEAD WALL @ LINAR ROOM VERTICAL STEEL NOT PER PLAN WALLS· BLDG WALLS SEE NOTICE OK TO POUR WALLS & LID @ LINAL ROOM 31N CLEAR TO FORMS LOBBY ROOF FRAME WALLS COMPLETE LIST ON SITE (3) SLABS & LINEAL FOUNDATION CMU WALL FOOTN Page 1 of 2 , 05/17/2006 11 Ftg/Foundation/Piers JM co SOILS REPORT 05/17/2006 21 Underground/Under Floor JM co 05/17/2006 31 Underground/Conduit-Wirin JM co 05/11/2006 21 Underground/Under Floor JM AP SUBMIT TO CITY FOR CHANGES 05/10/2006 21 Underground/Under Floor JM co REMOVE FOAM WATER TEST REQUIRED Tuesday,December19,2006 Page 2 of 2 City of Carlsbad Bldg Inspection Request For: 12/18/2006 Permit# CB060612 Inspector Assignment: JM Title: CVS -11,856 SF Tl OFFICE TO Description: ANIMAL HOSPITAL Sub Type: COMM Type:TI Job Address: Phone: 7149145007 Suite: 2310 FARADAY AV Lot 0 Location: Inspector: OWNER CVS INVESTMENTS L L C Owner: C V S INVESTMENTS L L C Remarks: PM PLEASE ----- Total Time: Requested By: MIKE ROSEEN Entered By: KAREN CD Description Act Comment 19 Final Structural ~ 29 Final Plumbing ~ 39 Final Electrical 49 Final Mechanical Comments/Notices/Holds Associated PCRs/CVs Original PC# CV050333 CLOSED H-CONST W/OUT PERMIT; CV060940 CLOSED O -NO BIZ LICENSE; PCR06133 ISSUED CVS-LEAD BRICK WALL DEFFERED; SUBMITTAL Inspection History Date Description 12/15/2006 89 Final Combo 12/04/2006 29 Final Plumbing 11/09/2006 84 Rough Combo 11/01/2006 84 Rough Combo 10/26/2006 14 Frame/Steel/Bolting/Welding 10/26/2006 34 Rough Electric 10/24/2006 14 Frame/Steel/Bolting/Welding 10/24/2006 24 Roughrfopout 10/24/2006 34 Rough Electric 10/24/2006 44 Rough/Ducts/Dampers 10/16/2006 33 Service Change/Upgrade Act co AP AP CA PA PA PA WC PA PA AP lnsp Comments JM SEE LIST ON SITE JM RELEASE GAS METER JM T-BAR COMPLETE CEILING JM WRONG PERMIT NUMBER ENTERED JM SEE PLANS PARTIAL T-BAR JM CEILING JM PARTIAL T-BAR, SEE CEILING PLAN JM JM JM JM HOUSE PANEL e CROSS ENGINEERING CONSUL TING STRUCTURAL ENGINEERS E-Mail/FAX -RFI #5 Date: June 16, 2006 To: Richard Rauh, Raubaus Architects Fax No.: (949) 716-9959 Copies To: Mr. Greg Roseen, Roseen Builders file No. of Pages: 2(including this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Specialists Carlsbad, CA Job No.: 05-121 Regarding: RFI #5 response. Response to RFI #5: Per your request, we have reviewed RPI #5 ( attached for reference). The attached RPI paraphrases our previous conversations with the contractor and we take no exception to the field reinforcing alternatives described within. The wall opening above the door shall have typical wall reinforcing per our standard details with at least two continuous bars placed at all edges of the opening. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, Kirk D. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax , May 31, 06 10:32a Gregg Roseen Roseen Builders ~corporated 23011 Moulton Pkwy> D-2 Laguna Hills, CA 92653 (949) 716-7900 Fax (949) 716-7901 TO: Raubaus A:cchitecm TO: Kirk Cross TO: TO: DESCRIPTION: -9497167901 p.1 Request for Information RFI#: 5 ----------Oa te: 5/31/2006 Project: Cali_fomia Veterinary Specialists Project#: _2_00;..;6-004'------------ FAX: 949--716-9959 FAX: 714-556-9806 FAX: FAX: · 1. Please confinn that per conversation between Kirk Cross aild Gregg Roseeii it is acceptable to stllrt the wall.· teinioroemcnt #7 @ 12" oc as ~hown in detail 10 / SD3 @ (+ /-)1 -1/2" above the foam around the existing foo:!ieg. This wait steel is not tied into the footing ~existing or new) at about 2 fe.et each side of the exis#$ column. The horizontal steel is wntinious in this m.-ea. 2. Also please conli:an that the wall opening above the door ( for ductwork and other pipe) can be 48" wide x 12" high. This opooing does not need anv additional rebar. S~ BY: Greei>ti: M. Roseen DATE: __ --'-'5/_3""'1/'-"06 ______ _ RECEIVED BY: DATE: _________ _ REPLY:. --------------------------------- BY: DATE: 1 e CROSS ENGINEERING CONSUL TING STRUCTURAL ENGINEERS E-Mail/FAX-RFI #4 Date: June 16, 2006 To: Richard Raub, Raubaus Architects Fax No.: (949) 716-9959 Copies To: Mr. Greg Roseen, Roseen Builders file No. of Pages: iOncluding this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Specialists Carlsbad, CA Job No.: 05-121 Regarding: RFI #4 response. Response to RFI #4: Per your request, we have reviewed RFI #4 ( attached for reference). We take no exception to the use of epoxy to secure the doweling in question. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, Kirk D. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax .-------------------·----·-·-·-·--------------------------- p.2 Jun 05 06 11 :42a Rauhaus Freedenfeld Roseen Builders Incorporated 23011 Moulton Pkwy. D-2 Laguna Hills. CA 92653 (949} 716-7900 Fax (949) 716-7901 TO: Rauhaus Atc::bitects TO: Kirk Cml!S TO: TO: DESCRJPTIOl'll: Request for ln~ormation RFI#: 4 ---------Date; 5/18/2006 .~ject: Califomia Veterinary Spec:islists Project#: _.2.0_06--0 __ 04 ______ _ FA){: 949-716-9959 FAX: 714-556-9806 FAX: ---------F .AX: Please coofiim that per oci.nvea;ation between Kuk Cxoss and §:eAA Roseeo itis. aooeptable to epoxy the #5 vertical 2:cbar iu. the top of ez:istiog slab/ footing against the exterior emtiog cona:cte tilt ;up wall fut the maSODXJ' sl,e;,lding-.111 in rm.131 Jdodine. The wall is shown on det:ail 15/ SD3. The vettk:al #5 steel will be pJaced as per the plans@ 8" O.C. SENT BY: Gsmf M. Roseea DATB: __ _.S/_1_.8/_0_tS ____ _ RECEIVED BY: DATE: ---------- REPLY: ___________________________ ...,... ___ _ BY: DATE: ---------- Roseen Builders Incorporated . . 23011_Moulton Pkwy, D-2 Laguna Hills, CA 92653 (949) 716-7900 Fax (949) 716-7901 TO: Rauhaus Atcbit:ects TO: TO: TO: DESCRIPTION: Request for Information RFI#: __,. ___ ..;;.1 ____ _ Date: 5/17/2006 Project: Califomia Veterinary Specialists Project#: .;;;20;;..;0;.;;.6-..;;.0 ... 04;.... _____ _ FAX: --------- FAX: --------- FAX: 1. Please confirm. that per conversation between Gregg Roseen 'and Kirk Cross, the masom:y waUas shown ~ details 5/ 8D2 and 15/ 8D3 can sit on top of the slab. ;Meaning that the slab and footing will be pouted momolithic. The vertical steel from the footing to the wall will still maintain the 36" lap as shown on both details. ---------------· ·- SENT BY: Greggty M_Roseen DATE: __ __,5/;...1-"'8/:...;0_6 ____ _ RECEIVeD BY: DATE: _________ _ REPLY: -------------------------------- BY: DATE: e CROSS ENGINEERING CONSUL TING STRUCTURAL ENGINEERS E-Mail/FAX -RFI #1 Date: June 16, 2006 To: Richard Rauh, Rauhaus Architects Fax No.: (949) 716-9959 Copies To: Mr. Greg Roseen, Roseen Builders file No. of Pages: 2(including this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Speciali&ts Carlsbad, CA Job No.: 05-121 Regarding: RFI #1 response. Response to RFI # 1: Per your request, we have reviewed RFI #1 (attached for reference). The attached RFI paraphrases our previous conversations with the contractor and we take no exception to the alternatives described within. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, Kirk D. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax CITY OF CA~'SJ2!A.D BUILDING AND SAFETY DIVISION STRUCTURAL OBSERVATION REPORT FORM .,___ ___________ _ Report No. __ / ___ _ This report Includes all workthrough ___ J_f.P __ dayof ___ J.c...-u""'"N,_S. _____ __, i~ PROJECT ADDRESS Z.-0/0 ~,::,~ OWNER AvS. STRUCTURAL OBSERVER Kirk D. Cross LIC. OR REGISTRATION NO. S3886 Page No. I of_l_ STRUC. OBS. PHONE NO. ( 714) 556-5475 BUILDING PERMIT NO. C/!Je>~&>ib/f DATE OBSERVED STRUCTURAL ELEMENTS AND TlrEIR CONNECTIONS LOCATION AND PORTIONS OF BLDG. jf<.E.- OBSERVED DEFICIENCIES ·!-------------- I DECLARE THAT THE FOLLOWING STATEMENTS ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF: 1. I am the registered engineer or licensed architect who.has.responsible charge for the structural observation. 2. I, or another registered engineer or licensed architect who I have designated above and is under my responsible charge, has performed the required site visits at each significant construction stage to verify if the structure Is in general conformance with the approved plans and specifications. 3. All deficiencies that I documented have been corrected unless otherwise indicated above. 4. I understand that final acceptance of the structural systems by the Building and Safety Division cannot occur without the correction of all observed deficiencies. 5. I am responsible for the submission of the original of this report to the Building and Safety Division, City of C~"--5/bA:O 6. I have provided structural observation in accordance with the requirements of the City Of C.A{ll.$fJAP • I ~N>t', SIGNED . } (e OF vl,P/112. . 2005; AT aA'(1.J,,,,s .f3Af? .CA D Y MONTH YEAR CITY X ~,~ STRUCTURAL OBSERVATION DOES NOT WAIVE ANY OF THE REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF BUILDING & SAFETY . VALID ONLY IF SIGNED INRED STAMP OF ENGINEER OR ARCHITECT e CROSS ENGINEERING CONSUL TING STRUCTURAL ENGINEERS E-Mail/FAX -RFI #7 Date: June 16, 2006 To: Richard Rauh, Rauhaus Architects Fax No.: (949) 716-9959 Copies To: Mr. Greg Roseen, Roseen Builders file No. of Pages: 2.(including this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Specialists Carlsbad, CA Job No.: 05-121 Regarding: RFI #7 response. Response to RFI #7: Per your request, we have reviewed RFI #7 ( attached for reference). The tapered wall in the Linac room is considered a standard wall and shail be reinforced similar to the typical wall shown in detail 12/SD3. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, KirkD. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax Jun 14 06 10:26a Gregg Roseen Roseen Builders Incorporat~d 23011 Moulton Pkwy,, D-2 Laguna Hills, CA 92653 (949) 716-7900 Fax (949) 716-7901 TO: luuhaus .An:hitects TO: Kidt. Cross TO: TO: DESCRIPTION: -······-· ----------------- 9497167901 p.2 Request tor Information RFI #: __,,,_,, __ ..;.7 ____ _ Date: 5/31/2006 Project: Califotnia V eterinaty Specialists Pmject #: _2_00_6-.... 00 .... 4 ________ _ FAX: 949-716-9959 FAX: 714-556-9806 FAX: --------- FAX: 1. Please conwm that "the tapea:ed wall .in lhe I..inac %0om is c:oncidered a typical wall and the reinfoxdng steel detail shall conform.with the typical wall shown 011 12/SD3. SENT BY: Gn:gpty M. R.oseen DATB: __ ~6/;.::l;;.:3/~0.::.6 ____ _ · RECEIVED BY: DATE: _______ _,___ REPLY: ------------------------------ BY: _________________ _ DATE: ________ _ e CROSS ENGINEERING CONSULTING STRUCTURAL ENGINEERS E-Mail/FAX -RFI #6 Date: June 16, 2006 To: Richard Rauh, Rauhaus Architects Fax No.: (949) 716-9959 Copies To: Mr .. Greg Roseen, Roseen Builders file No. of Pages: 2(including this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Specialists Carlsbad, CA Job No.: 05-121 Regarding: RFI #6 response. Response to RFI #6: Per your request, we have reviewed RFI #6 ( attached for reference). The attached RFI paraphrases our previous conversations with the contractor and we take no exception to the field reinforcing alternatives described within. The portion of the horizontal rebar touching the foam shall be wrapped with a prot~tive material that inhibits corrosion. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, KirkD. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax --------------·-········· ···----------------------- Jun 14 06 10:26a Gregg Roseen 9497167901 p.1 Roseen Builders Incorporated Request for Information 23011 Moulton Pkwy> D-2 RFI #: __,,.___, ___ 6 ______ _ Date: 5/31/2006 Laguna tJilJs, CA 92653 Project: California V etetina!-)' Specialists (949) 716-7900 Fax (949) 716-7901 Project#: _20_0...,6 .... -0""'04 __________ _ TO: Rauhaus Archimas FAX: 949-716-9959 TO: KidtCross FAX: 714-556-9806 TO: FAX: TO: FAX: DESCRIPI'lON: 1. Please conmm that per coovei:sation between Kim Cross and Gregg Roseea ids a.cxcptable that the #8 -horizoo.tal rebar shown on 12/8D3 is placed on the owside of the #7 vetCk:als, due to the locition of the existing columns. Since tlie horizontal bar is COlllinuous as it wraps around the north / west comer of the wall, the lap is placed on the outside of the north wall vertical steel as well. Also please confirm that it is known and accepted tint the #8 horizontal :rebu is touching 1hc foam placed on the existing column. This condition accures on both existing columns 1l1: all of the horiz011tal inte.tsections. SENT BY: Grego.ty M. Roseen DATB: __ ---:6/_t...,3f_0_6 ____ _ RECEIVED BY: DATE: _________ _ REPLY:..,...---------------------------------- BY: _________________ _ DATE: ---------- ·----.. ---i~i....;t ·-~-· ___ ,--~~---~-...... ,, --~-=..--~~---~---·-------"---···----< ------~--.:...." --,,,,.,_ • • -~ j PROJECT NO. t; J; \ ·' "' ' CLIENT OR O~NE~ . . (;Ji, 1 \ . PROJECT NAME n--. FIELD MEMO EARTHWORK CONTRACTOR . .. ·. · .'c:: : .. CLIENT REPRESENTATIVE / DAY I : • TA1:1-~f Ii ji------------------------~---------~~--~---=-1 } ,11---------------------~-~---~-~---~----~~-1 GLDBAL _l3£D-£NGIN££R/NG, INC. 2712 Dow Avenue Tustin, California 9W80 Office (714) 505-8040 Fax (714) 505-8043 e-mail: global@globalgeo.net . ., I By: <l. (Signature) Jt:"'. tLe,,, :<i';;D,,., e. . (Print) i, e CROSS ENGINEERING CONSUL TING STRUCTURAL ENGINEERS E-Mail/FAX-RFI #10 Date: July 5, 2006 · To: Richard Rauh, Rauhaus Architects Fax No.: (949) 716-9959 Copies To: Mr. Greg Roseen, Roseen Builders file No. of Pages: 2(including this cover sheet) From: Kirk D. Cross, SE Cross Engineering Project: California Veterinary Specialists Carlsbad, CA Job No.: 05-121 Regarding: RFI #10 response. Response to RFI # 1 0: Per your request, we have reviewed RFI #10 (attached for reference). Per CBC section 1907.7.1 the required clearance shall be ¾" for reinforcing bars not exposed to earth or weather. Please review and comment as needed. Please forward this response to the field. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, KirkD. Cross, S.E. 3198-G Airport Loop Drive • Costa Mesa • CA 92626 • (714) 556-5475 • (714) 556-9806 Fax Roseen Builders Incorporated Request for Information 23011 Moulton Pkwy, D-2 Laguna Hills, CA 92653 (949) 716-7900 Fax (949) 716-7901 TO: Rauhaus Architects TO: Kirk Cross TO: TO: DESCRIPTION: RFI#: 10 ----------Date: 7/3/2006 Project: California Veterinary Specialists Project #: 2006~004 ....;.._;;...~------- FAX: 949-716-9959 FAX: 714-556-9806 FAX: FAX: Please confirm that the minimum clearance for the rebar in the vault is 3 / 4" to the outside face of form. Meaning that the rebar will have a minimum of 3 / 4" of concrete around it. SENT BY: Gregory M. Roseen DATE: __ ___;7.:../;;.:3/....;.0~6 ____ _ RECEIVED BY: DATE: ---------- REPLY: --------------------------------- BY: -------------------DATE: _________ _ 10/18/2006 14:32 FAX 848 718 0834 October 16, 2006 Mr. John Mildbrandt City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 North America Power & Li RE: 2310 FARADAY AVE. CARLSBAD CA To whom it may concern, All hardware, bolts, lugs and bussing on electrical equipment have been torqued to manufacturer's specifications on the project known as 2310 Faraday Avenue. If you require any more information please do not hesitate to contact me at your earliest convenience. North America Power & Lighting Co. 26762 Carretas Drive Mission Viejo, CA 92691 Business Phone: (949) 716-0624 Business Fax: (949) 716-0634 ~ f.wkJ James P. Lukasik/ Owner " P E R F O R M A l,\T C E J3 Y P R O F E S S I O N A L S '' 26762 Carretas Drive, Misslon Viejo, CA 92691 omee 949.71El.0624 • Fax 949.716.06~4 • Mobile 949,292.5856 • License #794611 Ill 001/001 EsGil Corporation In <Partners nip witn government for (}3uiUing Safety DATE: 5/1/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0612 PROJECT ADDRESS: 2310 Faraday Ave SET: III PROJECT NAME: CVS-Angel Care Cancer Center -TI a NT JURIS. REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the ju_risdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person ~ REMARKS: Applicant to hand carry the plans directly to the City of Carlsbad this does not assure a permit will be issued the city may have other corrections. By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures: 4/24/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In (J!artnersfiip witfi government for (}Jui{cfing Safety DATE: 4/20/06 D APPLICANT D JURIS. JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0612 SET: II D PLAN REVIEWER D FILE PROJECT ADDRESS: 2310 Faraday Ave PROJECT NAME: CVS -Angel Care Cancer Center -TI D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Gregg Roseen 23011 Moulton Pkwy Suite D2, Luguna Hills, CA 92653 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gregg Roseen Telephone#: 949-716-7900 Date contacted:4--20-de (by:~) Fax #: Mail ./telephone 0ax In Person REMARKS: \)~ By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures: 4/13/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 06-0612 ', 4/20/06 RECHECK PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2310 Faraday Ave DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/13/06 REVIEWED BY: Doug Moody FOREWORD (PLEASE READ): PLAN CHECK NO.: 06-0612 SET: II DATE RECHECK COMPLETED: 4/20/06 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo City of Carlsbad 06-0612 ' . 4/20/06 Please make all ·corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. The resubmitted plans did not include Plumbing or Mechanical plans the following comments still apply. 10. Please revise the plumbing plans to show the roof drains for the new roof. 11. Please revise the plumbing plans to show the method of washing down the kennels (Are hose's to be installed in the kennel areas?) 12. Please clarify the waste line plans are the kennels intended to be combination waste and vent? Where are the traps protecting the waste line? 13. If a combination waste and vent system is intended, please revise the plans to show compliance with section 910 of the UPC. 14. Provide complete energy designs for the proposed changes in the envelope and mechanical systems. Provide the completed ENV-1-C and MECH-1-C forms showing energy compliance. 16. The completed and signed ENV-1-C and MECH-1-C forms must be imprinted on the plans. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. City of Carlsbad 06-0612 I • 4/20/06 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 1:1 No 1:1 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. l ' EsGil Corporation In <Partnersnip witn (}011ernment for (]3ui{cfing Safety DATE: 3/20/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0612 PROJECT ADDRESS: 2310 Faraday Ave SET: I PROJECT NAME: CVS -Angel Care Cancer Center -TI D APPLICANT D JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substa.ntially comply with the jurisdiction's building codes ~h~n minor deficiencies identified bel_ow are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Gregg Roseen 23011 Moulton Pkwy Suite D2, Luguna Hills, CA 92653 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gregg Roseen Telephone#: 949-716-7900 Date contacted:'3/'1l>{d(J(by: kP'} Fax #:qL{q 7 /0 -7 610 f Mail Telephone V Fax /,n Person D REMARKS: By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures: 3/9/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 06-0612 3/20/06 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 06-0612 OCCUPANCY: B JURISDICTION: City of Carlsbad TYPE OF CONSTRUCTION: IIIN ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 3/6/06 USE: Animal Cancer Center ACTUAL AREA: 11856sf STORIES: 1 HEIGHT: OCCUPANTLOAD: 146 DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/9/06 DATE INITIAL-PLAN REVIEW COMPLETED: 3/20/06 PLAN REVIEWER: Doug Moody· FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC) tiforw.dot ';, City of Carlsbad 06-0612 3/20/06 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Provide a ~tatement on the Title Sheet of the p_lans stating that this project shall comply with the 2001 editions of the California Building/Plumbing/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC. 2. Provide a ·section view of all new interior partitions. Show: a) Method of attaching top plates to structure. (Please revise the spacing of the studs used for lateral bracing to 4' or provide calculations to show the 8' spacing adequate. b) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM STRUCTURAL CONCRETE OVER 2500 PSI EXPANSION/EPOXY ANCHORS REQUIRED? REMARKS 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. City of Carlsbad 06-0612 3/20/06 5. Please note on the plans "AC Cable is not allowed in A, B, E, H, and I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". 6. Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131 (d). (5,000 square foot exemption has been eliminated-AB 970 energy design change) 7. Please correct the L TG-1-C forms to show the correct type of automatic controls (manual switch do not comply) 8. Please revise the single line diagram to show the grounding of the new transformer indicate the location of the grounding connection to be per section 250-30 A (4) of the NEC. 9. Please imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. 10. Please -revise the plumbing plans to show the roof drains for the new roof. 11. Please revise the plumbing plans to show the method of washing down the kennels (Are hose's to be installed in the kennel areas?) 12. Please clarify the waste line plans are the kennels intended to be combination waste and vent? Where are the traps protecting the waste line? 13. If a combination waste and vent system is intended, please revise the plans to show compliance with section 91 O of the UPC. 14. Provide complete energy designs for the proposed changes in the envelope and mechanical systems. Provide the completed ENV-1-C and MECH-1-C forms showing energy compliance. 15. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 16. The completed and signed ENV-1-C and MECH-1-C forms must be imprinted on the plans. 17. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 11348.2. These requirements apply as follows: a) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. _J City of Carlsbad 06-0612 3/20/06 18. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.4.3. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No 0 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208,. San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. ' City of Carlsbad 06--0612 3/20/06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DES.CRIPTION: ~~Jo FA~t?A)' AvE. , ~&AOJ4 PLAN CHECK NUMBER: 0 (p O Oft;, 1-z. OWNER'S NAME: JL(rlofl, (Jf. tu,c f ,1 a d(I J I, as the owner. or agent of the owner {contractors may nQ! employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector{s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the listed e. UBC Section 106.3.5. I, as the engineer/architect of record, certify that I have prepared the foHowiDg special inspection pro.ip-am a$ requ:ired by UBC Section 106.3 .5 for the construction project located at the site lis · 1. List of work requiring special inspectlo'n: D Soils Compliance Prior to Foundation rnspection {gJ structural Concrete Over 250'0 PSI . D Prestressed Concrete D Structural Masonry 0 Designer Specified D Field Weldin 0 High Strength Bolting (gj Expansion/Epoxy Anchors 0 Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) re$pon:sible for the special inspections IJ$ted above: A.-------------------------------8. _________________ ..__ ___________ _ C. ------------------------------ 3. Duties of the special inspectors for the work listed above: A. 0:1?5~JZ.,'Ve., ~t1et-ZT f-rffl1:N4 pp; 1i==?r Gk'·"""~ pP;t,. )!t,1.,1,. c:: PNC::: ~te'U= .:PV$ .:z iz~ p.[.r.. Speeiat irlspeclora shall check in with the City and present thei, C;red&nlial& for approYal .IWQd.2 beginning work on lhe job si!E!. ~nn/ ~~n·~ rrr•~ Qt:~7. nnn7.'Rn·~vw L'd io6L9iL6v6 ueeso~ 55010 dLQ:9O 90 iz 1e[N , City of Carlsbad 06-0612 3/20/06 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody PLAN CHECK NO.: 06-0612 DATE: 3/20/06 BUILDING ADDRESS: 2310 Faraday Ave BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: IIIN BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tl 11856 46.56 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance ... , Type of Review: El Complete Review D Structural Only D Repetitive Fee 3 Repeats Comments: D Other D Hourly I Hour * Esgil Plan Review Fee ($) 552,015 552,015 $1,916.891 $1,245.981 $1,073.461 Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB O C:> 0 b I z_, . DAT& ------- ADDRESS ~ ~ / a 4-r A-r71J · !}v 9"'-f. . · Jt l ~ [){,f, }o. . "RESIDENTIAL RESIDENTIAL ADDITION MINOR ( < $10.000.00) NANTIMPROVEMENT , PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDING DATE :td,Y;/4 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D .,Estimate based on unconfirmed information from applicant. ~ Calculation based on building plancheck plan submittal. . Address: d 3 / D ~ /v{. Bldg. Permit No .. --=CJ'--',,:;.__:::.6__._G"'-lf.__...£~-- Prepared by: 'C5j"' · Date: ~~ Ch~cked by: ____ Date: ____ _ EDU CALCULATIONS: List types and square footages for al,uses. Type(}~~~ s~it~. __ c._5 __ ) __ EDU's: ----',__.;J.___3 __ EDU's: ____ _ Types of Use: ______ _ ADT's: _____ _ FEES REQUIRED: WITHIN CFO: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) ~ARK-IN-LIEU FEE PARK AREA & #: __ _ iv • / FEE/UNIT:.____ X NO. UNITS: ~ TRAFFIC IMPACT FEE / . ADT's/UNITS: 3(;;5 X FEE/ADT: l/3 ~ BRIDGE AND THOROUGHFARE FEE (DIST. #1 -~-DIST. #2 __ _=$ If?! ? / ADT's/UNITS: 's 0 5 X FEE/ADT: J_ ~ ~-FACILITIES MANAGEMENT FEE ZONE: 5 _, . / -UNIT/SQ.FT.: ~/ f /l. X FEE/SQ.FT./UNIT: • ¥"0 · o/s. SEWE;R FEE EDU's: ,ef:3 X FEE/EDU: 9f35 ,... BENEFIT AREA: 1- EDU's: , J--3 ~-§EWER LATERAL ($2,500) ~ DRAINAGE FEES PLDA. __ _ ACRES:____ X ~-POTABLE WATER FEES UNITS CODE CONNECTION FEE X FEE/EDU: i:9C? 3 HIGH __ /LOW __ FEE/AC:. __ _ METER FEE SDCWAFEE =$ (jl(~ 79 =$,____.:;,# __ =$ e" , SDCWA FEE 1 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7 /14/00 August 8, 2005 Hofman Planning Ignacio Rincon Ste 150 5900 Pasteur Ct Carlsbad CA 92008 RE: CUP 05-16 -CVS City of Carlsbad IREfhl••li~i·J4·114ii,14111 [5)1E C re I WI re Im ml AUG 1 O 2005 ~ HOFMAN PLANNING ASSOCIATES Thank you for applying for a Land Use Permit in the City of Carlsbad. The Planning Department has reviewed your Conditional Use Permit (CUP) and has determined that the proposed project does not need a CUP. The project location is within the Carlsbad Research Center and the Specific Plan for the Carlsbad Research Center. Based upon the description of this project, this use qualifies as Research and Development Type use which is a permitted use. Since a CUP is not needed, the project needs to be withdrawn. Please submit a letter requesting staff to withdraw the project as well as a refund. Please call me if you have any questions at 760-602-4624. Sincerely, Chris Sexton Planning Technician II CS:bd 1635 Faraday Avenue • Carlsbad, CA @ ·Carlsbad Fire Department Plan Review Requirements Category: Tl , COMM Date of Report: 06-08-2006 Nmne: Address: Permit#: CB060612 Job Name: CVS -11,856 SF TI OFFICE TO Job Address: 2310 FARADAY AV CBAD BUILDING DEPT. COPY Reviewed by: ~ ,7 The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON000l 152 [MET] To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and thereon, to recommend necessary changes thereon, to recommend necessary changes. Attached is a list of Consultants approved by this office. Entry: 03/06/2006 By: gr Action: CO Entry: 04/18/2006 By: GR Action: AP Cond: CON0001259 [MET] 1. it is strongly suggested that the door between the Elect/Fire Riser Room and the Food Prep/Laundry Room be deleted. This will serve two purposes. First it will inhibit the use of these control spaces for storage, and lastly, it will negate the need for fire-rated door and frame assembly. 2. Ensure that the Oxygen generator enclosure meets the building code requirements for fire-rated walls and or seperation. 3. The Oxygen Generator room shall be provided with overhead fire sprinklers. 4. Must provide appropriate signage and placarding indicating the presence of radioactive materials. 5. Occupant must obtain special use permits from the Carlsbad Fire Department for the Medical Gas system .. ·..., Entry: 04/06/2006 By: gr Action: PA These plans are approved for the issuance of 'the bui'lding permit. There are items that will be verified during construction and prior to Final inspection. Entry: 04/18/2006 By: GR Action: AP Cond: CON0001285 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/18/2006 By: GR Action: AP Cond: CON0001375 . _· _ .~ . [ME'fLMEDICAL GAS SYSTEM: . ~. e,;./i/e,f,,;T'v"'--- 1. In accordance with NFP A 99, provide the following items as part of the manifold system: a. Pressure Relief Valve at the valve (Burst Disc) b. Check Valve between Prs. Reg. and manifold. c. Shut offvlave at or before manifold d. Check valve between manifold and outlet station. ** The details of the proposed system did not provide adequate information to make a determination as to compliance with CFC Article 74 and NFPA 99, 1999 ed. Entry: 05/23/2006 By: GR Action: CO Entry: 06/08/2006 By: GR Action: AP Carlsbad Fire Department Plan Review Requirements Category: TI , COMM Date of Report: 05-23-2006 Name: Address: Permit#: CB060612 Job Name: Job Address: CVS -11,856 SF TI OFFICE TO 2310 FARADAY AV CBAD BUILDING DEPT. COPY Reviewed by: --=--1,4 .............. 4--~---=-- INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0001152 [MET] To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and thereon, to recommend necessary changes thereon, to recommend necessary changes. Attached is a list of Consultants approved by this office. Entry: 03/06/2006 By: gr Action: CO Entry: 04/18/2006 By: GR Action: AP Cond: CON0001259 [MET] 1. it is strongly suggested that the door between the Elect/Fire Riser Room and the Food Prep/Laundry Room be deleted. This will serve two purposes. First it will inhibit the use of these control spaces for storage, and lastly, it will negate the need for fire-rated door and frame assembly. 2. Ensure that the Oxygen generator enclosure meets the building code requirements for fire-rated walls and or seperation. 3. The Oxygen Generator room shall be provided with overhead fire sprinklers. 4. Must provide appropriate signage and placarding indicating the presence of radioactive materials. 5. Occupant must obtain special use permits from the Carlsbad Fire Department for the Medical Gas system. ~ Entry: 04/06/2006 By: gr Action: PA These plans are approved for the issuan~e of r the builfiing permit. There are items that will be verified during construction and prior to -• Final inspection. Entry: 04/18/2006 By: GR Action: AP Cond: CON0001285 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. ~Emry: 04) f 8}2006 Pgr 9B Action: AP , Cond: CON0001375 • =· [NOT MET] MEDICAL GAS SYSTEM: . ' 1. In accordance with NFPA 99, provide the following items as part of the manifold system: a. Pressure Relief Valve at the valve (Burst Disc) b. Check Valve between Prs. Reg. and manifold. c. Shut off vlave at or before manifold d. Check valve between manifold and outlet station. ** The details of the proposed system did not provide adequate information to make a determination as to compliance with CFC Article 7 4 and NFP A 99, 1999 ed. Entry: 05/23/2006 By: GR Action: CO ,Carlsbad Fire Department Plan Review Requirements Category: TI , COMM Date of Report: 04-18-2006 Name: Address: Permit#: CB060612 Job Name: Job Address: CVS -11,856 SF TI OFFICE TO 2310FARADAY AVCBAD BUILDING DEPT. COPY Reviewed by: ________q,,.,e4:.,,,........,p? ~~v=--- INC01'4:PLETE Tho it~o sub:1'1.'1:fft;oEI, fef fO'v'iew is iftoomplete. At thls time, this office ettflflet adequately conduct a-1=e.v4e,¥ tG deteam~Ge~vvith the applicable codes and/or standards. Please revie:iN carefully all comments attoohsa. !!lease resubmit the necessary-plans and/or specifications, 1,¥i-ta changes "clouded,", to this office for ro-vie\v: aB:e. approv;~ Conditions: Cond: CON0001152 [MET]1To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and thereon, to recommend necessary changes thereon, to recommend necessary changes. Attached is a list of Consultants approved by this office. Entry: 03/06/2006 By: gr Action: CO Entry: 04/18/2006 By: GR Action: AP Cond: CON0001259 , f:(v.IET]!l. it is strongly suggested that the door between the Elect/Fire Riser Room and the Food Prep/Laundry Room be deleted. This will serve two purposes. First it will inhibit the use of these control spaces for storage, and lastly, it will negate the need for fire-rated door and frame assembly. 2. Ensure that the Oxygen generator enclosure meets the building code requirements for fire-rated walls and or seperation. 3. The Oxygen Generator room shall be provided with overhead fire sprinklers. 4. Must provide appropriate signage and placarding indicating the presence of radioactive materials. 5. Occupant must obtain special use permits from the Carlsbad Fire Department for the Medical Gas ,.. system. Entry: 04/06/2006 By: gr Action: PA These plans are approved for the issuance of , the bu,ilding permit. There are items that will be verified during construction and prior to Final inspection. Entry: 04/18/2006 By: GR Action: AP Cond: CON0001285 , [MET] APPROVED-::' THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/18/2006 By: GR Action: AP ,,. , ... ' . ' ,,, April 6, 2006 Plan Check No. 06-0612 CROSS ENGINEERING Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Plan Check Response List CVS -Angel Care Cancer Center 2310 Faraday Ave. Carlsbad, CA Item No. Response Structural: Job No. 05-121 4) OK. We have complete our portions of the requested Special Inspection Program forms. See attached. Additionally, we have designed new framing for a roof-top chiller unit and an interior shielding CMU wall. Calculations for these elements are attached. See revised plans for detailing. If you have any questions regarding this matter, please do not hesitate to call me at (714) 556- 5475. Sincerely, Kirk D. Cross Principal, SE 3886 . I ....... -~ x· ~, ,,-.... . w ....__,. I EDGE OF NEW ! i ' ! ' ' L~~ts~.J -. ..._,,.~r 1· • •• ~·-~ BELOW ~--- ,,-.._' w ....__, (D RELOCATE EXISTING UNIT ) ,-~-- ' (E) I HP-4 I 4x8 NEW CHILLER 2200# 4x8 TYP. X ~ TYP. Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 Title: Dsgnr: Job# Date: 9:08PM, 6 APR, 06 Description : (714) 556-5475 (714) 556-9806 Fax Scope: Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 s:\jobs\2005105-121-cvs\0S-121-cvs-calcs\mech . . . Description 4X14 + (2)-1-3/4X11-7/8 at CHILLER General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Prllm: 3.5x11.875 3.500 in 11.875 in Bm Wt. Added to Loads Load Dur. Factor 1.250 Pin-Pin 36.000pcf Beam End Fixity Wood Density Center Span 23.57 ft ..... Lu Left Cantilever ft ..... Lu Right Cantilever ft ..... Lu Truss Joist -MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fe Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads Ill e; st t4¥¥AIA41tiit § W1PR4#t#liiC-i t 4$¥.!i&:H#Jt@;S:J:/.Wio 1ill@Mffi\2G'i¥t%4f 1#ttp tf: i /!#ita b i 1#;; L ib\t*"P t::t/QltAA:f :tC# p•g,:; ,i::;::;wt G.-.-·~ ··:;:: 9i#3P4\-Z1i%4PlM#d,; :t: i M P; J! Center Left Cantilever Right Cantilever I Point Loads DL DL DL 72.00 #/ft #/ft #!ft LL LL LL 160.00 #/ft #/ft #/ft m,Nsi5:~J"Load w, Live Load 550.0 lbs 550.0 lbs lbs lbs lbs lbs lbs ~ ~ ~ ~ ~ ~ ~ ... distance 18.250 ft 21.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft I Summary 11 Span= 23.57ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.762 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment 18.9 k-ft 24.8 k-ft Maximum Shear* 1.5 Allowable 18.93 k-ft at 0.00 k-ft at 12.539 ft 0.000 ft Shear: Max @ Left Support Max@ Right Support Max.Mallow 0.00 k-ft 0.00 k-ft 24.85 fb 2,760.89 psi fv 128.32 psi Fb 3,625.00 psi Fv 362.50 psi I Deflections Center Span... Dead Load Deflection -0.824 in ... Location 12.256 ft ... Length/Def! 343.4 Camber ( using 1.5 * D.L. Defl ) ... @ Center 1.236 in @ Left 0.000 in @ Right 0.000 in Total Load -1.960 in 11.974ft 144.28 Reactions ... Left DL Right DL Camber: 1.14 k 1.90 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 5.3 k 15.1 k 3.03k 3.78k 0.000in 1.236in 0.000in 3.03k 3.78k Total Load 0.000 in 0.0 0.000 in 0.0 Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 {714) 556-5475 {714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: General Timber Beam Description 4X14 + (2)-1-3/4X11-7/8 at CHILLER Job# Date: 9:08PM, 6 APR. 06 Page 2 s:~obs\2005I05-121-cvs\05-121-cvs-calcs\mech I Stress Cales 1 KM¥ Ut:hlii Piti-'N:1%tfldif ffl ** t#it:t ¥ S MIM{C##1t:;W4G 'ffi, :&e:em:•tfTI #idA Gili¼"#¼A N/Z \jfji@ A t\1%\;if #Sit let $ff gf Vtfih51S !iBi # ½?W#iQ#;\ li·{M=:\Q\5 UH fffflita~"t?fftW J1 Bending Analysis Ck 19.049 Cv 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 18.93 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.20 k 11.588 in2 362.50 psi 3.03 k 3.78 k I Query Values ,am iiM,C:IM -·-$ ibiift\-r M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Sxx Cl 82.259 in3 0.000 SxxReq'd 62.65 in3 0.00 in3 0.00 in3 @ Right Support 5.33 k 14.713 in2 362.50 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Area 41.563 in2 Allowable fb 3,625.00 psi 3,625.00 psi 3,625.00 psi 1.331 in 1.663 in Shear 3.03 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I sso.0!1bs I i i i I I I rrnT1 I i i I I I I I l 232.00 #/ft T TTT TTTTTT TTTTT J __ 23.5_7ft _· I Rmax = 3.029 k Vmax@ left= 3.029 k Mmax = 18.92 k-ft Dmax = -1.9603 in Rmax = 3.784 k Vmax@ rt= 3.784 k 1 Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: General Timber Beam Description RB5 (E)5-1/8X25-1/2 GLB CHECK at Chiller Job# Date: 9:08PM, 6 APR. 06 Page 1 s·\jobs\2005105-121-cvs\05· 121 ·cvs-calcslmech , . " , -· General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth 5.125x25.5 Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever 5.125 in 25.500in GluLam DL DL DL 1.250 Pin-Pin 36.000pcf 240.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F -V8 Fb Base Allow FvAllow FcAllow E LL LL LL 37.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0 psi 560.0psi 1,800.0 ksi 288.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft J Point Loads rw£££'.3WVi54:-:Zt·F£t11XJ" e ;;; +:+::;;in:;:c't; s 'ifii; 1-P ,:;a:::;w, ,1wi1:-"1 -1!1¥ m ;qµ-;:::,;;.;:;1;.JJ,t@a ;&Y •iii u,,;m: .. vwms:;,;, ,.,,,,.s;..a ;m;;;;:;;.;:,,,n,,;,:I Dead Load 1,100.0 lbs 1,100.0lbs 188.0lbs 188.0lbs lbs lbs lbs Live Load lbs b b b b b b ... distance 1.000 ft 9.000 ft 17.000 ft 25.000 ft 0.000 ft 0.000 ft 0.000ft I Summary I Span= 37.00ft, Beam Width= 5.125in x Depth= 25.5in, Ends are Pin-Pin Max Stress Ratio 0.857 : 1 Maximum Moment 104.3 k-ft Allowable 121.1 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 104.26 k-ft at 17.908 ft Shear: Max. Negative Moment 0.00 k-ft at 37.000 ft Max@ Left Support 0.00 k-ft Max@ Right Support 0.00 k-ft Max.Mallow fb 2,252.64 psi Fb 2,628.98 psi I Deflections 121.68 fv Fv Center Span... Dead Load Deflection -1.070 in ... Location 18.352 ft ... Length/Deft 415.0 Camber ( using 1.5 * D.L. Defl ) ... @ Center 1.605 in @ Left 0.000 in @ Right 0.000 in 116.80 psi 237.50 psi Total Load -2.022 in 18.352 ft 219.53 Reactions ... Left DL Right DL Camber: 7.11 k 5.56 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 15.3 k 31.0 k 12.44 k 10.88 k O.OOOin 1.605in O.OOOin 12.44 k 10.88 k Total Load 0.000 in 0.0 0.000 in 0.0 Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: General Timber Beam Description RBS (E)5-1/8X25-1/2 GLB CHECK at Chiller I Stress Cales rn:.tSdi!i!Nt!S tMt&=tti-&5 tW?W&tti \ Bending Analysis Ck 19.865 Le Cv 0.876 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 104,26 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 15.26 k 64.270 in2 237.50 psi 12.44 k 10.88 k Sxx Cl 555.422 in3 0.000 Sxx Req'd 475.91 in3 0.00 in3 0.00 in3 @ Right Support 14.58 k 61.398 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Job# Date: 9:08PM, 6 APR 06 Page 2 s:ljobs\2005105-121-cvs\05-121-cvs-calcs\mech Area 130.688 in2 Allowablefb 2,628.98 psi 2,628.98 psi 2,628.98 psi 4.334 in 3.792 in . . I Query Values lili.ttt&i.£/4 M1 i &4Vtsl?Mt PiFMMii\ilMdid ,;,..;m,,;m-:u-i;1t1@@illiMt £:4!/i&M g;qg;;;;;; ,:,w« ;i:mz,;:,,w\li;,;.;;;;,:,w.:· tt:teMll ;1 sJ '· ,.,;;e,;i:,a,@t, 111::¼,·t?@@iiltJrn@IIIMlj M, V, & D @Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 12.44 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in 1100.! lbs 1100.! lbs 188.0tlbs I 18a.0!1bs • i rrn 528.00 #/ft ] __ 37.o_oft _l Rmax = 12.437 k Vmax@ left= 12.437 k Mmax = 104.26 k-ft Dmax = -2.0224 in Rmax = 10.883 k Vmax@ rt= 10.883 k 1 CHILLER -VARIAN CLINAC 21 00C/D, 2300C/D, 21 EX & 23EX FEATURES • HFC "Ozone Safe" Refrigerant Available • Optional Anodized Aluminum & Stainless Steel Exterior for a Life- Time of Service • "Space Saving Design" -SSD Models Available DESCRIPTION A closed loop, packaged chiller designed specifically to cool Varian Clinac linear accelerators, to recirculate a clean coolant at a constant temperature, pressure and flow. Ideal for all installations where a dependable source of clean cooling water is not available. Filtrine PCP chillers use a storage-type cooling tank to provide close temperature control of recirculating cool- ants. The tank is sealed to prevent coolant evaporation or fouling, and supplied with a liquid level gauge, fill port and clean out. The pump recirculates the coolant at a constant temperature, pressure and flow. The chiller is available in four standard configurations. The self-contained air cooled model should be installed in a well ventilated room. The water cooled model may be installed in a nonventilated room but requires a source of condenser cooling water. The remote air cooled model may be installed in a nonventilated area with the condensers mounted outdoors. The weather- proof model would be installed completely outdoors. MODEL ............................ PCP-750E-96 WELDED HERMETIC COMPRESSOR SPECIFICATIONS: Cooling Capacity: Btu/hr ................................................................................. 85,350 Watts .................................................................................. 25,000 Rating Conditions: Coolant Discharge Temperature ............................... 68°F (20°C) Ambient Air Temperature .......................................... 90°F (32°C) Condensing Unit: Compressor HP ............................................ 7 3/4 Description: Lifetime lubricated hermetic compressor with con- denser as specified (see options below) supplied with high/low pressure stat, freeze control, pump-down solenoid valve, head and suction gauges, thermostatic expansion valve, refrigerant sight glass and dehydrator. Condenser Options (see back for further details): -A Self-contained air cooled condenser. -W Water cooled condenser. -AR Remote air cooled condenser. -A-WP Weatherproof for outdoor installation. Cooling Tank & Evaporator: Capacity ..................... 95 Gals. (361 L) Construction: Welded stainless steel shell with stainless steel immersion coil evaporator. Tank tested at 250# for 125# working pressure, supplied with drain connection and insulated with closed cell thermo-elastomer with an R factor of 3.7. Pump: Motor HP ........................................................................... 1/2 Capacity ............................... 8 GPM @ 30 PSI (30 1pm @ 2 bar) Description: Bronze fitted turbine pump mounted on a rubber pad over a stainless steel condensation tray and supplied with unions and service valves and a pressure relief bypass valve. All piping and fittings brass, copper or bronze, and insulated with closed cell thermo-elastomer with an R factor of 3. 7. Adustable Differential Thermostat: ............. 40° to 90°F (4° to 32°C) Temperature Stability ............................................ ±1.5°F (0.8°C) Cabinet: Enameled aluminum panels with stainless steel corner legs and top on a welded angle iron frame. Panels removable for access to all components. Supply Power: ........................................... 208-230/60/3 or 460/60/3 Full Load Amps ................................................................ 45 or 23 Plumbing Connections In & Out ....................................... 1 1/4" FPT Decibel Rating (nominal at 5 ft.) ......................... : ................... 74dBA Shipping Weight... ................................................... Chart on reverse "Fail Safe" Options: (Designated by suffix) -DPA DUAL PUMPS: Automatic switchover to backup pump on loss of coolant. -LL LOW LEVEL INTERLOCK: Float switch in tank lights a warning light if coolant level drops below safe low limit. -LF LOW FLOW INTERLOCK: Flow switch lights a warning light if flow rate drops below safe low limit. -HT HIGH TEMPERATURE INTERLOCK: Thermostat lights a warning if coolant temperature rises above safe high limit. -AS AUTOMATIC SWITCHOVER TO CITY WATER: In case of pump or compressor failure, city water switchover solenoids are activated to allow for temporary cooling using city water. FILTRINE IS ISO-9001 REGISTERED PRODUCT LINE ~ APPROVED Filtrine Manufacturing Company • 15 Kit St. Keene, NH 03431 USA 800-930-3367 • 603-352-5500 • FAX 603-352-0330 www.filtrinemfg.com • Email cool@filtrine.com 608-7 1/2CL (PCP-750E-96) Rev. D 04.03 CHILLER DIMENSIONS & WEIGHTS BASED ON STANDARD AMBIENT CONDITIONS (INDOOR UP TO 90°F & OUTDOOR UP TO 100°F) w D H Shpg.Wt. MODEL In. cm In. cm In. cm Lbs. PCP-750E-A 82 205 39 98 70 175 2,200 PCP-750E-W 82 205 30 75 60 150 2,200 PCP-750E-AR 82 205 30 75 60 150 2,200 PCP-750E-A-WP ® 230 e) 98 .:~ 175 0 PCP-750E-A-WP-LP* 94 235 87· 218 44 110 2,200 PCP-750E-A-SSD** 52 130 32 80 88 220 2,200 PCP-750E·W-SSD** 52 130 32 80 80 200 2,200 PCP-750E·AR-SSD** 52 130 32 80 80 200 2,200 * Low profile, weatherproof unit for installation on rootlop. ** Space Saving Design. Kgs. 990 990 990 990 990 990 990 990 Chiller dimensions and shipping wts. may vary depending on options. LEGEND 1. AirVent 7. To Remote Condenser (AR models) 2. Fill Port Condenser Water Out (W models) 3. Coolant Return 8. From Remote Condenser (AR models) 4. Coolant Discharge Condenser Water In (W models) 5. Control Panel 9. Electrical Connection 6. Gauges 10. Channel Skids VENTILATION PANELS: Standard models -air intake at rear, air discharge at right end on A & WP models. REMOVABLE SERVICE PANELS: Front & rear on all models CHANNEL SKIDS: Channel skids project 2" (5 cm) front and rear. Center of mounting holes located 6" (15 cm) from chiller end and 1" (2.5 cm) from chiller edge front and rear. STANDARD OPERATING CONDITIONS INDOOR AMBIENT: 50° to 100°F (10° to 38°C) OUTDOOR AMBIENT: -20° to 100°F (-29° to 38°C) OPTIONAL OPERATING CONDITIONS: OUTDOOR AMBIENT: Up to 110°F (43°C) Up to to 120°F (49°C) NOTE: Higher ambient options may affect unit dimensions. START-UP and FIRST YEAR'S SERVICE Filtrine Mfg. Co. will provide for start-up and first year's service. Regular maintenance on a yearly contract basis is a wise investment and will prevent costly downtime. WARRANTY All parts are covered F.O.B. jobsite for 15 months from date of shipment. STANDARD MODELS-Suffix A, W, AR & A-WP Allow 4" (10 cm) to depth and 2" (5 cm) to height for channel skids SPACE SAVING DESIGN (SSD) MODELS: Suffix A, W&AR l Allow 4" (10 cm) to depth and 2" (5 cm) to height for channel skids LEFT END D~W STANDARD CONDENSER OPTIONS -A SELF-CONTAINED AIR COOLED CONDENSER: With a lifetime lubricated welded hermetic compressor. -W WATER COOLED CONDENSER: Same specifications as self-contained air cooled models H with water cooled condenser for hookup to city or tower water. -A-WP WEATHERPROOF FOR OUTDOOR INSTALLATION: Same specifications as self-contained air cooled models, but packaged for outdoor installation. (Not available in space saving design models.) -A-WP-LP WEATHERPROOF FOR OUTDOOR INSTALLATION -LOW PROFILE: Same specifications as weatherproof model above but in low profile design for mounting on roof. -AR REMOTE AIR COOLED CONDENSER: Same specifications as self-contained air cooled models but with weatherproof air cooled remote condenser furnished sepa- rately for mounting outdoors in ambients up to 100°F. For higher ambients, see HA options. Consult factory for condenser speci- fications. All information given on this bulletin is for general use only. Confirm specifications with factory for your specific requirement. Filtrine Manufacturing Company • 15 Kit St. Keene, NH 03431 USA 800-930-3367 • 603-352-5500 • FAX 603-352-0330 www.filtrinemfg.com • Email cool@filtrine.com 608-7 1/2CL (PCP-750E-96) Rev. D 04.03 i QUICK CONNECT PANEL (optional) Since 7901 QCP-1 (with optional Auto Switchover) PIPING SCHEMATIC CITY %~-i:~~l~ -l)l(!++--IXl--<i 1" PIPING FROM CHILLER LEGEND ,g BALL VALVE l><I BACKFLOW PREVENTER ® SOLENOID ® PRESSURE GAUGE © TEMP, GAUGE ~ FILTER D 112• DRAIN VALVE ~ FLOW METER !SJ CHECK VALVE B D G --~--FROM EQUIP. ...._. _______ ~DRAIN VALVE POSITIONS (Normal Operation) A. OPEN B. OPEN C. CLOSED D. CLOSED E. CLOSED F. OPEN G. CLOSED H. OPEN I. OPEN J. OPEN FIL TRINE IS ISO-9001 REGISTERED PRODUCT LINE @k) APPROVED MODEL ......................... QCP-1 INSURES PROPER INSTALLATION OF THESE ACCESSORIES • In-Line Filter • Pressure Gauges • Temperature Gauges • Flow Meter A properly operating chiller is essential for the operation of your medical equipment such as MRI, CT or linear accelerators. This panel provides diagnostic information on the chiller so that you can see at glance if it is operating correctly and carry out maintenance, if required, to prevent down-time. Filtrine has selected and installed these gauges, etc., in consultation with medical equipment manufacturers so that you can be sure they are properly installed to give this vital information. FIVE EASY CONNECTIONS Install this compact panel between chiller and equipment for instantaneous availability of autoswitchover to city water (op- tional), pressure gauges, temperature gauges, flow meter and in- line filter. Panel is complete with all valves, solenoids, bypass and drains installed. Easy-to-open access door on front of panel provides access to valves and filter for easy maintenance. Complete unit housed in white enameled aluminum cabinet with stainless steel top and corner legs. TEMPERATURE GAUGES: For water entering and leaving equipment are dial-type, in Celsius and Fahrenheit, using a probe for maximum accuracy with no pressure drop. PRESSURE GAUGES: Dial-type, in psi and bar and generate no pressure drop. FLOW METER: Analog type with moving indicator in liters and gallons per minute, for minimum pressure drop. FILTER: Bag-type, using 50 micron bag with less than 1 psi pressure drop when new. Located inside the panel, it includes bypass piping to ensure easy filter element change. OVERALL PRESSURE DROP: Through panel at 10 gpm flow is under 1 0 psi when filter is clean. CONNECTIONS: 1" FPT copper pipe on chiller side (other sizes available) 1 1/4" FPT on equipment side. Drain connection 1/2" FPT. UNIT WEIGHT: .................................................. 110Ibs. (49.5Kg) OPTIONS AVAILABLE* -AS Switchover to City Water cooling is already piped for easy access to backup cooling.Power supplied from chiller is 115/60/1. Switchover occurs on high tempera- ture, low flow and power loss alarms. -HT High Temperature Interlock signals warning light when refrigerant temperature exceeds high limit. -LF Low Flow Interlock signals warning light upon loss of coolant flow (pump failure). -DAT Digital Display/Adjustment Terminal mounted in QCP · with interface to Chiller's JDC-1 controller via an 8-pin phone line. *some options may alter dimensions. Check with factory. Filtrine Manufacturing Company 15 Kit Street Keene, NH 03431 USA 800-930-3367 • 603-352-5500 • FAX 603-352-0330 www.filtrinemfg.com • Email cool@filtrine.com 666 QCP-1 (OP) Rev. P 05.02 READY-TO-ISSUE SPEC FOR QUICK CONNECT PANEL GENERAL: Install (where shown on plans) a factory packaged compact panel containing temperature and pressure gauges, flow meter, and filter in piping between chiller and equipment. Panel to include all necessary valves, solenoids, bypass and drain. Panel to be Model QCP-1 as manufactured by Filtrine Manufacturing Company, Keene NH, USA. 03431 GAUGES: Temperature gauges for water coming into and leaving equipment to be dial-type, in Celsius and Fahrenheit scales, using a probe for maximum accuracy with no pressure drop. Pressure gauges to be dial-type, showing psi and bar and to generate no pressure drop. FLOW METER: Flow meter to be analog type with sliding indicator calibrated in liters and gallons per minute to generate minimum pressure drop. FIL TERN ALVES: Bag type filter to use 50 micron bag with less than 1 psi pressure drop when new, to be located inside the panel, with bypass plumbing to permit easy filter change even as flow continues through loop. All valves to be full-flow type to minimize pressure drop. PRESSURE DROP: Overall pressure drop through panel when filter is clean to be less than 1 0 psi. CONNECTIONS: Connections to be 1" FPT (25mm) copper on chiller side, 1 1/4" FPT (31mm) on equipment side. Drain connection to be 1/2" FPT (12.5mm). CABINET: The cabinet shall be constructed of enameled alumi- num panels, with stainless steel top and cornerlegs. Panel to be removable without tools for access to valves and filter. Dimen- sions to be no more than 30"W x 1 0"D x 36"H (75 cm x 25 cm x 90 cm). AUTOMATIC SWITCHOVER TO CITY WATER (optional): Water inlet with backflow preventer and drain to be included for connection to pity water supply for emergency use. Solenoids to be included to automatically switch over to city water cooling in the event of water temperature above designated set point between 40°F and 90°F (4.4°C to 32.2°C), or flow of less than 1/2 GPM (1.9 LPM), or power loss. Check valves installed on piping to and from chiller. VOLTAGE ( optional): 115/60/1-supplied from chiller APPROVAL: Manufacturer shall be ISO 9001 Certified WARRANTY: Manufacturer shall provide warranty for parts replacement for 1 (one) year from start-up, 15 months from shipment; whichever is less. INTERCONNECT TERMINALS\ TO CHILLER 29 14 X2 __ 1 ... 4,_< ,_ ______ x2 __ CITY WATER SOLENOIDS N/0 14 N/0 X2 29 '-------t--lRI--<------ 1'"@BOTH ENOS ---123/8" QCP • MOUNTING BRACKET ALL HOLES 5/16"DIA. FRONTVIEW CITY WATER INDICATOR 1/8" dr 23/4" =1 y-- SIDE VIEW CITY WATER IN 1" FPT cJi;il~~~~ 1" FPT COPPER PIPE FROM CHILLER QCP SCHEMATIC (with optional Auto Switchover) FLOW METER QCP ELEVATIONS 11/4" FPT COPPER PIPE TO EQUIP. 11/4" FPT COPPER PIPE FROM EQUIP. 1/2" FPT DRAIN ELECT. CONN. (OPTIONAL) with AUTOMATIC SWITCHOVER OPTION {with hookups located) CITY WATER IN (OPTIONAL) lp--lt-7:r1/-2"-----,-;,. l FROM CHILLER TO CHILLER CITY WATER DRAIN (OPTIONAL) rn2"-l i--I !-10·-I LEFT END 15" 231/2" 81/2" 36" TO EQUIP. FROM EQUIP. ELECT. CONN. (OPTIONAL) DRAIN QCP ELEVATIONS RIGHT END without AUTOMATIC SWITCHOVER OPTION (with hookups located) FROM CHILLER 231/2" 18" TO ! CHILLER 5 1/2" 41/2"7-i--~ 10" LEFT END 36" TO EQUIP. FROM EQUIP. ELECT. CONN. (OPTIONAL) DRAIN RIGHT END Filtrine Manufacturing Company 15 Kit Street Keene, NH 03431 USA 800-930-3367 • 603-352-5500 • FAX 603-352-0330 www.filtrinemfg.com • Email cool@filtrine.com 666 QCP-1 (OP) Rev. P 05.02 /I . . ' ·-; .::1;,: VVOt\/lEN'S j 12s I ·----0 129 JAN j 12a 1 ,,.--·"' I \ I \ \ / / I I I I If/ r • ... #0@18.in @Toe #0@18.in @Heel 8.in Mas w/#5@16.in o/c Solid Grout, 8.in Mas w/ #6 @ 8.in o/c Solid Grout, Designer select 1'-7" all horiz. reinf. 14--1~,._---.i See Appendix A 2'-6" )8 7'-10" 9'-8" 10'-4" 2'-6" 8" 1'-0" 3" •• Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Retain Pro 2005 , 7-April-2005, (c) 1989-2005 Title : CVS Sheilding CMU wall Job# : 05-121 Dsgnr: KOC Description .... Page:_41- Date: APR 6,20(16 This Wall in File: s:\jobs\2005\05-121-cvs\05-121-cvs-calcs\1 www.reta1npro.com1support for latest release Cantilevered Retaining Wall Design Registration#: RP-1142005 2005001 Code: CBC 2001 I Criteria __________ _.. I Soil Data l I Footing Dimensions & Strengths l Retained Height = 0.67 ft Wall height above soil = 9.67 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Footingl!Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Toe Width = 0.92 ft Heel Width = 1.58 Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.92 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 2.00 in · @ Btm.= 3.00 in ,I s.u.r.c.h.ar•g•e•L•o•a•d•s _____ _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load ... Height to Top ... Height to Bottom = = 0.0 #/ft 0.00 ft 0.00 ft I Stem Weight Seismic Load I Fp / WP Weight Multiplier = 0.300 g ..._I *.o.e.s111ig•n•S•u•m-m.a .. ry.._ ____ .. l I Stem Construction • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = = 1.58 OK 2.16 OK 1,330 lbs 9.41 in Soil Pressure @ Toe = 1,903 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,260 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 11.0 psi OK Footing Shear@ Heel = 2.3 psi OK Allowable = 67.1 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 172.0 lbs Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment. .... Allowable ft= = = = = = = lbs= ft-#= ft-#= Shear ..... Actual psi= Shear ..... Allowable psi= Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Top Stem Stem OK 2.50 Masonry 8.00 # 5 16.00 Center 0.637 130.3 510.6 802.1 0.0 25.8 78.0 3.75 30.00 30.00 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic base force 2nd Stem OK 0.00 Masonry 8.00 # 6 8.00 Center 0.831 171.9 888.2 1,068.8 0.0 25.8 78.0 3.75 36.00 6.00 = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 171.8 lbs less 100% Passive Force= -347.2 lbs less 100% Friction Force = -394.9 lbs Masonry Data ------------------------- Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 0.0 lbs OK Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2001 1.200 1.600 1.600 1.600 1.000 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi= 1,500 24,000 Yes No 25.78 1.330 7.60 ' .. ' ' Cross Engineering Title : CVS Sheilding CMU wall Page: 1 r;::.; Date: APRuto1 Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 Job# : 05-121 Dsgnr: KOC Description .... ' (714) 556-5475 (714) 556-9806 Fax This Wall in File: s:\jobs\2005\05-121-cvs\05-121-cvs-calcs\i Retain Pro 2005, 7-April-2005, (c) 1989-2005 www.retainpro.comtsupporttor 1atest release Cantilevered Retaining Wall Design Registration#: RP-1142005 2005001 I Footing Design Results I ...IQL Heel Factored Pressure = 2,260 0 psf Mu' : Upward = 0 O ft-# Mu' : Downward = 0 O ft-# Mu: Design = O Oft-# Actual 1-Way Shear = 10.98 2.35 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = Total = Resisting/Overturning Ratio 48.8 -48.6 171.8 0.56 0.56 6.17 27.2 -27.0 1,059.9 172.0 O.T.M. = 1,060.1 = 1.58 Vertical Loads used for Soil Pressure = Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Code: CBC 2001 • ..... RESISTING ..... Force Distance Moment lbs ft ft-# 67.6 2.04 137.9 0.00 67.2 0.46 30.8 806.5 1.25 1,008.2 375.0 1.25 468.8 0.92 13.6 2.50 34.0 1,329.9 lbs ----- Vertical component of active pressure used for soil pressure Total= 1,329.9 lbs R.M.= 1,679.6 DESIGNER NOTES: r REVISIONS CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax STRUCTURAL CALCULATIONS CVS -Angel Care Cancer Center and Special Care Foundation 2310 Faraday Ave, Carlsbad, CA rauhaus :freedenfeld & associates TABLE OF CONTENTS TITLE 05-121 1/26/2006 MS Load/Roof framing ................................... Rl to Rl 5 Masonry Calculations .............................. Ml to M Linac Room Calculations ......................... L1 to Ll3 STANDARD CALCULATIONS LOADS Gl,G2 SWl, Wl Rl,R2 VALID ONLY IF SIGNED INRED 1" ... CLIENT:Rauhaus Freedenfeld & Assoc. SHEET C&OSS ENGINEERING JOB NO: 3198-G Airport Loop Drive PROJECT: CVS-Angel Care DATE: Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CVS-Angel Care Cancer Center 2310 Faraday Ave., Carlsbad, CA LOADS: Flat Roof: DEAD LOADS: Pitch= 0.25:12 BUR 5/8" Sheathing Roof rafters Susp.Ceiling Sprinklers lnsultion + misc. 5.60 PSF 1.80 2.20 2.80 1.00 1.60 DL= Slope Correction = DL= -LL= 15.00 PSF 1.00 15.00 PSF 20.00 PSF TL= 35.00 PSF WALLS: Exterior Wall: DEAD LOADS: Finish 10.00 PSF 1 /2" sheathing 1 .50 2x Studs @ 16" o/c 2.20 5/8" GWB 2.80 Insulation 0.80 Misc. 0.70 DL= 18.00 PSF Exterior Concrete Walls : 6.25" thk. = 75.52 psf 2310 Faraday Ave. BY: Carlsbad, CA Sloped Roof: DEAD LOADS: Pitch= 4:12 Roofing 6.00 PSF 1/2" Sheathing 1.50 Roof rafters 1.70 Ceiling 2.80 lnsultion + misc. 2.23 DL= 14.23 PSF Slope Correction = 1.05 DL= 15.00 PSF LL= 16.00 PSF TL= 31.00 PSF Interior Wall: DEAD LOADS: (2)-5/8" GWB 1/2" sheathing 2x Studs @ 16" o/c Misc. DL= 5.60 PSF 1.50 1.70 0.70 9.50 PSF FU 05-121 01/06 MS ,..w================ c~oss ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 HIGH ROOF FRAMING: LOADING: FLAT ROOF: DEAD LOADS: Pitch= 0.25:12 RAFTERS: BUR 5/8" Sheathing Roof rafters Susp.Ceiling Sprinklers lnsultion + misc. DL= Slope Correction = DL= LL= TL= 5.60.PSF 1.80 2.20 2.80 1.00 1.60 15.00 PSF 1.00 15.00 PSF 20.00 PSF 35.00 PSF (Refer to standard calc. sheet R 1) CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 2310 Faraday Ave. Carlsbad, CA USE: 2x8 OF #2 at 16" o/c TYP. U.N.O. SHEET JOB NO: DATE: BY: 05-121 01/06 MS ,.,rr=============== CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 LOWER ROOF FRAMING: LOADING: Sloped Roof: DEAD LOADS: Pitch= Roofing 1/2" Sheathing Roof rafters Ceiling ' lnsultion + misc. DL= Slope Correction = DL= LL= TL= RAFTERS: CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 2310 Faraday Ave. Carlsbad, CA 4:12 6.00 PSF 1.50 1.70 2.80 2.23 14.23 PSF 1.05 15.00 PSF 16.00 PSF 31.00 PSF (Refer to standard calc. sheet R2) SHEET JOB NO: 05-121 DATE: 01/06 BY: MS USE: 2x6 OF #2 at 16" o/c TYP. U.N.O. i --·7"" i I I I I L__j,___ :'.I'\ !Cl ,t ' ~ /-1 ~ ~r.} 4,._4 ~< (f.} 7.<+ I\T I.) l.-::_:4~ ~ ~ ii g '' \,_ __ .,, \ . .. "is g 1 ,,-.~ j ~--.... ~ ~ . g -..;........;,, ,,...... / ---- ·=1' <k,~j ~ - . ii g ), JJ: . g ., ii g :r g ~~ /, ... -" -?I'· -.-~~1 (-l i g g( £ ~, /' -.,. ..... .,,~ ' ~ _.,, cl. .d) ; NEW ;;1,,--~ . IN ' ~1114 4 £ g f W,.t ;·· '. ' R.,e,1 ; 1----.I ;-l ~) -~f!!? g "' J g ~ -~-,,""'-~A"'!;-7~-., ~~---~· i,,6v11M'J./) \..:::, tJj.L,:_J,jLJ I £ / .. :--·.::..:1,'-· f "' \ 2 ., s ~ ,,/ ----·-r., l . · ~ · I I I iii r .. . ~,.,., = ..r10·\ ' ,·t,; \ + ~::;r: ~=:::....=..xt e ,~~;··g _.,,. ......... --L_,r·-" ~i~GLe Re,4- r·- :cl _____ , ;c .II i J ... ~· I c c": ,/ -.J 4 ~ ~ g, -"' \ " \.._ -,1 s 1-. '1·,</"'!12w., -~/~,&6{ri} l!!.ZI? ,if ',~ .; ~ ~ lo,,) "·'"' _) ,,,,_J '""" ~- lt..~)!,..:!.l.i;--.... ; zl'''""'· ~ -" f _,. V ~~ / £ H 2 I . s 9. (; L / s + # g " :t f; ,: 8, ,.,~~--, J \. I \,1?.k ~~ .;11----_...,_ ; .. -·! -~ t:-_, t-"'""'' \-,: ~ -~- I ~ I @® y ... ~,, ,f;-1;'.i ~ .tl ~ ROOF FRAMING PLAN 1 " C tSi :;o ! t-l ;:; (P - .. ,. ... c~oss ENGINEERING 319 8-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 LE,t)GE.R e:,Ot.T C\·H:CK AT f:LA""t ROOF, CLIENT:Rauhaus Freedenfeld & Assoc. SHEET Fl~ PROJECT: CVS-Angel Care JOB NO: 05-121 DATE: 01/06 2310 Faraday Ave. BY: MS Carlsbad, CA u~E 4-)f. l..t;OGJ:R v-v 3/41',¢) i\..\~E.AOEO ROb AT °':3:1i.!l:$; C u~e 4x LeOGeR w; Vi'~ ,i-P~-cAJ:)cD R.oo A'f Sz1.to1<. ~ FE. DETAIL. 16 /';)O :t 0~ 'f, 4 )t: LEO GiHl, w(~/4,.\'F, ,\-iR.t~'ot;O ROO A1 ~z''o/C. S'e:E Ot:"'r,¾\\.. l1-/~02 ~· rr=============== <;ROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 ROOF FRAMING _R_B_-_I __ SPAN= ib' -d1 RB-2 RB-4 P = /200/ 2-::. Goo:11:- CN)Me;.c.\-\. 1.)1--\\T. SPAN= 231-G:,i" W::: (b+2.0)}(.<o.::. .224 *IFT (E) DL Ce)LL. F::. ~I<:> (~1!,l) W-::. ( lO+l'2))( 2.4: 61.'l, (.E)Dl.. (\::) LI.. p:::.517 \"ROM(~) ME(\\, UNIT. SPAN= 4-ta1-fc11 ---- w -=-Si'b p:::. \12.<o 7 (Re,S) ? : 9575 I l"R0N\ (."6.)~ P1 ,:::.41=> FROM ( N) MEC.\I, Ut-llT CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 2310 Faraday Ave. Carlsbad, CA USE 4)(6 # I F p + 'V ~ 7.S 6.S l 3109 ~053 1051:l 4-0 274'bO SHEET JOB NO: DATE: BY: 05-121 01/06 MS "' . Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 Title: Dsgnr: RS Job# 05-£2.i Date: 10:54AM, 26 JAN 06 Description : Scope: (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 s:ljobs\2005105-121-cvs\05-121-cvs-calcs\mech Description RB1BEAM General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 4x6 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density I Point Loads ES¥ 3.500in 5.500in Sawn 1.250 Pin-Pin 35.000pcf Center Span Left Cantilever Right Cantilever Douglas Fir -Larch, No.1 Fb Base Allow FvAllow FcAllow E 8.00ft ..... Lu ft ..... Lu ft ..... Lu 1,350.0psi 85.0psi 625.0psi 1,600.0 ksi ~ ~ ~ ,~ lbs lbs lbs lbs 0.00 ft 0.00 ft 0.00 ft lbs lbs lbs lbs Dead Load Live Load ... distance 600.0 lbs lbs 4.000ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft I .C::11mmary I Span= 8.00ft, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin-Pin Max Stress Ratio 0.384 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 841.51 psi Fb 2,193.75psi I Deflections 1.2 k-ft 3.2 k-ft 1.24 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 3.23 fv 24.67 psi Fv 106.25 psi Maximum Shear * 1.5 Allowable 4.000 ft 8.000 ft Reactions ... Left DL Right DL Shear: Camber: 0.32 k 0.32 k @Left @Right @Left @Center @Right Max Max Center Span... Dead Load Deflection -0.148 in ... Location 4.000 ft ... Length/De_fl 648.7 Total Load -0.148 in 4.000 ft 648.69 Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Dead Load 0.000 in 0.0 Camber { using 1.5 * D.L. Defl) ... @ Center 0.222 in @ Left 0.000 in @ Right 0.000 in I Stress Cales A Bending Analysis Ck 24.972 Cf 1.300 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Rb 0.000 Max Moment 1.24 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.47 k 4.470 in2 106.25 psi 0.32 k 0.32 k Sxx Cl Deflection ... Length/Def! 0.000 in 0.0 17.646 in3 0.000 SxxReq'd 6.77 in3 0.00 in3 0.00 in3 @ Right Support 0.47 k 4.470 in2 106.25 psi Bearing Length Req'd Bearing Length Req'd Area 19.250 in2 Allowablefb 2,193.75 psi 2,193.75 psi 2,193.75 psi 0.146 in 0.146 in Beam Design OK 0.5 k 2.0 k 0.32k 0.32k O.OOOin 0.222in O.OOOin 0.32k 0.32k Total Load 0.000 in 0.0 0.000 in 0.0 Cross Engineering CQnsulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description RB1 BEAM Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Title: Dsgnr: Description : Scope: General Timber Beam 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 9.00 k-ft 0.00 k-ft Shear 0.32 k 0.00 k 0.00 k P.G. Job# 05 -l2.l Date: 10:54AM, 26 JAN 06 Page 2 s:~obs\2005I05-121-cvs\05-121-cvs-calcslmech Deflection 0.0000 in 0.0000 in 0.0000 in Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description RB2 BEAM General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prllm: 3.5x11.875 3.500in 11.875 in Sawn 1.250 Pin-Pin I Full Length Uniform Loads i ; ·: *' ;t;:;::,:;;;,::;Jg;; ,; 1:~ 1 ; +r: 4 rti • :.§ Center Left Cantilever Right Cantilever DL DL DL Title: Dsgnr: Description : Scope: General Timber Beam R., Job # 05 -\ :2.l Date: 10:54AM, 26 JAN 06 Page 1 s:~obs\2005105-121-cvs\05-121-cvs-calcslmech Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 23.57 ft ..... Lu Left Cantilever ft ..... Lu Right Cantilever ft ..... Lu Truss Joist -MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fe Allow 650.0 psi E ZOOM~ 64.00 #/ft #/ft #/ft LL LL LL 160.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft I Point Loads ;; :u: m;:; w , ; l'1 t' .;1; itZI ; ;;; z:q; h bi'f ;;;;;g,p~ ,; n16 *44 ;;Jii;i:l/:¾l¼k-44 l'wlt:JJ/Wwtk•I\ ,;, ilM\1#4¢$1?\1\111&\ 1*:Jlili·W•,1t1,ti,:i;;:;;;J;,tn@ii'@1-,,11J;;;:::z:,:,:mJJ Dead Load Live Load ... distance I Summary 319.0 lbs 319.0 lbs lbs lbs 7.500 ft 14.000 ft Iii ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 23.57ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 2,666.63 psi Fb 3,625.00 psi I Deflections 18.28 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 24.85 fv Fv Center Span... Dead Load Deflection -0.728 in ... Location 11.691 ft ... Length/Def! 388.3 Camber ( using 1.5 * D.L. Defl ) ... @ Center 1.093 in @ Left 0.000 in @ Right 0.000 in 18.3 k-ft 24.8 k-ft Maximum Shear * 1.5 Allowable at 11.879 ft at 0.000 ft Shear: 100.17 psi 362.50 psi Total Load -1.866 in 11.785 ft 151.60 Reactions ... Left DL Right DL Camber: 1.10 k 1.05 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 4.2 k 15.1 k 2.99k 2.93k O.OOOin 1.093in O.OOOin 2.99k 2.93k Total Load 0.000 in 0.0 0.000 in 0.0 Cross Engineering Co.nsulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Title: Dsgnr: Description : Scope: RS Job# 05-t :Z.I Date: 10:54AM, 26 JAN 06 Rev: 560100 User: KW-0603578, Ver5.6.1, 25-0ct-2002 (c)1983·2002 ENERCALC Engineering Software General Timber Beam Page 2 s:\jobs\2005105-121-cvs\05·121-cvs-calcslmech ' Description RB2 BEAM I Stress Cales vi;v; tn ,,:; < ~: ::r ::; ::::;; : ? ' Bending Analysis Ck 19.049 Le Cf 1.000 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing@Supports Max. Left Reaction Max. Right Reaction Query Values 0.000 ft 0.000 Max Moment 18.28 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.16 k 11.486 in2 362.50 psi 2.99 k 2.93 k M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft 0.00 ft 0.00 ft @ Right Cant. Location = @ Left Cant. Location = Sxx Cl 82.259 in3 Area 41.563 in2 0.000 Sxx Req'd Allowablefb 60.51 in3 3,625.00 psi 0.00 in3 3,625.00 psi 0.00 in3 3,625.00 psi @ Right Support 4.08 k 11.254 in2 362.50 psi Bearing Length Req'd 1.313 in Bearing Length Req'd 1.288 in Moment Shear Deflection 0.00 k-ft 2.99 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: -General Timber Beam F!9 Job# Cg --1 :2.l Date: 10:55AM, 26 JAN 06 Page 1 s:~obs\2005\05-121-cvs\05-121-cvs-calcslmech · . . Description RB2 (E)4X14 PURLIN -SHEAR CHECK ONLY General Information Section Name 4x14 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 3.500in 13.250in Sawn 1.250 Pin-Pin 35.000pcf Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Douglas Fir -Larch, No.1 Fb Base Allow FvAllow FcAllow E 23.57 ft ..... Lu ft ..... Lu ft ..... Lu 1,000.0 psi 95.0psi 625.0 psi 1,700.0ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever DL DL DL 74.40 #/ft #/ft #/ft LL LL LL 160.00 #/ft #/ft #!ft Point Loads Dead Load Live Load ... distance I Summary 319.0lbs lbs 7.500 ft II 319.0 lbs lbs 14.000ft s lbs 0.000ft lbs lbs 0.000 ft lbs lbs 0.000 ft s lbs 0.000 ft bs lbs 0.000ft Overstressed in Bending ! Span= 23.57ft, Beam Width= 3.500in x Depth= 13.25in, Ends are Pin-Pin Max Stress Ratio 1.855 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 2,318.23 psi Fb 1,250.00 psi I Deflections 19.78 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 10.67 fv Fv Center Span... Dead Load Deflection -0.747 in ... Location 11. 785 ft ... Length/Def! 378.5 Camber ( using 1.5 * D.L. Defl ) ... @ Center 1.121 in @ Left 0.000 in @ Right 0.000 in 19.8 k-ft 10.7 k-ft Maximum Shear* 1.5 Allowable at 11.879 ft at 0.000 ft Shear: 96.63 psi 118.75psi Total Load -1.711 in 11.785 ft 165.35 Reactions ... Left DL Right DL Camber: 1.36 k 1.30 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 4.5 k 5.5 k 3.24k 3.19k 0.000in 1.121in 0.000in 3.24k 3.19k Total Load 0.000 in 0.0 0.000 in 0.0 .. Cross Engineering Consulting Structural Enginee~s 3198-G Airport Loop Drive , Costa Mesa, CA 92626 {714) 556-5475 {714) 556-9806 Fax Title: Dsgnr: Description : Scope: Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Description RB2 (E)4X14 PURLIN -SHEAR CHECK ONLY Stress Cales Bending Analysis Ck 29.908 Le Cf 1.000 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values - 0.000 ft 0.000 Max Moment 19.78 k-ft 0.00 k-ft 0.00 k7ft @ Left Support 4.48 k 37.737 in2 118.75 psi 3.24 k 3.19 k M, V, & D@ Specified Locations @ Center Span Location = 0.00 ft 0.00 ft 0.00 ft @ Right Cant. Location = @ Left Cant. Location = Sxx Cl 102.411 in3 0.000 Sxx Req'd 189.93 in3 0.00 in3 0.00 in3 @ Right Support 4.40 k 37.029 in2 118.75 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Rto Job# 05 -l2l Date: 10:55AM, 26 JAN 06 Page 2 s:ljobs\2005105-121-cvs\05-121-cvs-calcs\mech Area 46.375 in2 Allowablefb 1,250.00 psi 1,250.00 psi 1,250.00 psi 1.482 in 1.457 in Shear 3.24 k 0.00 k 0.00 k • « Deflection 0.0000 in 0.0000 in 0.0000 in Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: General Timber Beam Description RB3 (E)5-1/8X25-1/2 GLB CHECK e::l \I Job# 05-(2..t Date: 11 :29AM, 26 JAN 06 Page 1 s:ljobs\2005105-121-cvs\05-121-cvs-calcslmech General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth 5.125x25.5 Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.125in 25.500in GluLam 1.250 Pin-Pin 36.000pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads DL DL DL Center Span Left Cantilever Right Cantilever Douglas Fir, 24F -VB Fb Base Allow FvAllow FcAllow E 240.00 #!ft #/ft #!ft LL LL LL 37.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0 psi 560.0psi 1,800.0ksi 288.00 #/ft #/ft #!ft 0.00 ft 0.00 ft 0.00 ft Dead Load Live Load ... distance 517.0 lbs lbs 1.000 ft 517.0 lbs lbs 9.000ft lbs lbs 0.000ft lbs lbs 0.000ft lbs lbs 0.000 ft s lbs 0.000 ft s lbs 0.000ft I Summary I Span= 37.00ft, Beam Width= 5.125in x Depth= 25.5in, Ends are Pin-Pin Max Stress Ratio 0.81 o : 1 Maximum Moment 98.5 k-ft Allowable 121.1 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment 98.55 k-ft at 18.204 ft Shear: Max. Negative Moment 0.00 k-ft at 37.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow fb 2,129.12 psi Fb 2,628.98 psi I Deflections 121.68 fv Fv Center Span... Dead Load Deflection -0.958 in ... Location 18.352 ft ... Length/Deft 463.6 Camber ( using 1.5 * D.L. Defl) ... @ Center 1.437 in @ Left 0.000 in @ Right 0.000 in 110.05 psi 237.50 psi Total Load -1.910 in 18.500 ft 232.41 Reactions ... Left DL Right DL Camber: 5.94 k 5.18 k Left Cantilever ... Deflection ... Length/Deft Right Cantilever ... Deflection ... Length/Deft @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 14.4 k 31.0 k 11.27 k 10.51 k 0.000in 1.437in 0.000in 11.27k 10.51 k Total Load 0.000 in 0.0 0.000 in 0.0 Cross Engineering Title: Dsgnr: Rl2 Job# OS-t21 Date: 11 :29AM, 26 JAN 06 Cqnsulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 Description : (714) 556-5475 (714) ·556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1,25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Scope: General Timber Beam Description RB3 (E)5-1/8X25-1/2 GLB CHECK Page 2 s:~obs\2005\05-121-cvs\05-121-cvs-calcs\mech j Stress Cales Wii&t\Sfo # MiEF#Sti 811-k!M#d 4 d :W:e · t-; 4%/' t:: · t: iitt-JtZ ·4, z,;;p;;::;:;wt@& >\ i=&&:..un; t&t't: 1 ;:; U Gt&tx" ,::;;;;w Bending Analysis Ck 19.865 Le Cv 0.876 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000ft 0.000 Max Moment 98.55 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 14.38 k 60.556 in2 237.50 psi 11.27 k 10.51 k I Query Values liti4 it M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Sxx 555.422 in3 Cl 0.000 Sxx Req'd 449.82 in3 0.00 in3 0.00 in3 @ Right Support 14.03 k 59.055 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Moment O.OOk-ft 0.00 k-ft 0.00 k-ft Area 130.688 in2 Allowablefb 2,628.98 psi 2,628.98 psi 2,628.98 psi 3.926 in 3.663 in Shear 11.27 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Cross Engineering Consulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: General Timber Beam PJ'S Job# 05-121 Date: 11 :29AM, 26 JAN 06 Page 1 s:\jobs\2005\05-121-cvs\05-121-cvs-calcslmech Description RB4 (E)5-1/8X27 GLB CHECK General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth 5.125x27.0 Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.125in 27.000 in GluLam t:250 Pin-Pin 36.000pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever I Point Loads W# DL DL DL Center Span Left Cantilever Right Cantilever Douglas Fir, 24F -VB Fb Base Allow FvAllow FcAllow E 240.00 #/ft 240.00 #/ft 240.00 #/ft LL LL LL 40.00ft ..... Lu 6.50ft ..... Lu 6.50ft ..... Lu 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi 288.00 #/ft 288.00 #/ft 288.00 #/ft 0.00 ft 0.00 ft 0.00 ft Dead Load Live Load ... distance 4,623.0lbs 4,752.0 lbs -6.500 ft 413.0 lbs 413.0 lbs 5,939.0 lbs lbs lbs lbs lbs lbs 5,328.0 lbs lbs lbs lbs -0.500 ft 7.500 ft 46.500 ft 0.000 ft 0.000 ft 0.000ft I Summary I Beam Design OK Span= 40.00ft, Left Cant= 6.50ft, Right Cant= 6.50ft, Beam Width= 5.125in x Depth= 27.in, Ends are Pin-Pin Max Stress Ratio 0.632 : 1 Maximum Moment Allowable -85.1 k-ft 134.6 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment Max. Negative Moment 73.91 k-ft at 19.471 ft Shear: @Left Max @ Left Support Max @ Right Support Max.Mallow fb 1,640.38 psi Fb 2,593.70 psi I Deflections -44.40 k-ft -73.03 k-ft -85.12 k-ft 134.59 fv Fv Center Span... Dead Load Deflection -0.161 in ... Location 18.836 ft ... Length/Deft 2,976.5 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.242 in @ Left 0.099 in @ Right 0.189 in at 40.000 ft @Right Camber: @Left @Center Reactions ... @Right 148.56 psi Left DL 12.44 k Max 237.50 psi Right DL 13.50 k Max Total Load Left Cantilever ... Dead Load -1.257 in Deflection -0.066 in 19.683 ft ... Length/Deft 2,365.2 381.98 Right Cantilever ... Deflection -0.126 in ... Length/Def! 1,235.5 20.6 k 32.9 k 13.32k 14.80k 0.099in 0.242in 0.189in 25.75k 27.48k Total Load -0.672 in 232.0 -0.755 in 206.5 Cross Engineering Cqnsulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Title: Dsgnr: Description : Scope: FU4 Job# 05'-l:2. l Date: 11 :29AM, 26 JAN 06 Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c}1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 s:\jobs\2005I05-121-cvs\05-121-cvs-calcslmech ' ' Description RB4 (E)5-1/8X27 GLB CHECK I Stress Cales t: ht; : ;: :: l t: it;; Bending Analysis Ck 19.865 Le Cv 0.865 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports ;;,::-,;;; , ¢ •¾ VVi 0.000ft 0.000 Max Moment 73.91 k-ft 73.03 k-ft 85.12 k-ft @ Left Support 17.72 k 74.608 in2 237.50 psi Max. Left Reaction 25.75 k Max. Right Reaction 27.48 k I Query Values •~, :~;;;;:::;:;;,:~h ;; ;;-;• : + ::;;:::un: * ?t M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Sxx Cl 622.688 in3 0.000 Sxx Req'd 341.95 in3 337.88 in3 393.82 in3 @ Right Support 20.56 k 86.557 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Moment -73.03 k-ft -73.03 k-ft -73.03 k-ft Area 138.375 in2 Allowablefb 2,593.70 psi 2,593.70 psi 2,593.70 psi 8.971 in 9.575 in Shear 11.29 k 11.29 k 11.29 k Deflection 0.0000 in 0.0000 in 0.0000 in CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care SHEET Rl5 CROSS ENGINEERING ' 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 Equipment Forces (For all units over 400#) Fpmax=4.0CalpWp Fp=((ap Ca lp)/Rp)*(1+3hxfhr)*Wp Fpmin=0.7CalpWp Na= 1.00 Ca= 0.44 Ip= 1.00 Unit= AC1 w-p-1200 lbs. h= X 23.67 ft. h= r 21 ft. a-p-1 Rp= 3 Fp= 0.643 Wp Fp WSD= 0.459 Wp Fp WSD= 551 lbs. h= 2.67 d= 6.25 ft. M= 1471 'lbs. T=C= 235 lbs. AC2 700 lbs. 23.67 ft. 21 ft. 1 3 0.643 Wp 0.459 Wp 321 lbs. 2.67 4ft. 858 'lbs. 214 lbs. JOB NO: 2310 Faraday Ave. Carlsbad, CA DATE: BY: AC3 HP4 750 lbs. 550 lbs. 23.67 ft. 23.67 ft. 21 ft. 21 ft. 1 1 3 3 0.643 Wp 0.643 Wp 0.459 Wp 0.459 Wp 344 lbs. 252 lbs. 2.67 2.67 4 ft. 4.75 ft. 919 'lbs. 674 'lbs. 230 lbs. 142 lbs. Allowable SDS1/4x3-1/2 Screws Withdrawal Design Values per NDS = 225 #/in. 225 #/in x 2.75" x 3= 1856 > 235 lbs. Use (3)-SDS1/4x3-1/2 Each Side 05-121 01/06 MS Cross Engineering C@nsulting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 (714) 556-5475 (714) 556-9806 Fax Rev: 560100 User: KW-0603578, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description LINTEL DESIGN Title: Dsgnr: Description : Scope: Masonry Lintel Design ,.~ < .. m ,: '1 Ml Job# C5 -121 Date: 10:46AM, 16 JAN 06 Page 1 d:\1-dataljobs\05-121-cvs-calcs\lintel calc.e General Information Calculations are designed to 1997 UBC Requirements , fm Fs 6.00 ft 24.00 ft Rebar Size 5 # Bars E/F 2 Em =fm • 1,500.0 psi 24,000.0 psi 750.00 Clear Span Lintel Depth Thickness End Fixity Bar Spacing 8.00 in Top Clear 3.000 in No Special Inspection Seismic Factor WallWtMult. Pin-Pin Btm Clear 3.000 in 3.000 in # Bar Sets 2 0.308 1.000 Normal Wt Load Duration Factor 1.250 Block Type Live Loads Included with Wind/Seismic I Applied Loads ~Dffi~Et::a:::*'****: t:?:u,8['1:;;;:;.z:;;.t;, ,;m; -*'~ M-;;;v RMtL·P@os;:;12@ em::q-rnm;1c§t:~:~;:; #1 0.05 k/ft 0.05 k/ft Wind Load I Moments & Shears EP:tt ; i?Z t /irt#i@: #tttt ?t! Vertical Loads DL Only DL+ LL DL + Wind/Seismic + (LL) Lateral Loads Wind Seismic Equiv. Solid Thick 17.36 psf Actual 9.27 9.49 1.87 2.79 Moment Allowable 669.71 k-ft 669.71 k-ft 837.13 k-ft 8.15 k-ft 8.15 k-ft 7.600 in Wall Wt 84.00 psf 0.000 ft Shear Actual 3.00 3.07 0.83 1.23 E 1125,000.0 psi 6.000 ft Allowable 19.36 psi 19.36 psi 24.21 psi 24.21 psi 24.21 psi n 25.7778 II .C::ummary I Lintel OK Span= 6.00ft, Depth= 24.ft, Thick= 8.00inNormal Weight Block, No Special Inspection Using 2 bar sets of 2-#5 bars spaced 3.000in apart, Ends are Pin-Pin Combined Stress Ratios DL+ LL DL +Wind(+ LL) DL +Seismic(+ LL) Combined Stress Results ... (shear governs) {bending governs) {bending governs) DL + LL fb/Fb fv/Fv DL + Wind (+ LL) fb/Fb fv/Fv DL + Seismic(+ LL) fb/Fb Vertical Strength As k:(np"2+2np )".5-np np j = 1 -k/3 M:mas=Fb k j b d"2/2 * LDF M:Stl = Fs As j d Lateral Strength As k:(np"2+2np )".5-np np j=1-k/3 M:mas=Fb k j b d"2/2 * LDF M:Stl = Fs*As*j*d*LDF fv/Fv 1.2400 in2 0.16 0.0147 0.948 952.77 k-ft 669.71 k-ft 0.62 in2 0.13 0.01 0.96 14.20 k-ft 8.15 k-ft Vertical 0.0142 0.1587 0.0113 0.1269 0.0113 0.1269 0.1587. 1.00 0.2414 . 1.00 0.3542 1.00 Lateral 0.2301 0.0341 0.3429 0.0508 Allowable Stresses Masonry Fb ... 0.33 fm (.5 if w/o sp insp) Steel Masonry Fv fm".5 • (.5 if w/o sp insp) Combined 0.0142 0.1587 0.2414 0.1610 0.3542 0.1778 247:50 psi 24,000.00 psi 19.36 psi 1.00 1.00 1.00 1.00 1.00 1.00 Cross Engineering Consulting Structural Engineers ' 3198-G' Airport Loop Drive Costa Mesa, CA 92626 (714} 556-5475 (714) 556-9806 Fax Title : CVS-Angel Care Cancer Center Job# : 05-121 Dsgnr: MS Description .... Page: M ~ Date: JAN 13,2006 This Wall in File: D:\1-DATA\JOBS\05-121-CVS-CALCS\free~ Retain Pro 2005, 7-April-2005, (c) 1989-2005 www.retainpro.com1supporttor latest release Cantilevered Retaining Wall Design Registration #: RP-1142005 2005001 Code: CBC 2001 I Criteria __________ .... I Soil Data Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Wind on Stem = 0.50 ft 10.00 ft 0.00: 1 6.00 in 0.0 ft 17.4 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pcf Footingl!Soil Friction = 0.300 Soil height to ignore for passive pressure 0.00 in • I Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.67 Total Footing Width = 2.67 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 3.00 in @ Btm.= 3.00 in .,I S 111 u•r•c•h•ar.g 111 e.L.o.a.d.s _____ _.l I Lateral Load Applied to Stem I I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • I *Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = 1.64 OK 4.20 OK 1,423 lbs 9.71 in Soil Pressure @ Toe = 1,811 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 2,150 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.4 psi OK Footing Shear @ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 173.6 lbs Lateral Load ... Height to Tor; ... Height to Bottom = = 0.0 #/ft 0.00 ft 0.00 ft I Stem Construction • Top Stem Design Height Above Ft£ ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force@ Section lbs= Moment....Actual ft-#= Moment. .... Allowable ft-#= Shear ..... Actual psi= Shear ..... Allowable = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Ratio> 1.0 9.50 Fence Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 3rd Stern OK Stem OK 3.00 0.00 Masonry Masonry 8.00 8.00 # 5 # 6 8.00 8.00 Center Center 0.498 0.893 130.2 173.6 488.3 954.8 980.7 1,068.8 3.5 4.7 25.8 25.8 84.0 84.0 3.75 3.75 30.00 36.00 30.00 6.00 less 100% Passive F.orce = -306.3 lbs less 100% Friction Force = -422.4 lbs Masonry Data ---------------- Added Force Req'd = .... for 1.5: 1 Stability = 0.0 lbs OK 0.0 lbs OK Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC2001 1.200 1.600 1.600 1.600 1.000 fm psi= Fs psi= Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi= 1,500 1,500 24,000 24,000 Yes Yes No No 25.78 25.78 1.330 1.330 7.60 7.60 = 0.0 lbs = 0.00 ft = 0.00 in = 0.00 ft Line Load = 0.0 ft = 0.300 I Cross Engineering Title : CVS-Angel Care Cancer Center Page: M '2> Date: JAN 13,2006 ,, Consu 1 lting Structural Engineers 3198-G Airport Loop Drive Costa Mesa, CA 92626 Job# : 05-121 Dsgnr: MS Description .... (714) 556-5475 (714) 556-9806 Fax This Wall in File: D:\1-DATA\JOBS\05-121-CVS-CALCS\free~ Retain Pro 2005, 7-April-2005, (c) 1989-2005 www.retainpro.com/support tor latest release Cantilevered Retaining Wall Design Registration#: RP-1142005 2005001 I Footing Design Results • ___IQg_ Heel Factored Pressure = 2, 150 0 psf Mu' : Upward = 1,101 0 ft-# Mu' : Downward = 198 222 ft-# Mu: Design = 903 222 ft-# Actual 1-Way Shear = 8.36 2.28 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure = = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 53.6 0.58 -53.6 0.58 173.6 6.75 173.6 O.T.M. = = 1.64 31.3 -31.3 1,171.8 1,171.8 Vertical Loads used for So.ii Pressure = Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component = Code: CBC 2001 . .... RESISTING ..... Force Distance lbs ft 55.0 2.17 0.00 55.0 0.50 798.0 1.33 500.0 1.33 14.9 2.67 Moment ft-# 119.2 27.5 1,064.0 666.7 39.8 • 1,422.9 lbs ----- Vertical component of active pressure used for soil pressure Total= 1,422.9 lbs R.M.= 1,917.2 DESIGNER NOTES: 6" Fence 8.in Mas w/ #5 @ 8.in o/c Solid Grout, 8.in Mas w/ #6 @ 8.in o/c Solid Grout, J'-0'~ _ 11-811 2'-8" 1'-0" 6'-6" 10'-0" 10'-6" 3'-0" 6" 1'-3" Pp= 306.25# 53.594# 1811.psf .. CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 LINAC TREATMENT ROOM LOADING: Ceiling: DEAD LOADS: Misc DL= Slope Correction = DL= LL= TL= CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 20.00 PSF 20.00 PSF 1.00 20.00 PSF 20.00 PSF 40.00 PSF 2310 Faraday Ave. Carlsbad, CA SHEET JOB NO: DATE: BY: t..l 05-121 01/06 MS .. CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CVS-Angel Care Cancer Center SEISMIC LOADING Wind Speed (MPH)= Wind Exposure= Pressure Coeff. (Qs)= Importance Factor= 70 C 1.3 1 Ht.Abv Ground (ft) SEISMIC 0-1q 15-20 20-25 25-30 30-40 Ht. Abv.Gnd.(Ft) = 10.5 Zone= 4 Soil Profile Type= Sd Seismic Source Type = B Dist. to Source (km)= 5 Per Eq. 30-4 Per Eq. 30-5 Per Eq. 30-6 Per Eq. 30-7 "R" Factor = 5.5 Base Shear V= 1.197W Not to exceed- V= 0.200W Not less than- V= 0.048W V= 0.070W Use-0.070W (PSF) P= 17.36 P= 18.51 P= 19.49 P= 20.15 P= 21.46 Ce= CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 12.6 Period (T) = 0.117 Z= 0.4 Cv= 0.77 Na= 1.00 Ca= 0.44 2310 Faraday Ave. Carlsbad, CA TABLE FOR Na seismic source A B C TABLEFORNv seismic source A B C Nv= 1.20 <2km 1.5 1.3 1.0 <2km 2.0 1.6 1.0 GOVERNS .... I ___ o_.2_oo_w.....,1srRENGTH DESIGN SHEET JOB NO: DATE: BY: 5km > 10 km 1.2 1.0 1.0 1.0 1.0 1.0 5km 10km 1.6 1.2 1.2 1.0 1.0 1.0 L.2. 05-121 01/06 MS > 15 km 1.0 1.0 1.0 USE 0.143W WORKING STRENGTH DESIGN (DIVIDE BY 1.4) . . CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CLIENT:Rauhaus Free'denfeld & Assoc. PROJECT: CVS-Angel Care 2310 Faraday Ave. Carlsbad, CA LATERAL DESIGN OF WALL Center Line of Ceiling 10.5' 12' 8.985' Mass of Center 31.83' x 3' x 1' x 150pcfx 12' + 3.67' x 10.5 x 1' x 150pcf x (10.5'/2) x2 31.83' x 3' x 1' x 150pcf + 3.67' x 10.5 x 1' x 150pcf x 2 Lateral Load at Mass of Center Fp wso= 0.7Ca1pWp = 4CalpWp = 0.143 WP 0.308 WP 1.76 WP Use Fp = 0.308 WP V = 0.308 x ( 31.83' x 3' x 1' x 150 pcf + 3.67' x 10.5 x 1' x 150 pcf x 2) = = 8.985 ft 7.97 kif SHEET JOB NO: 05-121 DATE:. 01/06 BY: MS CoJnpany : Cross Engineering Designer : MS Job Number : 05-121 FRAME Global Displav Sections for Member Cales 5 Max, Infernal Sec.tiot1,s. for.Memher·C.alc.s· -' 9'7 ' .. Include Shear Deformation Yes ·Ir:iclude.Watpinl:!1 .. .Yes. -' ',. Area Load Mesh (in"2) 144 Me);!i!e ToferanceJin) '' .t2. ---- P-Delta Analvsis Tolerance 0.50% YecticalAxis __ y Hot Rolled Steel Code AISC: ASD 9th Cola cFormedj3leelCbde· '' -Al:SI 99: ASD· : --. NDS Wood Code NDS 91: ASD NDS T.etnoe.ratur:.e -·~ 1JlOr · Concrete Code ACI 1999 Number of Shear Regions 4 ,Reqior1 Soa_cinb: lrncrerrlent Jin}. : A":· " -- Biaxial Column Method PCA Load Contour Par.roe Beta; 'Facfor:<PCA~ · .65 ,, ---" ,.,., - Concrete Stress Block Rectanoular :Use:cracked .Sections: Y~s·- Bad Framing Warninqs Yes Unused ·Force Wamirias -: Y:e.s-: Concrete Properties Label E fksil G fksil 1 Conc3000NW 3156 1372 ---. .. ,T•,• a " __ ,." --.. .- ,. ' Nu .15 ' ,. Therm (\1 E5 F) .6 ' L.4 Of;-l:21 Jan 19, 2006 10:02 AM Checked By: __ Densitvfk/ft'\31 fcfksil .145 3 2 --Conc3500N.W 340£L · '1482 :rs· .. _ .6 .. 145 .. 31i· ' -/ :. ;, ''' . ' 3 Conc4000NW 3644 1584 .15 .6 .145 4 4 Oorrc30.00lW . 2085 'JJ©i ,· :1 s0 M,---~-' .6 " _:1:1 .-.3 -'I -' ' .. , ... 5 Conc3500LW 2252 979 .15 .6 .11 3.5 .6 Gonc4000LW 240'8 1047 _ -.15 -'' .:.6. .,, .11· 4:-. ---'. . ' Concrete Section Sets I in4 lzz in4 J in4 1 5184 46656 16385.92 Joint Coordinates and Temperatures Label X fftl Yfftl z fftl Temo fFl Detach From Dia ... 1 N1 0 0 I 0 0 ._2 N2. 0 " 12_:. ,' >J,: : er:_ 6 -: 3 N3 28.16 12 I 0 0 a N4 -28'.:t6···· . ' _· ,l)· _. -i:---. •· 0: 0 Joint Boundary Conditions Joint Label X k/in y k/in z k/in X Rot. k-ft/rad Y Rot. k-ft/rad Z Rot. k-ft/rad 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2-!N.i4 Reacticki · Reaction . 'R~action ·.Reaction· --; ,Readl0fr _· .---· Reaction RISA-3D Version 5.0d [D:\ 1-DAT A\JOBS\05-121-CVS-CALCS\Frame\05-121-CVS-1.r3d] Page 11 Co,mpany · : Cross Engineering Designer : MS Job Number: 05-121 FRAME Member Primary Data Label I Joint J Joint K Joint Rotate/den' Section/Shaoe 1 M1 N1 N2 CONC2 "2 Mi -N2: _·N3.'. ' GON.GL ._ .. 3 M3 N3 N4 CONC2 A Cl Concrete Design Parameters Label Shane Lenathfftl LU-\/\tfftl Lu-zzfftl Cm-w 1 M1 CONC2 12 ._z __ . Mi ·CON.Ci_ 2a.:16 . -~,. _ _, , --, 3 M3 CONC2 12 Basic Load Cases Desinn List Tvoe Rectanaular Beam '•R.ectar,iaular' Beam• -· Rectanaular Beam Cm-zz Kw Kzz ,_ .. . ,_,,. » ,, -- LS 09-l~I Jan 19, 2006 10:02 AM Checked By: __ Material Desian Rules Conc4000 .. Tvoical C:QnG'lQO,O •. -Tvb1ca.C · Conc4000 .. Tvoical vswav z swav fer Fae ... : - ,, BLC Descriotion Cateaorv X Gra ... Y Gra .. Z Gra ... Joint Point Pattern Distrib ... Direct Distri. .. Area /Memb ... Surface /Plate) 1 DL DL -1 2 -LL -_LL. ,, -, ', ', --· ,., ., '· ,: ',, 3 LAT EL 2 Joint Loads and Enforced Displacements (BLC 3 : LAT) Joint Label LDM Direction L X .·_ L .. X Member Pattern Distributed Loads (BLC 1 : DL) I 1 I Member Label M2 Member Pattern Distributed Loads (BLC 2 : LL) Member Label I 1 I M2 Load Combinations Load Pattern WDL Load Pattern WLL 1 .J -; -- Ma nitude k k-ft in rad k*sA2fft 3.985 Multiplier 1 Multiplier 1 Descriotion Solve PDelta SR ... BLC Factor BLC Factor BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 DL 1 3 E 3· 1 4-_ 1.4DL .Yes-., .1 ' 1.4' 5 1.2DL +1.6LL Yes 1 1.2 2 1.6 Yes 1 1.2 ""J.::, f 7 0.9DL +1.0E Yes 1 .9 3 1 Envelope Joint Displacements Joint Xfinl le Yfinl le Zfinl le X Rotation ... le Y Rotation ... le Z Rotation r. .. le 1 N1 max 0 7 0 7 0 4 0 4 0 4 0 4 2·;. -., :min -~ ·6 ·4 ·.{) , 4 0 -· ,' , :4 -, ~-Q 4. CL , ._ . .iF_:· <O. 7 .. , •, --,, ' -, .. ' ' 3 N2 max .022 6 0 7 0 4 0 4 0 4 -1.479e-4 5 4 , (} ,--i'.00:1 -.Q ,. ., •, . -:·_4_, .-2.994e~k 6· , .. min: -· '5 ,, ·14 -~--,,. -· 4 --~ :::@ __ 4' , •, _.G),,• 5 N3 max .021 7 0 7 0 4 0 4 0 4 1.63e-4 4 .6 '· , .min• o· :·4_· .;.,.,6Qf 4 :Q. 4.-: ' ·.0·, 4--'_: :'.0' ·: .4 .,.!t4a9e;& t : - RISA-30 Version 5.0d [D:\1-DATA\JOBS\05-121-CVS-CALCS\Frame\05-121-CVS-1.r3d] Page 12 .. L~ Company : Cross Engineering Designer : MS 0$-12.l Jan 19, 2006 10:02 AM Job Number : 05-121 FRAME Checked By: __ Envelope Joint Displacements (Continued) Joint X in le y in le z in le X Rotation ... le Y Rotation ... le Z Rotation ... le 7 N4 max 0 6 0 7 0 4 0 4 0 4 0 5 8 -min ,()° ·5.: ,. 0 4 -o·.-~ .4 < ·-·.o: A. :_ <if ; .4 0 6 ' Envelope Joint Reactions Joint X fkl le Yfkl le Zfkl le MX fk-ftl le MY fk-ftl le MZ fk-ftl le 1 N1 max 4.51 4 17.901 4 0 4 0 4 0 4 23.141 7 2 min -1:085 .7 •, ·_ 1:o·.s23 1 {) . -:4• ,':' 6" 4 ,-0 . 4 ~-1-6.814 4 , .. < -~-'· -, 3 N4 max -4.093 5 17.901 4· 0 4 0 4 0 4 48.361 6 4 ·min-. .. t.851: :·6: ,· . 12.493 _ ::·.--r :.,::0.: .-·.1j:_::,\ . ·o_._· 4 ~(lf 4 15.2'56: 5 ', -,,, 5 Totals: max 0 5 35.802 4 0 4 6. -min. -7.:91 ,-; ,' ~-23.016 _ 1. 0. -4. < ,. -• < " ---" '« << Envelope Member Section Forces 3 4 5 9 13 1,4·_· 17 21 .22 23 24 25 27 28·. 29 Member M1 M2 M3 Sec Axialfkl le v Shearfkl le z Shearfkl le Torouefk-ftl le v-v Momen... le z-z Momen... le 1 max 17.901 4 1.085 7 O 4 O 4 0 4 23.141 7 2 max 15.668 4 1.085 7 O 4 O 4 O 4 19.884 7 min . 9.087, 7 . -4.51 4. er . ·4 . . o. ·_ .-4 .. · _.·:o. -4 -~3.:283, 4 3 max 13.435 4 1.085 7 O 4 O 4 O 4 18.824 6 · n:iin. 7."652-.. 7 -4.51 · .4 {J -· .• -.. 4 ..il • ' 4 . . ·.O> 4 ,:9_z99. 5· 4 max 11.202 4 1.085 7 O 4 O 4 O 4 23.779 4 5 max 8.969 4 1.085 7 O 4 O 4 O 4 37.31 4 min.· 4'.o/th 7 -!(SL 4 . : .o 4-o ·· 4 .. _ :CL . 4.-1:0'.:115 7 1 max 4.51 4 8.969 4 O 4 O 4 O 4 37.31 4 2 max 4.51 4 4.484 4 O 4 O 4 O 4 -9.115 5 min ·2:9 7 1,898 ·-7 0 4 ii': :;4-: .. 0_·-4· ,,15.546 .6 3 max 4.51 4 0 4 0 4 0 4 0 4 -16.606 7 4 max 4.51 4 -3.868 7 0 4 0 4 0 4 .477 7 5 max 4.51 4 -6.751 7 0 4 0 4 0 4 45.851 6 min. 2-'.9 ·r ~8'.969 4 -(i) 4. -. -:o -4.. _:· 6' __ -•. 4 ... 33.855 5 1 max 8.969 4 -4.093 5 0 4 0 4 0 4 -33.855 5 2 max 11.202 4 -4.093 5 0 4 0 4 0 4 -17.202 7 3 max 13.435 4 -4.093 5 0 4 0 4 0 4 3.451 7 min 9~522 _. 7 -1.ss1 6 .. ~-o. ... .4 · .. ·o · 4 a . 4 · -~1.o·.24.e 4 4 max 15.668 4 -4.093 5 0 4 0 4 0 4 24.808 6 min. ·11..057 7:-, ~7.'851° -6 .-o: _:_.4' .er .4. b . :4.· 2.97~:J 5: 5 max 17.901 4 -4.093 5 0 4 0 4 0 4 48.361 6 Envelope Member Section Stresses Member Sec Axialfksil le v Shearr ... le z Shearr. .. le v-Tonfksil le v-Botrksil le z-Tonfksil le z-Botrksil le 1 M1 1 max .034 4 .003 7 0 4 .149 4 .205 7 0 4 0 4 3 2 max .03 4 .003 7 O 4 .029 4 .176 7 0 4 0 4 -5 3 max .025 4 .003 7 0 4 -.082 5 .167 6 0 4 0 4 -6 < RISA-3D Version 5.0d [D:\ 1-DATA\JOBS\05-121-CVS-CALCS\Frame\05-121-CVS-1.r3d] Page 13 Cqmpany : Cross Engineering Designer : MS Job Number : 05-121 FRAME Envelope Member Section Stresses (Continued) Member Sec Axialfksil le v Shearr ... le z Shearr ... 7 4 max .021 4 .003 7 0 a. . min . 012_ ? .-:013 ·. 4. 0 9 5 max .017 4 .003 7 0 10 'min .009··· 7 -.013 ,. 4 0 11 M2 1 max .01 4 .031 4 0 12 ,,_. min .. 0(17 t> .()1'7· ·, 1 .. {),, 13 2 max .01 4 .016 4 0 14 min .007 ., f .. 007' '1. 0 15 3 max .01 4 0 4 0 1,6 -min :00,7·· · .7: ·.::.003. '.6 < 0 ' '< 17 4 max .01 4 -.013 7 0 18 · '·rfifn •• 007 " i ·:.:.(Hi " 6-0 19 5 max .01 4 -.023 7 0 .20 -, . _,, .00] : '.7. ~.031. :4 . 0 ,mm. 21 M3 1 max .017 4 -.012 5 0 · .22. ',,_ : ·: .ni1n· .: ,013. · 7 ·; ~i022 . :6 ,0 23 2 max .021 4 -.012 5 0 24-.min_:; .01.6 ·.o/'.· -c.0~2 6 0. 25 3 max .025 4 -.012 5 0 26 ' < ; min . :Ol8 · '} .;_022 6 ·o ', " ' 27 4 max .03 4 -.012 5 0 28: ·min :-.021 ..• 1. -,,022 6 " o,, . 29 5 max .034 4 -.012 5 0 30 '< min .024 7 -.022 6 b" . '.' Envelope Member Section Deflections Member Sec X finl le V fin] le z finl 1 M1 1 max 0 4 0 4 0 . 2 " " ,rnin ·• 0 4 " " '0 . 4 0 " 3 2 max 0 7 .001 4 0 4 ", . min ·o ·:A -,002 · 7 " :_O: . " 5 3 max 0 7 .003 4 0 6 min ,, ,d .4 . -J)06 7 .. . c() 7 4 max 0 7 .003 4 0 8 . mih ·o.:. 4 /(113. 7 ,,,b " ' . 9 5 max 0 7 0 5 0 10 min: ;.:001 4: ,' --.022 '6 d, ,· : . 11 M2 1 max .022 6 0 7 0 12 " . ·.min .0·.· .5. -.001 . 4. .0 13 2 max .022 6 -.023 7 0 14 ., -··-· 0 5 -.02'9. 6 0 ·:mm·· 15 3 max .021 7 -.029 7 0 Hf . min " -~'045: 4 ', 0· '' 0 4 ;ll ,, 17 4 max .021 7 -.013 7 0 Hr '" ,min·· '(j 4 ~:. .. Q28 . .4 ·~. 0: " 19 5 max .021 7 0 7 0 20 " min 0 .. .4 ' ~:oot 4 ·O 21 M3 1 max .001 4 0 4 0 22 ·min •. · :,b: ::,_7 " ~.021 T. () .,,_ : 23 2 max 0 4 -.003 5 0 24 "' •min: " '()'. 7 -:017 .6 0 -" 25 3 max 0 4 -.002 5 0 26 " 1---. ~-.6· ·.?.. ·, . .::-01 6 'b .. ·mm. '" 27 4 max 0 4 -.001 5 0 28 ', ;r17f~ ·::o 7 ·. ).,0:03· 6. '·: (il.', ,. ;:,. 29 5 max 0 4 0 4 0 1...7 05 -12,.1 Jan 19, 2006 10:02 AM Checked By: __ le v-Tonfksil le v-Botrksil le z-Toofksil le z-Botrksil le 4 -.118 7 .211 4 0 4 0 4 ~:2:1-1 ··: 4 ·:o·Ata .. O· •4'' ... o· ,, 4 '7. ', 4 4 -.09 7 .33 4 0 4 0 4 4 · .:._3:3 ,, 4"; .. 09 ' ' • o/" . 0 4 o, 4 4 -.134 7 .494 4 0 4 0 4 4 ._·,.~.494 ,,4 .t3.4 .. /7 () .4' 0 4 4 .206 6 -.121 5 0 4 0 4 4 :12'1·· ·s ,.,-:.20@. 6 :0. ,. 4 6 '' .4 4 .342 4 -.22 7 0 4 0 4 ·4' ".22 ·.~r34:z ·. ·4 'O .4: 0 " .. 7-. ' 4 4 .133 4 .006 7 0 4 0 4 4. ·-:006_ .• .1. ,.:;{3.3:: 'A·. -~" (f . .'.:. A .. . 0 ;·_ ·;4_, 4 -.448 5 .606 6 0 4 0 4 . ·4.·· .;,:6.06 6 '.448> 5 . ',(} 4· 0 ·' ,;4 ,' 4 .406 6 -.3 5 0 4 0 4 4 .::~L .. ,5 .. -.406'. j3, .0" ,., 4 '() 4. 4 .211 4 -.152 7 0 4 0 4 4,: · .1·52.:· . v. .·-.21-f:-')f ·o ''4·'' () ·'4 4 .091 4 .031 7 0 4 0 4 4. -.0.31 .·t _,e,0911. A·. .0 .:: 4. ' ,() ... 4 4 -.026 5 .22 6 0 4 0 4 4 ,' -:2f ,€L. ·;_(:Y2Ef· '5: o·.', 4 " 0 : ,4· 4 -.135 5 .428 6 0 4 0 4 4:' -.428'' :r 6 •. ~-:-135. ~: «5 (L ·4 ' ·-c1 " . 4 le x Rotate fr ... le fn) Uv Ratio le 'n) Uz Ratio le 4 0 4 NC 4 NC 4 ,4 .0 ,4. " NC 4:. Ne " .4 ,.,, 4 0 4 NC 4 NC 4 :4 .0 ',.4.' NB.::. ::7 " NC 4 ' '" " " 4 0 4 NC 4 NC 4 •4: .• 0, . 'NC ': t. :Ne· ., •' 4 ;.,t " 4 0 4 NC 4 NC 4 4.',_' O' '" ·4 ·Ne :·r: :NC 4 ·, 4 0 4 NC 5 NC 4 " 4' ·0 -.··,4. •. :·6589 .. 354. · jif " Neb 4 ----- 4 0 4 NC 7 NC 4 ' 4., Q ·.4,·, .NC 4 :·NC ·4 4 0 4 NC 7 NC 4 ._4· ,, O' '.·A_ ' NC ·:: 6 NC 4 ~J --" 4 0 4 NC 7 NC 4 "o ", 4.·•· 7-~69~1.16 4 .NG 4 <' : 4 4 0 4 NC 7 NC 4 ·4 ' -~ ' :ff·.•· .. .> 4' '' Ne 4 " ,NC ··4_ 4 0 4 NC 7 NC 4 4 ()' ' 4 .. :·NC. '" 4·' NC A 4 0 4 NC 4 NC 4 4 o: . " '4' 681-5.83' '< ]'. NC ·.4, ' . 4 0 4 NC 5 NC 4 4 « ·.1:f " 4 .8379:935 . •: 6 Ne. 4. 4 0 4 NC 5 NC 4 4 -ct. ·.4: " NC :6-. . ·~-N:C: " ·4. 4 0 4 NC 5 NC 4 :4. '. _:o: : 4, 't;jc : : 6 NC 4 <. ; " 4 0 4 NC 4 NC 4 RISA-3D Version 5.0d [D:\1-DATA\JOBS\05-121-CVS-CALCS\Frame\05-121-CVS-1.r3d] Page 14 CQ,mpany : Cross Engineering Designer : MS Job Number : 05-121 FRAME Envelope Member Section Deflections (Continued) Member Sec x in '30 min. · {f Concrete Beam Design Results Member Shane UC Max ... Locfftl UC Max ... Locrftl 1 M1 CRECT44X ... .085 10.5 .047 0 ,2 M2. ¢R!;QT36X; ... .1.37. . :26.4 ;1-13:. 14.;o.a 3 M3 CRECT44X ... .135 12 .095 1.5 Shear UC Locfftl .084 3.5 :f4l 2@.467 .-; .147 5 LS oS-1'2..\ Jan 19, 2006 10:02 AM Checked By: __ Phi*Mnz To ... Phi*Mnz Bot... Phi*Vnvfkl 359.456 359.456 53.461 :228.633 · .~228,633 . 43,222 ' 359.456 359.456 53.461 RISA-3D Version 5.0d [D:\ 1-DATA\JOBS\05-121-CVS-CALCS\Frame\05-121-CVS-1.r3d] Page 15 CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care Single Reinf. Concrete Beam At Ceiling fc= 4 ksi ~= 0.85 fy= 60 ksi p min= 0.00333 b= 12 in p bal= 0.02851 d= 32.5 in p max= 0.02138 Mu= 45.851 'K-As min= 1.300 inA2 See Max. Moment As Max= 8.338 inA2 for Cone. Ceiling a= 0.46436318 in As= 0 jnA2 USE 4/3As req'd! As req'd= 0.31576697 inA2 0Mn= 45.851 'K C Min. Req'd Area of Reinforcement Area of Tensile Reinforcement (per CBC 1910.5.3) 0.31576697 X 4/3 = 0.4210226 < 0.44 in2 2310 Faraday Ave. Carlsbad, CA Use #6 at 12110.c.(Min.) For Tensile Reinfocement At Wall fc= 4 ksi ~= 0.85 fy= 60 ksi pmin= 0.00333 b= 12 in p bal= 0.02851 d= 40.5 in p max= 0.02138 Mu= 48.361 'K As min= 1.620 jnA2 See Max. Moment As Max= 10.391 inA2 for Cone. Wall a= 0.39212667 in As= 0 inA2 USE 4/3As req'd! As req'd= 0.26664613 inA2 0Mn= 48.361 'K C Min. Req'd Area of Reinforcement Area of Tensile Reinforcement (per CBC 1910.5.3) 0.26664613 X 4/3 = 0.3555282 < 0.44 in2 Use #6 at 12110.c.(Min.) For Tensile Reinfocement SHEET JOB NO: DATE: BY: 05-121 01/06 MS 01/30/06 PCA-Mats VS.20 -PORTLAND CEMENT ASSOCIATION 11:23:31 Licenced to: Cross Engineering Qz(dn) --~-----: o .006 :-i-0.277 1 1 I ;-0.554 :1 1: 1-0.831! I I . -1.109. 11 1 · ·-1.386 I :--1. 663 ! .. i-1. 940 ,' '-2.217' ;-;-2.494 :...- Mat Foundation for CVS Vault Soil Bearing Pressure Check LIC Page 1 cvs-2 .mat 05-12.l . . 01/30/06 PCA-Mats V5.20 -PORTLAND CEMENT ASSOCIATION 11:24:11 Licenced to: Cross Engineering Dz(dn) ------------ i-0.078 ', i-'-0.088, ,:1 I ,-0.099. I I -o .110 I I -0 .12·0' I I -o. ;1.31: -0.152 -0.16$ -0.174' , I ' '--. . ,\ Mat Foundation for CVS Vault Deflection Check l . -----:-- -1 ·-1 'i_ --,-__ I_ - ·'-7 < ! Page 1 L. l l cvs-2.mat OS-1:2.l -~. 01/30/06 PCA-Mats V5.20 -PORTLAND CEMENT ASSOCIATION 11:25:48 Licenced to: Cross Engineering Muy(T) '127 0 ' : 111111111a' • 112. 9 :I I· !98.8 : 1 . I 84.8 : I 1: ,70.7 I I 56. 6 . :-•42.5 i_, ,28.4 . i-' 114.4 ,_: j0.3 , -· ' ', Mat Foundation for CVS Vault Muy TOP Page 1 L l'2 cvs-2 .mat() s-12.1 A .. ' . 01/30/06 PCA-Mats V5.20 -PORTLAND CEMENT ASSOCIATION 11:26:27 Licenced to: Cross Engineering Mux(T) 1151. 9 i i • 135. 0 ,I 11 I. 118.2 :I I i 101. 4 :1 I '84.5 I . ,I 1, '. 67. 7 i : 50. 8 .. :-; 34,0 : ;_., ,17.1 ·-.o.3 :-· Mat Foundation for CVS Vault Mux TOP Lt 2, Page 1 cvs-2 .mat<>S -12.I .•. ./ . - CLIENT:Rauhaus Freedenfeld & Assoc. SHEET CROSS ENGINEERING 3198-G Airport Loop Drive PROJECT: CVS-Angel Care JOB NO: DATE: Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CVS-Angel Care Cancer Center 2310 Faraday Ave., Carlsbad, CA LOADS: Flat Roof: DEAD LOADS: Pitch= 0.25:12 BUR 5/8" Sheathing Roof rafters Susp.Ceiling Sprinklers lnsultion + misc. 5.60 PSF 1.80 2.20 2.80 1.00 1.60 DL= 15.00 PSF Slope Correction = 1.00 DL= 15.00 PSF LL= 20.00 PSF TL= 35.00 PSF WALLS: Exterior Wall: DEAD LOADS: Finish 1/2" sheathing 2x Studs @ 16" o/c 5/8" GWB Insulation Misc. DL= Exterior Concrete Walls : 10.00 PSF 1.50 2.20 2.80 0.80 0.70 18.00 PSF 6.25" thk. = 75.52 psf 2310 Faraday Ave. Carlsbad, CA BY: Sloped Roof: DEAD LOADS: Pitch= Roofing 1/2" Sheathing Roof rafters Ceiling lnsultion + misc. DL= Slope Correction = DL= LL= TL= 4:12 6.00 PSF 1.50 1.70 2.80 2.23 14.23 PSF 1.05 15.00 PSF 16.00 .PSF 31.00 PSF Interior Wall: DEAD LOADS: (2)-5/8" GWB 1 /2" sheathing 2'x Studs @ 16" o/c Misc. DL= 5.60 PSF 1.50 1.70 0.70 9.50 PSF 45,-0 05-121 01/06 MS CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 LINAC TREATMENT ROOM LOADING: Ceiling: DEAD LOADS: Misc DL= Slope Correction = DL= LL= TL= CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 20.00 PSF 20.00 PSF 1.00 20.00 PSF 20.00 PSF 40.00 PSF 2310 Faraday Ave. Carlsbad, CA SHEET JOB NO: DATE: BY: ~"t'O 05-121 01/06 MS CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Angel Care 2310 Faraday Ave. Carlsbad, CA GENERAL DESIGN INFORMATION: BUILDING CODE USED: ................... 2001 CBC MATERIAL PROPERTIES: LUMBER: **ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR. Grade Fb Ft Fv E (x106) 2x4 STUDS .......................................... STUD 675* 450 95 1.4 2x & 4x JOISTS & BEAMS .................. NO. 2 875* 575 95 1.6 BEAMS (5" & THICKER) •••••••••.•.•.•••••••••..• NO.1 1350 675 85 1.6 POSTS & TIMBERS (5x5 & LARGER) ..... NO.1 1200 825 85 1.6 GLU-LAMINATED BEAMS .................. 24F-V3 2400 1100 165 1.8 LAMINATED VENEER LUMBER (ICBO#REQ'D) •.•.. 2800 1850 285 2.0 (*INDICATES BASE DESIGN VALUES PER 1991 NOS) (ALL VALUES IN PSI.) CONCRETE: THE 28-DAY STRENGTH AND WEIGHT OF CONCRETE SHALL BE AS FOLLOWS: fc: Wgt: SLABS ON GRADE ................................................ 4000 P.S.I. 150 P.C.F. FOOTING ............................................................... 4000 P.S.I. 150 P.C.F. PILES...................................................................... P.S.I. P.C.F. COLUMNS ......................................... ,.................... P.S.I. P.C.F. STRUCTURAL SLABS AND BEAMS .................... .4000 P.S.I. 150 P.C.F. REINFORCING: TYPICAL REINFORCING: ..................................... #4 AND SMALLER ......... GRADE 40 #5 AND LARGER ........... GRADE 60 STIRRUPS, TIES, SLABS ON GRADE & NON-STRUCT. ITEMS ................. GRADE 40 MASONRY: REINFORCED CONCRETE BLOCK ..................... 1350 P.S.I. GROUTED AT STEEL 1500 P.S.I. GROUTED SOLID REINFORCED BRICK............................................ P.S.I. (NOTE: INSPECTION NOT REQUIRED UNLESS NOTED OTHERWISE) STRUCTURAL STEEL: STRUCTURAL SHAPES, PLATES ........................ 36 K.S.I. PIPE COLUMNS ..................................................... 35 K.S.I. STEEL TUBE .......................................................... 46 K.S.I. BOLTS .................................................................... A307 FOUNDATIONS: Fe 825 1300 925 1000 1600 2700 **REFER TO SOIL INVESTIGATION BY: ............................................................................... . JOB#: .................................. .. DATED: ................................... . SOIL PRESSURE: .................... PSF. LA TERALPRESSURES: PASSIVE : .................... PCF. FRICTION: ............ . ACTIVE: ...................... PCF. AT REST: .................... PCF. SHEET JOB NO: DATE: BY: G1 FOOTING SHALL BE CARRIED A MINIMUM OF ....... INTO NATURAL GRADE OR APPROVED FILL. 05-121 01/06 MS • " .., CLIENT:Rauhaus Freedenfeld & Assoc. SHEET CROSS ENGINEERING JOB NO: 3198-G Airport Loop Drive PROJECT: CVS-Angel Care DATE: Costa Mesa, CA 92626-3407 2310 Faraday Ave. BY: (714) 556-5475 Fax: (714) 556-9806 Carlsbad, CA ~A=B=BR=E=V~IA=T~l=O=N=S~: ________________________ G2 AB. ABV. BAR BD BLKG. BLW. BM 8.N. B.W. CF CJ COL. CONC. CONT. C.P.E. D DBL DF DIA DO (E) E.W. E.J. E.N. EQ FB F.G. FJ FL FMG. F.N. F.O.C. F.O.M. F.O.S. F.P. FTG GA GALV. GLB GR. BM. GWB H HOR HGT. HORIZ. K.P. L LT. WT. LVL MAS. M.B. MLB (N) N.G. 0/C PJ PLB PLWD P.T. RB ANCHOR BOLT ABOVE REINF. BAR BOARD BLOCKING BELOW BEAM BOUNDARY NAIL BOTH WAYS CONTINUOUS FOOTING CEILING JOIST COLUMN CONCRETE CONTINUOUS CONT. PANEL EDGES DEPTH DOUBLE DOUGLAS FIR DIAMETER DITTO EXISTING EACH WAY EXPANSION JOINT EDGE NAIL EQUAL FLOOR BEAM FINISH GRADE FLOOR JOIST FLOOR FRAMING FIELD NAIL FACE OF CONCRETE FACE OF MASONRY FACE OF STUDS FULL PENETRATION FOOTING GAUGE GALVANIZED GLUE-LAMINATED BEAM GRADE BEAM GYPSUM WALLBOARD HIGH HEADER HEIGHT HORIZONTAL KING POST LENGTH LIGHT WEIGHT LAMINATED VENEER LUMBER MASONRY MACHINE BOLT MICRO=LAM BEAM NEW NATURAL GRADE ON CENTER POUR JOINT PARALLAM BEAM PLYWOOD PRESSURE TREATED ROOF BEAM REINF. REQ'D RF RR RJ SQ SIM SIMP. ss STD. STL SW THK. T.O.C. T.O.L. T.O.M. T.O.P. T.O.S. T.O.W. TS TYP. U.N.O. VERT. w W.P. W.W.F. 0 @ Of WI REINFORCING REQUIRED ROOF ROOF RAFTER ROOF JOIST SQUARE SIMILAR SIMPSON PRODUCT SELECT STRUCTURAL STANDARD STEEL SHEAR WALL THICK TOP OF CONCRETE TOP OF LEDGER TOP OF MASONRY TOP OF PLYWOOD TOP OF SHEATHING TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WIDTH OF FOOTING WEAKENED PLANE JOINT WELDED WIRE FABRIC DIAMETER AT OVER WITH 5,0 05-121 01/06 MS ,,. "' CLIENT:Rauhaus Freedenfeld & Assoc. CROSS ENGINEERING 3198-G Airport Loop Drive PROJECT: CVS-Angel Care Costa Mesa, CA 92626-3407 2310 Faraday Ave. (714) 556-5475 Fax: (714) 556-9806 Carlsbad, CA SHEAR WALL SCHEDULE PER 2001 CBC # DESCRIPTION LOAD SILL NAILING FDN ANCHORAGE 1 15/32" THICK WALL SHEATHING, EXP 1 260 PLF 16d AT 5" O/C 5/8" 0 AB AT 24" O/C WITH 8d NAILS AT 6" O/C AT EDGES. 2 15/32" THICK WALL SHEATHING, EXP 1 350 PLF 16d AT 3.5" O/C 5/8" 0 AT 18" O/C WITH 8d NAILS AT 4" O/C AT EDGES. 3 15/32" THICK WALL SHEATHING, EXP 1 490 PLF 16d AT 3" O/C 5/8" 0 AT 12" O/C WITH 8d NAILS AT 3" O/C AT EDGES. 2 ROWS 16d AT 3" 3/4" AB AT 16" O/C* (3x SILL PLATES REQUIRED) O/C STAGGERED* 4 15/32" THICK WALL SHEATHING, EXP 1 600 PLF 2 ROWS 16d AT 4" 5/8" 0 AT 12" O/C WITH 8d NAILS AT 2" O/C AT EDGES. (3x SILL PLATES REQUIRED} O/C STAGGERED 3/4" 0 AB AT 16" O/C* 5 15/32" THICK WALL SHEATHING 870 PLF 2 ROWS 16d AT 3" 3/4" 0 AB AT 24" O/C STRUCT. 1, EXP 1 WITH 10d NAILS AT 2" O/C AT EDGES. (3x SILL PLATES O/C STAGGERED . 3/4" 0 AB AT 12" O/C* REQUIRED) 10 7./8" THK. STUCCO W/ PORTLAND 180 PLF 16d AT 8" O/C 5/8" 0 AT 48" O/C CEMENT PLASTER W/ 1.4# PER SQ. YD. 17 GA. GALV. WIRE LATH AND 16 GA. STAPLES (W/ 7/8" LEGS)AT 6" 0/C NOTES: 1.) * INDICATES SILL PLATE NAILING OR ANCHOR BOLTING FOR TWO SIDE APPLICATION. 2.) REFER TO SHEAR WALL NOTES ON PLANS FOR ADDITIONAL INFORMATION. 3.) CONSTRUCTION OF PLYWOOD SHEAR WALLS TO BE WITH COMMON NAILS ONLY. 4.) HOLDOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEAR WALL SHALL HAVE A TOLERANCE OF NO MORE THAT 1/16" (INSPECTION REQUIRED). HOLDOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE SHEAR WALL. ALL POSTS WITH HOLDOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE NAILING. 5.) ALL ANCHOR BOLTS SHALL BE ATTACHED TO THE SILL PLATE WITH 2"x2"x3/16" . SQUARE STEEL WASHER PLATES. 6.) 4x MEMBER TO BE PROVIDED UNDER THE FLOOR SHEATHING TO RECEIVE SILL NAILING AT SHEAR WALLS #4, #5, AND TWO SIDED APPLICATIONS OF SHEAR WALL #3. 7.) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER. 8.) WHERE SHEAR PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ONN CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMEBERS OR FRAMING SHALL BE 3-INCH NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. SILL PLATES SHALL BE 3-INCH NOMINAL AND NAILS SHALL BE STAGGERED. 9.) ALL WOOD STRUCTURAL PANEL SHEATHING SHALL BE C-D, C-C AND OTHER GRADES COVERED IN IB.C. STANDATRDS. SHEET 4!,TO JOB NO: 05-121 DATE: 01/06 BY: MS SW1 ,.. CLIENT:Rauhaus Freedenfeld & Assoc. SHEET ~rro CROSS ENGINEERING JOB NO: 05-121 ,., •' 3198-G Airport Loop Drive PROJECT: CVS-Angel Care DATE: 01/06 Costa Mesa, CA 92626-3407 2310 Faraday Ave. BY: MS (714) 556-5475 Fax: (714) 556-9806 Carlsbad, CA W1 DESIGN WIND PRESSURE METHOD 2 {PROJECTED AREA) P = Ce * Cq * Qs * I I= 1.00 Qs = Basic Wind Speed (mph 70 75 80 90 100 110 120 H (ft) Exp. Ce Cq 12.6 14.5 16.4 20.8 25.6 31 36.9 0-15 B 0.62 1.3 10.16 11.69 13.22 16.76 20.63 24.99 29.74 C 1.06 1.3 17.36 19.98 22.60 28.66 35.28 42.72 50.85 D 1.39 1.3 22.77 26.20 29.63 37.59 46.26 56.02 66.68 20 B 0.67 1.3 10.97 12.63 14.28 18.12 22.30 27.00 32.14 C 1.13 1.3 18.51 21.30 24.09 30.56 37.61 45.54 54.21 D 1.45 1.3 23.75 27.33 30.91 39.21 48.26 58.44 69.56 25 B 0.72 1.3 11.79 13.57 15.35 19.47 23.96 29.02 34.54 C 1.19 1.3 19.49 22.43 25.37 32.18 39.60 47.96 57.08 D 1.50 1.3 24.57 28.28 31.98 40.56 49.92 60.45 71.96 30 B 0.76 1.3 12.45 14.33 16.20 20.55 25.29 30.63 36.46 C 1.23 1.3 20.15 23.19 26.22 33.26 40.93 49.57 59.00 D 1.54 1.3 25.23 29.03 32.83 41.64 51.25 62.06 73.87 40 B 0.84 1.3 13.76 15.83 17.91 22.71 27.96 33.85 40.29 C 1.31 1.3 21.46 24.69 27.93 35.42 43.60 52.79 62.84 D 1.62 1.3 26.54 30.54 34.54 43.80 53.91 65.29 77.71 60 B 0.95 1.4 16.76 19.29 21.81 27.66 34.05 41.23 49.08 C 1.43 1.4 25.23 29.03 32.83 41.64 51.25 62.06 73.87 D 1.73 1.4 30.52 35.12 39.72 50.38 62.00 75.08 89.37 80 B 1.04 1.4 18.35 21.11 23.88 30.28 37.27 45.14 53.73 C 1.53 1.4 26.99 31.06 35.13 44.55 54.84 66.40 79.04 D 1.81 1.4 31.93 36.74 41.56 52.71 64.87 78.55 93.50 100 B 1.13 1.4 19.93 22.94 25.94 32.91 40.50 49.04 58.38 C 1.61 1.4 28.40 32.68 36.97 46.88 57.70 69.87 83.17 D 1.88 1.4 33.16 38.16 43.16 54.75' 67.38 81.59 97.12 120 B 1.20 1.4 21.17 24.36 27.55 34.94 43.01 52.08 61.99 C 1.67 1.4 29.46 33.90 38.34 48.63 59.85 72.48 86.27 D 1.93 1.4 34.05 39.18 44.31 56.20 69.17 83.76 99.70 ,. ~ II' CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 SIMPLE SPAN ROOF RAFTER Flat Roof DEAD LOAD BUR 5.6 PSF 5/8" Sheathing 1.8 Roof rafters 2.2 Susp.Ceiling 2.8 Sprinklers 1.0 lnsultion + misc. 1.6 Slope correction = 1.00 TOTAL DL = 15.0 PSF LIVE LOAD= 20.0 TOTAL LOAD= 35.0 PSF 12 11 o/c CF Fv Fb Def 2X4 1.5 24.3 11.2 8.3 2X6 1.3 38.2 16.4 13.1 2X8 1.2 50.4 20.8 17.3 2X 10 1.1 64.3 25.4 22.0 2X12 1.0 78.2 29.4 26.8 2X14 0.9 92.1 32.9 31.5 12 II o/c CF Fv Fb Def 2X4 1.5 24.7 10.5 8.2 2X6 1.3 38.2 15.3 12.8 2X8 1.2 50.4 19.4 16.9 2X10 1.1 64.3 23.7 21.6 2X12 1.0 78.2 27.5 26.2 2X 14 0.9 92.1 30.8 30.9 CLIENT:Rauhaus Freedenfeld & Assoc. SHEET :,'TD PROJECT: CVS-Angel Care JOB NO: 05-121 DATE: 01/06 D.F. #1 D.F.#2 Lmax 8.3 13.1 17.3 22.0 26.8 31.5 Lmax 8.2 12.8 16.9 21.6 26.2 30.8 2310 Faraday Ave. Carlsbad, CA BY: MS R1 ALLOWABLE SHEAR STRESS Fv Cd F'v 95 X 1.25 119 Cd= Load duration factor BASE VALUE ALLOWABLE BENDING STRESS Fb Cr Cd F'b Cr= Repetitive member 1000 X 1 .15 1 .25 1438 psi factor 875 X 1.15 1.25 1258 psi TL LL ALLOWABLE DEFLECTION ALLOWABLE ELASTICITY Def=L/ 240 360 #1E= 1.7 x10"6 #2 E= 1.6 x10"6 Fv L= 2 x {d +12) + F'v x Ax 2 +( W X 1.5) Fb L=(F'b x S x CF+ W + 1.5)"1/2 DefTL L={384 x Ex I+ 5 + w +Def+ 144)"1/3 DefLL L=(384 x Ex I+ 5 + w +Def+ 144)"1/3 DOUGLAS FIR NO. 1 16 11 o/c 24 "o/c Fv Fb Def Lmax Fv Fb Def 18.4 9.7 7.6 7.6 12.5 7.9 6.6 28.9 14.2 11.9 11.9 19.6 11.6 10.4 38.1 18.0 15.7 15.7 25.8 14.7 13.7 48.6 22.0 20.0 20.0 32.9 17.9 17.5 59.1 25.5 24.3 24.3 40.0 20.8 21.3 69.6 28.5 28.7 28.5 47.2 23.3 25.0 DOUGLAS FIR NO. 2 16 "o/c 24 11 o/c Fv Fb Def Lmax Fv Fb Def 18.7 9.1, 7.4 7.4 12.8 7.4 6.5 28.9 13.3 11.7 11.7 19.6 10.9 10.2 38.1 16.8 15.4 15.4 25.8 13.7 13.4 48.6 20.6 19.6 19.6 32.9 16.8 17.1 59.1 23.8 23.8 23.8 40.0 19.5 20.8 69.6 26.6 28.1 26.6 47.2 21.8 24.5 Lmax 6.6 10.4 13.7 17.5 20.8 23.3 Lmax 6.5 10.2 13.4 16.8 19.5 21.8 EXAMPLE: MAX ALLOW SPAN FOR 2 X 8 #2 @ 16" o/c = 15.4 FEET • ~-.. ~ CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 SIMPLE SPAN ROOF RAFTER Sloped roof DEAD LOAD Roofing 6.0 PSF 1/2" Sheathing 1.5 Roof rafters 1.7 Ceiling 2.8 lnsultion + misc. 2.2 Slope correction = 1.05 TOTALDL= 15.0 PSF LIVE LOAD= 16.0 TOTAL LOAD= 31.0 PSF 12 11 o/c CF Fv Fb Def 2X4 1.5 27.4 11.9-8.7 2X6 1.3 43.1 17.4 13.6 2X8 1.2 56.8 22.1 18.0 2X10 1.1 72.4 27.0 22.9 2X 12 1.0 88.1 31.3 27.9 2X14 0.9 103.7 34.9 32.8 12 II o/c CF Fv Fb Def 2X4 1.5 27.7 11.1 8.5 2X6 1.3 43.1 16.3 13.4 2X8 1.2 56.8 20.7 17.6 2X10 1.1 72.4 25.2 22.5 2X12 1.0 88.1 29.3 27.3 2X14 0.9 103.7 32.7 32.2 CLIENT:Rauhaus Freedenfeld & Assoc. SHEET $"'\'"O PROJECT: CVS-Angel Care JOB NO: 05-121 DATE: 01/06 D.F. #1 D.F.#2 Lmax 8.7 13.6 18.0 22.9 27.9 32.8 Lmax 8.5 13.4 17.6 22.5 27.3 32.2 2310 Faraday Ave. Carlsbad, CA BY: MS R2 ALLOWABLE SHEAR STRESS Fv Cd F'v 95 X 1.25 119 Cd= Load duration factor BASE VALUE ALLOWABLE BENDING STRESS Fb Cr Cd F'b Cr= Repetitive member 1000 X 1.15 1.25 1438 psi factor 875 X 1.15 1.25 1258 psi TL LL ALLOWABLE DEFLECTION ALLOWABLE ELASTICITY Def=L/ 240 360 #1 E= 1.7 x10A6 #2 E= 1.6 x1QA6 Fv L= 2 x (d +12) + F'v x Ax 2 +( W X 1.5) Fb L=(F'b x S x CF+ W + 1.5)A1/2 DefTL L=(384 x Ex I+ 5 + w +Def+ 144)A1/3 DefLL L=(384 x Ex I+ 5 + w +Def+ 144)A1/3 DOUGLAS FIR NO. 1 16 11 o/c 24 11 o/c Fv Fb Def Lmax Fv Fb Def 20.7 10.3 7.9 7.9 14.0 8.4 6.9 32.5 15.1 12.4 12.4 22.0 12.3 10.8 42.9 19.1 16.3 16.3 29.0 15.6 14.3 54.7 23.4 20.8 20.8 37.0 19.1 18.2 66.5 27.1 25.3 25.3 45.0 22.1 22.1 78.3 30.3 29.8 29.8 53.0 24.7 26.1 DOUGLAS FIR NO. 2 16 11 o/c 24 II o/c Fv Fb Def Lmax Fv Fb Def 21.0 9.7 7.7 7.7 14.3 7.9 6.7 32.5 14.1 12.1 12.1 22.0 11.5 10.6 42.9 17.9 16.0 16.0 29.0 14.6 14.0 54.7 21.8 20.4 20.4 37.0 17.8 17.8 66.5 25.3 24.8 24.8 45.0 20.7 21.7 78.3 28.3 29.2 28.3 53.0 23.1 25.5 Lmax 6.9 10.8 14.3 18.2 22.1 24.7 Lmax 6.7 10.6 14.0 17.8 20.7 23.1 EXAMPLE: MAX ALLOW SPAN FOR 2 X 8 #2 @ 16" o/c = 16.0 FEET ., ~ER'FORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF-11 PROJECT NAME DATE CVS -ANGEL CARE CANCER CENTER 4/7/2006 PROJECT ADDRESS 2310 FARADAY AVE. CARLSBAD PRINCIPAL DESIGNER· ENVELOPE TELEPHONE Building Permit# DOCUMENTATION AUTHOR TELEPHONE Checked by/Date RAYMOND K. PHUA (949) 450-1229 Enforcement Agencv Use GENERAL INFORMATION DATE OF PLANS !BUILDING CONDITIONED FLOOR AREA I CLIMATE ZONE 7 11 ,270 Sq.Ft. BUILDING TYPE [Kl NONRESIDENTIAL D HIGH RISE RESIDENTIAL D HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION [X] NEW CONSTRUCTION D ADDITION D ALTERATION D EXISTING + ADDITION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to a Building using the performance compliance approach. The documentation preparer hereby certifies that the documentation is accurate a DOCUMENTATION AUTHOR SIGNATURE RPM ENGINEERS The Principal Designer hereby certifys that the proposed building de ig consistent with the other compliance forms and worksheets, with the sp · cations, and with any other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements contained in sections 110, 116, through 118, and 140, 142, 143 or 149 of Title 24, Part 6. ENV. LTG. MECH. D D D D D D D D D 1. I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, or I am a licensed architect. 2. I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. 3. I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures PRINCIPAL ENVELOPE D~IGN!=~ • Nf\M!= f-tu-J-N-t> ,ti. P.IWH I l'tll+ LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Required Forms PRINCIPAL LIGHTING DESIGNER· NAME SIGNATURE MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures PRINCIPAL MECHANICAL DESIGNER· NAME RAYMOND K.PHUA Run Initiation Time: EnergyPro 4.0 by EnergySoft User Number: 5402 1----------------------l LIC. NO. C:.•/1..-n-/ DATE 4 .. ,0-0~ rFl....,..c-t>,-,+....,..tt+,..-t------------------t LIC. NO. DATE 1-----------------------i Job Number: Page:1 of 26 California Department of Health Serv,ces SANDRA SHEWRY Director State of California-Health and Human Services Agency Department of Health Services January 24, 2006 Tim Concannon, DVM California Veterinary Specialists 100 Rancho .Santa Fe-Road, #133 San Marcos, California 92069 Registration No.: Pending ARNOLD SCHWARZENEGGER Governor THERAPY LINEAR ACCELERATOR AUTHORIZATION FOR PHYSICAL MEASUREMENTS Reference(s): (a) Notice of Construction/Installation (17 CCR 30110), with cover letter, dated November 2·1, 2005, prepared by John DeMarco Ph.D., DABR. (b) Supplemental information received via electronic mail on · January 11, 2006, from John DeMarco Ph.D., DABR. (c) Supplemental information received via electronic mail on January 22, 2006, from John DeMarco Ph.D., DABR. (d) Physicist's Report of Safety Inspection and Comprehensive Environmental Survey (17 CCR 30110 and 30312), TO B.E SUBMITTED (e) Physicist's Report of Calibration and Acceptance for Treatment (17 CCR 30110 and 30312), TO BE SUBMITTED (f) Radiation Machines Registration forms, TO BE SUBMITTED We have completed our review of your "Notification of Construction/Installation", Reference (a), and supplemental information, References (b) and (c), for the proposed installation of Varian Clinac 21 00C/D Linear Accelerator at California Veterinary Specialists -Angel Care Cancer Center and Special Care Foundation, 2310 Faraday Avenue, Carlsbad, California. The vault has been evaluated for housing linear accelerator with a maximum photon energy of 6MV. You are authorized to energize this accelerator for the purposes of ootaining physical measurements for the radiation safety surveys, conducting acceptance tests, and performing full calibrations. References (d), (e), and (f) must be submitted to this Department for review before the Department will issue an authorization to treat patients. MS 7610, P.O. Box 997414, Sacramento, CA 95899-7414 (916) 440-7962 Internet Address: jgalicia@dhs. .go A • • "1-Angel Care Cancer Center 1 Page 2 January 24, 2006 This approval is based on the use factors, occupancy factors, and proposed workloads used for calculation purposes in the shielding report and supplemental information, References (a) and (b), respectively. You must notify this office immediately of barrier design changes or if the occupancy factors do not accurately reflect the actual time periods any one person would be in the respective areas. Future changes in the workload, equipment, or use will require a reevaluation of the installation. The Department concurs with your proposal to employ Intensity Modulated Radiation Therapy (IMRT) at this facility, based upon the workload assumptions and calculations specified in References (a) and (b). Environmental monitoring must be performed for a six-month period following the initiation of IMRT treatment to demonstrate the efficacy of the barriers with respect to this modality. The results of this monitoring, along with the IMRT treatment logs, must be submitted to this office for review and correlation. If you have questions regarding this authorization or other areas where the Department may be of assistance, please do not hesitate to contact John Galicia a~ (916) 440-7962. For the Department AUTHORIZING: John ,Galida, M.S. Ass6ciate Health Physicist Radiologic Health Branch cc: John De Marco, Ph.D., DABR CONCURRING: Lisa K. Russell, Chief Machine Registration and Mammography Unit Radiologic Health Branch San Diego County Department of Environmental Health · Angel Care Cancer Center Clinac 2100CD WIMRT 0106.doc City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-07-2006 Plan Check Revision Permit No:PCR06133 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: GREGG ROSEEN D-2 Building Inspection Request Line (760) 602-2725 2310 FARADAY AV CBAD PCR 2120613000 $0.00 CB060612 Lot#: 0 Construction Type: NEW CVS-LEAD BRICK WALL DEFFERED SUBMITTAL Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: C V S INVESTMENTS L L C C/O TIMOTHY CONCANNON 23011 MOUL TON PKWY LAGUNA HILLS CA 92653 100 N RANCHO SANTA FE RD #133 SAN MARCOS CA 92069 Plan Check Revision Fee Additional Fees Total Fees: $90.00 Inspector: Total Payments To Date: FINAL APPROVAL Date: $90.00 Balance Due: Clearance: ISSUED 07/20/2006 LSM 08/07/2006 08/07/2006 $90.00 $0.00 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, Void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have nreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. ;;.• -.~t \. .. ,: PERMIT APPLICATION l J, CITY· dF .CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE (.l,.P.L '( PLAN CHECK No.f(U)2.0(o l a3 EST. VAL. ________ _ ~=l~d~:do;;_o_si_t ===~=-=========== Date. ____ '2.s....,./.;>0::::.=j{!~Q~,¥:;,~--- BL!siness Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phl!se No. Existing Use Proposed Use SO.-FT. #of Stories # of Bedrooms # a, Bathrooms Address Name Address City S.tate/Zip Telephone #. (Sec •. 7031.6. Business· and Professions Gode: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure! prior to its issuance, also requires the applicant for such permit to. file a signed statement that he is. licensed pursuant to the provisions of the Contractor's License Law [Chapta'r 9, commending with Se.ction 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the ba,sis for the alleged exemption. Any violation. of Section 7031,5 by·any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred do!lars [$6001). Name Address City State/Zip Telephone, Ii\ State License# ________ _ • License Class ________ _ City Business License # ---,------ Designer Name Address City State/Zip · Telephone State Li.cense # __________ _ Workers' .. Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I haye'and will malnt~in a certiflcl!te of consent to self-insure for workers' compensatiol) as provided by Section 3700 of the Labor Code, for the performance of the work for which this pf!rmit is Issued. · · · -0 I have and will maintain -workers' compensation, as· required by Section 3700 of the Labor Code, for the p·erf9rmance of the work for which this permit is . isi;;ued. My worker's compensation 'insurance carrier and policy number are: · · · · · Insurance Company · · · · · Policy No. Expiration Date. _______ _ (THIS SECTION NEEP NOT'BE. COMPI.J:TED IF THE PERMIJ IS FOR 'ONE HUNDRED DOLLARS ($10010~ LESS) ·o CERTIFICATE OF E_XEMP.TIQN: I certify that In the ·performance of the work for which this permit.ls )ssued, I shall not employ any person In any manner so as to become' subje.ct to the Workers' Compensation Laws of California. · · W~RNING: Feliura to ~•Cl!(•: worker•!. ~ompen1i~ron covaraga la unlawful, and shall aLibJ•ct an ampl~y•r to criminal panaltl•• and civil fines up to one hundred thc;,~aand dollars ($100,000i;:ln 11(!dlt11111-to the i:osfof compensation, damagaa •• provldid-for In Section 3706·of the Labor code; Interest and 11ttom!ly'1 fees. ·s1GNATU,~E ·. . .. '., ·.·.. DATE I-hereby affirm that.1,all),fixempt f_rom_the Contractor's·l:lc~nse:Law for the following reason:· . . 0 , I, -l!S owner of the pr9perty Qi' ·!J\:V, employefiJI with wages as' their ~01!! COITIP,ll~Jll!tl~n. will do the work and tba stru~ure Is not intanded or offered for 11ale (Se,c;·7Q44, Bui;i.lness ar.id.Pr11fe,11~ion~ O'o,~ei:'l'he Contractor.'s L,lcenllll Law does not ·apply to.,an owner of property·wh.i> builds or Improves tharaon, and who does such wor~ himseif or through' l:tiil ·oy,,n empJoy1111s; jiroylded that auch iniprq)l11ments are not Intended or offerecUor sale, If, however, the building or Improvement Is _ sold wltti.in one yel!r of completion, thu o·V',(ner-builder will have th!l:!Jurden 9f prQving-that he-did i:iot build or Improve for-the purpose of sale). . · 0 I, as <>wnei~~ the ·.~ropertv, 1iin excl~slyely co,:itra.ctlng with ll~e~sed contraciqrs to construct ~he project (Sec. 7044, Buslnes~ and Professions Code: The ·<f:ontnictor's Lli:ense Law does:~9t,.apply to en·own1:1r of'property who builds or Improves thereon, and contracts'for such projects with contractor(sl licensed .pursuant to the Co.ntractor's Llc_!'nse law). . I . . ·.:. . . :' 0 . I em.'e~empt under Sectl_ori' .. , . : B1,1sln11ss-and Professions ~ode for thfs'r~ason: 1; I personell_y plan to,p,ovil!e· the·.major labor arid materials for constn,1ctlon of tha proposed prc;,perty lmpr0vem_e11t, 0 YES .ONO . . -. . . . . ,. . 2. I (have/ have riot) signed·an a:ppllcatlon for a building permit for the proposed·work. . . ·-3, I t:iave c~mtracted with the-.foilowing pe.rson. (flrinl tc:i pr~vid'e the propo~ed const~uctlon lini:lude name / address /-phone nu!llber / contractors license numbe~i: . . ., . . . ', . 4. I plan to provide· portiliQii:ot the work, b·ut l·have hired :the following person to coordinate, supervl~~ and ·provide the major work (lncl~de name/ addre11s /.phone number / contractors.J.li:~_nse numb~rl; . _ . . · . : · . 5. I will provide some of the work,.~ut I have c91Jtracted (hired) the following.persons to provlda·the work Indicated (Include name/ address/ phone number/ type of work): · .:, · · PRORERTY OWNERSIGNATURE. '. . ' ' . ~ . ~ . DA,TE Is the ·applic~nt or-,f~t~re ti~lid.ing i>~~~iiant.required to ·s~bmit. a business plan, acutely hazardous material!! registration .form.or risk m~nagement-and prevention 'progra~ under Sectipils ~Q60~, _266,~3. :or 266'34 of the Presley-Tanna~ Hazardous Substance Account Act? 0 YES O NC) · ls'the-~ppllcant·or future bulldil"!O o.c.cupant required to obtain a permit from the air pollution control district or ;iir quality management district? O YES O NO Is th1;1 facilltr to' be co~~tructed·Y1ithln ·1_.000 feet of the outer boundary of a school site? 0 YES O NO IF AI\IY OF. THE·~!IISWERS);~R.E'YES;A-FINAL: CERTIFICATE OF OCCUPANCY MAY.NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE ,:tEQUIREMEl'IITS Of,'fHE OFFI_C~ 9F_ EMERGENCY SERVICES AND l'HE AIR POLLUTION CONTROL DISTRICT. -.. · · . . . ~ !'hereby affir~'that there is.a construction lending agency for the performance of the work for which this permit Is issued (Sec. 3097(i) Civil Code) . . . ·. ' ·. . .. LENDER'.$ NAME . LENDER'S ADDRESS ,• EsGil Corporation In. Partnersfiip witfi qovemment for '.Bui[aing Safety DATE:· 8/2/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0612(PCR06-133) PROJECT ADDRESS: 2310 Faraday Ave SET:I ~T D PLAN REVIEWER D FILE PROJECT NAME: CVS-Angel Care Cancer Center, Lead Shielding Supprt IZ] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IZ] Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Mail Telephone Fax In Person D REMARKS: · · By: Chuck Mendenhall Esgil Corporation D GA D MB D EJ D PC 7/22/06 Fax#: Enclosures: tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I 1 City of Carlsbad 06-0612(PCR06-133) 8/2/06, VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06-0612(PCR06-133) PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2310 Faraday Ave DATE: 8/2/06 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: IIIN BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Tl NA hrly Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance 1..-1 Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee =8 Repeats * Based on hourly rate Comments: D Other 0 Hourly 0.75j Hour* Esgil Plan Review Fee ($) $9o.ool $12.001 Sheet 1 of 1 macvalue.doc REVISIONS CROSS ENGINEERING 3198~G Airpeirt Loop Drive Costa Mesa, 'CA 92626 (714) 556-5475 (714) 55~9806 Fax STRUCTURAL CALCULATIONS -revision CVS -Lead Brick Support Design 2310 Faraday Ave, Carlsbad, CA . rauhaus freedenfeld & associates TABLE OF CONTENTS TITLE 05-121 7/18/2006 MS Calculations ............................................ 1 to 3 AUG O 7 2006 City of CARLSBAD BUILDING DEPT VALID ONLY IF SIGNED INRED ·/'8·~ t --· 0 I~ · CLIENT:Rauhaus Freedenfeld & Assoc. ., CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 PROJECT: CVS-Lead Brick Support Design 2310 Faraday Ave. Carlsbad, CA 2i• LEAD BRICK SUPPORT WALL Design Criteria Wt. of brick= 2" / 12 X 700 pcf = 116.67 psf F = 1.0(1.0)(0.44)(t.2)(1-.0)(4)(116.67)/(3)(1.4) = 58.67 psf Tube Stud Check 24 in o.c. spacing ·10.5 ft overall Length M = 19.40 in-k Fb = 0.6 (46ks1)(1.33) = 36.71 ksi Sr= 0.53 in3 < 0.668 in3 Use Structural Tube -.TS 2x2)_{3/1.6-: Fy = 46 k~i .. Connection of Tube to Concrete Wall and Foundation Max. Shear= 58.67psf (2') (4') = 469 lbs per "Simpson" wedge-all reference attached Ta = 920 lbs/bolt Va = 570 lbs/bolt Spacing = 4" Reduction for spacing = Ta= 0.93 Va= 0.95 0.93 0.95 (920)= ( 570) = ForTesion For Shear 855.6 541.5 lbs/boltx2 = lbs/boltx2 = · 1711 lbs OK 1083 -lbs OK Use Shop welded 3/8" plate to the tube member and (2) 3/8" dia. x4" embedment depth 'Simpson'Wedge-AII mechanical anchors to wall and to foundation SHEET JOBNO: DATE: BY: 1 05-121 07/06 MS CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Lead Brick Support Design SHEET 2 .. CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 · 2310 Faraday Ave. Carlsbad, CA Wall Panels Max. Loading = 58.67 psf Tube Spacing = 24 in o.c. M = 0.352 in-k Fb = 0.6 (50ksi) (1.33) = 39.9 ksi Sr = 0.009 in3 < 0.0461 in3 OK JOB NO: DATE: BY: Use 26ga. "Super-Span" panel Fastening of Wall Panels to Tube Members Max'. Load to Fastener= 58.67 psf (12"/12) (24"/12) = per "ltw Buildex" Teks reference attached Tu1t. = 1631 lbs/fastener-Pullout of 12ga. Safty Factor = 3.0 · Ta= 1631 / 3.0 x 1..33 = 723 lbs/screw Pullover Bearing on 26 ga. Fp = 3.0 (33000 psi) (1.33) (0.018") (0.4") / (2.22) = 117.33 lbs 427 lbs/fast. Use #12 self drilling fasteners at 12" o.c. panels to each tube member 05-121 07/06 MS I , ~ CROSS ENGINEERING 3198-G Airport Loop Drive Costa Mesa, CA 92626-3407 (714) 556-5475 Fax: (714) 556-9806 CONC. VAULT CEILING : <0 I b ,._, CLIENT:Rauhaus Freedenfeld & Assoc. PROJECT: CVS-Lead Brick Support Design 2310 Faraday Ave. Carlsbad, CA 3/8" THK. PLATE W/ ____ (2)-3/8"¢x4" EMBED SHEET JOBNO: DATE: BY: SIMPSON WEDGE-ALL ANCHORS AT EA. TUBE STUD 3 05-121 07/06 MS LJ,4.--+-____ (1)-ROW OF 2" THK. LEAD .i INTERLOCK BRICK GLUED TO CONC. 11 ·----WALL OF CONC. VAULT I I / ·,:1.. 26 GA. SUPER-SPAN METAL 11 WALL PANELS W/ #12 'IMl,Ff-__.:;;,-l-----sELF-oR1LuNG FASTENERS AT 'l 12" 0/C TO EA. TUBE STUD 3/8" THK. PLATE W/ (2)-3/8"¢x4" EMBED SIMPSON WEDGE-ALL ANCHORS AT EA. TUBE STUD FOUNDATION I 112 ~~~::Jci!t'!lu.&'7~al~~; ' .. . , . . . I WEDGE-ALL Wer/ge Anchors The Wedge-AU is a non-bottom bearing, wedge style expansion anchor for use in solid concrete or grout filled masonry. A one-piece clip ensures uniform holding capacityihat increases as tension is applied. The threaded stud version is available in nine diameters and multiple lengths. A single size tie-wire version is available for wire supported fixtures. Threaded studs are set by tightening the nut. Tie-wire anchors are set with the claw end of a hammer. • One piece wrap around clip lo Threaded ehd is chamfered for ease of starting nut. • Most sizes feature full thread for added versatility. •M#i#Mil carbon and stainless steel amiml Carbon steel anchors are available zinc plated or mechanically galvanized. IIiJD (Stud anchor only} ICC-ES ESR-1396; City of LA. RR24682; Dade County 01-0820.06; Factory Mutual 3017082; Florida FL 402.4; Underwriters Laboratories File Ex3605· Meets requirements of Federal Specifications A·A-1923A, Type 4. m The Load Tabies list values based upon results from l~e most recent testing and may not reflect those In current code reports. Where code-jurisdictions apply, consult the current reports for applicable load values. · liM•ffl\jjjmJI The Wedge-All anchor has been tested in accordance with ICC-ES's Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01). ICC-ES report ESR-1396 recognizes the carbon and stainless steel Wedge-Ail for the ·tallowing: • Static Tension and Shear Loading. • Seismic and Wind-Loading. • Combination Tension and Shear Loading. • Crlticai and Minimum Edge Distance. •W@iltllit;t • Holes in metal fixtures to be mounted should exceed nominal anchor diameter by ½a" for ¼" thru %" diameter anchors, and by ¼" for ail other diameters. • Do not use an .impact wrench to set or tighten -the Wedge-All. m Caution: Oversized holes In the base material will make-it difficult to set the anchor and will reduce the anchor's.load capacity. Threaded studs: • Drill a hole in the base material using a carbide drill bit the same diameter as the nominal diameter of the anchor to be installed. Drill the hole to the specified embedment depth and blow it clean using compressed air. Overhead installations need not be. blown-clean. Alternatively, drill the hole deep enough to accommodate embedment depth and dust from drilling. • Assemble the anchor with nut and washer so the top of the nut is flush with the top·of1he anchor. Place the anchor in the fixture and drive .into the .hole until .washer and nut are tight against fixture. • Tighten to the required installation torque. Tie-Wire: • Drill a hole at least 1 ½" deep using a ¼" diameter carbide tipped bit lo Drive the anchor into the hole until the ·head is seated against-the base material. • Set the anchor by prying/pulling the head with the claw end of th_e hammer. SUGGESTED SPECIFICATIONS: Wedge anchors shall be a threaded stud with an integral cone expander and a single piece expansion clip. The stu~ shall be carbon steel with a minimum 70,000 psi tensile strength, or type 303, ·304 or "316 stainless steel, as called .for on the drawings. Anchors-shall meet Federal Specificatlon-A-A·1923A, Type 4. Anchors shall be Wedge-Alls from Simpson-Strong Tie, Dublin, CA. Anchors shall be Installed following Simpson Strong-Tie's instructions for Wedge-Alls. Wedge-All Tie-Wire (Zinc plate only) Wedge-All Installation Sequence Tie-Wire Installation Sequence Bit Size (in) ¼ % ½ % ¾ ¼ 1¼ Fixture Hole (in). '½a ¼a o/ia 11/ia ¼ 1¼ 1% Wrench Size (In) ¼a o/to ¾ 1o/te 1¼ 1'½a 1½ 1¼ Length Identification Head Marks on Wedge-All Anchors (corresponds lo length of anchor -inches}. !JJJ~tlt, ,:_;;~[; ,;tv \ct, p( ';J,: i fli, ';,(;, .:flit :::t.ii_ ,1il( ,J/ ;-~·M~; ,jt: ,, ._:;I~{ ~}4\ :\it.' ;::ti::, :\¥~ :i}jj \tfvw:: ~(~t) J' ;--Q;,-, ~ ' 'J! From 1½. 2 2½ 3 3½ 4 4½ 5 5½. 6 6½ 7 7-½ 8 8½-9 9½ 10 11 12 13 14 15 16 · UpTO ButNot 2 2½ 3 3½ 4 4½ 5 5½ 6 6½ 7 7:½ 8 8½ 9 9½ 10 11 12 13 14 15 16 17 Including RI d ;i. cf c., w ;::= CJ z 0 t5 z 0 ~ ::;; u.i ~ c:, "" .E ~ ili: C, c., @) "' c:, c:, 1½ 'l' ~ Cl) 1% 0 ~ 2¼ ~ c.;, 'Z;)'Vi:)' i'i.: 17 18 18 19 : ' ! •J.ti~~mtiffi~,. ' .. ~.ll,l.-r.· I • " ' • WEDGE-ALL' Wedge Anchors 1/46 (6.4) 1/2 (12.7} 3/4 (19.1) 1. The allowable loads·llsted are based on a-safety factor-of 4:0. 2. Allowable loads may be Increased by 33½% for short term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for edge distance and spacing on pages 120 & 122. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. Allowable loads may be linearly Interpolated between concrete strengths listed. 6. Allowable loads for ¼·Inch size at 1 Ya-Inch embedment apply to both the Wedge-All and lie-Wire anchors. Installation torque does·not apply to the lie-Wire-anchor. 7. The minimum concrete thickness is 1½ times the embedment depth. *See page 5 for an explanation of the load table icons I 115 I 116 l\J~~f~· l ' WEDGE-ALL' Wedge Anchors Shear Loads flir Carbon Steel Wedge-All (and Tie-Wire) Anchors in Normal-Weight Concrete 1/2 (12.7) 1. The allowable loads fisted are based on a safety factor of 4.0. 2. Allowable loads may be increased by 33½% for short term loading due to wind or seismic forces where-permitted by code. 3: Refer to allowable load adjustmentfactors for spacing and edge distance on pages ~20, 121 & 123. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. ·s. Allowable loads may be linearly interpolated between concrete strengihs listed. 6. Allowable loads for ¼-inch size-at 11/a·inch embedment apply to both the Wedge-All and Tie-Wire anchors. Installation torque does not apply to the Tie-Wire anchor. 7. The minimum concrete thickness is 1¼ times the embedment depth. 150 (203.4) *See page 5 for an explanation of the load table icons I 122 4:.tfh:£~ il..u~~rL~~.,~a.~,-~'" :l~ ~,_ .. ~ ""% "' ~~~"' ~ .: ~.J~t ~-·!~ ~ ,i, ~ ~r .. ;/'~~: d ~~;~ 1,,t, :l:,.P. ~ -~ i (:~~;: :::·,s;~\tl~V~1t?ll~\f:it~~i:,~1a:~~~~?1fa:JS~1 ~~L1~11~ WEDGE-ALL Technical /11formalio11 Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge-All Anchors in Normal-Weight Concrete: Spacing, Tension Loads Load adjustment.factors for critical and .minimum spacing .have been determined by testing. The following tables have been created using linear interpolation. How-to use these charts: 1. The following tables are for reduced Spacing. 5. The .load adjustment factor (fa) is the intersection of the .row and column. 2. Locate the anchor size to be used for a tension load application. 6. Multiply the allowable load by the applicable load adjustment factor. 3. Locate the anchor embedment (E) used for a tension load application. 7. Reduction factors for multiple spacings are multiplied together. 4. Locate the spacing (Sact) at which the anchor is to be 'installed. Spacing Tension Os) *See page 5 for an ....,.,...,.,.....,....-+-......,.,......,,,..........,..,.-1-.....,..,...,..-,-_,...,..,,,..--,-..,.......-,--+-.,,.....,..,--,.....,,...,;.,.,......,.-....,.,,.-+....,,...,,.,,--..--...,.......,,,..-,-.,,....,.-::--1 explanation of the 3/4 11/4 11/2 13/4 2 21/4 21/2 23/4 3 31/2 4 . 41/2 5 6 7 8 See Notes Below 2 3 4 5 6 7 8 9 10 11 :12 13. 14 1. E = embedment depth (Inches). 2. Sact = actual spacing distance at which anchors are Installed (Inches). 3. Ser" critical spacing distance for 100% load (inches). 4. Sm1n = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at-critical·spaclng·dlstance. fscr is always = 1.00. 7. fsmln = adjustment factor for allowable load at minimum spacing distance. ·8. fs = fsmln + ((1 • fsmin) (Sact • Smin) /'(Ser· Sm1n)l. load table icons * ~_,d\;~-:t-,.::~~f~~Ji~~/:2~:~1~-\ ~~., ~,~ ,:.:_' ) ~' ;J11 :,;,,( l~ ~"' ::\Lt'~:-~ ... ~ V1£,~~ ~·:.} ~Ji~~~:.1:t~:-:~~;:gf~\~~~tfS~t &~~li~,:~:~1l'W.V1t dS.~. WEDGE-All Technical Information Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge-All Anchors In Normal-Weight Concrete: Spacing, Shear Loads Load adjustment factors for critical and minimum spacing have been .determined by testing. The following tables have been created using linear Interpolation. How to use these charts: 1. The following tables are for reduced Spacing. 5. The load adjustment .factor (fs) .is the intersection of the row and column. 2. Locate the anchor size to be used for a shear load application. 3. Locate the anchor embedment (E) used for a shear load application. 4. Locate the spacing (Sacr) at which the anchor is to be installed. Spacing Shear (fs) s.,1(in.) 3/4 11/4 . 11/2 13/4 2 21/4 2.1/2 23/4 3 3172 4 "41/2 5 6 7 8 Sea Notes Below 2 3 4 5 6 7 8 9 10 11 12 13 14 11/8 15/8 5/8 1. E = embedment depth (inches). 1/4 3/8 21/4 13/4 25/8 31/8 ·, 23/8 35/8 11/8 7/8 13/8 2. Sw:i = actual spacing distance at which anchors are installed (Inches). 3. Ser= critical spacing distance for 100% load (inches). 4. Sm1n = minimum spacing distance for reduced load (inches). 5. f, = adjustment factor for allowable load at actual spacing distance. ·6. fscr =·adjustment factor for allowable load at·critlcal spacing distance. fsc, Is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmln-+ ((1 • fsm1n) (Sact • Smrn) /(Ser• Sm1n)l. 33/8 43/4 13/4 6. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple spacings are multiplied together. .., 1/2 5/8 *Sea page 5 for an explanation of the 21/4 33/8 41/2 · 23/4 41/2 51/2 load tabla Icons 31/8 43/4 61/4 37/8 61/4 73/4 11/8 13/4 21/4 13/8 21/4 23/4 RS I 123 S·u·p·er-Span® Featuring Zincalume® For Twice the life! Zincalume® combines the strength of steel with the corrosion resistance of aluminum for twice the life of zinc coatings. Super-Span® is an economical, structural, through-fastened roof or wall panel suitable for all-around general usage. D Super-Span® has been tested in accordance with UL580 and meets UL Class 90 wind uplift test requirements. D Structural spanning allows panel to be installed over solid substrates or spaced support members. D Full-bearing sidelap rib provides consistent weather- resistant joint. D Provides traditional metal roof or wall appearance with 11/4" high trapezoidal major ribs at l2" on center with one minor rib between each major rib. D Tested for air infiltration per ASTM El 680, and water infiltration per ASTM El 646 (with field-applied side- lap sealant). D Manufactured with high tensile steel for-greater load capability. D Matching trim packages are available in the same gauge and color as the roof panel. ,, SupN-Span Section Properties Wt S+ I+ S-I- Gauge (lbs/ft2) (in'/ft) (in"/ft) (in'/ft) (in"/ft) 26 0.90 0.0461 0.0475 0.0712 24 1.16 0.0667 0.0656 0.1058 D Fiberglass skylight panels are available in the matching profile. 0.0384 0.0540 D Can be installed on pitches as low as 1 : 12 with field applied mastic. D ·Can be crimp curved to accommodate radiused applications. D 26 gauge Super-Span® available in a wide variety of standard colors with the DuraTech™ntcoating system. '~{Ji§!~ ._.PRODUCTS Solutions in Metal Roofing 1¼" i f Anchorage, AK 800-478-2727, 907-349-2727, FAX 907-344-7095 Sacramento, CA/ Salem, OR 800-272-7023, 503-390-7174, FAX 503-390-7443 Salt Lake City, UT 800-441-2477, 801-978-0888, FAX 801-978-9099 Spokane, WA 800-776-8771, 509-536-4097, FAX 509-535-1346 T~Buildex BUILDING IDEAS THAT WORK® TEKS® Exterior Rigid Insulation Fasteners The original self-drilling fasteners designed specifically for rigid insulation. View this page in PDF format Applications 9 Roof and Willi panel over rigid insulation to . steel framing. I) Roof panel over spacer block and insulation to eave purlin. Fi 11H Product Features - I - Unique rider section stops panel jacking, point burnout and breakag~. High thread under the head prevents panel stripout. Improved in place aesthetics. Available in Scots® and Maxiseal® headstyles. Maximum pullover performance. Excellent driving stability. Seals when driven at an angle. Fastens the broadest range of insulation thickness. Point has precise cutting edges to improve drill performance with less effort. Non-walking point provides fast material engagement. Point to thread design maximJzes pullout performance and minimizes backout. Climaseal® finish provides excellent corrosion resistance and lower tapping torque. R.7 f • Maxiseal Head Scots Head C Product Specifications Diameter. -....... #12 Thread Form ..... 12-14 with rider section Head Style ...... 5/16" HWH Maxiseal® 5/16" HWH Scots 300 Series Stainless Washer Style .... 9/16" O.D. Integral System Drill Point ..... Teks® 3 Finish .......... -Climaseal® Head paint available M 2 Corrosion Resistance e Kest~rnich Results (DIN 50018, 2.0L) a 30 Cycles -10% or less red rust -Salt Spray Results (ASTM 8117) . • 720 hours -10% or less red rust 9 Scots: e Will never rust ... EVER!!! 4 Selector Guide Part# § D •11 Drill & Max § . . rt . ox Descnptton P i t Tap. _ Matenal Qty 0 n Capacity Attachment ,.__ __ __.,__ 1f __ :,_j!_,~__.IHwHII ~J.o3B-.21oll 3/4"-1" ~1.sool --- R9 · •' ,,, ·"' HWH #3 .036-.210 1,000, .HWH #3 .036-.210 0 750 ! 2-3/8" I HW .036-.210 2-1/8" to 3" 500 i _j . HWH6Ell· 3/4"-1" 11,5001 ,::======i:==1=2-=14=x ==;I:= =~r~ 1-1/8" to ~ 2-3/8" ~ .036-.210 1-1/2" ~~ 12-14x ~~ 1-5/8"to ~ 3-1/4" l:.:.:.J~ .036-.210 2-3/8" ~ 12-14 x 4" HWH #3 .036-.210 I 2-1/8" to 3" II 500 I Performance Data PULLOUT VALUES (average lbs. ultimate) PULLOVER VALUES (average lbs. ultimate) Steel Gauge FASTENER.VALUES ==::;=====F'===ii==e======r===;==,1 ear avg. Torque (min. lbs. ult.) in. lbs.) 2000 90 SHEET STEEL GAUGES 16 18 20 22 24 26 Decimal 105"11075"11060"11048"11036"/_ 030" .024" .018" Equivalent · · · · · · ES (average· lbs. ultimate) I Fastener I Steel Gauge {lapped) The values listed -are ultimate averages achieved under laboratory conditions and apply to Buildex manufactured -fasteners only. Appropriate safety factors should be applied to these values for design purposes. G I 8 e A standard screwgun with a depth sensitive nosepiece should be used in ·install Teks. For optimal fastener performance, the screwgun should be a minimum of 4 amps and have a RPM range of 0-2000. Adjust the screwgun nosepiece to properly seat the fastener. New magnetic sockets must be correctly set before use. Remove chip build-up as needed. Overdriving may result in torsional.failure of the fastener or stripout of the substrate. The fastener must penetrate beyond the metal structure a minimum of 3 pitches of thread . -; ~~ ~-n ..... • 1~,~ ¥-,. i, ' .. 'til,li!fl & Last modified: March 16, 2005 Return to Home Page Information: submit a request or contact, ICRA -An independent, non-profit content rating organization. Copyright©. 1998-2005: ITW Buildex. All trademarks or registered trademarks used are trademarks of ITW Buildex and Illinois Tool Works, Inc. ITW Buildex Privacy Policy ITW Buildex-uses Web Trends Live to analyze traffic to this·web site. WebTrends Live does·not·create individual profiles for visitors. Unlike some tracking services Web Trends Live does not have a database of individual profiles for each visitor. Web Trends Live only collects aggregate data. For more information about Web Trends Live privacy policy, please click here. Send mail to: with questions or comments about the webpage.