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Home My WebLink About1835 ASTON AVE; ; CB982545; PermitCity of Carlsbad xQ 01/14/1999 Building Permit Permit No:CB982545 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: COM Sub Type: Parcel No: 2121201200 Lot #: Status: ISSUED Valuation: $333,600.00 Construction Type: VN Applied: 08/12/1998 Occupancy Group: B/Fl/Sl Reference #: Entered By: BT Appr/lssued: 12/22/1998 Project Title: NEW 12OOOSF TILT UP SHELL Inspect Area: 1835 ASTON AV CBAD Applicant: Owner: BOB SUKUP 4322 SEA BRIGHT PL CARLSBAD CA 92008 92008 720-0098 LEW JOHN C JR ce Due: $41,466.71 Total Fees: $42,404.7 Fee ____.__.____-. Description ._____.__..______-. * ELECTRICAL TOTAL 410.00 91.00 936.05 * PLUMBING TOTAL BLDG PLAN CHECK 1,440.08 BUILDING PMTS or manually enter Lic 4,800.00 PUBLIC FACILITIE 6,071.52 R 1 TIME SP TX 27.266.00 STRNG MOTION 70.06 1,320.00 TRAFFIC IMPACT - FINAL APPROVAL I Date: Inspector: Clearance: I NOTICE Please take NOTiCE mat approval of your project includes the 'Imposition' of fee5 dedications, reservations, or other exactions hereafter mllectively referred to as 'feeslexactons.' You have 90 days from the date this prmt was issued to protest imposition of these feeslexaciiins. If you protest them, you must follow the protest procedures set folth in Government Coda Section 66020(a), and file the protest and any other required information wah the City Manager for processing in amrdance wnh Cadsbad 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 impmition. You are hereby FURTHER NOTIFIED that your right to protest the specified feeslexactons DOES NOT APPLY to water and Sewer wnnection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or sewice fees in connection with this project NOR DOES IT APPLY to any feedexactions of which you have previously been qiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 FOR OFFICE USE ONLY -tI PLAN CHECK NO. ' P~RMIT APPLIC-ATION EST. VAL. Plan Ck. Deposit Validated By CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palrnas Dr., Carlsbad CA 92009 (See. 7031.5 Business and Professions Code: Any Ci or County which requires a Permit to con~truct. site!, improve, demolish or repair any structure, prior to its issuance. also requires the applicant for such Permit to file B signed Statement that he is licensed pursuant to the provisions of the Contractor's License Law Chapter 9. commending With Section 7000 of Division 3 Of the Business and Professions Codel or that he is exempt therefrom. and the basis for the alleged ex8mptim. 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 dollars [$5001L Name Address City StatelZiP Telephone X State License X LICBIISB Clarr City Businerr License X Designer Name Address City StatelZiP Telephone State Licente X Workers' Compensation Declaration: I hereby affirm under penalty of perjury one Of the following declarations 0 of the work for which this Permit is issued. 0 issued. My worker's compensation insurmcn Carrier and poiicy number are: i have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code. far the performance I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the PsrformanCe of the work for which this permit is In~u~mce Company Po #CY No E~piiatmn Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1$100) OR LESS) 0 CERTIFICATE OF EXEMPTION: 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 es to become subject to the Workers' Compensation Laws of California. WARNING: Fallura to secure worked cornpensadon coverage Is unlawhd, and shall subject an employer to crlmlnal penalties and clvll fines up to one hundred thousand dollan 16100.0001, In addltlon to the cost of compensation. damages as provided for In Section 3706 of tha Labor code. Interest and attorney's fees. SIGNATURE DATE I hereby affirm that i am exempt from the Contractor's License Law for the following 1888011: I, as owner of the property or my employees with wages as their role compensation, will do the work and the struct~is is not intended or offered for sals ISec. 7044. Business and Professions Code: The Contractor's License Law doer not apply to an owner of propsnv who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion. the owner-builder will have the burden of proving that he did not build or improve for the PU~PDOB Of sdel. I, es owner of the property, am exclusi~ely contracting with licensed contractors to con~trucf the project ISec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon. and contracts for such projects with contractor(sl licensed purwant to the Contractor's License Lawl. 0 1. 2. 3. VHiF I am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed proparty improvement. 0 YES ON0 I lhave I have not) Signed an application for a building permit for the proposed work. I have contracted with the following person lfirml to provide the Proposed Constwction linclude name I address I phone number I contractors license numbsri: Business and Professions Code for this reason: 4. number I contractors license number): 5. Of work): PROPERTY OWNER SIGNATURE DATE I plan to provide ponions of the work, but I have hired the following perron to coordinate. wpewise and provide the major work (include name I address I phons I will provide same of the work. but i have contracted (hired) the following persons 10 provide the work indicated linclude name I address I phone number I type WWN Is the applicant or future building occupant required to submit a businns plan, acutely hazardous materials registration farm or risk management and prevention program under Sections 25505, 25533 or 25534 Of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO 1s the applicant or future building m~upint required to obtain a permit from tho air pollution control disttict or air quality management district? 1s the facility to be constructed within 1,000 feet of the outer boundary of II school site? IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE 0 YES NO 0 YES 0 NO NTROL DISTRICT. ,, .. . I ~ ~:~ .~~ . ., ,, ., , , , . . . , ., , . . I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097lil Civil Code). I certify that I have read the application and state that the above information is Correct and that the information on the plans is accurate. i agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SA10 CITY IN CONSEWENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit io required for excwstions over 5'0" deep and demolition or Construction Of structure^ over 3 Stories in height. EXPIRATION Every permit issued by the Building Official under the Provisions of this Code shall expire by limitation and became null and void if the building or work authorized by Such pBrmit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time aft.r the work is commenced for B period Of 180 days ISeCtim 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK: Finance ctw rf cadsbrd ! 30 Rnal BUIldinB Inspection ,. Dept: Building E-g Planning CMWD St Lite Fire Plan Check #: Permit #: CB982545 Projed Name: NEW 12OOOSF TILT UP SHELL Address: 1835 ASTON AV Contact Perm: JOHN Phone: 7609437727 Sewer Dist: CA WaterDist: CA Date: 7/30/99 Permit Type COM Sub Type: Lot: .......................................................................................................................................................... Inspecteb ,A,$& Date By: Inspected: 8-34 e Approved: - / Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - Comments: ........................................................................................................................................................... cb rl earisbra Final Bullding lnspectlon Dept: Building Engineering Planning CMWD St Lite Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: OB982545 NEW 12000SF TILT UP SHELL 1835 ASTON AV JOHN Phone: 7609437727 CA Water Dist: CA Lot: I Fire Date: Permit Type: Sub Type: 7/30/99 COM 7-23 -37Approved: - Date Inspected d Disapproved: - inspU Date By: Inspected: Approved: - Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - CHY rf Cadsbrd Final Buildin@ Insnectlon Dept: Building Engineering Planning CMWD we Fire Plan Check#: Date: 7/30/99 Penit #: CB982545 PermitType: COM Project Name: NEW 12OOOSF TILT UP SHELL Sub Type: Address: 1835 ASTON AV Contact Person: JOHN Phone: 7609437727 Sewer Disl: CA Water Disl: CA Lot: lnspe c By: r;ected: 8 - 2 Approved:& Disapproved: - Inspected Date By: Inspected: Approved: __ Disapproved: __ Inspected Date By: inspected: Approved: - Disapproved: __ ..........a ............ ........ ............ . .... . ........ . ............. ...... .... .... ............ . ..... ..... .............. . ............. ......... I.... .... I L. c City of Carlsbad Inspection Request For 8/9/99 Permit# CB982545 Inspector Assignment: TP Title: NEW 12000SF TILT UP SHELL Description: Type: COM Sub Type: Job Address: 1835 ASTON AV Suite: Lot Location: APPLICANT BOB SUKUP Owner: LEVY JOHN Remarks: Total Time: Phone: 6199873000 Inspector: ?& Requested By: JOHN Entered By: BARBARA CD Description Act Comments 19 Final Structural Ap 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Inspection History Date Description Act lnsp Comments 7/30/99 89 Final Combo NR TP LACQUER SPRAYING IN BLDG 6/22/99 14 FramelSteellBoltingIding AP TP ROOF STRUCT. REV. 6/7/99 14 Frame/Steel/Boltinglding CO TP ENG FIX NOT COMP 6/7/99 32 Const. Service/Agricultural AP TP MAIN SWITCH/HOUSE PNL 6/7/99 39 Final Electrical WC TP 4/23/99 17 Interior Lath/Drywall AP TP ELECTRM 4/21/99 14 Frame/Steel/BoltingMlding CO TP ND REV. ROOF PLN (SOLID JOIST) 4/20/99 14 Frame/Steel/Bolting/Welding NR TP 4/20/99 14 Frame/Steel/BoltingIWelding NR TP 4/19/99 14 Frame/Steel/BoltingMlding AP TP ELECT RM 4/6/99 31 Underground/Conduit-Wiring AP TP U/G CONDUIT IN P.S. 4/1/99 11 FtglFoundationlPiers AP TP P.G. @ CLMN BASES 3/31/99 11 Ftg/Foundation/Piers NR TP 4/1/99 15 RooWReroof AP TP 3/31/99 15 Roof/Reroof NR TP 3/23/99 11 Ftg/Foundation/Piers AP SP HOOK BARS PNL 14 POUR STRP EXC.ENTRY 3/22/99 11 Ftg/Foundation/Piers CO TP P.S. 3/17/99 11 Ftg/Foundation/Piers WC TP City of Carlsbad Inspection For 8/9/99 Request Permit# CB982545 311 7/99 311 5/99 3/10/99 3/9/99 3/8/99 3/8/99 3/4/99 3/4/99 3/4/99 3/3/99 3/3/99 3/3/99 3/2/99 3/2/99 2/23/99 2/23/99 2/18/99 2/18/99 2/17/99 2/17/99 2/17/99 2/11/99 2/10/99 1/28/99 1/28/99 1/27/99 1120/99 1/19/99 1/19/99 1/20/99 1/15/99 12 SteelIBond Beam 11 FlgIFoundationlPiers 23 GasflestlRepairs 23 GasflesVRepairs 22 Sewerwater Service 23 GawTesURepairs 11 FtgIFoundationIPiers 12 SteelIBond Beam 12 Ste%l/Bond Beam 11 Ftg/Foundation/Piers 12 Ste%i/Bond Beam 12 Ste%l/Bond Beam 12 SteeiIBond Beam 12 Ste%l/Bond Beam 61 Fooling 66 Grout 11 FlgIFoundationlPiers 31 UndergraundlConduit-Wiring 11 Ftg/Foundation/Piers 34 Rough Electric 66 Grout 61 Footing 12 SteelIBond Beam 11 FtgIFoundation/Piers 12 SteelIBond Beam 11 F$/Foundation/Piers 11 Ftg/Foundation/Piers 11 Flg/Foundation/Piers 12 SteelIBond Beam 31 UndergroundIConduit-Wiring 21 UndergroundNnder Floor Inspector Assignment: TP AP TP HOOK BARS @ PNL 5.6 NR TP RAIN AP TP CO TP NEED 18 "DEPTH IN AREAS AP TP WC TP WC TP AP TP PNL 15.17.18 WC TP AP TP PNLS1-4.14 CO TP PNLS15. 17.18 AP TP ENTCLMNREINF CO TP PNLS WC TP AP TP 2NDLlFT AP DH PERiMETERFTGS AP DH UFFER NR TP CONTFTN NR TP UFFER AP TP ISTLiFTCMU AP PD AP TP PNLS5-14 WC TP AP TP S.O.G. NR TP AP TP INT SPRD FTN & G.B. CO TP CO TP AP TP MAlNSERViCE AP TP WIINBLDG AP TP HOOK BARS FTN BTM PNLS a14 CHRISTIAN WHEELER ENGINEERING June 8,1999 Project #199.076 Report #1 Reflex I1 c/o Hasler Construction 2725 Galicia Way La Costa, CA 92009 ATTENTION: John Hasler REFERENCE: Reflex 11,1835 Aston Avenue, Carlsbad, CA Building Permit #982545 Final Testing and Inspection Report SUBJECT: Dear Mr. Hasler, Christian Wheeler Engineering has provided testing and special inspections of field welding, reinforced concrete and drilled anchors on the above referenced project as described in reports 1 through 11. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans and speaftcations and the applicable workmanship provisions of the Uniform Building Code. If you have any questions, please do not hesitate to call me at 619-496-9760. Sincerelv, Michael B. Wheeler, R.C.E. 45358 MBw:db cc: (1) Reflex I1 c/o Hasler Construction (1) City of Carlsbad 4925 Mercury Street + San Diego, CA 921 11 + 619-496-9760 + FAX 619-496-9758 L 2 CHRISTIAN WHEELER ENGINEERING Date 6-3-99 itephen W. Campbell #70917 6-4-99 itephen W. Campbell #70917 desi noted inribution: ?ield Welding 3lectrodc: FCAW-232 iteel: A36 Velder: Mark Richard Stickler #6384-1,3G md 46 ’erformed cootinuous special inspection during the tit up and welding of the added 3 x 3 x ‘A angle steel to the 7 columns per detail S1-4. :ontacted the srruchlral engineer for detail clarification on location of angles and amount of weld. Angle acceptable welded to the column ir beam bucket. Weld vertical leg one side and horizontal leg 1” top and bottom sides. To the best of my knowledge, welds inspected this late are in substantial conformance with the detail and engineer’s cladfications. ’erformed continuous special inspection during the tit up and wleding of the “U” bent plate per detail S1-5. To the best of my knowledge, velds inspected this date are in substantial conformance with the engineer’s detail. ?mire, he wok ebrewed is, to the best of my knowledge, in compliance with the approved plans and specificotiom. !I Hasler Connwalon ]City of Corlrbod 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 . CHRISTIAN WHEELER ENGINEERING DAILY REPORT Superintendent's Signamre Dam 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 ~~ i I , . .... ! I /' I I \ ADD 116" 'V BENT PLATE -, .-- . .. 3-63 CHRISTIAN WHEELER ENGINEERING DAILY REPORT I Superinredent's SlgnoNm Date 4925 Mercury Street + San Dicgo, CA 92111 + 619-496-9760 4 FAX 619-496-9758 CHRIST1 AN WHEELER ENGINEERING DAILY REPORT I y knowledge, in mrnplbnce wlth th. approved plans and Ipeclficotionr. / Reg. # Superintendent's Slp~Nre 1 U- 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 .. .. CHRlSTlAN WHEELER ENGINEERING DAILY REPORT CHRISTIAN WHEELER EN C I N EER I N G 99.076 DAILY REPORT P+e Name 1 Prola# , nm*, I1 DR # Page 9 lof1 ..-...n I. Pmla Addnrr contraaor Subcontractor 1835 Aston Ave., Carlsbad Hash Construction I Pennil # Pian FUe R Archifed Engineer 982545 A.T.S. Simon G. Solario Jr. 3-29-99 Stephen Vi Campbell #0847684- 88 3-30-99 Stephen W Campbell #0847684- 88 Roof Nailing 3/4" Plywood, 10D x 2 3/8 Common Arrived on site, as requested, to perform nailing inspection on the Type A roof diaphragm. ?he subcontractor was a no show. Work is rescheduled for 3-30-99. hrrived on site, as requested, to perform roof nailing inspection on the 3 14" plywood section per d&I 17 on S-2. Inspected tbe nail spacing, edge distance and general conformance. ro the best of my knowledge, the n&g inspected this date is in substantial conformance with the approved plans. %wise, the wok observed is, 10 the best of my knowledge, in compliance with the approrod plans and specifications. 1) City of Corlrbod %* 4925 Mcrcury Strcct + Snn Dicgo, CA 92111 + 619-496-9760 + FAX 619-496-9758 rola Nomo rola Address ontmnor ubcontmnor Reflex I1 1835 Aston Ave., Carlsbad Hasler Construction CTJ Enterprises 3-26-99 Thomas Kdskn #508 P.g. lofl Prole0 # )DR# Penit # Plan File # Architeo Engineer 199.016 982545 A.T.S. Simon G. Solado Jr. Jnicri noted Xtribution; Field Welding Steel: ASTM A36 Welder: Cuy Johnson ~ 546-19-7684 Provided condnuous visual inspection during the welding oflintel panel #I5 to wall embeds and columns as follows: 1. 2. 3. 4. 5. Welds inspected are visually acceptable and are in accordance with the approved plans or engineer's direction. Upper north plate connection used steel filler and welded over per engineer (reference RFl, item #6). Lower north connection welded per detail 15/SD2. 2 columns to panel per engineer's RFI #I, item 5. South connections welded and inspected at pdor date. Outstanding items noted by prior inspections have been corrected or addressed by the engineer on RFI #l. ,hewire, the work observed is, to the best of my knowledge, in compliance with the approved pions end specifications. 12) Horler Construction ;I) City of Carlibod 4925 Mcrcury Street + Sa" Diegu, CA 92111 + 619-496-9160 + FhX 619-496-9758 h 2F CHRISTIAN WHEELER ENGINEERING Reflex I1 1835 Aston Ave., Carlsbad Hasler Construction CTJ Enterptises/Sierca Cascade 'eject Nome 'ooject Address mtmctor ibmntractor Projed # DR # Page 199.076 7 lofl 982545 A.T.S. Simon G. Sollio Jr. Penit # Pian File # Architect Engineer Date 3-15-99 tephen W. Campbell #70917 3-16-99 #rephen W. Campbell #70917 lniers noted )iwibution: Field Welding Electrode: FCAW 232 Steel: A36 and 706 and 53 Welder: Cary Johnson - 546-19-7684 Arrived on site, as requested, to continue special inspection during the fit up and welding of panel connections. lonnections inspected this date were the hold down connection panel 18 at line 1. Rain began to fall and project was cancelled und further notice. The welds completed this date are in substantial conformance with the approved plans. Arrived on site, as requested, to perform condnuous special inspection during the fit up and welding of panel connections. Connections inspected this date are as follows: 1. 2. 3. Bottom anchor connections at panels 7,8,17 and 18. Ledger angle at panels 2 and 3 and 5 and 6. Chord bar connections at panels 17 and 18 and repairs to connections 3 and 4 (item 1 on report dated March 12) and rep& to connection 12 and 13 (item 2 on report dated March 12). Mid connection panels 7 and 8. 4. Items 3 and 4 are yet to be addressed by the engineer and connections at panel 15 require derail clariftcntion by the engineer. To the best of my knowledge, all welds inspected this date are in substantial conformance. ierwiie, the work obrenod is, to the best of my knowledgo, in compliance with the approved pions and rpecificolionr. 21 Hmler Construction i 1 Cily of Carisbod _. Revi&&y Michad 8. Wheeler, R.C.E. #A5358 - 4925 Mcrcury Street + San Dicgo, CA 92111 + 619-496-9760 + FAX 619-496-9758 IT+- ‘- oleo Name O~M Address mtmoor !bcontmoor Reflex I1 1835 Aston Ave., Carlsbad Hasler Construction CTJ Enterprises Pro/ect # DR # Page Permit # Plan Fila # Architeo Engineer 199.076 6 lofl 982545 A.T.S. Simon G. Solaria Jr. Dqte 3-12-99 tephen W. Campbell #70917 10847684- 88 lnieii noted lirtribvtion; iield Welding/DriUed Anchors Tlectrode: FCAW 232 steel: A36 and 706 and 53 %‘elder: Cary Johnson - 546-19-7684 Epoxy: CIA-GEL 7000 Rebar: A615, Grade #4 4rrived on site as requested to perform continuous special inspection during the welding of panel connections for the project 3onnections inspected this date were as follows: I. 2. Mid connection panels: 1 and 2,2 and 3,3 and 4,4 and 5,5 and 6,9 and 10,lO and 11,11 and 12,12 and 13 and 13 and 14. Chord bar connection panels: 1 and 2.2 and 3,3 and 41,4 and 5,5 and 6,7 and 8.9 and 10,lO and 11,11 and 12,12 and 132 and 13 and 14. Upper plate connection panels: 6 and 73.8 and 9,16 and 17,16 and 17 and 18 and 14. 3. VOTES All require engineer‘s approval or corrections prior to iid I) 2) 3) 4) Chord connection panels 3 and 4 - panel 3 chord bars are short, only 3 %“ of weld. Chard connection panels 12 and 13. panel 13 bottom chord bar, top weld requires additional weld plus repair of porosity. Upper plate connection panels 6 and 7 - inserts misaligned, weld at panel 7 = only 6”. Upper plate connection panels 18 and 1 - detail shows 6” wide angle with 8” weld each side, contractor welded ‘A” flat plate, 1 ’/4 wide against panel 18 w %” fillet 8” long and ‘A” fllet 7” long at panel 1. While on site performing welding inspection, sub-contractor requested that I inspect the installation of drilled and epoxied reinforcing bar dowels. NOTE: The welder was on lunch break at this time. Inspected the installation of 60 dowels at the footing and panels outside of panels 5 and 6,6 dowels at the inside footing at panels 7 and 8 and 6 dowels at the outside footing and panel at panel 14. Contractor has letter from engineer with denil clarification and has approved mbrtihlte epoxy. To the best of my knowledge, dowels installed this date are in substandal conformance with the engineers letter and detail. wmire, lhe woA obrewed is, to the best of my knowledge, in compliance with the approved plans and IpeCificatiOnl. 2) Hder Conitrunion i) City of Carlsbad 4925 Mcicury Street + Sa“ Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 %% Sent By: Chrlstlan Wheeler Englneerlng; 619 4969758; Mar-17-99 8:22; rage ziz CHK~llAkWHEtl.lX EN C I N C C R I N C. . .. I ,. . . . . . . ., ., , . i.+.:. r :. ,. . ,. . : ~ ,~ , , ,. l.i .... % .,..._,... >.,.b;. . CHRISTIAN WHEELER ENGINEERING DAILY REPORT Plan File # _. I . San'Dicgo. CA 92111 9-49619760' + FAX 619-496-9758 CHRISTIAN WHEELER ENGINEERING Sample # Date Tested Age (days) COMPRESSIVE STRENGTH TEST RESULTS Area (sq. inches) Maximum Load Comp. Strength Failure Type (W (Psi) Job Name: Reflex I1 Job Address: Contractor: Hash Construction Subcontractor: 1835 Arton Avc., Carlsbad 0396 0397 0398 Job #: 199.076 Penit #: 982545 Plan File #: Architect: A.T.S. Engineer: Simon G. Solano 4-1-99 28 28.27 89,490 3,170 4-1-99 28 28.27 96,250 3,400 Discarded Test Location: Panel #17 Req. Strength: 3000 psi Dale Sampled: 3-4-99 Date Received: 3-5-99 Sampled by: AC Tested by: CWE Sample Type: Concrete, 6" x 12" Supplier: Escandido Superior Mix #: 355P Admixture(s): Truck #: 384 Ticket #: 391804 MixTemp: 700 Air Temp: Slump: 4" %Air: Min in Mixer: 40 Unit Wt: I 0395 1 3-11-99 1 6 I 28.27 1 66,150 1 2.340 I I ~ The sampling, handling, wring and compressive strength leoBng were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warran6es express or implied. Distribution: (2) Hash Construction (1) City of Carlsbad Reviewed by: Michael 6. Wheeler, RCE #I45358 4925 Mercury Strcct + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 )AILY REPORT 'ojcxt Name DR # .olea Address Permit # Plon File # Reflex I1 199.076 5 1 Of2 1835 Aston Ave., Carlsbad 982545 Hash Construction A.T.S. Architea rbmntroaor Engineer Simon G. Salario Jr. 3-2-99 Aaron Cooley 3.3-99 Aaron Cooley 3-4-99 Aaron Cooley nles noted irlribmion: Reinforced Concrete Rebar: A615, Grade 60, A706, Grade 60 Concrete: Superior Mix 355P, 3000 psi 4rrived on site, as requested, to provide special inspection on panels 1 through 4,15 through 18. Foreman not ready for inspection. Further inspection 4 be required. Arrived on site, as requested, to provide the special inspection on panels number 15 through 18,l through 4 and ndius panels (2). For panel #15, plan details 15/SD2 and 16/SD2 show two #7 x 8' A-706 rebar with 20° radius, both ends. The bar placed was only 7' long. Informed contractor of problem. The contractor contacted engineer for approval. The engineer approved and sent a copy of approval wkh i detail. For panels 17 and 18, plan detail 13B/SDI calls for hold down bars. Pockets caused the need to cut bottom 2-3 ties for pilasters. The :ontractor contacted the engineer. The engineer is sending approval. Will sign off on concrete report when I receive the letter. Far panel #15, details 15/SD3 and 16/SD3 - Contractor called engineer for approval to thicken panel by 5/8" to obtain required clearance for welded bars on metal plates. Will sign off panel upon receipt of copy of engineer's approval. Panels 1 through 4.16 and radius panels (2) are ready for concrete pour. Arrived on site, as requested, to perform special inspection of the placement and consolidation of 104.5 cubic yards of concrete in the following locations: 1. 2. Radius panels (2) 3. 4. Prior to placement of the concrete, checked the reinforcing steel for columns and panel hooks. Checked for proper grade, size, locations and mwise, the wok obwerved is, to the best of my knowledge, in compliance with the approved plans ond spcxificolionr. Panels 1 through 4 and 15 through 18 Concrete columns at F (6) Panel hooks post &up detail for plans 8/SD1 Line 5 at A through G 1) Horrler Conrtrvaion I] City of Carlrbad Reviewed by Michael 8. Wheeler, R.C.E."#45358 - / k?- 4925 Mcrcury Strcct + San Diego, CA 92111 + 619-496-9760 + PAX 619-496-9158 CHRISTIAN WHEELER ENGlNEERiNG rojm Nome roject Address owraaor rbcomraaor Reflex I1 1835 Aston hve., Carlsbad Hasler Consmction Pro/ecI # DR # Page 199.076 5 2of2 982545 A.T.S. Simon G. Solaio Jr. Permit # Pian File # Architea Engineer 3-4-99 Aaron Cooley nieri noted ~irtribution: :learances. Also received RFIs from the engineer for areas mentioned in report from 3-3-99. All panels, columns and panel hooks at line 5 t A through G ready for concrete. :onCrete was placed by pump and consolidated by mechanical vibration. 'abricated one set of 4 concrete test cylinders taken from panel #17. Slump = 4", Temp. 70'. Truck #384, Ticket #391804. enire, the wo* observed is, to the best of my knowlodge, in compliance with tho approved plonr and specifications. 2) Harrier Cmtruaion I) City of Carlrbrrd Revlewd by Michael 8. Wheeler, R.C.E. #45358 4925 Mercury Strect + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 CHRISTIAN WHEELER ENGINEERING Sample # 0312 COMPRESSIVE STRENGTH TEST RESULTS Failure Type Date Tested Age (days) Area (sq. inches) Maximum Load Comp. Strength (Ibs) (Psi) 2-25-99 7 28.27 95,760 3,390 Job Name: Reflex I1 Job Address: Contractor: Hasler Construction Subcontractor: 1835 Aston Ave., Cadsbad 0315 Job #: 199.076 Permit #: 982545 Plan File #: Architect: A.T.S. Engineer: Simon G. sakio Discaided Test Location: Perimeter footings Req. Strength: 3000 psi Date Sampled: 2-18-99 Date Received: 2-20-99 Sampled by: AC Tested by: PCI Sample Type: Concme, 6” x 12” Supplier: Superior Mix #: 354P Admixture(s): POZZ Truck #: 539 Ticket #: 323266 MixTemp: 720 Air Temp: Slump: 3” %Air: Min in Mixer: 50 Unit Wt: I 0313 I 3-18-99 I 28 I 28.27 I 132,110 I 4,670 I I 0314 I 3-18-99 I 28 I 28.27 I 131,540 I 4,650 I Reviewed by: . .- Michael 8. Wheeler. RCE #45358 4925 Mercury Street + Sno Dicgo, CA 92111 + 619-496-9760 + FAX 619-496-9758 CHRISTIAN WHEELER ENGINEERING .* . . . CHRISTIAN WHEELER ENGINEERING rnW Nom rnled Addnrr omroctor rbcomraoor Reacx XI 1835 Astoo Ave., Carlsbad Haslet Construction Sierra Cascade Dote 2-16-99 Aaron Coolcy 2-17-99 Aaron Cooley 2-18-99 Aaron Cwley den noted ifitributim 1 1 of2 Proled # DR ?4 Permit # Plan File # Architee Ewinnr 199.076 4 982545 A.T.S. Simon G. Solario Jr. kinforced Concrete lebar: Ml5, Grade M), ,4706. Grade 60 :onuete: Superior Mix 354P, 3OOO psi &ed on site, as requested, to perform special inspection of reinforcing steel for all perimeter fwti.p. :ontractor was not ready for inspections. Future inspections requixed. urived on site, as requested, to provide the special inspection on the perimeter footing for building. Checked for proper steel grade, sizes nd clearances. AU work was done in accordance with the approved plans and specifications for job. kved on site, as requested, to provide special inspection of the placement and consolidation of 76 cubic yards of concrete placed in the ,erLDeter footings for buildings. :oncrcte was placed by means of tailgate and consolidated by mechanical vibration. gbricated one set of 4 concrete cylinders for compression testing. Slump = )",Temp. = 72',Tmck #539,Ticket #323266. 'o the best of my knowledge, all work was done in substantial accordance with the approved plans and specifications. Irwim, the wolc observed is, to the ben of my kmwkdge, in compliance with the eppmrad piam and specifications. 1) Harder Connmeion I) City of Carlrbad 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 )AILY REPORT mieo Nome Pmim # DR # Page Reflex I1 199.076 3 1 of2 I ^. r.. Y ~ ontmcto, Amhiieo Hassler Conswction 1 .. L.T.S. Date 2-9-99 Aaron Cwley 2-10-99 Aaron Cooley Inlers mated Nnributioni Reinforced Conucte Rebnc A615, Grade 60, AIW, Grade 60 Concrctc: Superior Mix 355P, 3ooo psi Anivcd on site, as requested, to perform special inseon of reinforcing steel for panels 5-14. The following is a list of typical problems: All PA135 straps not in place- Per 4SD3. Purlin anchors not in place. Vertical reinforcing (typical) not centered in wall. Panel to panel embeds (detail 18SD2) are of the wrong steel (need A-706, A615 installed). Individual panel problems are as follows: Panel #lo, #14, #5, #12, #7 - Pilasters need to be chaired up for correct clearance. Panel #8 and #7 -Hold downs have wrong steel, need #7s has #6s in now. Panel #7 (9SD3) -Wrong welded steel - need A706 steel, has A615 now. Panel #? and #6 -Nelson studs 14SD2 need to be 4". has 3 1/2" now. Panel #5 - add #5 corner steel under steel frame door vertical steel. These items require re-inspection prior to conaete inspection. Arrived on site, as requested, for the reinspecdon of reinforcing steel in panels 5-14. Checked for clearances, location, rebar type. All work is done in accordance wih the approved plans and specifications Received a note of clarification approving vertical steel (typical) in center of panels from hc engineer. All steel that needed to be replaced (including embeds) with correct steel has been done. herwise, the work obrened is, 10 he best of my knowkdge, In mmplionco wim he appmd phnr and sp+cifli~cotionr. 2) Ha5Sl.r ComtnvtiM 1) City of Carlrbod . 4925 Mercury Street i Ssn Diego, CA 92111 i 619-496-9760 i FAX 619-496-9758 1% CHRISTIAN WHEELER ENCiNEERlNG mlea Name Reflex I1 Prolea # DR # Page 199.076 2 1 of1 mlea Name Reflex I1 Prolea # DR # Page 199.076 2 1 of1 Reinforced Conuctc Concrete: 4000 psi, #355PAE, Superior Arrived on site to provide quality control observation of approximately 190 cubic yards of concrete. Sampled fmt truck on the job, fabricated one set of three test cylinders, slump and air test. Slump = 3”, Air 1.5%. Informed contractor ofair test result. Mix design calls for 5% f 1%. Sampled 3 subsequent trucks, air content was 1.25%. 3.5%, 3.25%. Contractor elected to use loads. AU other loads were observed and appeared to be between 3” - 4” slump. Otherwise, concrete practices sppearexo be acceptable. c - mlea Address Ontmar ubmntmoor 1835 Aston Ave. Hassler Consuuction Jnlerr noted othewiw, the work observed is, m the best of my knowkdge, in coomplhnce with the oppmved pions ad spsclfimtbnr. XdributiM; 2) Hmrler Condnutlon P*,rmil# Plan File # Architea Engineer 982545 A.T.S. Simon G. Solvio Jr. 1) City of brlrbad ~~~~~~~~~ ~ ~ Ontmar ubmntmoor Hassler Consuuction 4925 Mercury Street + San Dicgo, CA 92111 + 619-496-9760 + FAX 619-496-9758 Architea Engineer A.T.S. simnn r. sni.in ir P*,rmil# 982545 Plan File # COMPRESSIVE STRENGTH TEST RESULTS Plan File #: Job Name: Reflex I1 Job #: 199.076 Job Address: 1835 Aston Ave. Pemn #: 982545 Contractor: Hasler Construcdon AEhhct: Subcontractor: Engineer: Test Location: Footing Supplier: Superior Req. Strength: 3000 psi Mix #: 354P Date Sampled: 1-20-99 Admixture(s): Date Received: 1-21-99 Sampled by: AC MixTemp: 700 Air Temp: Tested by: PCI Slump: 4” %Air: Sample Type: Concrete, 6“ x 12” Min in Mixer: 50 Unit Wt: Truck #: 424 Ticket #: I 17462 The sampling. handling. wring and wmpreasive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. NO other wananties express or implied. Distribution: (2) Haslcr Consmction (I) City of Cvlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 CHRISTIAN WHEELER ENGINEERING Pmlm Nonu Reflex I1 1835 Aston Ave. Hassler Construction Proled Address Contmaor Svbmntmaor Pmlm # DR # Page 199.076 I loft 982545 A.T.S. Simon G. Solado Ir. Permit # Plan File # Architect Engineer teinforced Concrete Lbnr: ASTM A615 Grade 60 bncrete: Moo psi, #354P, Superior hived on site, as requested, to perform special inspection on the placement and consolidation of 76 cubic yards of concrete in the bllowing locations: Footings at Line 4 at A-G, Line 2 at A-D, Line B at 1.5-5, Line C at 1.6-5, Line D at 2-5, Line E at 2.2-5, Line F at 2.4.: 'dor to placement of concrete, checked the areas for proper reinforcing steel. Checked for rebar size, locations and clearances. IonCrete was placed by tailgate and chute and consolidated by mechanical vibration. 7abdcated one set of 4 concrete test cylinders for compression testing. Slump 4". Temp 70°, Tmck #424, Ticket #117462. erwi~, the wok obrsned is, to the bee of my knowledge, in mmplince with the approved pions and qmdfimtions. Reviewed ULW by Michoal 8. Whaler, R.C.E. #45358 4925 Mercury Street + San Dicgo, CA 92111 + 619-496-9760 + FAX 619-496-9758 .",' . .-:. :. :. .. . '. . _* .. .. .... INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS Q.643 . . .; \', AARON COOLEY .. , 13610 AVENIDA DELL CHARRO EL CAJON, CA 92021 SSN: 559-55-4218 AS1 ID: 32-US-32013649 BDATE: 07/11/77 EXAMINATION: REINFORCED CONCR./ICBO EXAM DATE: 12/12/98 .,., ' .. . j . .... . .. ,., , , EXAMINATION RESULT: PASS ,.:.. . . Congyatu$ations! You have will be mailed to you by ICBO within six to eight weeks. assed the joint.AC1 /BOCA ICBO/SgCCI : : ., ': :.,:;:I ,. <. . . . .....? examlnation listed above. tour SCBO Certif icate of 6 ompletion ~ . . ,.~., It is extremely important that you notify ASI+of.any errprs in yo name or address as listed above. If an incorrect please notify AS1 at 6800) x75-8301 within the,next f business days. There may be an a ditlonal fee from ICBO, if.yOUr Certificate of Completion must be reissued due to an error in th. information. You are eligible for either special ins ector or special ins ect documents, which are l&sted in the Candidate Bulletin. It is you resppnsibility to.submlt these documents to ICBO. Upon ICBO's recel t and ver+flcatlon of these documents certification wlll be automatlcally issued 40 you. of this information l& associate certification upon. your submi. k? tal of the additlonay the appropriate .: If you need additional information on certification ... ,.... . . . .... please contact: .., . . . .. .,J _,.. . . ,' ." . .. ICBO - Certification services 5360 Workman Mill Road Whittier, CA 90601-2298 -19- - I--- - ------- CENTERLINE OF PANEL & FOOTING Typ. U.NO. \ AT 14' 0.C ! FOOTING SIZE AND *I /-- Rum PER FND. I/ PIAN AND SCCIEDULE *Y RFFl EX CORPORATION BUILDING I TAN 1'5 584-7407 FAX I 810 W. Los Vallecltos. Ste A .Sari Marcos CA.92069 (760) 752-7010.Fax (760) 752-7092 FOOTlNGlCAlSSON OBSERVATION SUMMARY Date: Febuary 16,1999 Project Name: Location: Permit No: Reflex II - Carlsbad Reseach Center 1825 Aston Avenue, Carlsbad, CA 92008 Referenced Geotechnical Report(s): "GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS FOR THE PROPOSED CENTER- REFLEX II, TO BE LOCATED ON LOT 64,1825 ASTON AVENUE, CARLSBAD, CALIFORNIA, Project No: 981771-1, dated June 30,1998, prepared by Engineering Design Group. Code: 1994 U.B.C. Observation of Summary: -:Initials A representative of E.D.G. observed on-site soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the geotechnical report. A representative of E.D.G. observed and measured footing excavation depthhidth. Footing excavations extend to proper depth and bearing strata, and are in general conformance with recommendations of the referenced geotechnical report. A representative of E.D.G. measured footing setback from slope face. The setback was in general accordance with the recommendations of the geotechnical report. r/ L :Initials 4E -:Initials Notes to SuperintendenffForeman I. 2. Footinglcaisson excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. In the event of a site change subsequent to our footinglcaisson observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Notes to Buildina Inspector 1. / Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the corn letion of grading (IF APPLICABLE). NOH inspect$s of interior footings only. 2. 2- I&49 Date Job NO. 981771-1 LUForrnsW FRM\SIItTIt-t Reflex I1 .FOOTING SUMMARY. 2-1599.wpd.wpd 3-22-1999 10:OOAM FROM EDG 7607527010 P. 2 - 810 w. LW vakdm. sts A. %n Mumr CA.92069 (760) 752-7010.F~~ (760) 752-7082 Date: To: Re: Subject: Dear Bob, MaEh 22.1999 Bob Sukup Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 Carlsbad Research Center - Reflex II - 1825 Aston Avenue, Carisbad. CA. Recommendations for Backfill Material We have pruvided this letter as a follow up to our site visit and conversation with the contractor at the above referenced project on March 4,1999 regarding recommendatins for fill material to be placed between the interior of the deepened panel wall and the cut slope along the north building elevation. Due to construction restraints, such as in place steel rebar. it is was our recommendation that this area be backfilled with crushed aggregate. Prior to the placement of aggregate material. all loose soils that had accumulated at the backfill location were removed, and a filter fabric barrier was set in place at the face of the cut slope. Subsequent to the placement of backfill, the filter fabric end was lapped 12 inches over the top of the in place aggregate to prevent the migration of soil material beneath the existing slab into the backMed aggregate. These conditions were observed by an engineer from our firm on March 18.1999. If you have any questions regarding the enclosed information. please do not hesitate to contact our office. Sincerely, NO. 47672 Gp. 12-99 California RCE #47672 Pam No. 1 FOOTlNGlCAlSSON OBSERVATION SUMMARY Date: February 11,1999 Project Name: Location: Reflex II - Carlsbad Reseach Center 1825 Aston Avenue, Carlsbad, CA 92008 Permit No: 98 - 2 Sit 5 Referenced Geotechnical Report(s): "GEOTECHNICAL INVESTIGATION AND FOUNDATION LOT64,1825ASTONAVENUE,CARLSBAD,CALIFORNIA", Project No: 981771-1,dated June30,1998, prepared by Engineering Design Group. Code: 1994 U.B.C. Observation of Summarv: RECOMMENDATIONS FOR THE PROPOSED RESIDENCE CENTER- REFLEX Ii, TO BE LOCATED ON :Initials A representative of E.D.G. observed on-site soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the geotechnical report. A representative of E.D.G. observed and measured retaining wall footing excavation depthhidth. Footing excavations extend to proper depth and bearing strata, and are in general conformance with recommendations of the referenced geotechnical report. A representative of E.D.G. measured footing setback from slope face. The setback was in general accordance with the recommendations of the geotechnical report. z- 7/ :Initials -:Initials Notes to Superintendent/Foreman 1. 2. Footinglcaisson excavations should becleaned of loose debrisand thoroughly moistened just prior to placing concrete. In the event of a site change subsequent to our footinglcaisson observation and prior to concrete placement (Le., heavy rain, etc.), we should be contacted to perform additional site observations. Notes to Buildina Insoector I. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading (IF APPLICABLE). terior footings only. 2-,I-?? ESIGN GROUP Date Job NO. 981771-1 DIFormsU FRMB81771.1 Reflex It .RETAINING WALL FOOTING SLJMMARY.Z-~~~.wpd.wpd FOOTINGICAISSON OBSERVATION SUMMARY Date: January 19,1999 Project Name: Location: Reflex II - Carlsbad Reseach Center -Aston Avenue, Carlsbad, CA 92008 1833- Permit NO: 98 -2sqs Referenced Geotechnical Report(s): “GEOTECHNICAL INVESTIGATION AND FOUNDATION LOT64,1825ASTONAVENUE, CARLSBAD, CALIFORNIA, Project No: 981771-1,dated June30,1998, prepared by Engineering Design Group. Code: 1994 U.B.C. abservation of Summaw: *:Initials RECOMMENDATIONS FOR THE PROPOSED RESIDENCE CENTER- REFLEX II, TO BE LOCATED ON ’ A representative of E.D.G. observed on-site soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the geotechnical report. A representative of E.D.G. observed and measured footing excavation depthlwidth. Footing excavations extend to proper depth and bearing strata, and are in general conformance with recommendations of the referenced geotechnical report. A representative of E.D.G. measured footing setback from slope face. The setback was in general accordance with the recommendations of the geotechnical report. A -:Initials *Initials ,+ED4 &pr.,c& pY-t et cb\ tcir\brud*f in pet &t- 4 t brt ‘s <kr 5D-I o+ phUL w c_ Notes to SuDerintendenUForeman 1. 2. Footingkaisson excavations should becleaned of loosedebrisand thoroughly moistened just prior to placing concrete. In the event of a site change subsequent to our footingkaisson ObSeNatiOn and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Notes to Buildina lnsmctor 1. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading (IF APPLICABLE). Note this inspection is of interior footings Only. 2. Representative of ENGINEERINqDESlbN GROUP t-14- 1s Date Job No. 961314-3 \\Sandylflle!fomaM FRMl9LH771-1 Reflex 11 .FOOTING SUMMARY.1-’18-8O.wpd.wpd R J POTRRTZ ELECTRICRL CONTRRCTING P.O.BOK 288 BORREGO SPRINGS, CA. 92884 CR. LIC# 612671 d FROM : THE SEA ~i- Fcb. 03 1999 10:079M Pi PWE NO. : 619 726 8898 -- * Ihe Sea Bright rrcI)Lyc 0 ~TI P z n y - EsGil - Corporation DATE: December 11, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2545 WNT 0 PLAN REVIEWER 0 FILE SET 111 PROJECT ADDRESS: 1825 Aston Avenue PROJECT NAME: REFLEX CORPORATION (tilt-up OMce Building) 0 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 in the attached list are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 0 The applicant's copy of the check list has been sent to: Corporation until corrected plans are submitted for recheck. contact person. Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 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 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation GA MB EJ PC 1212 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Provide a letter from the soils foundation plan, grading plan and specifications have recommendations in the documents. been determined that the into the construction Carlsbad 98-2545 111 December 11, 1998 Applicant shall provide a “Special Inspection Program” to the Building Official. The Building Department will resolve this correction. 7 EsGil Cornoration -~ ~~ In Tarhurship with Goucrnment for 3uiLfingSafcty DATE: October 12, 1998 JURI SD I CTl ON : Carlsbad PLAN CHECK NO.: 98-2545 0 PLAN REVIEWER 0 FILE SET 11 PROJECT ADDRESS: 1825 Aston Avenue PROJECT NAME: REFLEX CORPORATION (tilt-up Office Building) 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant The applicant's copy of the check list has been sent to: and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. Bob Sukup 4322 Seabright Place, Carlsbad. CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 9129 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-2545 I1 October 12, 1998 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2545 PROJECT ADDRESS: 1825 Aston Avenue SET: I1 DATE PLAN RECEIVED BY ESGlL CORPORATION: 9/29 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): DATE RECHECK COMPLETED: October 12, 1998 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, 1994 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 sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. 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 Carlsbad 98-2545 I1 October 12, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciallindustrial 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 calculationslreports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1 161. 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 calculationslreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculationslreports 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. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. From the soils report provided: e - Clearly show the minimum required depth of 18 at all foundation details on sheet SDI. - B - The soils engineer recommended that helshe review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." - C - Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report page 3. 13. 13). 14. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 1804.3. Carlsbad 98-2545 I1 October 12, 1998 18. Applicant shall provide a “Special Inspection Program” to the Building Official. This correction will be resolved by the Building Department. If you have any questions in regards to these corrections please call Sergio Azuela at ESGlL Corporation (619) 560-1468. EsGil Corporation 2n partnership with ~ouernment for 9uiGfingSafety DATE: August 31,1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2545 0 APPLICANT > 0 PLAN REVIEWER 0 FILE SET I PROJECT ADDRESS: 1825 Aston Avenue PROJECT NAME: REFLEX CORPORATION (tilt-up Office Building) 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes with the jurisdiction’s building codes. when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant The applicant’s copy of the check list has been sent to: and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. Bob Sukup 4322 Seabright Place, Carlsbad, CA 92008 [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax InPerson 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation GA 0 CM [XI EJ PC 811 7 tmomtl.dd 9320 Chesapeake Drive, Suite 208 + San Diego, Caliiomia 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-2545 August 31,1998 PLAN REVIEW CORRECTION LIST COMMERCIAL OCCUPANCY: B, F-1 Ba S-1 USE: Office/Manufacturing and Warehouse (shell) TYPE OF CONSTRUCTION: VN ACTUAL AREA: 12,000 SF ALLOWABLE FLOOR AREA: 24,000 SF STORIES: 1 8,000 X 3 (sprinklers) HEIGHT: 18FT SPRINKLERS?: YES OCCUPANT LOAD: 56 DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 8/12/98 ESGlL CORPORATION: 8/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio Azuela 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 1994 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, 1994 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 copv) where each correction item has been addressed, Le., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22. GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comfowdot Carlsbad 98-2545 August 31, 1998 GENERAL 1. 2. 3. 4. 5. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industriaI 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 calculationslreports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1 161. 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 calculationslreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculationslreports 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. 0 PLANS Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: t Occupancy Group Please include also the F-I occupancy since manufacturing use is stated under the parking required. t Description of Use SITEPLAN Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Carlsbad 98-2545 August 31, 1998 EXITS 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 10. Sections 1004.3 and 1004.6. See Section 1004.1 2. Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 1004.9. Please clearly show it on plans. Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 1004.10. Please clearly show on plans the landings at all exterior doors. EXITSIGNS Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 101 3.1. Show two sources of power for the lamps at exit signs. Section 1013.4, Show that exits are lighted with at least one foot candle at floor level. Section 1012.1. FIRE EXTINGUISHING Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. FOUNDATION Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 1804.3, Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 Carlsbad 98-2545 August 31. 1998 16. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. CONCRETE 17. 18. 19. 20. 21. 22. 23. 24. 25. Where flexible diaphragms provide lateral support for walls, the value of C, for anchorage from UBC Table 16-0 shall be increased 50% for the center one-half of the diaphragm span. See footnote 3 in Table 16-0. Please clearly show where in the structural calculations is this taken in consideration. FRAMING 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. In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceilins and roof above so that no concealed space exceeds 3,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 9,000 s.f. and 100 L.F.). Section 708. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. Specify nail size and spacing for roof diaphragm. Roof diaphragm nailing schedule was not provided. TITLE 24 DISABLED ACCESS Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. ADDITIONAL Please clarify where in the structural calculations are the considerations for the architectural reveal. Please provide on the plans construction details for the tilt-up curved panels. Please clearly show on plans for panels: 7, 8, 17 and 18 which are the holdowns to be used (are they A, B, C or D). Carlsbad 98-2545 August 31, 1998 26. Please clarify why? in the structural calculations (pages 6 and 7) are included calculations for the 8” concrete wall shear capacity. Shouldn’t be included for a 6.5 concrete wall? 27. Additional corrections may follow. 28. See attached list for electrical corrections 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: 0 Yes 0 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 61 9/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + 1993 NEC + PLAN REVIEWER: Morteza Beheshti 29. On single line diagram provide overcurrent protection for panel feeders. NEC 230-208. Also no meter shown. 30. Show the available fault current ( Isc ) from the serving utility co. and at the house panel “LP”. Carlsbad 98-2545 August 31. 1998 - 31. 32. 33. 34. 35. 36. 37. 38. 39. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. Show the fuse letters if used to limit fault current (i.e. , JJN, A3T, LPN). Also note on the plans that circuit breakers used in the subpanels will be listed for series combination with the current limiting main fuses or circuit breakers. Specify the wire type (AL or CU) and insulation (Le. THWN). NEC 310. Show the grounding system required for service. NEC 250-24, 80(a), 81 (c). Show the grounding electrode conductor size and wire type (ALICU). NEC 250- 94. Specify the wiring method you intend to use for this project (Le., EMT, Metal Flex, NMC etc.). Complete the panel schedule on sheet E-I. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Erie Jensen Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes. Business and Professions Code. PLUMBING (1994 UNIFORM PLUMBING CODE) The Civil drawings do not match the plumbing drawings for water supply piping routing. The Civil appears to be routed throughout he existing building, the plumbing site shows a new water meter with the pipe routed through the parking lot. Please make consistent. The architectural sheet A-4 shows both a 6l and 4" diameter roof drain with 4 X 6 opening through the parapet wall, If a scupper is installed it must be 3 times the area of the required roof drain. UBC 1506.3 Carlsbad 98-2545 August 31, 1998 Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1995 edition of California Building Code, Title 24. Per Section 101.17.1 1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities as follows: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. (3) Any curb or sidewalk intended for public use that is constructed with private funds. (4) All existing accommodations when alterations, structural repairs or additions are made to such accommodations. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. a SITE PLAN REQUIREMENTS Please clearly show on plans the accessible routes of travel by lines of arrows includinq the sloDe of the routes ( +-++ X% ++-+ 1 1. Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 11276.1, Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. Plans show that more than one building is located on the proposed Site. Accessible routes of travel shall be shown to be provided between buildings and accessible site facilities, per Section 11276.1. 2. Carlsbad 98-2545 August 31,1998 3. Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 11 178.5.7 and 11276.3. a DISABLED ACCESS PARKING SPACES a Please cross reference the correct detail for the disabled access parking spaces on dans (Site Plan shows detail 2/A-2. and it should be 13/A-21, 0 CURB RAMPS Please clearlv show full compliance on plans for all curb ramps included in please revise the Title on detail 6/A-2 (plans show SUSPENDED CLG. it should have CURB RAMPI. the accessible routes of travel. Full comdiance will be rechecked. Also 4. Revise plans to show that curb ramps shall be constructed at each corner of a street intersection or where a pedestrian way crosses a curb, per Section 11278.5.1. 0 WALKS AND SIDEWALKS Please clearlv show full compliance on plans for all walks and sidewalks included in the accessible routes of travel. Full compliance will be rechecked 5. If any proposed walks slope 4:20 (5%) they must comply with ramp requirements of Section 1007, per Section 1023.3, Revise plans to show or note requirements. a PEDESTRIAN RAMPS Please clearlv show full compliance on plans for all pedestrian ramw included in the accessible routes of travel. Full compliance will be rechecked e ENTRANCES AND CIRCULATION 6. Revise plans to show that all entrances, and exterior ground level exits, are accessible, per Section 1001.9.1. Carlsbad 98-2545 August 31,1998 . 7. 8. 9. 10. 11. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the buildina and the public way, per Section 11 146.1.2. 0 DOORS Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be <’A” lower than the doorway threshold, per Section 1004.9.1 a. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004.3.1 : a) b) Is to be centered 230” but S44“ above floor. Latching, or locking, doors in a path of travel are operated with a single effort by: i) Lever type hardware. ii) Panic bars iii) Push-pull activating bars. iv) Or other hardware designed to provide passage without the requirement to grasp the hardware. Show or note that the lower 10” of all doors comply with Section 1004.8.1, as follows: a) b) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. Narrow frame doors may use a IO’ high smooth panel on the push side of the door. NOTE: Exception for automatic or sliding doors. Provide a note on the plans that the maximum effort to operate doors, applied at right angles to hinged doors or at center plane at sliding doors, per Section 1004.5.1, will be: a) <8W# at exterior doors. b) 15# for interior doors. c) SI% where fire doors are required. Carlsbad 98-2545 August 31, 1998 GENERAL ACCESSIBILITY REQUIREMENTS SIGNAGE 12. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 11 178.5. Provide a note on the plans stating that the signage requirements of Section 11 178.5 will be satisfied. 13. END OF DOCUMENT PLAN CHECK NUMBER: u& OWNER'S NAME: * *v- I, as the owner, or agent of the Owner (contractors may CedfY that I, Or the erchltectlenglnaer of iecord, will be responstblo lac employing the spscial Inspector(0) a$ mqulmd by UnHom Bulldlng Code (u5C) Sectlon 1701.1 for the construction project locsted et the &!e listed abve. UBC Sectlon 108.3.5. employ me speclal Inspector), .. . f mrd, certifv that I have prepared the following special d by UBC Sedan 106,9.6 for the tbnsVuoUan pmjeot located at #u-.& 4-w the site llsted above, I .. Carlsbad 98-2545 August 31, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2545 PREPARED BY: Sergio hela BUILDING ADDRESS: 1825 Aston Avenue REFLEX INC. Office/Ind. Tilt-up BUILDING OCCUPANCY: By F-1 & S-1 DATE: August 31, 1998 TYPE OF CONSTRUCTION: VN TOTAL VALUE I I I 333,600.00 Sheet 1 of 1 rnacvalue.doc 51% , The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. w Right-of-way permit is required prior to construction of the following improvements: -~ ~ Please se t e attached report of deficiencies marked with . Make necessary corrections to plans or specificati s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. .zg: * Date: * By: Date: By: Date: Recordation: E Right-of-way Permit Application 0 Right-of-way Permit Submittal Checklist Carlsbad Tract: and Information Sheet 0 Sewer Fee Information Sheet A4 @ HIWORDI~~St?~~P~.FmOarlsbad. CA 92009-3576. (760) 438-1 161 . FAX (760) -1-69 / SITE PLAN BUILDING PLANCHECK CHECKLIST 0 0 1. Provide a fully dimensioned site plan drawn to scale. Show: roperty Lines asements ight-of-Way Width & Adjacent Streets + 3RD' & Proposed Structures Street Improvements Driveway widths 2. Show on site plan: \ erainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one perceni towards an adjoining street or an approved drainage course. drainage of 2% to swale 5' away from building." @ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive /' &xisting & Proposed Slopes and Topography 0 0 3. Include on title sheet: d ite address R$ ssessor's Parcel Number Legal Description For commerciaVindustria1 buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for 0 0 Project No. 0 0 4b. All conditions are in compliance. Date: 2 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: &, ;NO/ 3RD/ 0 Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: 0 Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: current grant deed on the property and processing fee of $ so 3 (I.". l- BUILDING PLANCHECK CHECKLIST 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective imDrovements found adiacent to buildina site must be reDaired to the satisfaction of the Citv InsDector Drior to occuDancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Gradina Permit must be issued and rouah aradinq . ~ aDDroval obtained Drior to issuance of a Buildina Permit. Grading Inspector sign off by: if a grading permit is not required.) Sakk +f.l.sh bd-9 Date: @ Graded Pad Certification required. (Note: Pad certification may be required even 7d.No Grading Permit required. 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-way permit required for: BUILDING PLANCHECK CHECKLIST 4 H IwROIWCSICHKISm",u,~ PllnsMdc wn BPMOI Form JJ mr A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad. CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 0 w3 / E/-0 0 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 0 12. o/. Required fees are attached - . 0 No fees required J0 5 . ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET stimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: 1 &?5' Jhh Bldg. Permit No. Cg 9&7.55'.'7 Prepared by: cp Date: 911 L/98 Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. '2Ao-4gm EDU's: 2.m Types of Use: L~~WUSQ Sq. Ft.lUnits: e- SGOU -l-J+U)o Types of Use: Sq. FtJUnits: EDU's: ADT CALCULATIONS. * List types and square footages for all uses. Types of Use: -~+J&z Sq. Ft.lUnits: A- ( Types of Use: Sq. Ft.Nnits: ADT's: WITHIN FEESRE=UIRE2 CFD: ES (no . bndge . & thoroughfare fee in District #I, reduced Traffic Impact Fee) 0 NO /a+ PDT's: 60 5 A.bu d-nu d4C-L.p f$, 1. PARK-IN-LIEU FEE PARK AREA & I: X NO. UNITS ADT'sNNITS: 60 X FEE/ADT: gc? =$ 1x0 $h 3. BRIDGE AND THOROUGHFARE FEE (DIST. #l - DIST. #2 - DIST. #3 - 1 ADT'sNNITS X FEEIADT: 0/4/;AciLiTiES MANAGEMENT FEE ZONE: 5 &EWER FEE UNITISQ.FT.:& rrpro x FEEISQ.FT.NNIT: . Yn =$ q80n PERMIT No. s f?%O/B 3 X FEE/EDU:/&)SL/ =s YY 50 X FEEIEDU: /070 =$ 2568 DRAINAGE BASIN: /& 6. SEWER LATERAL [$2,500) @ 7. DRAINAGE FEES PLDA HIGH /Low ACRES X FEEIAC: TOTAL OF ABOVE FEES*: SI-2 Lm *NOTE This calculation sheet ism a complete lii of afl fees which may be due. Dedications and Improvements may also be required with Building Permits. REV 7/19/98 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST . Planner Grea Fisher Phone (61 9) 438-1 161, extension 4328 APN: 212 -/2v*/,& Type of Project and Use: 5?dd j. ( f ,“A Zone: c-M Facilities Management Zone: 5’ CFD (inlout) # Circle One Iff propeny In. complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Leaend Item Complete Item Incomplete - Needs your action TYPE _. $‘ !$ Environmental Review Required: YES - NO DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval TYPE - Discretionary Action Required: YES - NO APPROVALIRESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Coastal Zone AssessmentlCompliance Project site located in Coastal Zone? CA Coastal Commission Authority? Y.ES- NO if California Coastal Commission Authority: . Contact them at - 31 11 Camino Dei Rio North, Suite 200, San Diego CA 92108-1725: (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow$’p Actions: 1 ) ,$tamp Building Plans as ”Exempt” or “Coastal Permit Required” (at minimum Floor Plans). ) Complete Coastal Permit Determination Log as needed. - YES - NO - - YES- NO ’. / - lnclusionary Housing Fee required: YES __ NO (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) Date Entry Completed? YES __ NO I - Site Plan: [7 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 0 2. Provide legal description of property and assessor's parcel number. P? 1 Zoning: 1. Setbacks: Front: Int. Side: Street Side: Rear: Required Shown Required Shown Required Shown Required Shown 0 2. Accessory Structure Setbacks: Front: , Required Shown Required Shdwn Required Shown / Rear: Required jShown sz:;de : 3. Lot Coverage: Required fw#Shown 33& 4. Height: Required / '5- Shown L?5- 5s- 0 0 5. Parking: Spaces Required 57 Shown Guest Spaces Required Shown - D mED ML??OUQ9 cmsw e (./?-if5 Kl&W OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER -HZZ--mTE d& 98290 e Bureau of Prevention rlsba City o f Ca Fire Department Review 1 st 2nd 3rd CFDJoM 98290 File# Other Agency ID Plan Review: Requirements Category: Building Plan Check - Date of Report: Monday, December 21, 1998 Contact Name ATS Archltecture Address 1094 Cudahy PI #I16 City, State San Diego CA92110 Reviewed by: ddg. Dept. No. CB982545 Planning No. Job Name Spec Warehouse Job Address lBd Aston Ste. or Bldg. No. ‘j 3)’ Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. 2560 Orion Way Cerlsbad, California 92008 (619) 931-2121 -. . .... ....... ..... c .<.:. '. .,I\..' , ,-,::,,, "* . ._ ., mo - ,, . ,,.. - . . /, .;,: .. .. , I.., ...... 98290 . Bureau of Prevention rlsbad City o f Ca Fire Department Plan Review: Requirements Category: Building Pian Check Date of Report: Thursday, November 12,1998 Reviewed by: 0. bGeL Contact Name ATS Archliecture Address City, State 1094 Cudahy PI #I 16 Sari Diego CA 921 10 Planning No. Job Name Spec Warehouse Job Address 1825 Aston Ste. or Bldg. No. Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use On& Review 1 st 2nd 3rd CFDJoM 98290 File# Other Agency ID 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 98290 Bureau of Prevention rlsbad City o f Ca Fire Department Plan Review: Requirements Category: Building Pian Check Date of Report: Monday. October 5,1998 Reviewed by: 6. 3d-L Contact Name ATS Architecture Address City, State 41 80 Ruff in Rd Ste 230 San Diego CA 92123 Bldg. Dept. No. CB982545 Job Name Reflex Job Address 1825 Aston Ste. or Bldg. No. Planning No. 0 Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd CFDJoM 98290 File# Other Agency ID 2560 Orion Way Carisbad, California 92008 (619) 931-2121 98290 . Bureau of Prevention rlsbad City o f Ca Fire Department Plan Review: Requirements Category: Building Plan Check Date of Report: Friday, August 21, 1998 Contact Name Bob Sukup Reviewed by: Address 4322 Sea Bright PI City, State Carlsbad CA 92008 Bldg. Dept. No. Job Name Reflex Job Address 1825 Aston Ste. or Bldg. No. C.4 '?fQ(Y$lanning No. 0 Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire DeDartment Use Onlv Review 1 st 2nd 3rd- CFDJoW 98290 File# Other Agency ID I I 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 SOLORIO AND ASSOCIATES STRUCTURAL -CONSULTANTS ANSWERS TO STRUCTURAL PLAN CHECK COMMENTS DATE: September 17, 1998 PLAN FILE No.: Carlsbad 98-2545 PLAN CHECKER: Sergio Azuela ITEM 16. 17. 18. 20. 21. 23. 24. 25. 26. L The slab information is shown on sheet 5-2 of the drawings, i.e. slab thickness, reinforcing and underlayment. The building pad thickness is noted on sheet S-I of the drawings under "Foundation and Slab Notes", for more building pad information we refer the contractor to the soils report. Please see attached calculation page RI. Architect to provide form. Please see attached truss calculations, page R24 and R25. Please see plans for truss identification. Please see revised sheet S4 for nail size and spacing for roof diaphragm. The architectural reveals occur near the top of the tiltup panels, the tiltup design is at the mid-height of the panel and does not affect the thickness of the panel at this point. Calculations as shown are correct. The curved wails are not tiltup panels, the walls are C.I.P. concrete. The reinforcing of the walls is shown on S3. The details refer to this wall as C.I.P. not tiltup. Please see revised panel elevations, panels 7, 8, 17 and 18. Please see attached calculations for 6 112" thick panels, pages R2 thru R23. 108 WEST le- ST TLL: 10561 63 1. I500 MISSION. TEXAS 78572 F.X: 10561 584-7407 .Oi0*!C@.sT. YT cow E.4 'i ,. SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Job#: 98206 Tic Reflex Designer: ss Date: Sept98 Description: Scope New Building F4 WALL ANCHORAGE cp wall Cp parapet Height of wall Height of parapet Thickness of wall Weight of Concrete Center one half increase Typ. Line A,G 1.5 Force per foot 306 Ibs Anchor Force at 8 feet O.C. 2447 Ibs Anchor Force at 4 feet O.C. 1223 Ibs Ibs At center one half of dia Force per foot 459 Ibs Anchor Force at 8 feet O.C. Anchor Force at 4 feet O.C. 1835 Ibs Use Use IpA128I 3670 Use -1 Use (PA1351 CROSS-TIES Fg: Depth of diap. Width of diap. Diap. Ratio 2.0 o.k Max Diap. Ratio 4.0 Total Shear 4894 Ibs Shear per foot 306 #Iff Allowable Shear per foot -1 #In Chord Force 2447 Use note on purlin sched. At center one half of dia Depth of diap. Width of diap. Diap. Ratio 1.3 o.k Max. Diap. Ratio 4.0 Total Shear 7341 Ibs Shear per foot 306 #/ft Allowable Shear per foot #/ft Chord Force 2447 Use note on purlin sched. Typ. Line 1, 5 pift 1.5 306 Ibs 2447 Ibs 1223 Ibs JPAIJSI Ibs 459 Ibs 3670 1835 Ibs El IPA135] Ift In 1.0 0.k 4.0 1223 ibs 153 Wft 3201 #in 306 0.k. 1.0 0.k 4.0 1835 Ibs 229 #/n 459 3201 #/n 0.k. n \my?, ALL RIGHTS RESERVED COPIRiGm 1m 0 SOLORIO AND ASSOCIATES STRUCTURAL - \ CONSULTANTS Title Reflex Jab# SS206 Designer: JS Date: Sep1'98 Description: Scope New Building PZ DESIGN VALUES, cont CAPACITY OF 6 112" CONCRETE WALL Section 1911.1.1 V, c +v, V" =vc+vs V" = 4vc+ +vs Section 191 1.10.3 Nominal Shear Strenght, V, vn = 10 (f'c)05 hd = (10)(3000)05 (6.5") (12") (0.8) = 34178 #Iff Nominal Shear Strenght, V, vn = 8 (f'c)05 A, = (8)(3000)05 (3.625") (12") = 19061 #Iff Section 1921.4.6 Section 1921.6.4.2 V, =A,[2(f~)~~+p~f,,] V" vn = 11290 Ibs For design for horizontal shear forces in plane of wall, d shall be taken equal to 0.81, Unless a more detailed calculation is made in accordance with Section 1911.10.6, shear strenght V, shall not be taken greater than: vc = 2 (f'c)05 hd = (2)(3000)05 (6.5") (12) = 0544 IbsKt = (3.625~12) [ 2 (3000)05 + 0.0025 x 60000 ] Section 1911.10.4 Section 1911.10.5 Section 1911.10.8 Should Vu > + V, 12 shearwall reinforcing per section 1911.10.9 of the code Should Vu > + V, the value of V, should be determined by the following expression: V,= &fyd I s2 Section 1921.2.7 Load factors U = 1.4 (D+L+E) U = 0.9D + 1.4E Section 1921.6.5.1 Section 1921.3 4 = 0.85 Strenght-reduction factor +* per Section 1909.3 SOLORIO 7 AND ASSOCIATES STRUCTURAL \ - CONSULTANTS Tie Renu Job#: 88205 Designer: ss Date: Sept '98 Description : n3 Scope New Building DESIGN VALUES, cont CAPACITY OF 6 1/2" CONCRETE WALL, cont. Section 1921.6 Shear Walls Section 1921.6.2 Reinforcement Section 1921.6.2.1 Minimum reinforcing ratio = 0.0025, longitudinal and transverse direction = (0.0025) (6.5) (12) = 0.195 in2 #4 at 14" O.C. each way minimum or (2) #4 at 14" O.C. each way minimum Section 1921.6.2.2 Provide two curtains of reinforcement if the in-plane factored shear force exceeds ~ACV(~C)~~ For one layer of reinforcing; V" = (2)(3000)05 (3.625) (12) (0.8) = 3812#/ft Provide standard hook engaging the edge reinforcement terminating at the edges of shear walls if V, in the plane of the wall exceeds Acv(fc)05 V" = (3000)0S (5) (12")(0.8) = 2629#/ft Section 1921 3.2.3 Special Transverse reinforcement for sheanvalls. Not required if maximum extreme fiber stress c 0.2 fc Fu = (1.4) (4889 #/ft) ( ) /(8/12) 0.2fc = (0.2) (3000) = 130 psi = 600 psi > 130 psi ; O.K. No boundary member required SOLORIO . 7 AND ASSOCIATES STRUCTURAI \ . .. ., - - C 0 N S ULTANTS liik Reflex Job# 98205 Designer: ss Date: Sept'98 Description: Scope New Building Pcj SHEARWALLS Ib Ib . Ib Ib Ib Ib Ib Ib pcf = - psf = - plf = - psi=- pcf = - si z in.in psf = - plf =- PSIS- f? fl in2 f13 R2 R in2 fl3 t = 6.5.in d = 12.in f = 3000.psi f = 60000.psi 0 = 0.85 V = 2.,61.d.t V = 8544- Ib ft fl Line A, V = 47397.lb Vf = 0.lb Lp = 36.5.fl Vf V ,,f 1.4.- Vr v ur '= 1.4. L p.o.80 L p.o.8 v = 2272.plf v ,,f = 0-plf Seismic Load Total length shearwalls v ss = O.v V ss = 7263 -plf SOLORIO - . AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS Tic Reflex Job# 88206 Designer: ss Dde: Sepi'98 Description: Scope New Building Line A Individual Panel Shear L~~ = 28.n Hp = l9,R H ps = i7.n Section 1911.10.9 Design of Horizontal Reinforcing Individual Panel Length Height of panel Height of lateral force at floorhoof H psf = 0.n Rebar Area's A, = 0.31.s.i A, =1 Number of layers Area of steel @fy.AV.A , s2 = s = -38.017 -in Vu-@V, - size Area in in-2 3 0.1 1 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo s h '= 14.in horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. Design of Vertical Reinforcing H' ro n '= 0.0025 7 0.5. 2.5 - (r0 h - 0.0025) i \ LPS: L ps = 28.R ro = 0.0033 0.0025 min. permitted per code, O.K. ro = 0.0025 A = 0.31.si Rebar Area's size Area in in-2 An =1 Number of layers 3 0.1 I sl'=- A v.A n 4 0.20 5 0.31 6 0.44 a 0.79 9 1 .oo s 1 = 19.08-in 7 0.60 t.ro Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED COPYRIGHT 1898 0 n \M*,kaM0"0\88X)5 w SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Ti Reflex Job#: 88206 Designer: ss Date: Sept'98 Description: Scope New Building Line A Check Panel Overturning Lp = 28.R H = 19.R H ps = 17.R H psf = 0 fl L rp = 8.R Lpo = 15.R Lps = Lp- L w = 15.psf Wf = O.psf Lfp = 0.R Lpof = 0.R H 7.5.~ H pof = 0.R L ps = 13-R PO Wp = 82.psf 0.80.v 0.80,~ .L ps.H ps - 1.4 1.4 uf.L .H PS PSf OT = Total Panel Length Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 286979.1.lb-R P L -Wr.Lrp.0.5.L .L *WfLfP.0.5.LP.L RM= W P\ .iH P .L P -Hpo~Lpo-Hpo~Lpo~)~ PP 2 RM = 505106-1b.R OT - 0.85.RM UPL = LP UPL = 5084.lb Uplift O.K. SOLORIO 7 AND ASSOCIATES STRUCTURAL - c o N s u L T-A N T S TiUe Refkx Job* 98206 Designer: ss Date: Sept '98 Description: scope New Building Line A Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item 1 Ag = t.- PS 2 P = 0.10.A g.(f c) OT RM ' 0.8.Lp A = 507d P ua = 152100.lb P = 35361 .Ib Pu c Pua ; O.K. Item 2 Or Item 3 Vu C 3'lWh'fc~0.5 t 12 0.5 Vu, =3.--.--.3000 .Ib in Ib V ua = 12817.- n Ib V = 2272.- ft .. Vu c Vua: O.K. NO Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED COPYRIGHl1898 0 uw~,l~wmwam mnar\8sms wd SOLORIO I- AND ASSOCIATES STRUCTURAL - \ CONSULTANTS Title Reflex Job# 98205 Designer: ss Date: Sepi'98 Description: Scope New Building l2Y SHEARWALLS Ib Ib . Ib Ib Ib Ib Ib Ib pcf = - pSf = - plf = - psis- pcf = - si = in.in psf = - plf - PSI=- f? n in2 n3 f? n in2 n3 t = 65in d = 12.in f = 3000. psi f = 60000.psi Ib V = 8544.- 0 = 0.85 vc = 2.$5.d.- t R n c Line p, V = 43623.1b V f = 0.lb L~ = 38.n Vf Vuf = 1.4.- Vr v ur : 1.4. L p.0.80 L p.0.8 v = 2009*plf v uf = 0-plf Seismic Load Total length shearwalls v s5 '= O.v V ss = 7263 plf SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job# 98206 Designer: 85 Date: Sept'98 Description: Scope New Building Line A Individual Panel Shear L ps = 13.R H = 19.R Height of panel H ps = 17.R Section 1911.10.9 Design of Horizontal Reinforcing Individual Panel Length H psf 7 0.R Height of lateral force at floorlroof Rebar Area's A = 0.31.si Area of steel A, =I Number of layers O.f y.A ,.A 52 '= v " - O.v s = -36.1 11 -in * Area in in-2 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo s = 14.in horizontal spacing of Rebar Design of Vertical Reinforcing ro = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. ro = 0.0025 + 0.5. iH j2.5 - $1. (ro ,, - 0.0025) PS Lps = 13-R ro , = 0.003 0.0025 min. permitted per code, O.K. ro '= 0.003 A = 0.31.si A, =l Number of layers s 1 = 15.9 -in Rebar Areah 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 a 0.79 9 1 .oo si?& Area in in2 Use #5 vertical at 14" O.C. SOLORIO , AND ASSOCIATES STRUCTURAL \ - CONSULTANTS TMe Reflex Job# 98205 Designer: ss Date: Sept'98 Description: Scope New Building G Line R Check Panel Overturning Lp = 13.R H 7 19.R H ps = 17.R Lrp = 8.R Lpo = 0.R Lps Lp- L H = 0.R PO W = 82,psf w = 15.psf Total Panel Length Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor H psf = 0.R Lfp = 0.R H pof = 0.R Lpof = 0.R L ps = 13-ft Wf -0.psf 0.8O.v 0.8O.v OT = 1.4 OT = 253702.18-lb*R P \.L + w ,.L rp.0.5.L p.L + w f.L fP.0.5. L p.L w p' (H p.L p - H p0.L PO - H p0f.L pof, p 2 RM '= RM = 136721-1b-ft OT - 0.85-RM UPL = LP UPL = 10576-lb USE l3AlSDl min. SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Job# 88205 Title Reflex Designer: ss Date: Sept'98 Description: Scope New Building PI I G. Line A Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item 1 Ag = t.- PS 2 A = 507-in2 9 P = 0.10.A g( . fc> P = 152100.lb OT - RM P, = 0.8.L P , = 37541 -1b Pu c Pua ; O.K. Item 2 Or Item 3 Vu 3'lw*hTcA0.5 t 12 0.5 vu, = 3.--.--.3000 .Ib in ft Ib V = 12817.- ft Vu = 2009.- Ib R .. Vu c Vua; O.K. NO Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED. COPYRIGHT leoB 0 n \m*r~\.Mono\os2m - xpd SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS TiUe Reflex Job# 98205 Designer: 6s Date: Sept'98 Description: Scope New Building SHEARWALLS Ib Ib . Ib Ib Ib Ib . Ib Ib pcf = - psf = - plf = - psi=- pcf = - si = in.in psf =- plf =- PIS- f? R in2 fl3 r12 R in2 R3 t = 65in d = 12.in f = 3000.psi f = 60000.psi V := 2.fii.d.- vc= 8544.- Ib 0 := 0.85 R n I Line A, V .= 37873.lb V := O.Ib Lp = 156.R Seismic Load Total length shearwalls Vf Vuf 1.4.- Vr v uI = 1.4. L p.o.80 L p:o.8 v = 425 'plf vuf=O.plf Vr'Vf L p.o.8 Vu = 1.4. V = 425 'plf c Vss ; O.K. v s5 '= O.v V ss = 7263 - plf AU RIGHTS RESERVED COPYRIGHT ,808 0 H wrFFllarWTmLEs2fE mnmw82s w SOLORIO c- AND ASSOCIATES STRUCTURAL CON 5 U LTA NTS We Reflex Job#: 98205 Designer: ss Date: Sept'98 Description: Scope New Building m3 I Line b Individual Panel Shear L~~ = 32.n H = 19.R Height of panel H ps = i7.n Section 1911.10.9 Design of Horizontal Reinforcing A, = 0.31.si Area of steel Individual Panel Length H psf 0.n Height of lateral force at floorlroof Rebar Area's 3 0.1 1 &e Area in in-2 A, =1 Number of layers 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo s h '= 14.in horizontal spacing of Rebar Design of Vertical Reinforcing ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. ro := 0.0025 + 0.5. 2.5 - - . (ro h - 0.0025) i: 2 L ps = 32.R ro = 0.0034 0.0025 min. permitted per code, O.K. ro .= 0.0034 A, = 0.31.si An:= 1 Number of layers s 1 = 14.03-in Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 0 0.79 9 1 .oo - Sue Area in in-2 Use #5 vertical at 14" O.C. SOLORIO - AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS - \ Job* 98206 Tie Reflex Designer: 6s Date: Sept'98 Description: Scope New Building e4.l I Line R Check Panel Overturning Lp = 32.R H = 19.R H ps = 17.R H psf = 0.R LrP = 8.R Lfp =O.R Lpo = 12.R Lpof = 0.R Lps -Lp-Lpo L ps = 20.R w = 15.psf Wf = O.psf H = 12.R H pof = 0.R - Wp = 82.psf 0.80.~ 0.80.~ .L ps.H ps + 1,4 OT = 1.4 Total Panel Length Height of panel Height of lateral force at floorhoof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 82543.72-lb-ft P w p. (H p.~ - H po.~ - H pof' L pof).L + w ,.L ,p.o.s. L .L + w r~ fp.o.5. L p.~ RM = PP 2 RM = 639488-lb-ft OT - 0.85.RM UPL = LP UPL = -14407.lb Upli O.K. ALL RlGhTS RESERVED COPlRlGHT 1888 0 H w~,l~wnossms nRByuuDs w SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS rile Reflex Job# 88205 Designer: ss Date: Sept'98 Description: Scope New Building as- I Line rl Section 1921.6.5 Design of Sheatwalls for Flexural and Axial Loads kern I A = 780.in2 P ua = O.lO.Ag.(fc) P = 234000.lb OT + RM - 0.8.Lp Item 2 Or Itern 3 Vu e 3'lw'h"fcA0.5 V ua .= 3.--.--.3000 t 12 0.5 .Ib in ft P = 28204-Ib Pu e Pua ; O.K. Ib V ua = 12017.- n Ib Vu = 425.- R Vu e Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. SOLORIO AND ASSOCIATES STRUCTURAL 7 CON 5 U LTANTS Tile Reflex Job#: 88206 Designer: SI Date: Sept'98 Description: Scope New Building el b SHEARWALLS psf =- Ib plf =- Ib PIE- . Ib pcf = - Ib psf = - Ib plf = - Ib psis- Ib pcf = - Ib si = iwin f? n in2 n3 f? R in2 n3 t = 6.5.in d 12.in f = 3000. psi f = 60000.psi Q, '= 0.85 V 2.v6.d.1 V = 8544.- Ib n n Line 5, V 37873,lb Vf = 0.lb Lp = 124.R Seismic Load Total length shearwalls v = 534 'plf v uf = 0-plf Vr-Vf L p.o.8 V '= 1.4. v = 534 'plf c Vss ; O.K. v ss = Q,.v V ss = 7263 'plf ALL RIGHTS RESERVED, COWRlGtn 1981) 0 H WyFlkkokmWx6 - wd SOLORIO AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS TiUe Reflex Job# 98205 Designer: ss Date: Sept'98 Description: Scope New Building Line 5 Individual Panel Shear L~~ = 32.n H = i9.n H ps = i7.n H psf = 0.n Section 1911.10.9 Design of Horizontal Reinforcing A = 0.31.si Area of steel A, =I Number of layers 0.f y.A ,.A , 52 = v " - @V Sh = 14.in Design of Vertical Reinforcing s 2 = -28.197 .in Indh al Pant Length Height of panel Height of lateral force at floorlroof Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo - Size Area in in-2 horizontal spacing of Rebar ro h = 0.0034 >0.0025 rnin. permitted per code, O.K. Use #5 horizontal at 14" O.C. ro = 0.0025 - 0.5. 2.5 - - . @ - 0.0025) il LHJ L~ = 32.n ro , = 0.0034 ro , = 0.0034 A = 0.31.si Rebar Area's 0.0025 rnin. permitted per code, O.K. A, =1 Number of layers s 1 = 14.03-in - Size Area in in-2 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo Use #5 vertical at 14" O.C. SOLORIO AND ASSOCIATES S T R U C.T U R A L CON 5 U LTA NTS Job* 88205 Title Reflex Designer: ss Date: Sep1'98 Description: scope NCW Building 8 Line 5 Check Panel Overturning L~ 5 28.n H = i9.n H ps = i7.n H psf = 0.R = 32.n Lfp =o.n H = 7.17 H pof = 0.R L~~ = 15.11 Lps = Lp- L w, = 15.psf Lpof = O.ft L ps = 13-R PO Wp = 82.psf Wf = 0.psf 0.8O.v 0.8O.v .L ps.H ps - 1.4 1.4 OT := Total Panel Length Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 67499.46-1b-R W p' (H p.L - H po.L - H pof' L pof). L RM = r rp PP W .L .0.5.L .L + W fL fp.05L p.L 2 OT - 0.85.RM UPL = LP RM = 584276-lb-R UPL = -15326.Ib Uplii O.K. SOLORIO - AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS \ - Title Rem Job* 98205 Designer: ss hts: Sept '98 Description: Scope New Building Line 5 Section 1921.6.5 Design of Sheatwalls for Flexural and Axial Loads Item 1 PS 2 A 9 '= t.- P = O.lO.Ag.(f c) OT + RM P, = 0.8.L Item 2 Or Item 3 Vu c 3"lw"h'fcA0.5 t 12 0.5 V '= 3.--.--.3000 .Ib in R Ib R vu = 534.- A = 507d P = 152100-lb P , = 29097-lb Pu c Pua ; O.K. Ib V = 12817.- ft Vu c Vua; O.K. No Shear wall boundaly zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGWTS RESERVED COWRIGHT 1888 0 H lMfi,!d&u&mE - wd SOLORIO AND ASSOCIATES STRUCTURAL - CON 5 U LTA NTS TRle Reflex Job#: 98205 Designer: ss Date: Sept'98 Description: Scope New Building SEISMIC FORCES Seismic Zone: 4 V = Z I C W,/ R, z= 0.40 I= 1.00 C= 2.75 R= 6 V= 0.183 W, E-W Direction [(I3 ps9 (175 ft) + (17/2+ 2)(82 psf)(Z) ] (0.183) = 731 Ibs/ft (3997 Ibs/ft) N-S Direction [(I3 psf) (96 ft) + (17/2+ 2)(82 psQ(2) ] (0.183) = 543 Ibs/ft (2970 Ibslft) [(I3 PSf) (40 ft) + (17/2+ 2)(82 psf)(2) ] (0.183) = 411 Ibs/ft (2242 Ibs/ft) ALL RIGHTS RESERVED. COPYRIGHT 1- 0 H-Wp,~~owx€ - rpa FlROUZl CONSULTING ENGINEERS, INC. Tile : Reflex Dsgnr: 85 Description : Job # 98205 Date: Scope : New Building E2 I I Horizontal Plywood Diaphragm c Description diap 1 General Information I North-South Length 96.00 n Diaphrgm Weight 0.00 psf EaseWest Length 186.00 n Seismic Factor 1 .oooo Nort-South Chord 64.00 n Diaphragm is Blocked East-West Chord 175.00 n Blocking Direction North-South Boundary Loads Acting North & South 1 I #1 587.00 wn from o.ooon to 0.000 n #2 #in from o.ooon to 0.000 n #3 #In from o.ooon to 0.000 n #4 wn from o.ooon to 0.000 n ~ ~~___~ [ Boundary Loads Acting East & West I #1 789 00 #In from oooon to 0 000 n #2 #3 wn from o.ooon to 0.000 n wn from o.ooon to 0.000 n #4 wn from o.ooon to 0.000 n Shear Zone i I Framing Thickness Grade Nail Sue Svacino Value Distance 1 - At North Wall 3x 2nd zone 3x 3rd zone 2x 3rd zone 2x 2nd zone 3x At South Wall 3x Centerzone in 112" 1R" 1 I2 112 1 I2 1R" 112" " I in #/R n I Structural I 1 Od 2.3.12 820.0 0.00 I Structural I 1 Od 2.5.3,12 720.0 0.00 ~ Structural I 1 Od 4,6,12 425.0 0.00 ~ Structural I 1 Od 4,6,12 425.0 0.00 ~ 0.00 I i Structural I 1 Od 2,3,12 820.0 0.00 Structural I 1 Od 6,6,12 320.0 Structural I 1 Od 2.5,3,12 720.0 Shear Zone I Framing At West Wall 2nd zone 3rd zone 3rd zone Center zone 2nd zone 3x At East Wall 3x Shear 8 Chord Forces Thickness in 112 1R" 1R" 1R" 112" In" 1R" Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I Nail Size 1 Od 1 Od 1 Od 1 Od 1 Od 1 Od 1 Od Spacing in 2,3,12 2.5.3,12 4,6,12 6,6,12 4.6,12 2.5,3.12 2.3,12 Value #Iff 820.0 720.0 425.0 320.0 425.0 720.0 820.0 Distance 0.00 23.81 40.92 40.92 23.81 0.00 n - Diaphragm Shears.. . South West - East Total Shear 37.872.01bs 37,872.Olbs 54.591.01bs 54,591.0 Ibs Shear per Foot 203.6iwn 203.61 wn 568.6~iwn 568.68 wn Chord Forces. .. @I 114 *Length 29.588.51bs 3.874.51bs @I 1R * Length 39,663.81bs 5.193.91bs @ 314 Length 29,905.9 Ibs 3,916.1 Ibs Length I Width Ratio 1.938 (C) 1983-97 ENERCALC d:knercaIcrhU8205.ecw kwo6022&1. V5.0.3. 27-Aug-1997. Win32 .. SOLORIO - AND ASSOCIATES STRUCTURAL - \ CONSULTANTS Tile Reflex Job#: 98205 Designer: ss Date: Sept'98 Description: Scope New Building e22 LATERAL LOAD UL RIGHTS RESERVED. COWRIGHT ?SOB 0 H Vk~~lesOronO\smos rSn&SGS€ wd Tile : Rek Drgnr: ss Description : Date: Job # 98205 Scope : New Building r (22 3 Sinale Span Beam Analysis - - I Description : REACTIONS FOR HOR.ZONTAL D AP ] General Information I I Center Span 185 00 ft Moment of Inertia 1 000 in4 Len Cantilever n Elastic Modulus 1 ksi Right Cantilever n Beam End Fixity Fix-Fix 1 Trapezoidal Loads Magnitude @? Len 0 543 Wft wn wn wft Magnltude @ Right 0441 wn wn wn wn Dist To Len Side ft n n n Dist To Right Side 185 ooo ft n n n 1 Quem Values I ~ ~~~ ~~~ Center Location 92.000 n Left Cant 0.000 n Moment 701.82 k-n 0.00 k-n Shear 4.11 k 0.00 k Deflection *.###At# in 0.00000 in Summary Moments.. . Shears... i Max+ @ Center 701.82k-ft at 91.76ft @Left 47.40 k ~ Max - rg? Center -1,432.33 k-ft at 0.00 n @ Right 43.62 k ! @? Right Cant -1,374.14 k-R @ Center W.M in i @ Len Cant -1,432.33 k-ft Deflections ... ~ Right Cant 0.000 R 0.00 k-n 0.00 k 0 00000 in I @ Len 47.40 k I @? Right 43.62 k i I Reactions ... I at 91.76ft ~ Maximum = 1,432.33 k-ft I @? Left Cant. 0.000 in at 0.00R @ Right Cant 0.000 in at 0.00R (C) 198597 ENERCALC d~\enercalcrhW8205.ew KWOM12284. V5.0.3, 27-Aug-1997, Win32 16" TJSW OPEN WEB TRUSS @ 96.0" olc ...,zW" *x. an. Y"rn.V wz LLIZIIN SISCI PA tt===< .p,i, M*-ml THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROtS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: .2W2 I -- -. All dimensions are horirontu. Product Diagram is Conceptual. LOAbS: - Analysis for JOIST MEMBER Suppofiing ROOF AppEcation. LOads(psf). 20 Live at 125% duration. 15 Dead REkCTIONS(lba.) SUPPORTS: WlDTH JUSilFlCATlON LIW DEPglTOTAL DETAIL OTHER 1 2fd plate 350 LeRFace 1600 I 1200 I2BOO 2w4 Blochng 2 2x4 plat0 3 50" Right Face 1600 I1200 / 2800 2x4 Bloeiang - Le8 support: TopM. Approx. clip height: 2.5'. Approx. cZp width 5". Mowed choice(s): TOP I. JI - Right su~port: ToP-PIII. Apprcx. clip heigh? 3.5". Approx. clip width: 5". Allowed choice(s) TO? (STAN DESIGN CONTROLS: IARD) IARDI MAXIMUM DESIGN CONIXOL CONTROL LOCATION Shear(Wj 2754 2754 275s Passed(100961 LT. end Span 1 uneer Roof loadrng Mommt(R-lb) 13802 13552 lT2L Passed(7W) MID Span 1 under Roof loading Live Dcfi.iin) 0.551 0.983 FassediU523) MID Span 1 under Roof loading Teal Defl.(ini 0.789 1.311 Passed(il2bS) MID Span 1 under Roofloading - Defiechon Cnteria: STANDARD(LL:m40, TL:Ut&Q). - Bacing(?ui: All compressim edges (top and bottm! must be braced at T 1" oIc unies detailed OtheWIse. Proper attachmant and positioning of lateral bracing is required to acnieve member stability 4DDITlONAL NOTES: - IMPORTANT! The analysts Dresmted is OUtDut from sotware developed by Trus Joist MacmBan(TJMX Nowable product values Shown are in accordance wth current TJM mammts and code accepted d-kgn values. Thp specific product appllcatia, input design mnformaffie vith the design drawings ofthe buihing. and hzve not been renewEd by TJM Engineering. 500 e-?. - THIS ANALYSIS FOR TRUS JOIST MacMILLAF! PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodoiogy was u6ed for Code NER analyzinp the TJM Cornrnerclal product listed above. - Tne open web tmss analysis presenred Is apprommate. An open web trusses nre custom designed to cany the specific dbslgn - Pricing Load&#) = 280 j! have not been checked for loads and stated dimensiom have been previae? by others ( spbppl a -0 AS leads for each projed. Adual truss capacity when bbricated i6 limited to that required lo resist the specified loads. 556 29" TJSm OPEN WEB TRUSS @ 96.0" olc EZS a .5,mp.. dZ sn*hunw - c;l,llh ~lml szz rlcenm 19'. +: YUO :& Ji' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED AU dimensions are horizontal. -- Prbduct Diagram is Cohceptual. -&Q& Analysis fcf JOISTMEMBER Supporting ROOF Application. Loads(prfl: 16 Live at 125% duration. 15 Dead 9UPPORTS: REACTIONS(bs.) WIDTH JUSTlFlCATlON LlVU DEADITOTAL DETAJL OTHER 1 24plate 3.50" Len Face 211211B80140Q2 2x4 Biocldng 2 2x4 plate 3.50" Right Face 211211B80140B2 2x4 Blocldng - Leff suppon: Top-All, Approx. clip height: 39 Approx. cilp wdth: 5'. Allowed choice(5): TOP (STANDARDj - Rigk SUDDO~~: Top-All, Approx. clip height: 3.Y Approx. chp widh 5". Allowed choicc(s): TOP (STANDARD) 3ESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4C51 1051 40% Passed(lOU%) LT. endspan 1 under Roof loading Mment(t-lb~ 33472 32310 34543 Passed(%%) MID Span 7 under Rwf loafing Live Defl.imi 0.745 1.63? Passed(U526) MI0 Span 1 under Roof loading Total DeR.(in) 1.444 2.178 Passed(m71) MID Span 1 under Roofloading - Defiedion Crltetia: STANDARD(LLU240. TL:U18O). - Dncmg(Lu:i: An compression edges (top and bottomj must be braced at 2 P' OIC unkss deniiod otherwise. Proper attachment and positioning of lateral bracing IS required to achieve member stability. 4DDmONAL NOTES! - IMPORTANT! he analysis presented is ourpul from sonware deve(0pCd by Trus Joist hkcF(lillan(TJM). product vakres snow are in accordance mth cumnt TJbl materiais and cod5 accepred Mgn values. The speFifis produd appiIcation. input design 0 RSS OU h-3 j. have not been checked for loads and stated dimensions have been provided by others i SoboTuo hu cmformance with the design dnwngs ofthe buMng. and have not been rewewed by TJM Enginecnng. - TdlS ANALYSIS FOR TRUS JOIST MacMlLlAN PRODUCTS ONLY! PRODUCT SU8STlTUllON VOIDS THIS ANALYSIS. - Allowable stress Design methodology was used for Code NER analyang the TJM Commercial produd listed above. . me open web tme analysis presented is approximate. All open web trusses are cuBtom designed 10 carry the specin: design . Pricing Loaqplf) = 248 loads for each project. Actual truss capacity when fabncated is limitsd tc that required to rm6isl the speci5ed loads. SOLORIO AND ASSOCIATES STRUCTURAL -CONSULTANTS ANSWERS TO STRUCTURAL PLAN CHECK COMMENTS DATE: September 17, 1998 PIAN FILE No.: Carlsbad 98-2545 PLAN CHECKER: Sergio Azuela ITEM 16. 17. 18. 20. 21. 23. 24. 25. 26. The slab information is shown on sheet S-2 of the drawings, i.e. slab thickness, reinforcing and underlayment. The building pad thickness is noted on sheet S-I of the drawings under "Foundation and Slab Notes", for more building pad information we refer the contractor to the soils report. Please see attached calculation page RI. Architect to provide form. Please see attached truss calculations, page R24 and R25. Please see plans for truss identification. Please see revised sheet S4 for nail size and spacing for roof diaphragm. The architectural reveals occur near the top of the tiltup panels, the tiltup design is at the mid-height of the panel and does not affect the thickness of the panel at this point. Calculations as shown are correct. The curved walls are not tiltup panels, the walls are C.I.P. concrete. The reinforcing of the walls is shown on S3. The details refer to this wall as C.I.P. not tiltup. Please see revised panel elevations, panels 7, 8, 17 and 18. Please see attached calculations for 6 1/2 thick panels, pages R2 thru R23. R 108 WLDT 18- ST TLL: IS501 63 1-1 500 MISSION. TEXIS 78572 FAX: IS561 584-7407 E:%,A:,. *"iou:o&ns vi cow SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS TIle Reflex Job# 98206 Designer: SI Date: Sept'98 Description: Scope New Building M WALL ANCHORAGE Cp wall Cp parapet Height of wall Height of parapet Thickness of wall Weight of Concrete Typ. Line A,G Fl; Center one half increase 1.5 Force per foot 306 Ibs Anchor Force at 8 feet O.C. 2447 Ibs Anchor Force at 4 feet O.C. 1223 Ibs Ibs At center one half of dia Force per foot 459 Ibs Anchor Force at 8 feet O.C. Anchor Force at 4 feet O.C. 1835 Ibs Use Use p%q 3670 Use Use piiq CROSS-TIES Depth of diap. Width of diap. Diap. Ratio 2.0 0.k. Max. Diap. Ratio 4.0 Total Shear 4894 Ibs Allowable Shear per foot IJ wft Chord Force 2447 Shear per foot 306 wn Use note on purlin sched At center one half of dia Depth of diap. Width of diap. El :: Diap. Ratio 1.3 0.k. Max. Diep. Ratio 4.0 Total Shear 7341 Ibs Allowable Shear per foot #n Chord Force 2447 Shear per foot 306 #/ft Use note on purlin sched. Typ. Line 1, 5 1.5 306 Ibs 2447 Ibs I not use I 1223 Ibs LPA135 1 Ibs 459 Ibs 3670 1835 Ibs pzq FI I+] :: 1.0 0.k. 4.0 1223 Ibs 153 wn wn 306 0.k. 1.0 0.k. 4.0 1835 lbs 459 0.k. ALL RlGHTS RESERVED. COWRIGHT 1988 0 SOLORIO AND ASSOCIATES STRUCTURAL - C 0 N S U LTANTS Tnle Reflex Job# Sa206 Designer: ss Date: Sept'QE Description: Scope New Building e= DESIGN VALUES, cont CAPACITY OF 6 112" CONCRETE WALL Section 1911.1.1 V, c +vn V" = v, + v, vu = tv,+ +v, Section 191 1.10.3 Nominal Shear Strenghf, V, v, = 10 (f'c)O5 hd = (10)(3000)05 (6.5) (12) (0.8) = 34178 #lft Nominal Shear Strenghf, V, vn = 8 (f'c)" A, = (8)(3000)05 (3.625") (12) = 19061 #/ft = A, [ 2 (f'c)' + p, fy ] = (3.625~12) [ 2 (3000)0s + 0.0025 x 60000 ] Section 1921.4.6 Section 1921.6.4.2 V, V" vn = 11290 Ibs For design for horizontal shear forces in plane of wall, d shall be taken equal to 0.81, Unless a more detailed calculation is made in accordance with Section 1911.10.6, shear strenght V, shall not be taken greater than: vc = 2 (f'c)05 hd = (2)(3000)05 (6.5") (12") = 8544 Ibslft Section 191 1.10.4 Section 1911.10.5 Section 1911.10.8 Should Vu > 4Vc I2 shearwall reinforcing per section 191 1.10.9 of the code Should Vu > 4 V, the value of V, should be determined by the following expression: W,= A&d I s, Section 1921.2.7 Load Factors U = 1.4 (D+L+E) U = 0.9D + 1.4E Strenghf-reduction factor 4, per Section 1909.3 Section 1921.6.5.1 Section 1921.3 4 = 0.85 ALL RIGKISRESERVED, COWRIGHTlgSSO H W~ll~~lono\g8x)s nllaS8205 M SOLORIO AND ASSOCIATES STRUCTURAL C 0 N S U LTA NTS Job# 98206 Title Reflex Designer: ss Date: Sept'98 Description: scope New Building G3 DESIGN VALUES, cont CAPACITY OF 6 112" CONCRETE WALL, cont. Section 1921.6 Shear Walls Section 1921.6.2 Reinforcement Section 1921.6.2.1 Minimum reinforcing ratio = 0.0025, longitudinal and transverse direction = (0.0025) (6.5) (12) = 0.195 in2 #4 at 14" O.C. each way minimum or (2) #4 at 14" O.C. each way minimum Section 1921.6.2.2 Provide two curtains of reinforcement if the in-plane factored shear force exceeds 2Acv(fc)O For one layer of reinforcing; V" = (2)(3000)05 (3.625) (12") (0.8) = 3812#/ft Provide standard hook engaging the edge reinforcement terminating at the edges of shear walls if Vu in the plane of the wall exceeds Acv(fc)05 V" = (3000)05 (5) (12")(0.8) = 2629 #/fi Section 1921.6.2.3 Special Transverse reinforcement for shearwalls. Not required if maximum extreme fiber stress < 0.2 fc Fu = (1.4) ( 4889 #/ft) ( ) / (8/12) 0.2fc = (0.2) (3000) = 130 psi = 600 psi > 130 psi :. O.K. No boundary member required ALL RIGHTS RESERVED. COPYRIGHT 1888 0 SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Refiex Job#: S8206 Designer: 86 Date: Sept'98 Description: Scope New Building SHEARWALLS t := 65in d := 12.in f := 3000. psi f := 60000. psi Line A, V := 47397.1b V f := O.Ib L := 36.5.R Seismic Load Total length shearwalls v = 2272.plf vuf=O.plf V = 2272.plf Vss ; O.K. Vr+Vf L p.o.8 Vu := 1.4. v ss := 0.v V ss = 7263 -plf \ ti W~~k~l~~W235 MexW82C6 '@ ALL RIGHTS RESERVED. COPYRIGHT 18880 SOLORIO - AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS Title Reflex Job# S8206 Designer: 58 Date: Septa% Description: Scope New Building Line A Individual Panel Shear L p6 := 28.R H := 19.R Individual Panel Length Height of panel H ps = 17.R Section 1911.10.9 Design of Horizontal Reinforcing A, = 0.31.d Area of steel A, -1 Number of layers H psf = 0.R Height of lateral force at floorhoof Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo - Sue Area in in2 s h := 14.in horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. A ,.A v ro := __ t.s h Design of Vertical Reinforcing r0 := 0.0025 + 0.5. 2.5 - - ' (r0 h - 0.0025) ( 3 L ps = 284 ro , = 0.0033 0.0025 min. permitted per code, O.K. ro = 0.0025 A = 0.31.4 A, =I Number of layers A v.A n s1 :=- t.ro , s 1 = 19.08-in Rebar Area's 3 0.11 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo && Area io in-2 Use #5 vertical at 14" O.C. ~~~~ ALL RIGHTS RESERVED. COPYRIGHT lW 0 .. SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Job# 98206 Title Reflex Date: Sept'9E Designer: ss Description: Scope New Building Line A Check Panel Overturning Lp = 28.R H = 19.R H ps = 17.R Lrp z8.e H = 7.5.~ Lpo = 15.R PO Lps =Lp-L w, = 15.psf Wp = 82.psf Total Panel Length Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor H psf = 0.R Lfp = 0.R H pof = 0.R Lpof = 0.R L ps = 13-R Wf = O.psf 0.80.~ 0.80.V .L ps.H ps + 1.4 1.4 uf.L .H PS PSf OT = OT = 286979.1*lb.R RM = 505106-lb-R OT - 0.85.RM UPL '= LP UPL = 5084-lb Uplift O.K. ALL RIGHTS RESERVED, COWRlGKl lSS8 0 H:UlyFila\.al~a\88205!SWX mhW8205.Wd SOLORIO - AND ASSOCIATES STRUCTURAL CON 5 U LTANTS Title Reflex Job# 98206 Designer: ss Date: Sept'98 Description: Scope New Building Line A Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item 1 Ag - - t.- LPS 2 P ua := 0.10.A g.(f c) OT + RM 0.8.Lp A = 507 .in2 P ua = 152100-lb P = 35361 -Ib Pu Pua ; O.K. Item 2 Or Item 3 Vu < 3"lw*h'fcA0.5 t 12 0.5 V ua := 3.--.--.3000 .Ib in ft Ib V ua = 12017.- R Ib V ,, = 2272,- fi Vu < Vua: O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED. COWRIGHT 1998 0 H\Mpileswonolss2m RRa\88a)5.wpd SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Title Reflex Job# SBZOb Designer: ss Date: Sept'W Description: Scope New Building SHEARWALLS Ib Ib . Ib Ib Ib Ib Ib Ib Pcf := - psf := - pIf := - psi=- p~f := - si := in.in psf := - plf := - PSI=- f? R in2 R3 f? ft in2 R3 t := 6.5.in d := 12.in f := 3000.psi f := 60000.psi Ib v = 8544.- R 0 := 0.85 t Line p, V := 43623.1b V f := O.Ib L := 38.R Seismic Load Total length shearwalls Vf V uf = 1.4.- Vr v = 1.4. L p.o.80 L p.o.8 v ur = 2009-plf v uf = 0-plf V = 2009-plf c Vss ; O.K. Vu := 1.4. Vr+Vf L p.o.8 v ss := O.v V ss = 7263 -plf SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Job#: 98206 Title Reflex Designer: ss Date: Sep1'98 Description: Scope New Building Linea 6 Individual Panel Shear Lps = 13.R H = 19.R Height of panel H ps = 17.R Section 1911.10.9 Design of Horizontal Reinforcing A = 0.31.si Area of steel Individual Panel Length H ,,sf = 0.R Height of lateral force at floorhoof Rebar Area's 3 0.1 1 &c Area in inA2 A, =I Number of layers 4 0.20 5 0.31 6 0.44 7 0.60 0 0.79 9 1 .oo sh = 14.in horizontal spacing of Rebar Design of Vertical Reinforcing fo h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. ro = 0.0025 f 0.5. 2.5 - - ' (r0 h - 0.0025) a Lps = 13.R ro = 0.003 0.0025 min. permitted per code, O.K. ro := 0.003 A .= 0.314 An:=l Number of layers Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 0 0.79 9 1 .oo Area in in-2 Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED. COPYRIGHT18980 H WyFllsr\rOlom\98205 nflcolsSX)S W SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Job#: 98206 Title Renex Oesignu: ss Date: Sept'98 Description : Scope New Building R-13 G Line 4 Check Panel Overturning L = 13.R H = 19.R Hps = 17.R P Lrp = 8.R Lpo = 0.R Lps -Lp-Lpo w, = 15.psf H = 0.R - Wp = 82.psf Total Panel Length Height of panel Height of lateral force at floorhoof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor Hpsf z0.R L fp = 0.R H pof = 0.R Lpof = 0.R L ps = 13-R Wf = O.psf 0.8O.v 0.80.~ .H uf.L .H PS PS + 1.4 PS PSf OT = 1.4 OT = 253702.18-lbsR RM = 136721-1b.R OT - 0.85.RM UPL := LP UPL = 10576-Ib USE 13AISDl rnin. ALL RIGHTS RESERVED, COPYRIGHT18380 H:WMyFilarL~.9lorioW205 MIna88205.nlxl SOLORIO AND ASSOCIATES STRUCTURAI - \ CONS U LTANTs Title Reflex Job# 88206 Designer: 6s Date: Sept'98 Description: Scope New Building G. Line A Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item 1 Ag = t.- PS 2 A = 507-in2 P := 0.10.A g.(f ,-) P ua = 152100-lb OT + RM 0.8.Lp P = 37541,lb Pu c Pua ; O.K. Item 2 Or Item 3 Vu c 3*Wh'fcA0.5 Vu, = 3.--.--.3000 t 12 0.5 .Ib in ft Ib V ua = 12817'- n Ib V ,, = 2009.- n Vu c Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED, COPYMGHTlgs80 HUAyFiIeskddOW8XX rd&98205.*pd .. SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Jab* 88206 Designer: 56 Date: Sept'98 Description: Scope New Building PI z SHEARWALLS t := 65in d := 12.in f := 3000,psi f := 6OOOO.psi Ib R Vc=8544.- 0 .= 0.85 Line A,' V '= 37873. Ib V f '= 0.lb L := 156.R Seismic Load Total length shearwalls Vf V uf := 1.4.- vr v := 1.4. L p.o.80 L ,.0.8 v = 425 'plf v uf = 0-plf V = 425 'plf c Vss ; O.K. Vr+Vf L p.o.8 Vu := 1.4. v ss := 0.v V ss = 7263 'plf ALL RiGHTS RESERVED, COPYFIGHTlss80 H~ym~~OriOW~ RfwzDl.xpd .. SOLORIO AND ASSOCIATES STRUCTURAL - C 0 N S U LTA NTS Title Reflex Job# 88206 Designer: 65 Date: Sepl'98 Descripfion: Scope New Building u3 I Line L Individual Panel Shear Lps = 32.R H = 19.R Height of panel H ps = 17.R Section 1911.10.9 Design of Horizontal Reinforcing A = 0.31.si Area of steel Individual Panel Length H psf = 0.R Height of lateral force at floor/roof Rebar Area's 3 0.1 1 - Size Area in in2 A, =I Number of layers 'Pfy.A ,.A , s2 = s = -27.745 -in v u - @V 4 0.20 5 0.31 6 0.44 7 0.60 a 0.79 9 1 .oo horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. Design of Vertical Reinforcing ro , = 0.0025 + 0.5. . (r~ - o.0025) L ps = 32-R ro = 0.0034 0.0025 min. permitted per code, O.K. ro , := 0.0034 A = 0.31.si A, -1 Number of layers A v.A n S. :=- -I t.ro s 1 = 14.03-in Rebar Area's. sk Ama in in2 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 a 0.79 9 1 .oo Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED, COPYRiGHT lsSa 0 HUlyFiieshlmI98XY raO&SGC5Wpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Tnle Reflex Job# 88206 Designer: ss Me: Sept'98 Description: Scope New Building I Line K Check Panel Overturning L .= 32.n H := i9.n H ps = 17.n H psf .= 0.n L rp .= 8.R Lfp := 0.R H := 12.n H pof := 0.n L := 12.n L pof := 0.n Lps := Lp- Lpo L ps = 20-n w := 82.psf W, = 15psf P' w f .= 0.ps.f 0.80.~ 0.80.~ uf.L .H PS PSf OT = 1.4 Total Panel Length Height of panel Height of lateral force a lloorlroa Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 82543.724b.R 2 RM = 639488.lb-R OT - 0.85.RM UPL := LP UPL = -14407.lb Uplift O.K. H:~~il~!sol~io~ mn~.v& ALL RIGHTSRESERVED, COPYRIGHT 19980 SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Tnle Reflex Job#: SSZOS Designer: ss Date: Sept'W Description: Scope NewBuilding ecs- I Line rl Section 1921.6.5 Design of Shearwalk for Flexural and Axial Loads Item 1 A := t.- Lps 2 OT + RM P, = 0.8.L A = 780*in2 P ua = 234000-lb P = 28204.lb 9 Pu < Pua ; O.K. Item 2 Or Item 3 Vu < 3'Wh*fcA0.5 t 12 0.5 in fl V := 3.--.--.3000 .Ib Ib Vu = 425.- R Ib V ua = 12817.- R Vu < Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED, COPYRIGHT 1898 0 H:!MyfibblofloL98Z€ Rllra\88x)5.W SOLORIO - AND ASSOCIATES STRUCTURAL CONSULTANTS Job#: 98206 Tile Reflex Designer: ss Date: Sept.98 Description: Scope New Building El b SHEARWALLS t := 65in d := 12.in f := 3000. psi f := 60000. psi Ib 0, := 0.85 V := 2. f Wd.- V, = 8544.- ft Line 5, V := 37873.lb V f := 0.lb L := 124.R v := 1.4. "f V ,,f 1.4.- Vr L p.0.80 L p.0.8 v = 534 .plf vuf=O.plf Seismic Load Total length shearwalls v ss .= @V V ss = 7263 'plf ALL RIGHTS RESERVED, COPYRIGHT 1998 0 H:\Myfila\rolotio!9mn n(lsxy)8m,wpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTs Tile Reflex Job# 98206 Designer: 85 Date: Sept'98 Description: Scope New Building PI 1 Line 5 Individual Panel Shear Lps = 32.R H = 19.R Height of panel H = 17.17 H psf = 0-A Height of lateral force at floorhoof Section 1911.10.9 Design of Horizontal Reinforcing A, = 0.31.si Area of steel Individual Panel Length Rebar Area's 3 0.1 1 - Si Area in in2 A;= 1 Number of layers 0.f y.A ,.A s2 := s 2 = -28.197 .in V,-O.V, 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo sh := 14,in horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. An'Av ro := __ t's h Design of Vertical Reinforcing ro '= 0.0025 + 0.5. L ps = 32.A . (W - 0.0025) ro = 0.0034 0.0025 min. permitted per code, O.K. ro := 0.0034 Av:= 0.31.si Rebar Area's An:= 1 Number of layers s 1 = 14.03 *in Area in in2 3 0.1 I 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 9 1 .oo Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED, COWRlGHTlSSBO H:wpil~!domwm relwmzmwpd SOLORIO AND ASSOCIATES STRUCTURAL - i CONSULTANTS Job* 98206 Title Reflex Designer: 85 Date: Sept'98 Description: Scope New Building el P Line 5 Check Panel Overturning L = 28.R P H = 19.R H ps = 17.R H psf = 0.R L rp = 32.R Lpo = 15.R Lps = Lp- L w, = 15.psf LfP = 0.R Lpof = 0.R H = 7.R H pof = 0.R L ps = 13.ft PO W = 82,psf Wf = O.psf 0.80.v 0.80.~ .L p.H ps + 1.4 1.4 uf.L .H PS PSf OT := Total Panel Length Height of panel Height of lateral force at floorhoof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 67499.46.lb-ft RM = P , (H p.L p - H p0.L PO - H p0f L pof). L p + w ,.L ,p.0.5.L p.L + w fL fp.0.5.L p.L 2 RM = 584276-Ib-R OT - 0.85.W UPL := LD UPL = -15326.1b Upli O.K. ALL RIGHE RESERVED, COPYRIGHT 1898 0 SOLORIO AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS Tie Reflex Job#: S8206 Designer: ss Date: Sept'98 Description: Scope New Building Line 5 Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item I Ag - - t.- LPS 2 A = 507-in2 P ua = 0.10.A g.(f c) P ua = 15210Plb OT + RM P := 0.8.L P = 290974b Pu c Pua ; O.K. Hem 2 Or Item 3 VU 3"Wh*fcA0.5 V ua := 3.--.--.3000 t 12 0.5 .Ib in R Ib R vu = 534.- Ib V = 12817.- R Vu Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED, COPYRIGI4rl9&SO H:\M~~~wo~oK~~~ -.w SOLORIO AND ASSOCIATES a CONSULTANTS STRUCTURAL rile Reflex Job#: 88206 Designer: JS Date: Sepl’98 Description : Scope New Building pz” SEISMIC FORCES Seismic Zone: 4 v = z I c w,/ R, Z= 0.40 I= 1 .oo C= 2.75 R, = 6 V= 0.183 W, E-W Direction [(I3 psf) (175 ft) + (17/2+ 2)(82 psf)(Z) ] (0.183) = 731 Ibs/ft (3997 Ibs/ft) N-S Direction [(I3 psf) (96 ft) + (17/2+ 2)(82 psf)(2) ] (0.183) = 543 Ibs/ft (2970 Ibs/ft) [(I3 psf) (40 ft) + (17/2+ 2)(82 psf)(Z) ] (0.183) = 411 Ibs/ft (2242 Ibs/ft) ALL RIGHTS RESERVED. COPYRIGHrls880 H:UlyFil&soWo\B8205Wx6 Ma?8s205.W ., FlROUZl CONSULTING ENGINEERS, INC. We : Reflex Drgnr: ss Description : Job # 98205 Date: Scope : New Building p-2 1 Horizontal Plvwood DiaDhraam c Description diap. 1 General Information I North-South Length 96.00 ft Diaphrgm Weight 0.00 psf EaseWest Length 186.00 n Seismic Factor 1 .oooo Nort-South Chord 64.00 ft Diaphragm is Blocked East-West Chord 175.00 R Blocking Direction North-South L Boundary Loads Acting North 8 South I #I 587.00 Wft from 0.000ft to 0.000 ft #2 #3 #4 Wft from 0.ooon to 0.000 ft Wft from 0.000ft to 0.000 ft #/R from 0.000R to 0.000 It L Boundary Loads Acting East 8 West 1 #1 789.00 #m from 0.000ft to 0.000 ft #2 #3 #In from 0.oooft to 0.000 ft #ft from O.OOOft to 0.000 fl #4 #lR from 0.000R to 0.000 ft Design Data B Nailing Requirement Framing Thickness Grade Nail Size Spacing in in At North Wall 3x 112" Structural I 1Od 2,3,12 2nd zone 3x 112" Structural I 10d 2.5,3,12 3rd zone 2x 1 I2 Structural I 1 Od 4,6.12 Centerzone 2x 112" Structural I 1 Od 6,6,12 3rd zone 2x 112 Structural I 1 Od 4.6,12 2nd zone 3x 1 I2 Structural I 1 Od 2.5,3,12 At South Wall 3x 112" Structural I 1 Od 2~3.12 Shear Value #/ft 820.0 720.0 425.0 320.0 425.0 720.0 820.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Design Data 8 Nailing Requirement Shear Zone 3rd zone At East Wall 2nd zone 3x 1 Shear 8 Chord Forces Thickness Grade in 1R" Structural I 112" Structural I 112" Structural I 112" Structural I 112" Structural I 1P Structural I 112" Structural I Nail Size 1 Od 1 Od 1 Od 1 Od 1 Od 1 Od 1 Od Spacing in 2.3,12 2.5,3,12 4,6,12 6,6,12 4,6,12 2.5,3,12 2,3,12 .~ Value #/ft 820.0 720.0 425.0 320.0 425.0 720.0 820.0 ~~~~~ Distance R 0.00 23.81 40.92 40.92 23.81 0.00 ~~~~ ~ 1 Diaphragm Shears.. . - North - South - East Total Shear 37,872.01bs 37,872.01bs 54,591 .Olbs 54,591.0 Ibs Shear per Foot 203.61#m 203.61Wft 568.66Mt 568.66 #In @J 114 * Length 29,588.51bs 3,874.51bs 112 * Length 39,663.8lbs 5.193.91bs @J 314 " Length 29,905.9 Ibs 3,916.1 Ibs Chord Forces ... Length I Width Ratio 1.938 IC) 1W97 ENERCALC d:L?nermlcrhU8205.ecw KW-0602284, V5.0.3,27-Aug-1937, Win32 SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS 1 q 2’ i Job# 88206 Tie Reflex Designer: 6s Date: Sept’98 Description: Scope New Building 9 3‘ e12 LATERAL LOAD ........... ........... I I LL- - I I ALL RIGHTSRESERVED. COWRIGHT lM0 H:lMyFilsr\ralono\g8X)5 rSn~.w Tile : Renex Dsgnr: ss Description : Swm : New Buildina Job # 98205 Date: L Single Span Beam Analysis Description : REACTIONS FOR HORIZONTAL DlAP I General Information I Center Span 185.00 n Moment of Inertia 1.000 in4 Len Cantilever n Elastic Modulus 1 ksi Right Cantilever ft Beam End Fixity Fix-Fix 1 TraDezoidal Loads h L. I Magnitude @ Left 0.543 wn wn wft wn Magnitude @ Right 0441 wn km wn Wft Dist To Left Side ft n n n Dist To Right Side 1135 ooo n n ft n 1 Query Values Center Location 92 ooo n Left Cant 0 000 ft Right Cant 0 000 n Moment 701 82 k-ft 0 00 k-n 0 00 k-n Shear -011 k 0 00 k 000 k Deflection ###.#f###c in ~ .. .. 0.00000 in 0.00000 in Moments ... Shears... Reactions ... Max + @ Center 701.82 k-ft at 91.76 R @ Len 47.40 k @ Len 47.40 k Max - @ Center -1,432.33 k-ft at 0.00 n @ Right 43.62 k @ Right 43.62 k @ Len Cant -1,432.33 k-ft @Right Cant -1,374.14 k-n Maximum = 1,432.33 k-ft Deflections ... @ Center ####.#A#r in at 91.76 n @ Left Cant. 0.000 in at 0.00ft @ Right Cant 0.000 in at 0.00ft (C) 198597 ENERCALC d:knerc4crhW205.ecw KWd602284. V5.0.3, 27-Aug-1997. Win32 16" TJS" OPEN WE6 TRUSS @ 96.0" olc ..&#ztwv 6 li i.n.1 NunPo ma 'A!,.,." SlC5l Qnm 11WSW aFoiit aoewmi THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 25/12 r- 7 I AM dimensions are horizonlaL Product Diagram is Conespturl. LoAbS; Analysis for JOIST MEMBER Supporting ROOF Appfieation. Loads(psf): 20 LlVe at 125% duration, 15 Dead SUPPORTS; REACTIONSObs.) WIDTH JUSTlFlCATlON LIW DEADITOTAL DETAIL oTHER 1 2u4plate 3.50 LeRFace , 1600/1200/2800 2w4 Blocldng 2 2x4 plate 3.50" Right Face 1600 I 1200 / 2800 2x4 Blockina . Left support: Top-AII. Approx. clip height: 3.5: Approx. clip width 5. AUowed choice@): TOP (STANDARD) - Right support: TnpAJ, Approx. clip height: 3.5, Appror Clip width: 5". Allowed choice(s): TOP (STANDARD) DESIGN CONTROLS MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2x4 2754 2754 Passed(1OWL) LT. end Span 1 under Roof loading Mommt(ft-lb) f 3802 13532 17724 Passed(76%) MID Span I under Roof loading Live Defl.(in) 0.451 0.983 Passed(U523) MID Span 1 under Roaf loading Tatal Defl.(in\ 0.789 1.371 Passed(U2bQ) MID Span 1 under Roof loading - Deflectran Criteria: STPINDARD(LL:LIZ40, TL:Utm). - BracingLu): All compreisicn edges (top and boltam) must be braced at 3 1" a/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTE% - IMPORTAM! The analysis Pr-ented is output from soRware deveMptd by Tnrs Joist MacMiUan(TJM1. Allowable product wues shown are in accordance wth current TJM materials and code accepted design values. me speciflc pmdUct application, inpvt design loads and stated dimensions have been prwidbd by other6 I sub~pl 0 , 0 ASS OOA~ . ), have not been checked for conformance with the design drawings ofthe building. and have not been reviewed by TJM Engineenng. -THIS WYSIS FOR TRUS JOIST MacMlLLAh' PRODUCTS ONLY! ~ Allowable Stress Design methodology was usad for Code NER analyano the TJM Commercial product listed above, .The open wen truss analysis presented Is approdmate. An open web trusses ora custom designed to ceriy the specific deslgn PRODUCT SUBSTITUTION VOIDS THIS MLYSIS. leads for each pro;ed. Actual tm6 capacity Man fabricated is limited to that required to resid the specified loads. - baing bad($) = 280 PROJECT INFORMATLON OPERATOR INFORMATION: Qllmw Bldg. TJM Jay Law 300 Calisbad Ulhoe Dr. 11218 @a02 inLia JUI~I UL,~ILLL\ - -- - _.- I"".="~""," (I e4 23 TJS" OPEN WEB TRUSS @ 96.0" olc &+&+%&&" %as .8,l"p'. 6;o S."dNWbX SQOIUC Z~D,,~ nmt wd 1108om ogo1 dl UVidiDh 07; THIS PRODUCT MEETS OR EXCEEDSTWE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member SloDe: 0 Roof SlODQ: 2912 L 53' -. + Product Digram is Conceptual. AU dimensions are horizontal. -oADS; Analysisfor JOISTMEMBER Supporting ROOF Applicalinn. Lnads(psf): 16 Live at 125% duration. 15 Dead REACTIONS(lbs.) SUPPORTS: WIDTH JUSTIFICATION LlVEl DEADITOTAL DETAIL OTHER 1 2X4plate 3.50" Len Faee 21 12 I1880 / 4092 2x4 Blocking 2 34 plate 3.50" Right Face 21 12 I 1880 I4092 2x4 Blocldng - Lee support: Top-All. &prox. clip height: 3.5" Approx. clip Hld?h: 5'. Allowed choice(s): TOP (STANDARD) - Rigld tupunft: TopAll, Amrox. clip height: 3.5". Appro%. cap width 5". Allowed choice($): TOP (STANDARD) 3ESIGN CONTROLS MAXIMUM DESIGN CONTROL CONTROL LOCATION Sheartb) 4051 4051 4050 Passed(iOO%) LT. end Span 1 under Roof loading Moment(ft-lbJ 33472 32810 34543 Passed(*%) MID Span 1 under Roof loading Live Defl.(inj 0.745 1.533 Passed(U526) MID Span 1 under Roof loading Total DeR.(inj 1.444 2.178 Passed(W271) MI0 Span 1 under Roofloading - Deflection Criteria: STANDARD(LL:L1240. TL:U180). - Encing(1u): Iw compression edges (top and bottom) must be braced at 2' W olc unk55 detailed otherwise. Proper attachment and positionins of lateral bracing is required to achieve member stabisty. 4DDmONAL NOTES! - IMPORTAMT! The analysis presenled Is output from somre dev&& by Trus Joist MacMiRan(TJM). Allwablt produd values shown are in accordance with current TJM materials and coda accepted design values. The spefic product application. input design loads and stated dimensions have been provided by others C So~oeCo - 0 ASS ou A-rS.3 conformance mth the design drawngs ofthe bugding, and have not been rmewed by TJM Eninesring. I, have not been checked for -THIS ANALYSIS FOR TRUS JOIST MacMlLLAN PRODUCTS ONLY! - Allowable Stress Design methodology was used for Code NER analyzing the TJM Commercial product lisled above. . The npen web trute analysis presenled is approximate. All own web trusses ate cueinm designed to cntry the specinc design . Pricing Load(pif) = 248 PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. loads for each proiect. Actual truss capacity when fabricated is limitsd to that required to nsid the specified loads. SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS STRUCTURAL CALCULATIONS FOR: REFLEX CORPORATION Carlsbad Research Center SA Project No. 98205 Carlsbad, California PREPARED FOR: ATS Architecture 1094 Cudahy Place, Suite 116 San Diego, CA 92110 DATE: July 24, 1998 Solorio and Associates expressly reserves its common law copyright and other property rights in thio document. This document shall not be reproduced, copied, changed or disclosed in any form or manner without first obtaining the express wrilten consent of Solorio and Associates. 1998 108 WEST 18% STREET TLL: (8581 83 I - I500 M15510N. TCXAS 78872 FIX ; (858) 584-7407 EMAIL: 60L0.10@608."T.COH SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS STRUCTURAL CALCULATIONS FOR: REFLEX CORPORATION Carlsbad Research Center SA Project No. 98205 Carlsbad, California PREPARED FOR: ATS Architecture 1094 Cudahy Place, Suite 116 San Diego, CA 921 10 DATE: July 24, 1998 Solorio and Associates expressly reserves ita common law copyright an document shall not be mprodumd, copied, changed or disclosed in any written consent of Solorio and Associates. 0 19980, I 8" LXAS ither property rights in this document. This 'rn or manner without first obtaining the express STRLET TLL: 10501 €33 1. I 500 78878 FAX: 105€3) 584-7407 E"AIL: SOLO.!O@BOS."T.COM SOLORIO AND ASSOCIATES STRUCTURAL ENGINEERING Framing 3.5 I Misc. 2.0 Title Reflex Job# 98206 Wner: 8s Data. July '98 oescription: Roofing Scope New Building 6.0 I DESIGN LOADS ROOF Purlins Total Material 13.0 1 Weight (PSD I Roofing Plywood 6.0 1.5 Plvwood I 1.5 I Framing Misc. I .5 2.0 Total LIVE LOAD Sub-purlins 11.0 Slope 4:12 = 20.0 psf Reducible Material Walls 8 Tiltup Wall = 97.0 psf H:~y$ll~~lori.a~m mnd8M5 w ALL RIGHTS RESERVED, COPYRlGHl ?Doll0 SOLORIO AND ASSOCIATES STRUCTURAL .~. . .. Fb Grades Width Thickness Ff 2 and 3" 4" Select Structural, 2,3 and 4 1.5 1.5 1.5 No. 1 and better 5 1.4 1.4 1.4 ND. I, ND. 2, ND. 3 6 1.3 1.3 1.3 8 1.2 1.3 1.2 10 1.1 I .2 1.1 12 1.0 1.1 l.Q 14 and wider 0.9 1 .o 0.9 Stud 2,3 and 4 1.1 1.1 1.1 5 and 6 1.0 1.0 1 .o Tltle Reflex Job# 88206 Desigrnr: 88 Date: July '98 D8smiption: .. Fc 1.15 1.1 1.1 1.05 1 .o 1 .o 0.9 1.05 1.0 Scope New Building B&S . No. 1 ' Fb = 1350 psi Ft = 750 psi Fv = 85 psi Fc = 1100 psi C, = (I2/d)lm if d42' E = 1700000 in GLULAM MEMBERS 24F-V4 Fb = 2400 psi Fv =I65 psi E = I800000 in Axially Loaded E = 1600000 in Fb = 2400 psi Fv =I65 psi Axially Loaded E = 1600000 in Fc = 1650 psi Ft = 1150 psi E = 1800000 in Ft = 1150 psi 24F-V8 Fc = 1650 psi ALL RIGHTS RESERVED, COPYRIGHT 1988 0 H\~y~i1~~1~n~\ga205 ron~h98~5.~pd SOLORIO AND ASSOCIATES STRUCTURAL a ENGINEERING Job# 88206 Date: July '98 Tltle Refm Designer: ss Description: Scope New Building 3 DESIGN VALUES, cont SOIL Soils report by: Allowable bearing pressure at 30' embedment = 1800 psf Lateral soil pressure Engineering Design Group Cantilever wall = 35 pcf Restrained wall = and additional 7xH Allowable lateral forces = 300 pounds per square foot per foot of depth. Allowable lateral sliding resistance = 0.35 x dead load. STEEL Pipe columns ASTM A53 Grade B, Fy=35 Ksi Tube Columns ASTM A501, Fy=46 Ksi CONCRETE Foundation, Slab 8. Tiltup Walls fc = 3000 psi CODE 8 PUBLICATIONS UBC 1994'Edition AISC, Ninth Edition PCI Design Handbook, Fourth Edition Nelson Stud Welding Handbook for Non-residential Construction Simpson Strong-Tie Connectors ALL RlGHlS RESERVED, COWRIGHT 16980 Tltk Rotlax Job# 88206 Deslgnsr: as Date: July '98 Scope New Building SOLORIO Description: AND ASSOCIATES STRUCTURAL 5 ENGINEERING rl DESIGN VALUES, cont HORIZONTAL DIAPHRAGM 112" Thick Struct. I rated plywood All edges Supported Nailed with 8d at: a) b) 2" O.C. EN AND BN, FN AT 12" O.C. (3x Members required) 2 112" O.C. EN AND BN. FN AT 12" O.C. (3x Members required) v = 820#1ft v = 720 #lft v = 425 #in v = 320 #lft cj 4" O.C. EN AND BN, FN AT 12" 0.c: d) 6" O.C. EN AND BN, FN AT 12" O.C. CHORD CAPACIV Capacity = Area x fs x 1.33 Assumed weld size 1/4" Capacity of 114" fillet weld = 3710 Ibs (1) #6 Cap.= (0.44) (24000) ( Weld length required 3) (2) #5 Cap.= (2) (0.30) (24000) (1.33) Weld length required (2) #6 Cap.= (2) (0.44) (24000) (1.33) Weld length required (2) #7 Cap.= (2) (0.60) (24000) (1.33) Weld length required (2) #8 Cap.= (2) (0.78) (24000) (1.33) Weld length required 14044 Ibs (.44) (60000) (1.25) l(2) (3710) 4.5 in 19152 Ibs (.30) (60000) (1.25) l(2) (3710) 3 in 28090 Ibs (.44) (60000) (1.25) l(2) (3710) 4.5 in 38304 Ibs (BO) (60000) (1.25) / (2) (3710) 6.0 in 48795 Ibs (.78) (60000) (1.25) 1(2) (3710) 8.0 in .. . .. ALL RIGHTS RESERVED. COPM(IGHT 1-0 HWyFil~hlorioW8205 rdIex!B8205.wpd TiUe Reflex JobR 98206 lhsigner. 88 Date: July's13 lh re rt pt i o n : Scope New Building SOLORIO AND ASSOCIATES STRUCTURAL 5 ENGINEERING 5 DESIGN VALUES, cont CAPACITY OF HOLDOWNS FOR CONCRETE TILTUP PANELS Detail # 13/SD1 Mark 13 Cap.bar = (1.33) (0.442 in2) (24000 psi) = 14,108 Ibs = 29,400 Ibs Cap. Weld = (2) (4 in) (1/4 in)( 0.70) (0.3) (70,000 psi) 138 Cap.bar = (1.33) (0.601 in2) (24000 psi) = 19,183 Ibs = 29,400 Ibs Cap. Weld = (2) (4 in) (1/4 in)( 0.70) (0.3) (70,000 psi) 13C Cap.bar = (1.33) (0.786 in2) (24000 psi) = 25,089 Ibs = 40,425 Ibs Cap. weld= (2) (5.5 in) (1/4 in)( 0.70) (0.3) (70,000 psi) 13D Cap.bar= (1.33) (1.0 in2) (24000 psi) = 31,920 Ibs = 44,100 Ibs Cap. Weld = (2) (6 in) (1/4 in)( 0.70) (0.3) (70,000 psi) ALL RIGHTS RESERVED, COPYRIGHT lW84 HUlyFIlesblotioWX6 nnWBzo5.wpd SOLORIO AND ASSOCIATES STRUCTURAL 5 ENGINEERING THle ReRex Job# 98206 Wlgner: 6s Date: Juiy '98 Description: scope ~ew Building L DESIGN VALUES, cz CAPACITY OF 8" CONCRETE WALL Section 1911.1.1 Section 1911.10.3 Section 1921.4.6 Section 1921.6.4.2 Section 1911.10.4 Section 1911.10.5 Section 1911.10.8 Section 1921.2.7 Section 1921.6.5.1 Section 1921.3 V" c tv, V" = v, + v, V" = 4vc+ 4vs Nominal Shear Stmnght, V, vn = 10 (f'c)05 hd = (10)(3000)05 (8) (12") (0.8) = 42065 #le Nominal Shear Stmnght, V, V" = 8 (f'c)' A, = (8)(3000)05 (6) (12") = 31548 #/e =A,[ 2 (f'c)05 + pnf ] = (6x12) [ 2 (3000)0y+ 0.0025 x 60000 ] V" V" V" = 18687 Ibs For design for horizontal shear forces in plane of wall, d shall be taken equal to 0.81, Unless a more detailed calculation is made in accordance with Section 1911.10.6, shear strenght V, shall not be taken greater than: VC = 2 (f'c)05 hd = (2)(3000)0 (8") (12") = 10516 Ibs/ft Should Vu > 4 V, I2 shearwall reinforcing per section 191 1.10.9 of the code Should Vu > 4 Vc the value of V, should be determined by the following expression: V,= A,f,d I s2 Load Factors U = 1.4 (D+L+E) U = 0.9D + 1.4E Stmnghf-mduction Factor 4, per Section 1909.3 t = 0.85 ALL RIGHTS RESERVED, COWRIGHTIgBBO n:wyFiles\rolotioo\88X15 rMex\g82OS.wpd SOLORIO AND ASSOCIATES STRUCTURAL ENGINEERING Job# S8ZOS TIUe Reflex Description: Mgnw: 6s We: JUV '98 Scope New Building 7 DESIGN VALUES, cont CAPACITY OF 8" CONCRETE WALL, cont. Section 1921.6 Shear Walls Section 1921 6.2 Reinforcement Section 1921 B.2.1 Minimum reinforcing mtio = 0.0025, longitudinal and transverse direction = (0.0025) (8) (12) = 0.24 in2 #5 at 14" O.C. each way minimum pc (2) #4 at 14" O.C. each way minimum Section 1921 62.2 Provide two curtains of reinforcement if the in-plane factored shear force exceeds ~ACV(~'C)~ For one layer of reinforcing; V" = (2)(3000)05 (4") (12") (0.8) = 4207#/n Provide standard hook engaging the edge reinforcement terminating at the edges of shear walls if Vu in the plane of the wall exceeds Acv(fc)05 V" = (3000)05 (6.5) (12")(0.8) = 3418#m Section 1921 6.2.3 Special Transverse reinforcement for sheawalls. Not required if maximum extreme fiber stress 0.2 fc FU = (I .4) ( 4889 #/n) ( (8112) = 130 psi = 600 psi > 130 psi ;. O.K. No boundary member required 0.2fc = (0.2) (3000) ALL RIGHTS RESERVED COPYRIGHT 1698 0 H WyFtla\.olono188205 mHW8205 wpd SOLORIO 7 AND ASSOCIATES STRUCTURAL - 1 E N G ICN-E E R I N G Title ReW Job% 88208 Wgner: 8s Date: July'% Description: scope ~ew Building 8 ROOF FRAMING Sub Purlins SPAN = 8 R - 3.5" = 7' - 8 I12 SPACING OF JOISTS = 2 ft TRIBUTARY AREA = 2'x 8 = 16 sq. ft. w = (11 psf + 20 psf) x2'= 62#/ft ** DL for sub-purlins = 10 psf S= (1.5) (62) (7.7)21(1312) (1.25) = 3.4 in3 A= (1.5) (62) (7.7) / (95) (1.25) (2) = 3.0 in2 I= (22.5) (62) (7.7)4 I (1.8E6) (0.51) = 5.2 in4 Allowable deflection U180 = 0.51 in :. use live load = 20 psf Use: 2x6 #2 at 24" O.C. SPAN = 10R- 3.5 = 9'- 8 112 SPACING OF JOISTS = 2 ft TRIBUTARY AREA = 2' x 10 = 20 sq. ft. :. use live load = 20 psf w = (11 psf + 20 psf) x2 =62#lft ** DL for sub-purlins = 11 psf S= (1.5) (62) (9.7)'/ (1138) (1.25) = 6.15 in3 A= (1.5) (62) (9.7) / (95) (1.25) (2) = 3.8 in2 I= (22.5) (62) (9.7)4 I (1.8E6) (0.50) = 13.72 in4 Allowable deflection U240 = 0.50 in Use: 2x6 #2 at 24" O.C. Sub Purlin for mechanical unit SPAN = 8 ft Mach. weight = 50W SPACING OF JOISTS = 2 ft TRIBUTARY AREA = 2' x 8 = 16 sq. ft. w = [(I 3 psf + 20 ps9 x 2'1 + 50W I (8) (4') = 82 #lft S= (1.5) (82) (E)'/ (1500) (1.25) = 5 in3 A= (1.5) (82) (8) l(95) (1.25) (2) = 5 in2 I= (22.5) (82) :. use live load = 20 psf /(I .7E6) (0.40) = 11 in4 Use: 4x6 #2 at 24" O.C. under mech. unit ALL RIGHTS RESERVED, COPYRIGHT 1698 0 H !MyF~lakolon0\88~ rstlsx\g8205 wpd ROOF FRAMING Ib pcf := - fl3 Ib Ib Ib psf := - plf:= - m*- in2 ttz A Loads to Purlin, P1 USE 26" SST 444 at 8'4" O.C. Loads to Purlin, P2 Loads to GLB on line 2 tw = 32.3.R L = 89.R Wdl =15'Pf ta =tw.L ta = 2875.f? WII = 12.psf js l.ft Joist spacing see computer print out Loads to GLB on line 4 tw = 32.5.R L = 176.R Wdl = 15.p~f ta tw.L ta = 5720.f? w I( = 12.psf js = 1.R Joist spacing .. .. . see computer print out SOLORIO And Associates Span= 16.0011, Beam Width = 3.500111 x Depth = 13.25in, Ends are Pin-Pin Max Stress Ratio 0.943 : 1 MaAmum Moment 8.8 k-ft MaAmum Shear * 1.5 2.9 k Allowable 9.3 k-ft Allowable 4.9 k Max. Positive Moment 8.8Ok-ft a 8.000ft Shear: @! Left 2.20 k Max. Negative Moment 0.OOk-ft a 0.000 fi @! Right 2.20 k Max @ Len Support 0.OOk-ft Camber: @Left . 0.000in Max @ Right Support 0.OOk-ft @ Center 0.288 in @! Right 0.000 in Max. M allow 9.33 fb 1,030.95 psi fv 61.47psi Left DL 0.9% Max 2.2m Fb 1,093.75 psi Fv 106.25psi Right DL 0.92 k Max 2.20 k Reactions ... Deflections - I Job# 98205 me: Swpe : New Building I\ General Timber Beam c L I Description P-2 [General Information I Section Name 4x14 Center SDan 16.00 n . . . . .LU 0.00 ft Len Caniilever ft .. . ..Lu 0.00 ft Right Cantilever ft . . . ..LU 0.00 ft Beam Width 3.500 in Beam Depth 13.250 in Member Type Fb Allow 875.0 psi Fv Allow 85.0 psi LL 8 ST Act Together Fc Allow 600.0 psi Load Dur. Factor 1.250 Beam End Fixity Pin-Pin E 1,300.0 ksi Sawn DOUGLAS FIR-LARCH (North), No2 Wood Density 34.000 pcf Lstress Calcs I Bendlng Analysis ' Ck 27.960 Rb 0.000 Sxx 102.411 in3 Area 46.375 in2 Allowable fb Cf 1.000 @! Center 8.80 k-ft 96.53 in3 1,093.75 psi Max Moment Sxr Rea'd 6 Len support 0.00 k-ft 0.00 in3 1,093.75 psi @ Right S~pp~rt 0.00 k-ft 0.00 in3 1,093.75 psi Design Shear 2.85 k 2.85 k Area Required 26.830 in2 26.830 in2 Actual Stress : fv 108.25 psi 106.25 psi Shear Analysis @ Len support @! Right Support d:knefcaicrhS8205.w KWo8op84. V5/50.3.27.A~g.1937~iiijm32 2 20 L Bearing Length Req'd 1 047 in SOLORIO And Associates Title : Ranen Dagnr: sa LMscrlpUon : Job# 98205 Date: Scope : New Buildlng 12 I General Timber Beam C I Query Values I M. V, & D @ Specified Location8 Moment Shear Deflection @ Center Span Location = 0.00 fl 0.00 k-fl 2.20 k 0.0000 in @ Right Cant. Location = 0.00 a 0.00 k-fl 0.00 k 0.0000 in @ Lefl Cant. Location = 0.00 R 0.00 k-fl 0.00 k 0,0000 in (c) lW97 ENERCALC d:knercaimhWm.ecw Kw-o6M2&1, V5 0 3,27-Aug-1997. Win32 SOLORIO And Associates .... ha1 Span" n Left Cantilever n Rght Canlileve- n Bean width I" Tnk : Reflca Dsgnr: 8s hriptlon : 21.W ---- 28.W 4.w ---_ 4.w ---. 5.125 5.125 5.125 ..._ ..__ Job # 98205 Me: Center DL in Left Cant. DL ..... Maximum I" Right Cant DL in ..... Maximum . in in in ..... Maximum Swpe : Naw BUlldlng 1'3 Timber Cantilevered Beam Svstem 0.472 -0.607 4.764 0.851 -1.653 -1.377 --.. 0.161 --__ ---- -0.124 .... _-__ 0.12s .... --.. 9.1w .... Description Line 2 I General Information h Fb 2,400.0 psi Elastic Modulus 1,800.0 psi Live loads placed fa maximm values Fv 165.0 Psi Load Duration Factor 1.250 Canllevers assumed baced for Fb calcs -43.6 ---- 45.8 ---- ..._ MaxQFIlghtEnd M ..._ Dead Load un 484.00 484.w 484.w k:nl Max @ieR End L Loads c Live Load MI 1so.w 388.00 1so.w L Stresses Fb :Actual Max, Shear Fv :Allowable fu ' Acbal Pi fb :Allowable 2.880.8 2.701.0 2,737.3 2.oM.1 2.332.4 2.371.3 OK OK OK S,lSS.6 14,077.0 12.207.5 206.25 206.25 206.25 148.87 183.12 158.80 I ShssIOK Shl*rOK ShearOK . . ._ L Reactions ax. Left ~eaclion lbl 9.155.6 26,9891 12.207.5 (0) 198397 ENERCALC d:'enercalcrhW2X.w W-0802284. V5.0.3.27-Aug-1997, Win32 ______ ~~ ~ SOLORIO And Associates Cdumn Swing fl fl .... Actual Span fl Left Cantiher RiNf Cantlever n Beam Widlh in Beam Depth in Menk Type j Moments Mmax @ Centw k-fi MaxaLeREnd k-fl Max @ Right End k-fi Tltle : ReMx Osgnr: (UI hscriptlon : 15.00 32.W 32.00 32.W 32.W 32.00 _... 23.w ---- 22.w -_.. 28.W ____ 5.w . . . - 5.00 ---- 4.003 ---- 5.00 4.w ---- 5.125 5.125 5.125 5.125 5.125 5.125 .. . .. 21.m 21.m 24.m 22.500 24.w 22.m Gluhm GluLm Qiulsm Glulsm Glulsm Qluhm ..__ 1 13.3 58.1 78.8 53.1 80.3 86.0 ---- .... 41.5 ---- 49.3 ---. ____ 59.3 .--- -56.2 .... 47.4 Job # BE205 Date: fb : Allowable pi Fb : Actual PSI Max. Shear Ib. Fv : AJlMvabla psi tu ' Actual cd Scope : New Building I cl Timber Cantilevered Beam System i 2833.8 2,811.0 2,Wd 2.8M.1 2.586.8 2,649.0 1,510.3 1,8491 1.922.7 1.474.0 1.958.4 2.387.6 OK OK OK OK OK OK 12,055.1 10.096.6 13.253.0 9.657.6 14,398.6 12.291.5 206.25 206.25 206.25 206.25 20825 206.25 168.02 140.72 161.62 125.03 17559 159.89 Description Line 4 ..... Maximum in i" Left Cant, DL 1" ..... Maximun in Rimt Cant DL ..... Maxhum in 4.053 4.778 -1.251 9.528 -1.281 -1.388 4.328 _--- 4.203 _--- 4.004 .--- 0.067 _--. 0,078 _--. 4.222 ___. 4.315 .... 4.209 .... .... 0.057 .... 0.076 .__- ___. _... .... .. . . . bhearOK ShasrOK SkrOK ShearOK ShearOK ShewOK Reactions Max. MR- Ib.1 4,828.0 10,096.6 29,425.1 W57.6 28.970.9 12.291.5 c C = 5/g c=l(z L.' I'/g (c) 198397 ENERCALC dbnercakhMm.em KW-OSOZ64, V5.0.3. 27-Aug-1907, Win32 SOLORIO i AND ASSOCIATES ~~~~ - ~~ - - . . ... . __ \ STRUCTURAL 7 ENGINEERING Tine Reflex Job# 98206 Description: Scope New Building Designer: 8s Date: July '98 I< TILTUP PANELS PANEL AT: Line 1 I DATA CALCULATIONS Height of wall = 17 ft Height of parapet = 2R Purlin Width = 32 fl Ledger Width = 3.5 in Opening Width = ft Opening Height = ft Leg Width = 1ft Wall thickness Distance to Rebar Reveal Thickness Roof Dead Load Roof Live Load Wall Dead Load Floor Dead Load Floor Dead Load 6.5 in 3.25 in 0.75 in - - - - - - 13 psf - - 20 DSf - - Joist Width = OR e= 6.75 in Addt'l lateral = 0 psf P, = 208 plf Addt'l Vert. D.L. = 0 pif P, = 320 plf Addt'l Vert. L.L. 0 plf PANEL AT: Line 1 at girder I DATA Height of wall = 22.5 ft Height of parapet = 1.5 ft Purlin Width = 10 ft Ledger Width = 3.5 in Opening Width = 5.5 ft Opening Height = 19 ft LegWidth = 1fl Wall thickness Distance to Rebar Reveal Thickness Roof Dead Load Roof Live Load Wall Dead Load Conc. Beam D.L. Conc. Beam L.L. 6.5 in - - 5 in - - 0 in 13 psf - - - - 20 psf 79 psf - - - - 4100 Ibs - - 4100 Ibs - - CALCULATIONS e= 6.75 in Addt'l lateral = 65 psf P, = 1957 plf Addt'l Vert. D.L = 1265 plf P' = 1992 plf Addt'l Vert. L.L. 275 plf ALL RIGHTS RESERVED. COPYRIGHT lsOa 0 H:\M~IleS\rolodOW6io\e82M rSn&B8205.wpd SOLORIO AND ASSOCIATES STRUCTURAL ENGINEERING TNla Reflex Deslgner: 8s DescrlpUon: Scope New Building Job# 98206 .. Date: Juiy '98 TILTUP PANELS PANEL AT Line 5 DATA Height of wall = 17 R Height of parapet = 2R Purlin Width = 32 ff CALCULATIONS Ledger Width = 3.5 in Opening Width = OR Opening Height = R Leg Width = 1R e= 6.75 in Po = 206 plf P, = 320 plf Wall thickness = 65 in Distance to Rebar = 325 in Reveal Thickness = 075 in Roof Dead Load = 13 psf Roof Live Load = 20 psf Wall Dead Load = 79 psf Addt'l lateral = Addt'l Vert. D.L. = Addt'l Vert. L.L. 0 psf 0 plf 0 Plf PANEL AT Line 5 at openings DATA Height of wall = 17 R Wall thickness = 6.5 in Height of parapet = 2R Distance to Reber = 3.25 in Purlin Width = 32 R Reveal Thickness = 0 in 13 . psf . .. . Ledgerwidth = 3.5 in Roof Dead Load = Opening Width = 7.5 R Roof Live Load = 20 psf Opening Height = 9.25 R Wall Dead Load = 79 psf Leg Width = 3R CALCULATIONS e= 6.75 in Addt'l lateral = 30 psf Po = 208 plf Addt'l Vert. D.L. = 1223 plf P, = 320 plf Addt'l Vert. L.L. 400 plf ALL RIGHTS RESERVED. COPYRIGHT 1808 0 H:\M~lla\.olodo\se2os rd!d98205,wpd SOLORIO AND ASSOCIATES STRUCTURAL ENGINEERING Tine ~et~e~ Job# 88206 oesignar: sa Date: July '98 Description: Scope New Building II TILTUP PANELS PANEL AT: Line A DATA CALCULATIONS Height of wall Height of parapet Purlin Width Ledger Width Opening Width Opening Height Leg Width 3.5 in - - e= P, = P, = Wall thickness Distance to Rebar Reveal Thickness Roof Dead Load Roof Live Load Wall Dead Load Floor Dead Load Floor Dead Load Joist Width 6.5 .. - - 3.25 - - 0.75 - - 6.75 in Addt'l lateral = 7a pit Addt'l Vert. D.L. = 120 plf Addt'l Vert. L.L. in in in Psf Psf Psf Psf PSf R 0 psf 0 plf 0 plf PANEL AT: I Line A, at 70-6" opening DATA CALCULATIONS Height of wall = 17 R Height of parapet = 2R Purlin Width = 12 ft Ledger Width = 3.5 in Opening Width = 7.5 R Opening Height = 9.25 fl Leg Width = 3R e= Po = Wall thickness Distance to Rebar Reveal Thickness Roof Dead Load Roof Live Load Wall Dead Load Floor Dead Load Floor Dead Load Joist Width 6.5 in 3.25 in 0 in - - - - - - 13 psf - - 6.75 in Addt'i lateral = 7a pif Addt'l Vert. D.L. = 30 psf 1060 plf P, = 120 plf Addt'l Vert. L.L. ALL RIGHTS RESERVED. COPYRIGHTlR%O H \MyF8lablono!9820S rsRm88205 wpd SOLORIO AND ASSOCIATES STRUCTURAL E N G ICN~E E~R I N G \ - Title Reflex Job* 88206 Wgner: 8s Date: Juiy 'S3 Description: Scope New Building 'II TILTUP PANELS PANEL AT Line C DATA CALCULATIONS Height of wall = 17 R Wall thickness = 6.5 in Height of parapet = 2R Distance to Rebar = 3.25 in Purlin Width = 8ft Reveal Thickness = 0.75 in Ledger Width = 3.5 in Roof Dead Load = 13 psf Opening Width = on Roof Live Load = 20 psf Opening Height = OR Wail Dead Load = 79 psf Leg Width = 1ft e= 6.75 in Addt'l lateral = P, = 52 plt Addt'l Vert. D.L. = PL = 80 plf Addt'l Vert. L.L. 0 psf 0 plf 0 plf PANEL AT Line 1 at 12'-0' openings DATA CALCULATIONS Height of wall = 11 R Height of parapet = 2R Purlin Width = 32 R Ledger Width = 3.5 in Opening Width = 12 n Opening Height = 12 n Leg Width = 3R Wall thickness = 6.5 in Distance to Rebar = 325 in Reveal Thickness = 0 in Roof Dead Load = 13 psf Roof Live Load = 20 psf Wall Dead Load = 79 psf e= 6.75 in Addt'l lateral = P, = 206 plf Addt'l Vert. D.L. = PL = 320 plf Addt'l Vert. L.L. 47 psf 1522 plf 640 plf n:wyFilar\rolonoWS mW205.wd ALLRIGKTSRESERVED, COPYRIGHT 18880 TIUe : Reflex Dsgnr: (IS me: Wptlon : Scop : New Building Job # 98205 19 L Tilt-Up Wall Panel Design Description Line I I General Information I Clear Heioht 17.000 fl fC 3.000.0 Dsi Seismic Zone 4 ~~~~~ ~~~ ~~~~~~ ~ 60:OOO.O psi Min Vert Steel % ' 0.0020 Min Horiz Steel % 0.0012 Parapet ieight 2.000 fl FY Thickness 6.500 in Phi 0.900 Bar Size 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 Concrete Weight LL 8 ST Not Combined 145.00 pcf Using: UBC Sac. 1914.0 method ... Exact, Non-Iterated Parapet Does Not Reduce Moments LLoads I Lateral Loads Vertlcsl Loads Wind Load 16.000 psf Uniform DL 208.00 Wfl Uniform LL 320.00 Wfl Point Load , I bs ... eccentricity 6.750 in ... height R ... load type Seismic Concentric DL #Iff Lateral Load #Iff ... distance to top fl ... distance to bot fl ... load type Seismic Wind "I" Magnifier 1.000.~- ' '' Concentric LL #Iff Seismic "111 Magnifier 1.000 LWall Analysis 1 For Factored Load Stresses For Service Load Deflections Seismic Wind Basic Defl w/o P-Delta 0.078 0.049 in 0.056 0.039 in Basic M wlo P-Delta 15,290.3 9,595.8 in# 10,928.1 7.655.0 in# Moment Excess of Mcr 0.0 0.0 in# 0.0 0.0 in# Max. P-Deita Deflection 3.742 3.793 in 0.056 0.039 in Max P-Delta Moment 20,701.3 13.702.3 in# 12,330.3 9,057.2 in# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Aiiow Horizontal Bar Soacino 18.000 in Paraoet Bar SDacino Rea'd : WlWD 18.000 in 17.00fl clear heght, 2.00fl parapet, 6.50in thick with #5 bars at 14.00in on center, d= 3.25i1-1, Pc = 3,OOO.Opsi, Using: UBC Sec. 1914.0 method ...Emct, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 20,701.29 in4 Maximum iterated Deflection 0.056 in Moment Capacity 46,415.18 in# Deflection Limit 1.360 in Mn Phi : Moment Capacity Applied: Mu @! MidSpan Applied: Mu @ Top of Wall Actual Deflection Ratio Max,lterated Service Load Deflection Selsmlc 46,415.18 in# 20,701.29 in# 4,989.60 in# 0.08 in 3,651 : 1 Actual Reinforcing Percentage 0.0068 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0,0128 Wind 45,540.90 in# 13,702.31 in# 1,474.20 in# 0.04 in 5,190 : 1 0.0068 0.0128 Actual Axial Stress : (RN + Po ) I As 13.24 osi 13.24 psi Allowable Axial Stress = 0.4 ?m 120.00 psi 120.00 psi d:bnercalcrhW'205.ecw KWoBM284. V5.0.3,27-Aug-I 997. ' Ku-97 ENERCALC me : Reflex Dsgnr: 88 Description : Job # 98205 Date: Scope : New Building 20 I Tilt-UD Wall Panel Desian c Description Line 1 LAnalysio Data 1 Seismic 0.290 in Sgross 84.500 in3 Mcr = S Fr 23,141.3 in# Rho: Bar Reinf Pct 0.0214 E 3,122,018.8 psi n = Es I Ec 9.29 Fr = 273.86 psi HI I Thk Ratio 31.38 Values for Mn Calculation... As:eff= [Pu:tot + AsFyYFy a : (AsFy + Pu)/(.85 rc b) c = a1 .85 0.669 in 0.655 in lgross 274.625 in4 274.63 in4 18.88 in4 lcracked 19.13 in4 I-eff (ACI methods only) 0.00 in4 0.00 in4 Mn = As:eff Fv (d - an) 51.572.42 in# 50.601.00 in# 0.568 in Phi: Capacity Reduction 0.900 0.900 Wind 0.284 in 0.556 in .. \Additional Values Wind Load8 used for analysis Factored Loads Wall Weight 78.542 psf Seismic Wall Wt Wall Seismic Factor 23.562 psf Applied Axial Load 291.20 218.40 #ft Wall Wt * Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 #ft Service Applied Axial Load 208.00 #ft Total Lateral Loads 1,445.76 1,084.32 #ft Service Wt @ Max Mom 824.69 Mt ACI 9-1 8 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0,900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic = ST : 1.100 (c) 1983-97 ENERCALC dhemicrhWm.ew ~w-og~284, VS.0.3. 27-Aug-1997, Win32 Title : Reh Dsgnr: 88 Description : Job # 98205 Me: Scow : Nsw Buiiding ?I ~ Tilt-Up Wall Panel Design c ~ Description Line 5 at openings [General Information I Clear Height 17.000 R fC 3,000.0 psi Seismic Zone 4 Parapet Height 2.000 n FY 60,000.0 psi Min Vett Steel % 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel % 0.0012 Bar Size 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 LL 8 ST Not Combined Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ...Exact, Non-Iterated Parapet Does Not Reduce Moments 1 Loads I Lateral Loads Vertical Loads Wind Load 16.000 psf Uniform DL 208.00 #/ft Uniform LL 320.00 #/ft Point Load , Ibs ... eccentricity 6.750 in ... height n ... load type Seismic Concentric DL i ,223.00 wn ... distance to top ... distance to bot 9.250 n Seismic "I" Magnifier 1.000 ... load type Seis m i c Wind "I" Magnifier 1.000 ~. , Concentric LL 400.00 #Iff Lateral Load 30.00 #/R 17.000 n 1 Wall Analysis 1 For Factored Load Stresses For Service Load Deflections Wind Seismic - Wind Basic Defl wlo P-Delta 0.118 0.049 in 0.084 0.039 in Basic M wlo P-Delta 23,756.7 9,595.8 in4 16,969.1 7,655.0 in# Moment Excess of Mcr 12,454.6 0.0 in4 0.0 0.0 in# Max. P-Delta Deflection 3.839 3.941 in 0.084 0.039 in Max P-Delta Moment 35,595.9 18,915.0 in# 19,956.5 10,717.8 in# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in ,Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 17.00fl clear heiht. 2.00fl parapet, 8.50in thick with #5 bars at 14.00in on center, d= 3.25in. fc = 3.OOO.Opsi, Usmg: UBC Sic. 1914.0 method ...Em&, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 35,595.92 in# Maximum Iterated Deflection 0.084 in Moment Capacity 50,504.58 in# Deflection Limit 1.360 in Mn * Phi : Moment Capacity Applied: Mu @ MidSpan Applied: Mu @ Top of Wall Seismic 50,504.58 in# 35,595.92 in# 4,989.60 in# Max Iterated Service Load Deflection Actual Reinforcing Percentage 0.0068 Allowable Max. Reinf. Percent = 0.5 Rho Bal 0.0128 0.08 in Actual Deflection Ratio 2,421 : 1 Wind 48,629.68 in# 18,914.98 in# 1,474.20 in# 0.04 in 5,190 : 1 0.0068 0.0128 Actual Axial Stress : (Pw + Po )I Ag Allowable Axial Stress = 0.4 * Pm 28.92 psi 28.92 psi 120.00 psi 120.00 psi (c) 1-97 ENERCALC d:bwrcakrhW205.w KwMw2284. V5.0.3. 27-Aug-1997. \ ___ in32 rnh : Reflex Dtgnr: sa Dercrlptlon : Job # 98205 Date: Scape: NewBuildlng 22 L Tilt-Up Wall Panel Design Description Line 5 at openings 1 Analysis Data 1 E n=EslEc Fr = Ht I Thk Ratio Valuw for Mn Calculation. .. [Pu:tot + AsFyyFy a : (AsFy + Pu)/(.85 fc b) c = a I .85 lgross lcrecked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - an) 3,122,018.6 psi 9.29 273.86 psi 31.38 Sgross Mcr = S * Fr 84.500 in3 23.141.3 in4 Rho: Bar Reinf Pct 0.0214 Seis m i c Wind 0.318 in 0.305 in 0.624 in 0.598 in 0.734 in 0.704 in 274.625 in4 274.63 in4 20.30 in4 19.77 in4 0.00 in4 0.00 in4 0.900 0.900 56,118.20 in# 54,032.98 in# LAdUitional Values I Seism Wind Wall Weight 78.542 psf ic Wall Wt * Wall Seismic Factor 23.562 psf Applied Axial Load 2,003.40 1,502.55 Wfl Wall Wt * Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 dvfl Service Applied Axial Load 1,431.00 dvfl Total Lateral Loads 3,157.96 2,368.47Wfl Service Wt @ Max Mom Total Service Axial Loads Loads used for analysis Factored Loads 824.69 Wfl 2.255.69 #Iff I ACI Factors (per ACI, applied internally to entered loads) I ACi 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4 Factor 1 400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic=ST*: 1,100 (C) 1983-97 ENERCALC d:knercaIcrhW2X,em KW-0602284. V5.0.3.27-Aug-lW7, Win32 TiUe : Reflex Job # 982% Dcqnr: 1)8 Me: Description : Scope: NSVVBullding 23 Tilt-UD Wall Panel Design Description Line A [General Information 1 Clear Height 17.000 fl ?C 3,000.0 psi Seismic Zone 4 Paraoet Heiaht 2.000 fl Fv 60.000.0 osi Min Vert Steel % 0.0020 - Thickness 6.500 in Pii 0.900 Min Horu Steel % 0.0012 Bar Size 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Den. Ratio 150.0 LL 8 ST Not Combined Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Does Not Reduce Moments LLoads I Lateral Loads Vertical Loads Wind Load 16.000 psf Uniform DL 78.00 Wft Uniform LL 120.00 Wft Point Load . Ibs ... eccentricity 6.750 in ... height ft ... load type Seismic Concentric DL . . wft Lateral Load Wfl ... distance to too ft Concentric LL Wfl ... distance to bot R ... load Woe Seismic Seismic "I" Magnifier 1.000 Wind "I" Maonifier 1.000 j For Service Load Deflections - Wind Seismic Wind Basic Defl w/o P-Delta 0.074 0.046 in 0.053 0.037 in Basic M w/o P-Delta 14,668.6 9,119.8 in# 10,477.6 7,199.2 in# Moment Excess of Mcr 0.0 0.0 in# 0.0 0.0 in# Max. P-Delta Deflection 3.732 3.777 in 0.053 0.037 in 8,426.9 in# Max P-Delta Moment 19,385.0 12,699.6 in4 11,705.2 Maximum.Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18,000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OH 2.00fl parapet, 6.50in thick with #5 bars at 14.00in on center, d= 3.25ir1, Pc = 3,OOO.Opsi, Using: UBC Sec. 1914.0 method ...Eract, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 19,385.02 in# Maximum Iterated Deflection 0.053 in Moment Capacity 45,975.42 in# Deflection Limit 1V360 in Mn Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Maw Iterated Service Load Deflection Actual Deflection Ratio Seismic 45,975.42 in# 19,385.02 in# 1,871.10 in,# 0.05 in 3,834 : 1 I Actual Reinforcing Percentage 0.0088 Allowable Max. Reinf. Percent = 0.5 Rho Bal 0.0128 Wind 45,209.72 in# 12,699.58 in# 552.82 in# 0.04 in 5,567 : 1 0.0068 0.0128 Actual Axial Stress : (Fw + Po )/ Ag Allowable Awial Stress = 0.4 rm 11.57 psi 120.00 psi 1.1.57 psi 120.00 psi (c) I98347 ENERCALC d:knercalcrhWZO5.w KW4802284. VS.0.3, 27-AUg-1997, ' THIO : Reflax Dsgnr: M Date: Dascrlptlon : Scope : New Bullding Job # 98205 1J L Tilt-Up Wall Panel Design I Description Line A I Analysis Data I E 3,122,018.8 psi Sgross 84.500 in3 n = Es I Ec 9.29 Mcr = S ' Fr. 23,141.3 in# . .. Fr = 273.88 psi Rho: Bar Reinf Pct 0.0214 Ht / Thk Ratio 31.38 Valuea for Mn Calculation... As:efk [Pu:tot + AsFyYFy a : (AsFy + Pu)/(.85 fc b) c = a I .85 lgross lcracked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - an) Seismic 0.287 in 0.562 in 0.662 in 274.625 in4 19.01 in4 0.00 in4 0.900 51,083.81 in# Wind 0.282 in 0.552 in 0.649 in 274.63 in4 18.78 in4 0.00 in4 0.900 50.233.02 in# LAdditional Values I Seismic Wind Loads used for analysis Factored Loads Wall Weight 78.542 psf Wall Wt Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 #/ft Service Applied Axial Load 78.00 #/ft Total Lateral Loads 1,263.76 947.82 #/fl Service Wt @ Max Mom Total Service Axial Loads Wall Wt Wall Seismic Factor 23.562 psf Applied Axial Load 109.20 81.90 Wfl 824.69 Wfl 902.69 Wfl LAC1 Factors (per ACI, applied internally to entered loads) ACI 9-1 a 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4 Factor 1.400 0,900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 a 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .. . .... seismic = ST : 1.100 .. . . (c) 198597 ENERCALC d:'anercaIcrhW2%.ecw KW-OW2284, V5.0.3.27-Aug-1997. Win32 ~~ ~ Title : Reflex Dagnr: ss mscription : Job# 98205 mte: Scop : New Bullding -r I Tilt-UD Wall Panel Desian C Description Line A at 7'4" opening LGeneral Information 1 Clear Height 17.000 R ?C 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Parapet Height 2.000 R FY Thickness 6.500 in Phi 0.900 Bar Sue 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 Concrete Weight LL & ST Not Combined 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Does Not Reduce Moments LLoads I Latersl Load8 Vertlcsl Loads Wind Load 16.000 psf Uniform DL 78.00 #R Uniform LL 120.00 #/R Point Load . Ibs . . .eccentricitv 6.750 in ... height R ... load type Seismic Lateral Load 30.00 #/ft ... distance to toD 17.000 R Concentric DL 1,060.00 #R Concentric LL 150.00.#/R ... distance to bot 9.250 R Seismic "I" Magnifier 1.000 ... load type Seismic Wind '"I" Magnifier 1.000 I Wall Analysis 1 For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Defl wlo P-Delta 0.114 0.046 in 0.082 0.037 in Basic M wlo P-Delta 23.041.7 9 119.8 in# 16.458.4 7.199.2 in# ~, I Moment Excess of Mcr 10,152.8 0.0 in# 0.0 0.0 in# Max. P-Delta Deflection 3.816 3.907 in 0.082 0.037 in Max P-Delta Moment 33.294.1 17.170.5 in# 19,059.3 9,868.5 in# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horiuontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 17.00fl clear height, 2.00fl parapet, 6.50in thick wlh #5 bars at 14.00in on center. d= 3.25in, fc = 3.OOO.Opsi, Using: UBC Sec. 1914.0 method ...Gad, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 33,294.12 in# Maximum Iterated Deflection 0.082 in 1.360 in Moment Capacity 49,532.72 in# Deflection Limit, .~. Mn * Phi : Moment Capacity Applied: Mu @ MidSpan Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Selwnlc 49,532.72 in# 33,294.12 in# 1,871.10 in# 0.08 in 2,501 : 1 I Actual Reinforcing Percentage 0.0068 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0128 Wind 47,894.11 in# 17,170.53 in# 552.82 in# 0.04 in 5,567 : 1 0.0068 0.0128 Actual Axial Stress : (Pw + Po ) I Ag Allowable Axial Stress = 0.4 * Pm 25.16 psi 25.16 psi 120.00 psi 120.00 psi (c) 198597 ENERCALC d:knercalcrhW2U5.ecw KWo6M2&i, V5.0.3, 27-Aug-1997, \i in32 Title : Reflex Dsgnr: sll Description : Scop : New Building Job # 98205 mts: 2b Tilt-Up Wall Panel Design c L I Description Line A at 7-6 opening 1 Analysis Data I E 3,122,018.6 psi Sgross 84.500 in3 n = Esl Ec 9.29 Mcr= S * Fr 23,141.3 in4 Fr = 273.86 psi Rho: Bar Reinf Pct 0.0214 Ht I Thk Ratio 31.38 Valuw for Mn Calculatlon... Seismic Wind As:eff= [Pu:tot + AsFyYFy 0.312 in 0.300 in .. a : (AsFy + Pu)/(.85 fc b) 0.588 in c = al.85 0.719 in 0.692 in lgross 274.625 in4 274.63 in4 Icracked 20.03 in4 19.56 in4 I-eff (ACI methods only) 0.00 in4 0.00 in4 Phi: Capacity Reduction 0.900 0.900 . ' Mn = As:eff Fy (d - aQ) 55.038.35 in4 53.215.67 in4 0.811 in 1 Additional Values 1 ~~~~ Loads used for analysis Factored Loads Wall Weight 78.542 psf Seismic Wind Wall Wt Wall Seismic Factor 23.562 psf Applied Axial Load 1,593.20 lt194.90 #/fi Wall Wt Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 #/fi Service Applied Axial Load 1,138.00 Wfi Total Lateral Loads 2,747.76 2.080.82 #/fi Service Wt @ Max Mom Total Service Axial Loads 824.69 #/e 1,962.69 #Iff LAC1 Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9 Factor 0.900 ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic= ST': 1.100 (c) 1-7 ENERCALC d:hercalchWm.ecw Kw-0802284, V5.0.3, 27-Aug-1997, Win32 Titk : Reflex Dsgnr: 68 Description : Job # 98205 Date: Scope : New Bullding 21 Tilt-Up Wall Panel Design c Description Line C [ General Information I Clear Height 17.000 n PC 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Parapet Height 2.000 fl FY Thickness 6.500 in Phi 0.900 Bar Size 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Den. Ratio 150.0 LL & ST Not Combined Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Does Not Reduce Moments 1 Loads I Lateral Loads Vertical Loads Wind Load 16.000 psf Uniform DL Uniform LL Point Load I Ibs ... eccentricity ... load type Seismic Concentric DL Concentric LL ... height fl Lateral Load #/fl 52.00 #/TI 80.00 kvfl 6.750 in #In #Iff ... distance to top fl ... distance to bot fl Seismic "I" Magnifier 1.000 ... load type Seismic Wind "I" Magnifier 1,000 Wall Analysis I Basic Defl w/o P-Delta For Factored Load Stresses Seismic Wind Seismic 0.074 0.046 in 0.053 0.036 in Basic M w/o P-Gni 14,545.8 9,027.7 in# 10,389.8 7,111.5 in# Moment Excess of Mcr 0.0 0.0 in# 0.0 0.0 in# Max. P-Delta Deflection 3.730 3.774 in 0.053 0.036 in Max P-Delta Moment 19,123.8 12,501.3 in# 11.582.1 8,303.8 in# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18,000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OW 17.00fl clear height, 2.00ff parapet, 6.50in thick with #5 bars at 14.00in on center. d- 3.25in. fc = 3.00O.Opsl Using: UBC Sec. 1914.0 method ...Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 10,123.77 in4 Maximum Iterated Deflection 0.053 in Moment Capacity 45,887:36 in# Deflection Limit 1.360 .. . in I Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Seismic 45,887.36 in# 19,123.77 in# 1,247.40 in# Max Iterated Service Load Deflection Actual Reinforcing Percentage 0.0068 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0128 0.05 in 3.873 : 1 Actual Deflection Ratio Wind 45,143.42 in# 12,501.30 in# 368.55 in# 0.04 in 5,649 : 1 0.0068 0.0128 Actual Axial Stress : (pw + Po ) / Ag Allowable Axial Stress = 0.4 f'm 11.24 psi 11.24 psi 120.00 psi 120.00 psi (C) 198597 ENERCALC d:~nercaIcrhW8205.ecw KW-0802284, V5.0.3, 27-Aug-1997. \ ~ n32 Title : Reflex bgnr: (u Description : Scow : New Building Job # 98205 Date: . 29 Tilt-UD Wall Panel Desian Description Line C LAnalysis Data I E 3,122,018.6 psi Sgross 84.500 in3 n = Es IEc 9.29 Mcr = S * Fr Fr = 273.86 psi Rho: Bar Reinf Pct 0.0214 Ht I Thk Ratio 31.38 23,141.3 in# Values for Mn Calculation. .. Axeft= [Pu:tot + AsFyYFy a : (AsFy + Pu)1(.85 fc b) c=a1.85 Seismic 0.286 in 0.561 in 0.660 in Wind 0.281 in 0.551 in 0.648 in lgross 274.625 in4. 274.63 in4 lcracked 18.98 in4 18.76 in4 I-aff (ACI methods only) 0.00 in4 0.00 in4 Mn = As:eff Fy (d - aQ) 50,985.95 in# 50.159.36 in# Phi: Capacity Reduction 0.900 0.900 LAdditional Valuds 1 Wind Loads used for analysis Factored Loads Wall Weight 78.542 psf Seismic Wall Wt *Wall Seismic Factor 23.562 psf Applied Axial Load 72.80 54.60 Wfl Wall Wt * Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 #/fl Service Applied Axial Load 52.00 Wfl Total Lateral Loads 1,227.36 920.52 Wfl Service Wt @ Max Mom Total Service Axial Loads 824.69 Wft 876~69 #lft . . - . . . . . . . . _. - _. . . . . . . .. . . . ACI Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0,900 UBC 1921.2.7"0.9 Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .. .. .... seismic= ST': 1.100 (c) 1983-97 ENERCALC d:\enercnlcrhW205.ecw KWo6M284. V5.0.3, 27-Aug-1997. Win32 Mle : Reflex Dsgnr: as Description : Job # 98205 Date: Scope : New Bulldlng 24 Tilt-UD Wall Panel Desian Description Line 1 at 12-0" opening LGeneral Information I Clear Height 17.000 R fC 3,000.0 psi Seismic Zone 4 Paranet Heiaht 2.000 ft Fv 60.000.0 Dsi Min Vert Steel % 0.0020 .~~ . ~ ~~ " .- Thiciness 6.500 in Phi 0.900 Min Horiu Steel % 0.0012 Bar Size 5 Width 12.000 in Base Fixity 0% Bar Spacing 14.000 in Wall Seismic Factor 0.3000 Bar Depth 3.250 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 LL 8 ST Not Combined Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exad, Non-Iterated Parapet Does Not Reduce Moments ~~ ~~~ ~~~~ ~~ Lateral Loads Vertlcal Loads Wind Load 16.000 psf Uniform DL 208.00 #nt Uniform LL 320.00 #/R Point Load I I bs ... eccentricity 6.750 in .. . ... height n ... load type Seismic Concentric DL 1,522.00 WR Concentric LL 640.00 #m Lateral Load 47.00 #/R ... distance to top ... distance to bot 12.000 R Seismic "I" Magnifier 1.000 ... load type Seismic Wind '"I" Magnifier 1.000 17.000 R 1 Wall Analysis 1 For Service Load Deflections Seismic Wind Seismic Wind Basic Defl wlo P-Delta 0.107 0.049 in 0.076 0.039 in Basic M w/o P-Delta 20,829.4 9,595.8 in# 14,878.2 7,655.0 in# Moment Excess of Mcr 11,194.2 0.0 in# 0.0 0.0 in# Max. P-Delta Deflection 3.862 3.975 in 0.076 0.039 in 11.123.8 in# Max P-Delta Moment 34,335.5 20,244.4 in# 18,241.6 Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OM 17.00fl clear height, 2.00fl parapet, 6.50in thickwith #5 ban at 14.00in on center, d= 3.25411, fc = 3.OOO.OpSi, Using: UBC Sec. 1914.0 method ...bad, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 34,335.50 in# Maximum Iterated Deflection O:076 in Moment Capacity 51,491.25 in# Deflection Limit 1.360 in Mn Phi : Moment Capacity Applied: Mu @I Mid-Span Applied: Mu @Top of Wall 1 Max Iterated Service Load Deflection Actual Deflection Ratio Seismic 51,491.25 in# 34,335.50 in# 4,989.60 in# 0.08 in 2,679 : 1 I Actual Reinforcing Percentage 0.0068 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0128 Wlnd 49,377.45 in# 20,244.42 in# 1,47420 in# 0.04 in 5,190 : 1 0.0068 0.0128 Actual Axial Stress : (Pw + Po ) IAg Allowable Axial Stress = 0.4 * fm 32.75 psi 32.75 psi 120.00 psi 120.00 psi (c) 1983-97 ENERCALC d:knercalcrhW205.enn, W-08Op84. V5.0.3,27-Aug-1997, Job # 88205 me : Reflex Dsgnr: 88 Date: Description : Scope : New Buildiw ?o ~ Tilt-Up Wall Panel Design c I Description Line 1 at 12-0 opening 1 Analysis Data I E 3,122,018.6 psi Sgross 84.500 in3 23,T41.3 in# n = Esl Ec 9.29 Fr = 273.86 psi Rho: Bar Reinf Pct 0.0214 Ht I Thk Ratio 31.38 Mcr = S Fr Values for Mn Calculation... As:eff= [Pu:tot + AsFyYFy a : (AsFy + Pu)/(.85 fc b) c = a/ .85 igross lcracked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d -an) Seis m i c 0.325 in 0.638 in 0.750 in 274.625 in4 20.57 in4 0.00 in4 0.900 57,212.40 in# Wind 0.310 in 0.609 in 0.716 in 274.63 in4 19.98 in4 0.00 in4 0.900 54,883.84 in# [Additional Values I ~~ ~~~ ~ ~~ ~ Seismic Wind Loads us& for analysle Factored Loads Wall Weight 70.542 psf Wall Wt Wall Seismic Factor 23.562 psf Applied Axial Load 2,422.00 1,816.50 Wft Service Applied Axial Load 1,730.00 #Iff Total Lateral Loads 3,576.56 2.682.42Wft Total Service Axial Loads Wail Wt * Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,154.56 865.92 wn Service Wt @ Max Mom 824.89 wn 2,554.69 wft [ ACI Factors (per ACI, applied internally to entered loads) I ACI 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0,900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 a 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 seismic = ST : 1.100 KW.06M284, V5.0.3, 27-Aug-1997, Win32 (c) 198397 ENERCALC dknercalcrhWZU5,emv ~ ~ TIUn : Reflex Dsgnr: ss wption : , . Job # %205 Date: Scop : New Bullding 31 Tilt-UD Wall Panel Desian Description Line 5 at girder 1 General Information 1 Clear Height 22.500 fl FC 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 Min Horii Steel % 0.0012 Parapet Height 1.500 R FY Thickness 6.500 in Phi 0.900 Bar Size 6 Width 24.000 in Base Fixity 0% Bar Spacing 6.000 in Wall Seismic Factor 0.3000 Bar Depth 5.000 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 LL 8 ST Not Combined Concrete Weight 145.00 pcf Using: ACI Eq. 9-7 for leff 8 Iterating Deflections ParaDet Does Not Reduce Moments LLoads I Lateral Loads Vertlcal Loads .. Wind Load 15.000 psf Uniform DL 1,957.00 Wfl Uniform LL 1,992.00 #In Point Load , Ibs .,.eccentricity 6.750 in ... height fl ... load type Seismic Lateral Load 89.00 #nt ... distance to top 22.500 fi ... distance to bot i9.ooo n Concentric DL 1,430.00 Wfl Concentric LL 275.00 #Iff Seismic "I" Magnifier 1.000 ... load type Seismic Wind "I" Magnker 1.000 ] Wall Analysis I For Factored Load Stresses For Service Load Deflections Seismic Wind Wind Basic Defl wlo P-Delta 0.510 0.129 in 0.158 0.101 in 29,386.1 in# Basic M wlo P-Delta 64,863.3 35,981.2 in-# 42,390.4 Moment Excess of Mcr 10,227.4 0.0 in# 299.6 0.0 in# Max. P-Delta Deflection 0.525 0.168 in 0.213 0.138 in Max P-Delta Moment 66,737.3 36,844.6 in-# 46,881.7 30,210.3 in# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 22.5M1 clear height, 1.50ft parapet, 6.50in thick wth #6 ban at &Win on center, d= 5.0Oii, Pc = 3.000.0psi. F Using: ACI Eq: 9-7 for leff & Iterating Deflections .. . .. Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 66,737.32 in# Maximum Iterated Deflection 0.213 in Moment Capacity 323.141.70 in# Deflection Limit 1.800 in Seismic Wind Mn * Phi : Moment Capacity 323.141.70 in# 320,004.18 in-# Applied: Mu @ Mid-Span 66,737.32 in# 36,644.61 in# Applied: Mu @ Top of Wall 37,318.04 in# 13,87023 in# I Max,lterated Service Load Deflection Actual Deflection Ratio 0.21 in 1,265 : 1 I Actual Reinforcing Percentage 0.0110 Allowable Max. Reinf. Percent = 0.5 Rho Bal 0.0126 0.14 in 1,959 : 1 o.oiio 0,0128 Actual Axial Stress : (Pw + Po ) I Ag Allowable Axial Stress = 0.4 fm 34.55 psi 34.55 psi 120.00 psi 120.00 psi KW-OSO2Z4. V5.0.3, 27-AUg-1997,\ (C) 198597 ENERCALC d:\enercabrhW98M5.ecw Title : Reflex Dsgnr: ss Dererlptlon : Job # 98205 Date: Scope: NewBullding -- Tilt-Up Wall Panel Design Description Line 5 at girder 1 Analysis Data 1 E 3,122,018.6 psi n = Es / Ec 9.29 Fr = 273.86 psi Ht / Thk Ratio 41.54 Values for Mn Calculatlon ... As:efk (Pu:tot + AsFyyFy a : (AsFy + Pu)/(.85 fc b) c = a I .85 Seismic 1.446 in 1.417 in 1.668 in ~~ sgross 169.000 in3 Mcr = S * Fr 46,282.6 in# Rho: Bar Reinf Pct 0.0214 Wind 1.414 in 1.387 in 1.631 in lgross 549.250 in4 549.25 in4 lcracked 186.23 in4 183.81 in4 I-eff (ACI methods only) 549.25 in4 549.25 in4 Phi: Capacity Reduction 0.900 0.900 Mn = As:eff Fy (d - a/2) 359.046.33 in4 355,560.21 in4 1 Additional Values 1 Loads used for analysls Fd0.4 I find. . --.-.-- ----- Wall Weight 78.542 psf Seismic Wind Wall Wt * Wall Seismic Factor 23.562 osf Aoolied Axial Load 2.370.90 1.778.17 Wfi , .~~ ~- 7-~ rr - -~~~ Wall Wt Parapet Seismic Factor 58.906 psf Lateral Wall Weight 1,401.97 1,051.48 #m Service Applied Axial Load 1,693.50 Wfi Total Lateral Loads 3,772.87 2.829.65 #/fl Service Wt @ Max Mom Total Service Axial Loads 1,001.41 Wff 2,694.91 #lft [ACl Factors (per ACI. applied internally to entered loads) i ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1821.2.7 "0.9 Factor 0.900 ACi 9-1 8.9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic=ST*: 1,100 d:bnercalcrhW820S,ecw ~-0602284. VS.0.3. 27-Aug-1997, Win32 07 ENERCALC Job# 88206 Date: Juiy'98 - Title ReM Designer: ss De sc rl pt i o n : Scope New Building SOLORIO AND ASSOCIATES STRUCTURAL ENGINEERING 33 COLUMN REACTIONS ~.wy~il~kolonoW82U5 nlla3is8205 wpd ALL RIGHTS RESERVED, CQPYRIGHT 1908 0 3Y Constants Ib pcf := - R3 Ib psis- in2 Ib Ib psf := - plf .= - f? R FOOTINGS Continuous footing along line I Continuous footing along line 5 32.A 2 dl + wl" w + Wvvl.H wb P dl := -' Continuous footing along line A, and G 1O.R 2 dl + wl" w p dl '= _. Tile : Reflex Dsgnr: 88 Description : Job # 98205 Date: Scope: NewBuildii 35 General Footing Analysis & Design h Description along line 1 [General Information I Allowable Soil Bearing 1,800.0 psf Dimensions ... Short Term Increase 1.330 in Base Pedistal Height 0.000 in Width along X-X Axis Length along Y-Y Axis 1.oooft 2.000 ft Seismic Zone 4 Footing Thickness 14.50 in Overburden Weight 0.00 psf Col Dim. Along X-X Axis 6.50 in Live & Short Term Combined 12.00 in fC 3,000.0 psi Concrete Weight 145.00 pcf Rebar Cover 3.00 in Col Dim. Along Y-Y Axis 60,000.0 psi Min Steel 0.0014 FY 1 Loads I Applied Vertical Load. .. Dead Load 1.741 k ... ecc along X-XAxis 0.000 in LiveLoad ' 0.192 k ... ecc along Y-Y Axis 0.000 in Shori Term Load k c-s (pressures @ left & right) Creates Rotation about X-X Axis (pressures @top & bot) Applied Momen ts... Dead Load k-ft k-ft Live Load k-R k-R Short Term k-ft k-ft Creates Rotation about X-X Axis (pressures @top 8 bot) Creates Rotation about Y-Y Axis (pressures @ left 8 right) Dead Load k k Live Load k k Short Term k k Applied Shears. .. Summary Footing Design OK 2.00 fl XI .OO fl Footing, 14.5 in Thick, w6.50 x 12 00 in column 0.0 in high DL+LL DL+LL+ST &tJ@ Allowable Max Soil Pressure 1,141 7 1,141 7 psf Max Mu 0 367 k-ft Allowable 1,800 0 2,394 0 psf Required Steel Area o 193 in2 Vn'Phi "X Ecc, of Resultant 0.000 in 0.000 in 1-Way 0.000 93:113psi "Y' Ecc, of Resultant 0.000 in 0.000 in X-X Min. Stability Ratio ggg.000 1.500 :1 2-Way 0.689 186.226 psi Y-Y Min. Stability Ratio ggg.o00:1 Shear Stresses .... & 1 Footing Design I Shear Forces AC19-2 Vn Phi Two-way Shear 0.69 psi 0.68psi 0.39 psi 186.23 psi One-way Shears ... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.1 1 psi Vu @ Right 0.00psi 0.OOpsi 0.00 psi 93.11 psi Vu @ Top 0.OOpsi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00psi 0.00psi 0.00 psi 93.11 psi Moments &g&l As Rea'd Mu @ Left 0.37 psi 0.36 k-ft 0.21 k-ft 3.1 psi 0.19in2 perft Mu ij Right 0.37psi 0.36 k-ft 0.21 k-ft 3.1 psi 0.19in2 perft Mu @ Top 0.00 psi 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft MU @ Bottom 0.00 psi 0.00 k-ft 0.00 k-ft 0.0 psi 0.02in2 perft d:k?nercalcrhW205.ecw W~2284, V5.0.3.27-Aug-1997, Win32 (c) 1983-97 ENERCALC TMe : Rdex Dsgnr: 88 Description : Job # 98205 D.te: Scope : New Building 36 General Footing Analysis 8 Design Description along line 1 isoil Pressure Summary I Sewice Load Soil Pressures Left Right TOP Bottom DL + LL 1,141.71 1,141.71 1,141.71 1,141.71 psf DL + LL+ ST 1,141.71 1,141.71 1,141.71 1,141.71 psf ACi Eq. 9-1 1,627.19 1,627.19 1,627.19 1,627.19 psf 941.14 psf ACi Eq. 9-3 941.14 941.14 941.14 Factored Load Soil Pressures ACi Eq. 9-2 1.598.39 1,598.39 1,598.39 1,598.39 psf ACi 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 8 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 8 9-2 ST I. 700 ACI 9-3 Short Term Factor 1.400 .... seismic=ST*: 1.100 (C) 1-97 ENERCALC d:knermkrhwm,ecw KW-06M284, V5.0.3. 27-Aug-1997. Win32 Job # 98205 mt.: Scope : New Building 37 General Footing Analysis 8 Design b L . I Description along line 5 Allowable Soil Bearing 1.800.0 DSf Dimensions ... - Short Term Increase 1.330 in Base Pedistal Height 0.000 in Seismic Zone 4 Overburden Weight 0.00 psf Live 8 Short Term Combined fc 3,000.0 psi FY 60,000.0 psi Concrete Weight 145.00 pcf ~ ~ ~~~ Width along X-X Axis Length along Y-Y Axis 2.000 ft 1.000 ft Footing Thickness 14.50 in Col Dim. Along X-X Axis 6.50 in Col Dim. Along Y-Y Axis 12:00 in Min Steel 0.0014 Rebar Cover 3.00 in LLoads I Applied Vertical Load ... Dead Load 2.215 k ... ecc along X-X Axis 0.000 in LiveLoad Short Term Load Applied Momen ts... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term 0.192 k k Creates Rotation about Y-Y Axis (pressures @ left 8 right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ..ecc aloni Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @top 8 bot) - k-n k-n k-n Creates Rotation about X-X Axis (pressures @top 8 bot) k k k I [ 2.00 flxl.00 flFooting, 14.5 inThick, w/8.50 x12.00 in column 0.0 in high DL+I L+ST &&I Allowable Max Soil Pressure 1.378.7 1.378.7 DSf Max Mu 0.455 k-ft 1 Allowable 1,800.0 2;394.0 psf Required Steel Area 'X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in X-X Min. Stability Ratio ggg.000 :1 1.500 :I 2-Way 0.855 Shear Stresses .... ~ I-Way 0.000 93.113 psi 186.226 psi 1 Y-Y Min. Stability Ratio ggg,ooo :I I I 1 Footing Design Shear Forces AC19-2 Vn * Phi Two-way Shear 0.85 psi 0.84 psi 0.50 psi 186.23 psi One-way Shears ... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @Top Mu @ Bottom (C) 1983.97 ENERCALC 0.00 psi 0.00 psi 0.00psi 0.00 psi 0.46psi 0.46 psi 0.00psi 0.00 mi 0.00 psi 0.00 psi 0.00psi 0.00 psi 0.oopsi 0.00 psi 0.00 psi 0.00 psi 0.45 k-ft 0.26 k-ft 0.45 k-ft 0.26 k-ft 0.00 k-ft 0.00 k-fl 0.00 k-n 0.00 k-ft d:bnercaicrhW8205.m 93.11 psi 93.1 1 psi 93.11 psi 93.11 psi As Rea'd 3.8 psi 0.19in2 perft 3.8 psi 0.19in2 perft 0.0 osi 0.02in2 perft 0.0 Psi 0.02~ berft KW-0602284. vS.0.3,27-Aug-1997. Win32 Title : Reflex Job# WX5 Dsgnr: 8s Date: MscripUon : Scope : New BulMing 3.P General Footing Analysis & Design h Description along line 5 I Soil Pressure Summary I Service Load Soil Pressures Lefl Right TOP Bottom DL + LL 1.378.71 1,378.71 1,378.71 1,378.71 psf DL + LL + ST 1,378.71 1,378.71 1,378.71 1,378.71 psf ACI Eq. 9-1 1,958.99 1,958.99 1,958.99 1,958.99 psf ACI Eq. 9-2 1.930.19 1,930.19 1,930.19 1,930.19 psf ACI Eq. 9-3 1,154.44 1,154.44 1,154.44 1,154.44 psf Factored Load Soil Pressures [ ACI Factom (per ACI, applied internally to entered loads) I ACI 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 8 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1,400 UBC 1921.2.7 "0.9 Factor 0.900 ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic = ST : 1.100 Job II 98205 Me: Scope : New Building 39 General Footing Analysis & Design Description along line A and 0 I General Information I Allowable Soil Bearing 1,800.0 psf Dimensions... Short Term increase 1.330 in Width along X-X Axis 2.000 ft Base Pedistal Height 0.000 in Length along Y-Y &is 1.000fl Seismic Zone 4 Footing Thickness. 14.50 in Overburden Weight 0.00 psf Col Dim. Along X-X Axis 6.50 in Live 8 Short Term Combined 12.00 in fC 3,000.0 psi Concrete Weight 145.00 pcf Rebar Cover Col Dim. Along Y-Y Axis 60,000.0 psi Min Steel 0.0014 3.00 in FY Lloads I Applied Vertlcai Load ... Dead Load 1.576 k ... ecc along X-XAxk 0.000 in LiveLoad I Short Term Load Applied Momen ta... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term 0.060 k k Creates Rotation about Y-Y Axis (pressures @ left 8 right) k-ft k-fl k-fl -S (pressures @ lefl 8 right) k k k .ecc alona Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @top 8 bot) k-fl k-fl k-fl 7 (pressures @top 8 bot) k k k Footing Design OK 1 2.00 flxl.00 fl Footing, 14.5 in Thick, wB.50 x12.00 in column 0.0 in hgh DL+LL DL+LL+ST &&&I me I Max Soil Pressure 993.2 993.2 DSf Max Mu 0.307 k-ft 1 Allowable 1,800.0 2,394.0 psf Required Steel Area 0.193 in2 I "X' Ecc, of Resultant 0.000 in 0.000 in I-Way 0.000 93.113 psi "Y' Ecc, of Resultant 0.000 in 0.000 in X-X Min. Stability Ratio ggg.000 :1 1.500 :1 2-Way 0.576 186.226 psi Y-Y Min. Stability Ratio Footing Design Shear Forces &!&j AC19-3 Vn * Phi Shear Stresses .... & ~~9.000 :I I Two-way Shear 0.58 psi 0.57 psi 0.35 psi 186.23 psi One-way Shea e... Vu @ Left Vu @ Right vu @ Top Vu @ Bottom Mu @ Left Mu @Right Mu @ Top Mu @ Bottom rc) 1983-97 ENERCALC Momenta 0.00psi 0.00 psi 0.00 psi 0.OOpsi 0.31 psi 0.31 psi 0.OOpsi 0.00 psi 0.00psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.30 k-fl 0.19 k-ft 0.30 k-fi 0.19 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft d:'8nercalc~W82C5.ecw AC19-3 93.11 psi 93.11 psi 93.11 psi 93.11 psi As Rea'd 2.6 psi O.19inZ perft 2.6 psi 0.19in2 perft 0.0 DSi 0.02 in2 Der ft 0.0 psi 6.b~ in2 piif Kw4M)2284, V5.0.3, 27-Aug-1997, Win32 Title : Reflex Dsgnr: M Ducription : Job# 98205 Date: scopa : New Building v* L General Footing Analysis & Design .. .. Description 1 soil ~ressura Summary along line A and G I Service Load Soil Pressures Left Right TOP Bottom DL+ LL 993.21 99321 993.21 993.21 psf DL + LL+ ST 993.21 993.21 993.21 993.21 psf ACI Eq. 41 1,399.49 1,399.49 1,399.49 1,399.49 psf ACI Eq. 9-2 1,390.49 1,390.49 1,390.49 1,390.49 psf ACI Eq. 9-3 866.89 866.89 866.89 866.89 psf Factored Load Soil Pressures ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7"O.V Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic=ST*: 1.100 .. . .. (C) 198397 ENERCALC d:bnercalcrhWX5,eew kW-C6OZM4. V5.0.3, 27-Awl 997, Win32 Title : Reflex Job # 98205 Dsgnr: 98 Date: meription : scope : NSW Building UI Square Footing Design Description footing D I General Information I Dead Load 31 000 k Footina Dimension 4 750 ft Live Load 0.000 k Short Term Load 0.000 k Seismic Zone 4 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL 8 ST Loads Combine Load Duration Factor Column Dimension 1.000 8.00 in Thickness 14.50 in #of Bars 5 Bar Size 5 Rebar Cover 3.000 TC 3,000.0 psi FY 60,000.0 psi Allowable Soil Bearing 1.800.00 Dsf I General I Rebar Requirement Actual Rebar "6' deoth used 11.188 in As to USE Der foot of Width 20OlFy 0.0033 Total As Req'd As Req'd by Analysis 0.0007 in2 Min Allow % Reinf Min. Reinf % to Rea'd 0.0014 % 0.188 in2 0.893 in2 0.0014 4.75R square x 1431 thick weh 5- #5 bars Max. Static Soil Pressure 1,549.17 psf Vu : Actual One-way 17.92 psi Allow Static Soil Pressure 1,800.00 psf Vn'Phi : Allow One-way 93.11 psi Max. Short Term Soil Pressure 1,549.17 psf Vu : Actual Two-way 50.53 psi Ailow Short Term Soil Pressure 1,800.00 psf Vn'Phi : Allow Two-way 186.23 psi Mu : Actual Mn *Phi : Capacity Alternate Rebar Selections ... 5 #4's 3. # 5's 3 #6s 4.52 k-R 15.96 k-ft 2 #7'S 2 #as 1 #9S 1 #lo% (c) 1983-97 ENERCALC d:'.?nercalcrhW83X.ecw ~wd~o2284. V5.0.3.27-Aug-1997, Win32 Mle : REM Dsgnr: M Darcriptlon : Job # 98205 Date: Scope : New Building qz .- Sauare FOC L 1 General Information Dead Load 12.300 k Footing Dimension 3.000 ft Live Load 0.000 k Short Term Load o.ooo k Seismic Zone 4 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL 8 ST Loads Combine Load Duration Factor 1.000 Column Dimension 8.00 in Thickness # of Ears 14.50 in 4 Bar Sue 5 Rebar Cover 3.000 t-c 3,000.0 psi FY 60,000.0 psi Allowable Soil Bearing 1,800.00 psf I General I Rebar Requirement Actual Rebar "d" deoth used 11.188 in As to USE Der foot of Width 2OO/Fy 0.0033 Total As Req'd As Req'd by'Anaiysis 0.0002 in2 Min Allow % Reinf Min. Reinf % to Req'd 0.0014 % 0.188 in2 0.564 in2 0.0014 -Footing OK 3.00fl square x 14.5in thick with 4- #5 bars Allow Static Soil Pressure 1,800.00 psf Vn'Phi : Allow One-way 93.11 psi Max. Short Term Soil Pressure 1,541.87 psf Vu : Actual Two-way 16.20 psi Allow Short Term Soil Pressure 1,800.00 psf Vn'Phi : Allow Two-way 186.23 psi Max. Static Soil Pressure 1,541.87 psf Vu : Actual One-way 3.77 PSI Mu : Actual Mn * Phi : Capacity Alternate Rebar Selections.. . 3 #4's 2 #SS 2 #6S 1.47 k-ft 20.05 k-ft 1 #7'S 1 #as 1 #9'S 1 #lo's .. (e) 1983-97 ENERCALC d:bnercalcrhW205.m KW-O~OZM, V5.0.3. 27-Aug-1997. Win32 SOLORIO 7 AND ASSOCIATES STRUCTURAL 2 ENGI-N~EERING ?me Reflen Job# 88206 WgMr: ss Date: July '98 hscription: scop ~ew Building u7 - SEISMIC FORCES Seismic Zone: 4 v = z I c w, I R, Z= 0.40 I= 1 .oo C= 2.75 R,= 6 v= 0.183 W, E-W Direction [(I3 ps9 (175 ft) + (17/2+ 2)(97 psf)(2) ] (0.183) = 789 Ibs/ft (4312 Ibs/ft) N-S Direction [(13 ps9 (90 ft) + (17/2+ 2)(97 psf)(2) ] (0.183) = 587 Ibs/ft (3207 Ibs/ft) H UAyF~IeskoIo~oW~ rsllsx\98205 we ALL RIGHTSRESERVED, COPM(IGHTls880 SOLORIO And Associates TIUe : Reflex Dsgnr: as oaKription : Job # ME: Scope : New Building YY Horizontal Plywood Diaphragm Description diap. [ General Information I North-South Length 96.00 fl Diaphrgm Weight 0.00 psf Ease-West Length 186.00 R Seismic Factor 1.0000 Nort-South Chord 64.00 R Diaphragm is Blocked East-West Chord 175.00 R Blocking Direction North-South - 1 Boundary Loads Acting North & South 1 #1 587.00 #lft from 0.000fl to 0.000 fl #2 #3 #lft from 0.000R to 0.000 fl #fl from 0.000R to 0.000 fl n4 nnt from O.OOOR to 0 000 R #2 #3 #fl from 0.000fl to 0.000 fl #fl from 0.000R to 0.000 R #4 #R from 0.000R to 0.000 R esign Data 8 Nalling Requiremen Shear Zone Value Distance Grade Nail Size SDacina in At North Wall 3x 112" 2nd zone 3x 1R" 3rd zone 2x IR" Centerzone a: 1 E?' 3rd zone 2x 112" 2nd zone 3x 112" At South Wall 3x 112" - in Structural I 1 Od 2.3,12 Structural I 1 Od 2.5,3,12 Structural I 1 Od 4,6,12 Structural I 1 Od 6,6,12 Structural i 1 Od 4,6,12 Structural I 10d 2.5,3.12 Structural I 1 Od 2.3.12 #uR ft 820.0 0.00 720.0 0.00 425.0 0.00 320.0 425.0 0.00 720.0 0.00 820.0 0.00 Shear Zone I Framing 3rd zone 3rd zone Center zone 2nd zone 3x At East Wall 3x I Shear 8 Chord Forces Thickness Grade in 112" Structural I 112" Structural I 1 R" Structural I 112" Structural I 1R" Structural I 1/2" Structural I 112' Structural I Nail Size 1 Od 1 Od I Od 1 Od 10d 1 Od 1 Od Spacing Value Distance in #fl R 2.3,12 820.0 0.00 2.5.3,12 720.0 23.81 4,6,12 425.0 40.92 6,6,12 320.0 4,6,12 425.0 .. 40.92 2.5,3,12 720.0 23.61 2,3,12 820.0 0.00 1 Diaphragm Shears.. . - North South y&t - East Total Shear 37,872.01bs 37,672.01bs 54,591.01bs 54,591.0 Ibs Shear per Foot 203.61Wfl 203.61#/R 568.66#ufl 568.66 #fi Chord Foh... @! 114 * Length 29,588.5ibs @! ll2 * Length 39,663.81bs @! 314 * Length 29,905.9 Ibs Length I Width Ratio 1.938 3,874.51bs 5,193.9lbs 3.W6.1 Ibs (c) 1W7 ENERCALC d:\enercalcrhWX5.ecw ~~~84. V5.0.3,27-Aug-1997. Win32 SOLORIO AND ASSOCIATES STRUCTURAL 5 ENGINEERING Title Rem Job# WZOS De8ignsr: 88 Date: Juiy '38 Description: Scope New Building PURLIN SUPPORT CALCULATION Check Detail 4 on Drawing sheet SD3 Angle Size Welded Studs: Welding: Fy: 60,000 psi fc: 3,000 psi 5" x 3 1/2 x 1/2" (LLV) x 12 long (2) 3/4" dia. x 5 3/16 long welded Nelson studs 2.5 long 118" fellet wld each side (total length of weld = 5) Capacity of weld for lateral loads: Fillet Weld thk. = 1/8" Length of weld Capacity = 2.5 x two sides = ( 0.70 ) ( 1/8 ) ( 0.3 ) ( 70,000 psi ) ( 2.5 in ) ( 2) = 9188 Ibs Capacity of welded'studs ( no lateral loads parallel to wall ) Ps = (0.9) (0.44) (60,000 psi) = 23,760 Ibs e Pc = (0.65) (1) (3000)05(2.8 x 187 + 4 x 1.22) = 18814 Ibs - Pc = 28,944 Ibs Vs = (0.75) (0.44) (60,000 psi) = 19,800 Ibs eVc =(0.65) (800) (0.44) (1) (3000) = 12,531 Ibs Vc = 19,278 Ibs Pu = (1.7) (1.3) (6623 10'/8') = 18296 Ibs Vu = 13,689 Ibs = (1.4) (45/2)(14) (IO) (1.3)+ (1.7) (45/2)(16) (IO) (1.3) Try (2) 3/4" dia. bolts Pu Vu e Pc > Pu :. O.K. = 18296 I2 = 9148 Ibs = 13689 I2 = 6845 Ibs e VC > VU :. O.K. (V0.65) [ (PulPc)' + (VuNc)' ] (1/0.65) [ (9148/28944)' + (6845/19278)' ] = 0.348 :. O.K. [(Pulps)' + (VUNS)' ] [(9148/23760)' + (6845/19800)' J = 0.268 :. O.K. Capacity of Angle M =bxfFb/6 M F = 12" x ( 0.5 )' ( 0.75 x 36000) / 6 = 13,500 # - in = M / e = 13500 / 2" = 6,750 Ibs :. N.G. use 1/4" thk. Stiffener plate HIMIFilablorioWX6 rM&BBxH wpd ALL RIGHTS RESERVED. COPM(IGK11W80 SOLORIO - AND ASSOCIATES STRUCTURAL - CONSULTANTS STRUCTURAL CALCULATIONS FOR: REFLEX CORPORATION Carlsbad Research Center SA Project No. 98205 Carlsbad, California PREPARED FOR: ATS Architecture 1094 Cudahy Place, Suite 116 San Diego, CA 921 10 DATE: July 24, 1998 Solorio and Associates expressly reserves its common law copyright and other property rights in this document. This document shall not be reproduced, copied, changed or disclosed in any form or manner without first obtaining the express written consent of Solorio and Associates. 1998 I OB WEST 18" SlRELT TLL: 195dI 63 I - I 500 M15510N. TEXAS 78872 FAX: 195~31 584-7407 EYIIL: .OLORIO@*O*."T.COH SOLORIO 7 AND ASSOCIATES STRUCTURAL C 0 N S U LTANTS \ - Title Reflex Job#: 98206 Designer: ss Date: Sept'93 Description: Scope New Building M WALL ANCHORAGE Cp wall , Typ. Li3rje A,G Cp parapet Height of wall Height of parapet Thickness of wall Weight of Concrete Center one half increase 1.5 Force per foot 306 Ibs Anchor Force at 8 feet O.C. 2447 Ibs Anchor Force at 4 feet O.C. 1223 Ibs Use Use lpnlzs] Ibs At center one half of dia Force per foot 459 Ibs Anchor Force at 8 feet O.C. 3670 Use -1 ~~~ Anchor Force at 4 feet O.C. 1835 ibs Use piiq CROSS-TIES Depth of diap. Width of diap. Diap. Ratio Max. Diap. Ratio Total Shear Shear per foot Allowable Shear per foot Chord Force Use 2.0 o.k 4.0 4894 Ibs 306 wn 13201 #/ft 2447 note on purlin sched. At center one half of dia Depth of diap. Width of diap. Diap. Ratio 1.3 0.k. Max. Diap. Ratio 4.0 Total Shear 7341 Ibs Shear per foot 306 wn Allowable Shear per foot 3201 wfl Chord Force 2447 Use note on purlin sched. 1.5 306 Ibs 2447 Ibs 1223 Ibs r-1 Ibs 459 Ibs 3670 1835 Ibs pq IPAIJ51 :: 1.0 0.k. 4.0 1223 Ibs 153 Wft wn 306 0.k. 1.0 0.k. 4.0 1835 Ibs 459 0.k. ALL RIGHTS RESERVED. COPYRIGHT 1990 0 H:w~iilrr\roiorio\ssZOS ran-.rPd SOLORIO 7 AND ASSOCIATES STRUCTURAL \ - CON 5 U LTANTS Title Reflex Job#: 88206 Designer: 68 Date: Sept'SE Description: Scope New Building Pz- DESIGN VALUES, cont CAPACITY OF 6 112" CONCRETE WALL Section 1911.1.1 Section 191 1.10.3 Section 1921.4.6 Section 1921.6.4.2 Section 1911.10.4 Section 1911.10.5 Section 191 1.10.8 Section 1921.2.7 Section 1921.6.5.1 Section 1921.3 V" 4V" vn =vc+vs vu = +v,+ 4vs Nominal Shear Strenght, V, V" = 10 (f'c)05 hd = (10)(3000)05 (6.5") (12") (0.8) = 34178 #lft Nominal Shear Sfrenghf, V, v, = 8 (f'c)05 A, = (8)(3000)05 (3.625") (12") = 19061 #in v, V, =A, [ 2 (f'c)05 + pn fv] = (3.625~12) I 2 (3000)05 + 0.0025 x 60000 I .- . Vn = 11290 Ibs For design for horizontal shear forces in plane of wall, d shall be taken equal to 0.81, Unless a more detailed calculation is made in accordance with Section 1911.10.6, shear strenght V, shall not be taken greater than: vc = 2 (f'c)05 hd = (2)(3000)05 (6.5") (12") = 8544 Ibslft Should Vu > 4 V, I2 shearwall reinforcing per section 191 1.10.9 of the code Should Vu V,= A,f,d I s2 Load Factors U = 1.4 (D+L+E) U = 0.9D + 1.4E Strenght-reduction factor 43 per Section 1909.3 4 = 0.85 4 V, the value of V, should be determined by the following expression: ALL RIGHTS RESERVED, COPYRIGHT 1638 0 H:UIpilssb%tioWZ6 dar(g8205.W -~ SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job# 88206 Designer: ss Date: Sept'98 Description: 123 Scope New Building DESIGN VALUES, cont CAPACITY OF 6 1/2" CONCRETE WALL, cont. Section 1921.6 Shear Walls Section 1921.6.2 Reinforcement Section 1921.6.2.1 Minimum reinforcing ratio = 0.0025, longitudinal and transverse direction = (0.0025) (6.5) (12) = 0.195 in2 #4 at 14" O.C. each way minimum (2) #4 at 14" O.C. each way minimum Section 1921 6.2.2 Provide two curtains of reinforcement if the in-plane factored shear force exceeds 2Acv(fc)05 For one layer of reinforcing; V" = (2)(3000)05 (3.625") (12") (0.8) = 3812#1n Provide standard hook engaging the edge reinforcement terminating at the edges of shear walls if Vu in the plane of the wall exceeds Acv(fc)' vu = (3000)05 (5") (12")(0.8) = 2629 #in Section 1921.6.2.3 Special Transverse reinforcement for sheanvalls. Not required if maximum extreme fiber stress < 0.2 fc FU = (1.4) ( 4889 #in) ( ) I (8112) = 130 psi = 600 psi > 130 psi :. O.K. No boundary member required 0.2fc = (0.2) (3000) ALL RIGHTS RESERVED, COPYRIGHT 1008 0 H:wlleaMe.m rsn*fg82cd.w SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Title Reflex Job#: 88205 Designer: ss Date: Sept'98 Description: Scope New Building SHEARWALLS t := 6.5.in d := 12.h f := 3OOO.psi f := 6OOOO.psi Ib Q := 0.85 V := 2.6.d.; v = 8544.- n Line A, V = 47397,lb V f '= O.Ib Seismic Load Lp = 36.5.n Total length shearwalls Vf V uf := 1.4.- Vr V := 1.4. L p.o.80 L p.o.8 v = 2272.plf v "f = 0-plf V = 2272.plf < VSS ; O.K. Vr+Vf L p.o.8 Vu := 1.4. v ss '= 0.v V ss = 7263 -plf \ HlMy5ilr\rolm~oWxX r.nexW8rn.M ALL RIGHTS RESERVED, COPYRIGHT 1898 0 SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job#: SS206 Designer: ss Date: Sept'gO Description: Scope New Building Line A Individual Panel Shear L~~ = 28.n H = 19.R Height of panel H ps = 17.n H psf = 0.n Section 1911.10.9 Design of Horizontal Reinforcing A = 0.31.si Area of steel A, =I Number of layers Individual Panel Length Height of lateral force at floor/roof Rebar Area's 3 0.11 4 0.20 5 0.31 6 0.44 & Area in in-2 0.f y.A ,.A s2 := V,-@V, s 2 = -38.017 .in 7 0.60 8 0.79 9 1 .oo Sh = 14.h horizontal spacing of Rebar ro = 0.0034 >0.0025 min. permitted per code, O.K. An.Av roh =- t's h Use #5 horizontal at 14" O.C. Design of Vertical Reinforcing ro , := 0.0025 + 0.5. 2.5 - - . (m ,, - 0.0025) ( L"P9 L ps = 28.R ro , = 0.0033 ro , = 0.0025 0.0026 min. permitted per code, O.K. Rebar Area's A = 0.31.si s& Area in inAZ A, =I Number of layers 3 0.1 1 4 0.20 5 0.31 6 0.44 s 1 = 19.08-in 7 0.60 8 0.79 9 1 .oo Av.An SI =- t.ro , Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED, COPYRIGHT lag80 SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Title Reflex Job# 98208 Designer: 5s Date: Sept '98 Description: Scope New Building Line A Check Panel Overturning L '= 28.R H := 19.R H ps 'z 17.R P' H psf := 0.R L rp .= 8.n Lfp := 0.R L := 15.R L pof := 0.n H := 7.5.~ H pof := 0.R Lps := L -Lpo L ps = 13.R w := 82.psf w := 15.psf Wf .= 0.psf 0.8O.v 0.8O.v ur.L ps.H ps + uf.L .H 1.4 PS Psf OT = 1.4 Total Panel Length Height of panel Height of lateral force at floor/roof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 286979.1.lb*R RM = 505106.lb-R OT - 0.85.RM UPL = LP UPL = -5084-lb Upli O.K. H:Wyfibsbkio!SXX n(lons82M.W ALL RIGHTS RESERVED, COPYRIGHT 1908 0 SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job#: 09106 Designer: ss Date: Sept'98 Description: Scope New Building Line& G Individual Panel Shear Lps = 13.R H = I9.fl Height of panel H ps = 17.R H psf O.fl Height of lateral force at floor/roof Section 1911.10.9 Design of Horizontal Reinforcing A, = 0.31.4 Area of steel A, :I Number of layers Individual Panel Length Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 0 0.79 9 1 .oo - Size Area in in*2 s := 14.in horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. A ,.A v ro := __ t's h Design of Vertical Reinforcing ro = 0.0025 + 0.5. 2.5 - - . (ro ,, ~ 0.0025) ( 3 L ps = 13-fl ro , = 0.003 0.0025 min. permitted per code, O.K. ro , := 0.003 A,:= 0.31.si A,:=I Number of layers s 1 = 15.9-in Rebar Area's si.8 Area in in-2 3 0.11 4 0.20 5 0.31 6 0.44 7 0.60 8 0.79 ' 9 1 .oo Use #5 vertical at IC O.C. ALL RIGHTS RESERVED, COPYRIGHT 1888 0 H:WMyFilesblaio\88205 rwlexWZC5wpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Tile Reflex Job# SS206 Designer: ss Date: Sept'98 Description: Scope New Building 1213 G Line R . Check Panel Overturning Lp := 13.R H := 19.R H ps := 17.R H psf := 0.R L rp := 8.R Lrp := 0.R L := 0.R L pof := 0.R L ps := L w := Spsf w f := O.psf H :: 0.R H pof := 0.R L ps = 13-R PO ~ L W '= 82,psf P' 0.80.V 0.80,~ 1.4 .L ps.H ps t 1.4 uf4. ps+ psf OT := Total Panel Length Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for sheatwall Weight of panel Weight of roof, floor OT = 253702.184b*R Wp.(Hp.Lp- Hpo.Lpo- Hpo~Lpo~)~Lp+Wr~Lrp~0.5~Lp~Lp+ WfLfp.0.5.Lp.Lp 2 RM := RM = 136721*1bsR OT - 0.85.RM UPL := LP UPL = 10576.lb USE 13AISD1 min. ALL RIGHTS RESERVED. COPYRIGHT 1898 0 H:!MyFils.!sob,iowm mn-.*rpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job#: 88206 Designer: s Date: Sept'98 Description: Scope New Building PI G Line & Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads A = 507 *in2 P := 0.10.A g.(f c) P ua = 152100.lb OT + RM - 0.8.Lp P = 37541 -lb Pu Pua ; O.K. Item 2 Or item 3 Vu 3"lw*h*fcA0.5 t 12 0.5 V '7 3.--.--3000 .Ib in ft Ib ft v ua = 12av- Ib V = 2009.- R .. Vu < Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RiGKlS RESERVED, COPYRiGHT 1888 0 H:WyfilnblonaW82C6 r4W2aS.*rpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job# 98206 Designer: ss Date: Sept'98 Description: Scope New Building PI z SHEARWALLS Ib Ib . Ib Ib Ib Ib Ib Ib pcf := - psf := - plf := - psi=- pcf := - si := in.in psf := - plf:= - p,s- f? fl in2 f13 n2 fl in2 f13 t := 65in d := 12.in f := 3000.psi f := 60000.psi Q := 0.85 V := 2.6.d.- Vc=8544-- Ib n fl I Line A, V := 37873,lb V f := O.Ib L := 156.R Seismic Load Total length shearwalls v = 425.plf v "f = O*plf V ss := Q.V V ss = 7263 -plf ALL RIGHTS RESERVED, COPYRIGHT 1998 0 HWyFilerkolomWDX r#h!S82oS.rrpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job#: 98206 Designer: ss Date: Sept'98 Description: Scope New Building I Line 4 Individual Panel Shear Lps = 32.R Hp = 19.R H ps = 17.ft Section 1911.10.9 Design of Horizontal Reinforcing Individual Panel Length Height of panel Height of lateral force at floorlroof H psf = 0.R Rebar Area's A := 0.31 .si Area of steel A, =I Number of layers rn Area in in2 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 0 0.79 9 1 .oo s = 14.in horizontal spacing of Rebar Design of Vertical Reinforcing ro h = 0.0034 20.0025 min. permitted per code, O.K. Use #5 horizontal at 14" O.C. ro = 0.0034 0.0025 min. permitted per code, O.K. ro , := 0.0034 A := 0.31.si A,:=I Number of layers s 1 = 14.03-in Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 6 0.79 ' 9 1 .oo & Area in in'2 Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED, COPYRIGHT 1898 0 H:\MyFil~!sob~io\88205 M&S32Q5wpd SOLORIO AND ASSOCIATES STRUCTURAL - C 0 N S U LTANTS Title Reflex Job# 88206 Oesigner: ss We: Sept'98 Description: Scope New Building I Line P: . Check Panel Overturning L := 32.R H .= 19.R H ps := 17.R H psf := 0.R L rp := 8.R Lfp := 0.R Lpo := 12.R L pof := 0.R Lps := Lp- Lpo L ps = 20.R w := 15.psf w f := O.psf H := 12.A H pof := 0.R W := 82.psf 0.80.v 0.8O.v OT = 1.4 Total Panel Length 'Height of panel Height of lateral force at floorlroof Length of purlins supported by wall Height of openings Length of openings Panel Length available for sheanvall Weight of panel Weight of roof, floor OT = 82543.72-lb-A Wp~(Hp~Lp-Hpo~Lpo-Hpo~Lpo~).Lp+W .L ,0.5.L .L +Wf.Lf .05.L .L 2 RM = r rp PP P' PP RM = 6394884b-R OT - 0.85.RM UPL '= LP UPL = -14407.lb Uplift O.K. ALL RIGHTS RESERVED. COPYRIGHT 1988 0 H:WyFilas\lobrio\gSM5 da882a5.W SOLORIO AND ASSOCIATES STRUCTURAL CONSULTANTS Title Reflex Job# 88206 Designer: as Description: Date: Sept'98 Scope New Building pcs- I Line d Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item I A := t.- PS 2 P ua := 0.10.A g.(f c) ,, ~= or + RM 0.8.L Item 2 Or Item 3 Vu < 3"lWh*f'cA0.5 . A = 780-in2 P ua = 234000-lb P = 282044b Pu < Pua ; O.K. Ib V = 12817.- fi Vu=425-- Ib fl .. Vu c Vua; O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED, COPYRIGHT 1998 0 H:IMyFileskolo~oWX5 rdla\O8205.wpd SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job#: 88205 Designer: M Date: Sept'98 Description: Scope NewBuilding SHEARWALLS Ib Ib . Ib Ib Ib Ib Ib Ib pcf :: - psf ,= ~ plf := - pie- pcf := - si := in.in psf :: - plf:. - p,=- f? n in2 f13 fl* fl in2 f13 t := 65in d '= 12,in f = 3OOO.psi f := 6OOOO.psi Q := 0.85 V := 2.p.d.- v = a544.- Ib fl n Line 5, V := 37873,Ib V := 0.lb L := 124.R v = 534 .plf vuf=O.plf Seismic Load Total length shearwalls v ss := 0.v V ss = 7263 'plf ALLRIGHTS RESERVED, COPYRIGHT 19980 SOLORIO AND ASSOCIATES STRUCTURAL - C 0 N S U LTANTS Title Reflex Job#: 88206 Designer: 66 Date: Sept'98 Description: Scope New Building Line 5 Individual Panel Shear Lps = 32.n H = 19.R Height of panel H ps = 17.R Section 1911.10.9 Design of Horizontal Reinforcing A 0.31.si Area of steel A, -1 Number of layers Individual Panel Length H psf = 0.R Height of lateral force at floodroof Rebar Area's 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 6 0.79 9 1 .oo Area in in-2 s '= 14.in horizontal spacing of Rebar ro h = 0.0034 >0.0025 min. permitted per code, O.K. Use #5 horizontal at 14" o.c, An'Av roh =- t's h Design of Vertical Reinforcing ro = 0.0034 0.0025 min. permitted per code, O.K. ro := 0.0034 AU:=0.31.si A, =I Number of layers s 1 = 14.03.in Rebar Area'$ 3 0.1 1 4 0.20 5 0.31 6 0.44 7 0.60 6 0.79 ' 9 1 .oo & Area in in-2 Use #5 vertical at 14" O.C. ALL RIGHTS RESERVED, COPYRIGHT 1098 0 H:!MyFilas\lobrio\ss2m r-2m.W SOLORIO - AND ASSOCIATES STRUCTURAL CONSULTANTS Job# S8206 Date: Sept'98 Scope New Building Line 5 Check Panel Overturning L := 28.R H := 19.R H ps := 17.A H psf := Qfl L rp := 32.R Lpo := 15.R Lfp .= 0.R Lpof := 0.R H '= 7.R H pof := 0.R Lps := Lp- Lpo W := 82.psf L ps = 13.fl w := 15.psf w f := O.psf 0.80,~ 0.80.~ OT := 1.4 Total Panel Length Height of panel Height of lateral force at floorhoof Length of purlins supported by wall Height of openings Length of openings Panel Length available for shearwall Weight of panel Weight of roof, floor OT = 67499.46qlb.R RM = 584276.lb.R OT - 0.85.RM UPL := LP UPL = -15326-1b Uplift O.K. ALL RIGHTS RESERVED. COPYRIGHT 1888 0 H:!M~ilesblonoW205 ra(leX\88205,wpd SOLORIO AND ASSOCIATES STRUCTURAL C 0 N S U LTA NTS Title Reflex Job#: 99206 Designer: IS Description: Date: Sept'98 Scope New Building Line 5 Section 1921.6.5 Design of Shearwalls for Flexural and Axial Loads Item 1 A := t.- PS 2 A = 507 -in2 P ua := 0.10.A . f P ua = 152100-Ib 9( c> OT + RM = 0.8.Lp P = 290974b Pu < Pua ; O.K. Item 2 Or Item 3 Vu < 3"hv*h"f'c~0.5 t 12 0.5 V ua 3,----.3000 .Ib in ft Ib v ua = 12817'- ft Ib vu = 534.- ft Vu < Vua: O.K. No Shear wall boundary zone detail requirements as defined in Section 1921.6.5.6 not required. ALL RIGHTS RESERVED. COPYRIGHT 1-8 0 H:!h+yFilar~l~W8205 r.(lu\gBMJ.W SOLORIO AND ASSOCIATES STRUCTURAL - C 0 N S U LTA NTS Title Reflex Job# 98206 Designer: ss Date: Sept'gB Description: Scope New Building p2D SEISMIC FORCES Seismic Zone: 4 V=ZICW,/R, Z= 0.40 I= 1 .oo C= 2.75 R,= 6 V= 0.183 W, E-W Direction [(I3 ps9 (175 fl) + (17/2+ 2)(82 psf)(2) ] (0.183) = 731 Ibdfl(3997 Ibs/fl) N-S Direction [(I3 PSf) (96 ft) + (17/2+ 2)(82 psQ(2) ] (0.183) = 543 Ibs/ft (2970 Ibs/ft) [(I3 ps9 (40 fl) + (17/2+ 2)(82 psf)(2) ] (0.183) = 411 Ibs/ft (2242 Ibs/fl) ALL RlGHTS RESERVED, COPYRIGHT 1898 0 FlROUZl CONSULTING ENGINEERS, INC. Title : Reflex Dsgnr: 65 Description : Scope : New Building Job#9B205 Date: Horizontal Plywood Diaphragm h L - I Description diap. . I General Information I North-South Length 96.00 ft Diaphrgm Weight 0.00 psf EaseWest Length 186.00 ft Seismic Factor 1.0000 Nod-South Chord 64.00 ft Diaphragm is Blocked East-West Chord 175.00 ft Blockina Direction North-South - 1 Boundary Loads Acting North 8 South L #I 587.00 #in from 0.ooofl to 0.000 ft #2 Wft from 0.oooft to 0.000 ft #3 Wft from 0.000ft to 0.000 ft #4 Wn from 0.000ft to 0.000 ft #1 789.00 Wft from o.oooft to 0.000 ft #2 #3 Wft from 0.oooft to 0.000 ft wft from OOOOft to 0.000 ft #4 Wft from 0.oooft to 0.000 R Shear Zone Design Data 8 Nailing Requirement Framing Thickness Grade Nail Size Spacing Value Distance in in Nft ft At North Wall 3x 112” Structural I 1 Od 2.3,12 820.0 0.00 2nd zone 3x 112” Structural I 1 Od 2.5,3,12 720.0 0.00 3rd zone 2x 112’ Structural I 1Ud 4,6,12 425.0 0.00 3rd zone 2x 112” Structural I 1 Od 4,6.12 425.0 0.00 2nd zone 3x 1 /2‘ Structural I 1 Od 2.5,3.12 720.0 0.00 At South Wall 3x 112” Structural I 1 Od 2,3,12 820.0 0.00 Center zone 2x 112” Structural I 10d 6,6,12 320.0 ailing Requirement Shear Zone Framing Thickness Grade Nail Size Spacing Value Distance in in wn ft At West Wall 3x 112 Structural I 1 Od 2,3,12 820.0 0.00 2nd zone 3x 112” Structural I 1 Od 2.5,3,12 720.0 23.81 3rd zone 2x 1 12” Structural I 1 Od 4,612 425.0 40.92 3rd zone 2x 1 12” Structural I 1 Od 4,6.12 425.0 40.92 2nd zone 3x 112” Structural I 10d 2.5,3.12 720.0 23.81 Center zone 2x 112” Structural I 1 Od 6.6,12 320.0 At East Wall 3x 1 12” Structural I 1 Od 2.3,12 820.0 0.00 LShear & Chord Forces Diaphragm Shears ... - North - South - West - East Total Shear 37,872.01bs 37.872.01bs 54,591 .Olbs 54,591.0 Ibs Shear per Foot 203.61#1ft 203.61#1ft 568.66Wft 568.66 #Ift @ 114 * Length 29,588.51bs 3,874.51bs @ 1R * Length 39,663.81bs 5,193.91bs , @ 314 * Length 29,905.9 Ibs 3,916.1 Ibs Chord Forces ... Length I Width Ratio 1.938 (c) 1983-97 ENERCALC d:!enercalcrh@8205.ecw Kw-060n84, V5.0.3, 27-Aug-1997. Win32 SOLORIO AND ASSOCIATES STRUCTURAL - CONSULTANTS Title Reflex Job# 88206 Designer: ss Date: Sept’98 Description: Scope New Building e22 LATERAL LOAD ALL RIGHTS RESERVED, COPYRIGHT lSSa 0 H:WyFiles!solorio\ae2m ntlU108M5.rrpd Title : Reflex Dsgnr: 58 Description : Scope : NW Buildma Job # 98% Date: - (22 3 L Single Span Beam Analysis Description : REACTIONS FOR HORIZONTAL DlAP I General Information I 1 Center Span 185 oo n Moment of Inertia 1000 in4 Len Cantilever n Elastic Modulus 1 ksi Right Cantilever R Beam End Fixity Fix-Fix [Trapezoidal Loads Magnitude @ Left o 543 wn wn wn wn Magnitude @ Right 0441 wn un wn klff Dist To Len Side n n n n Dist To Right Side 185 ooo n n n n 1 Query Values 1 Center Location 92.ooo n Left Cant 0.000 n Moment 701.82 k-ft 0.00 k-n Shear -0.11 k 0.00 k Deflection #.##### in 0.00000 in Summary Moments ... Shears. .. Max + @ Center 701.82 k-ft at 91.76 n @ Len 47.40 k Max - @ Center -1,432.33 k-ft at 0.00 n @ Right 43.62 k @ Len Cant -1.432.33 k-n Deflections ... @ Right Cant -1,374.14 k-ft @ Center ####.#M in I Maximum = 1,432.33 k-n @ Len Cant. 0.000 in @ Right Cant 0.000 in Right Cant 0.000 ft 0.00 k-n 0.00 k 0.00000 in Reaction E... @ Len 47.40 k @ Right 43.62 k at 91.76n at o.oon at 0.00n (C) 1983-97 ENERCALC d:knercaIcrhL982a5.w KW0602284. V5.0.3.27-Aug-1997, Win32 Qpk?&qBkwwm 16" TJS" OPEN WEB TRUSS @ 96.0" olc ..hmzm~~ 6 3p final Number E!&l3lISZ 'rL,r,zN SlWl Pd It www duMmmt Member Slops: 0 Roof Slope: .25/12 THtS PRODUCT MEETS OR EXCEEDSTHE SET OESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -- r' I .' 20' All dimensions are horizontal. Product Diaflram is Conceptual. LOADS; Aoalycis for JOIST MEMBER Suppoeing ROOF Application. LeadqpsO: 20 Live at 125% duratien, 15 Dead 5UPPORTS: REACTIONS(lha.) WOW JUSTIFICATION LIVE/ DEADlTOTAL DETAIL OTHER 1 Zxdplale 3.50 LefcFace 16001120012800 24 Blocking 2 2x4 plate 3.50" Right Face 1600 / 1200 I2800 2x4 Blockina ~ Let support: TOpAlI. Approx. clip heiahl: 3.5", Appmx. clip width: 5". Mowed choieep): TOP (STANDARD) - Right support: TnPAII, Approx. clip height: 3.5, Approx, clip width: 5. Mowed choice@): TOP (STANDARD) DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(tb) 2754 2754 2?54 Passed(10046) LT. end Span 1 under Roof loading Moment(R-lb) . f3802 13532 17724 Paraed(TB%) MID Span 1 under Roof IOW~IRQ Live Defl.(in) 0.451 0.983 Passed(U523) MID Span 1 under Roof loading Total Dsfl.(in) 0.789 1.31 1 Passed(UZ99) MID Span 1 under Roof loading - Oeflection Criteria: STANDARR(tL:U240, TL:UtdO). - EracingLu): All compression ndges (top and boltern) must be braced at 3' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITlONAL NOTES - IMPORTAM! The analysls presented is output from soRware develbped by TNS Joist MacMlUan(TJM). AlhwableprDducr values shown are in accordance Mh current TJM materials and code accepted design values. The speciflo pmduct application, input design leads and stated dimensions have been provided by others ( sphoua -0 ASS 0 . , have not been checked for conformance with the design drawings of fhe building, and have not been reviewed by TJM Engineering. - THIS ANALYSIS FOR TRUS JOIST MacMlLLAN PRODUCTS ONLY! - Wowahte Stress Design methodology was usad for Code NER analydna the TJM Commercial product listed above. the open web INS$ analysis presented Is appraxirnate. All open web trussee Bra cuslnm designed to car@ the specific deslgn - Pricing Load(pl9 = 280 PRODUCT SUBSTlTUTiON VOIR5 MIS ANALYSIS, leads for each project. Aclual truss capacily whon fabricsled is limited to that required lo resist the specified loads. PROJFCT INFORMATION OPERATOR INFORMATION: Wex Bldg. TJM Jay LOW 300 Carlsbad Vllhoe Dr. xZ1B 596 leas 29" TJS" OPEN WE0 TRUSS @ 46.0'' olc a is.*#"#" dB SrnriNurnb" Zwxm ~a~.idi nvldiohliii U'-T'tI srmt yIX* 11 mm* THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPtlCATlON AND LOADS LISTED -7 Member Slope: a Roof Stope: ,25112 r- I - .I L. -a' _. -4 Product Dignm is Conceptual. AU dimensions ye horizontal. Q&l& Analysis for JOlSTMEMBER SupporIing ROOF Application. Loads(ps0: 16 Live at 125% duration, 15 Dead REACTIONS(1bs.) SUPPORTS: WlDTH JUSTIFICATION LlVW DWXTOTAL DETAIL OTHER 1 2x4plate 3.50" Len Face , 2112 I1880 14002 2x4 Blocking 2 2x4 plate 3.50 Right Face 21121 lB8014002 ht4 BlocMng - Le17 suppolt: Top-All, Approx. clip height: 3.6', Approx. clip width: 5'. mowed choice(s): TOP (STANDARD) ~ Right supDott: TopAll, ADgrox. clip height: 39, Approx. CUP width: 5'. Allowed choice(s): TOP (STANDARD) DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Sheaqlb) 4051 4051 4050 Parsed(10096) LT. end Span 1 under Roof loading Momant(%-lbJ 33472 32810 34543 Passed(=%) MID Span f under Roof loading Live Defl.iin) 0.745 1.533 PasseqU526) MID Span 1 under Roof loading Total Defl.(in) 1,444 2.178 Passed(U271) MID Span 1 under Roofloading - Deflection Criteria: STANDARD(LL:LR40. TL:LHBO). ~ &ac;ng(Lu): AH om press ion edges (top and bottom) mud be braced at Z 9" olc unless detailad otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES! - IMPORTANT! me analysis wesenled Is output from soRware developed by Trus Joist MacMillan(TJM). Wxrwabb product value$ shown are in accordance wrth cumnt TJM materials and code accepted design vakres. The specific pmduc! application. input design loads and stated dimensions have been provided by others ( SomW ow 0 conformance WM the design drawings oflhe building, and have not been reviewed by TJM Engineering. -THIS PNALYSlS FOR TRUS JOIST MacMlLLAFl PRODUCTS ONLY! PRODUCT SUBSTITWON VOIDS THIS ANALYSIS. - Allowable Stress Design methodolopy was used for Code NER analyzing the TJM Commercial product listed abova -me open Web truse analysis presented is approximate. All open web truesss are cuatom designed to carry the specinc design . Pricing Load(plf) = 248 Ass OU AT%% ),have not been checked for loads for each proieot. Aclual truss capacity when fabricated is limited to that reauired lo rmsia the specified load& ’h. # 760-745-8618 Fax # 760-745-9817 S.A.W. Construction CO. Inc. P.O. Box 300498 Escondido, Ca. 92030 I - - Reflex Corp 1825 Aston Ave., Carlsbad, Ca. SDecif icat ions APA or AlTC Certification sq Ct Wild Douglas Fir or approved equal Tension lams @ Cantilevers V8 @ Cantilever beams V4 @ Simple beams Load wrapped ~ 61 - 5.125 x 18 x21 1 req 69 - 5.125 x 22 112 x 28‘ 1 req C=314” C=118 sq Ct 1 67 - 5.125 X 22 112 X 22’ 1 req B5 - 5.125 X21 X23 1 req C=1/2” C=518 610 - 5.125 x 24 x 32’ 2 req H=114” C=l” Cant=lO’ Dap 3/4”x6 114“ Dap 3/4“x6 114‘ Dap 314x6 114“ antilever Cantilever sqcfll Cantilever H= - H= 1 req Cant=@ 62 - 5.125 x 22 112 x 40’ 1 req .Cant=4‘ Cant=4’ 66 - 5.125 x 24 x 42’ 1 req Cant=5’ Cant=5” 68 - 5.125 x 24 x 41’ 1 req Cant=5’ Cant=4’ H=ll4” C=7/8” H=114” H=118“ C=518” H=118” H=l18” C=518” H=l18” I ... - 1248-199B 8:lW FROM PACIFIC SW STFdXTJE 1 619 d69 6868 P. 2 Willamette Industries, Inc. Pacific Southwest Structures, Inc. Engineered Wood Products E-Z Calc (v3.07) PROJECT: Rdex Building LOCATION: Carlsbad. CA 12M81E JOB NO.: 2812.08 DESIGNER: ORF SHEET: MARK PI Roof Joist TRIE.: 96 in. MEMBER SLOPE: 0112 Input reflects horizontal center to cenler spans. Wl= 248 plf LL = 16 psf DL = 15 psf Duration= 125% PI= 500 Ibs @ 15.83 h LL= 0 Ibs DL= 500 Ibs Duration= 100% 50W mechanical load TOTAL APPLIED LOAD, SHEAR AND MOMENT DIAGRAMS Maximum Reactions Support 1 Support 2 Dead Load: 21 56 2154 Live Load: (DOL) 2032 (125) 2032 (125) X Allow. Maximum Allow. DOL - Control End Reaction: (Ibs) 95% 4188 4425 125% -Total Load Shear: (tbs) 80% 4188 5213 125% -Total Load Positive Moment: (ft-lbs) 95% 3521 6 37250 125% -Total Load Deflection LL Ratio TL Ratio Span: 0.52 1/72Q 1.12 11341 El = 6495 x 10' K = 22.08 x 10' - USE 32 INCH WSl565(2.OE) - Min end bearing = 1.75 Inches -web stiffeners required. Continuous lateral suppoit required at top edge. Lateral support required at bearings for bottom edge. ........ . .. .. .- .__.__ __ -- ....... . .... - The pmdudr nded am intended for Interior Use. normal temperatures, untreated appliwlions and must W installed in accordance wdh local buildlng code (Bqui(BmenLI and Willemene indurlrier. inc. recommendations. This cslwialion reiledr the specific design information and produn deienlnalian for engineera wood products manufactured t+j Willamens Indurtries. Inc. The loads, spans and spacings have been provided by others and all infomalion noled should be cxefuliy examined and verified for the accuracy and ruilabilily of all design perarrmlers and pOdUcl seiecliona. L - Date: To: December 24. 1998 Bob Sukup Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 Re: Carlsbad Research Center - Reflex II -1825 Aston Avenue Subject: Compaction Report Reference: “Geotechnical Investigation and Foundation Recommendations, for the Proposed Carlsbad Research Center - Reflex 11, to be Located on Lot 64,1825 Aston Avenue, Carlsbad, CA,” dated June 30,1998, prepared by Engineering Design Group. INTRODUCTION In accordance with your request and authorization, we have provided geotechnical observation and compaction testing services during the grading and re-compaction of soils at the above referenced site, in association with the construction of the proposed Carlsbad Research Center - Reflex II building. The results of our quality control and compaction testing operations are summarized below. GRADING OPERATIONS Grading operations began on December 17, 1998 and were completed on December 22,1998. Prior to the commencement of grading, all low lying grass and other vegetation was removed from the site. Grading procedures consisted of the removal of the upper4-6 feet of soil material, per the recommendations of the referenced geotechnical report. The bottom of the removal was then scarified to a depth of 12 inches, whereby refill and compaction began. The excavated material was moisture conditioned and used forgraded fill. Fill soils were placed under the part time observation and testing of our personnel. Compaction was accomplished by track walking utilizing two bulldozers. Moisture conditioning was by means of a water hose. Page No. I Job NO. 981771-1 DUOBSU JOBS\98\98 1771-4. Reflex II. COMPACTION RPT.wpd r r r t FIELD AND LABORATORY TESTING The approximate locations and results of our field density tests are noted on the attached Figure 1: ”Location of Compaction Tests”. Field density tests were performed in accordance with ASTM D2922-91. Our test results indicate that the fill placed, under our observation and testing in the areas indicated, have been compacted to at least 90 percent relative compaction, as determined by ASTM D1557-91, (Procedure A). The reported test results are representative of the soil conditions at the locations tested. Our observation and field density testing methods are in accordance with normally accepted procedures. The accuracy of the relative compaction values are subject to the precision limitations of the ASTM test methods. The accuracy of the maximum dry density determination (ASTM D1557-91) is discussed in the 1998 Annual Book of ASTM Standards, Section 4, Volume 04.08, entitled, Soil and Rock; Buildina Stones. Variations of relative compaction values should be expected, laterally and vertically, from the actual test locations. SUMMARY In general, it is our opinion onsite grading operations met the requirements of the referenced project soils report. The soils placed, at the depths and locations specified, were compacted to a minimum of 90% relative compaction based on the placement procedure and the test data collected, the upper4-6 feet of graded and re-compacted soils, at the locations tested, were compacted to a minimum of 90 percent relative compaction (based on ASTM D1557-91, Procedure A). If you have any questions regarding the enclosed information, please do not hesitate to -:/- Attachments: 1) Table 1: “Labor&&m 2) Figure #1 “1 - Page No. 2 Job NO. 981771-1 DUOBSU JOBSWM 17714. Renex 11- COMPACTION RPT.wpd P SOIL TYPE Brown, Dense Sandy Clay - OPTIMUM U.S.C.S. MAXIMUM DENSITY (PCF) MOISTURE CLASSIFICATION 108 18.0 CL c TEST NO: r FINISH SOIL DRY FIELD RELATIVE DATE MINUS (#) (PCF) (PERCENT) (PERCENT) PAD TYPE DENSITY MOISTURE COMPACTION r CF-1 CF-2 CF-3 CF-4 !- 12-21 -98 2 1 92 20.0 86 (See Retest #3) 1 2-2 1-98 4 1 97 18.7 90 12-21 -98 2 1 95 16.7 90 12-22-98 FG 1 105.5 16.7 98 TABLE NO. I LABORATORY AND FIELD TEST RESULTS WTest Results Page No. 3 Job NO. 981771-1 O:WOBSG( JOBS\88\88 17714-Refiex 11- COMPACTION RPT.wpd mCCESS w-2-----, h o -I- H In 0 0 c\l M W W" $( LOCATION OF COMPACTION TESTS ENGI"G IGN GROUP C,Y,L m"cT"IAI d liiC",ltCl"RLLCWdiTlNii 810 W. LosVallecitos, Ste A -Sari Marcos CA.92069 (760) 752-7010.Fax (760) 752-7092 Date: To: November 24,1998 Sea Bright Company Attn: Bob Sukup 4322 Sea Bright Place Carlsbad, CA. 92008 Re: Subject: Plan Review Letter Reflex I1 Building Located at 1825 Aston Avenue, Carlsbad, CA. Reference: I) "Geotechnical Investigation and Foundation Recommendations for the Proposed Carlsbad Research Center-Reflex II to be Located on Lot 64,1825 Aston Avenue, Carlsbad, CA", Project No. 981771-1, dated June 30, 1998, prepared by Engineering Design Group. "Project Plans for Reflex Corporation Located at 1825 Aston Avenue, Carlsbad, CA: Sheets SISV, Job No. 97187, dated April 15,1998, prepared by ATS Architecture. 2) Dear Bob, In accordance with your request, we have reviewed the above referenced plans to confirm general conformance with the recommendations provided in the soils report for the proposed Reflex I1 development. Based on our discussions, we understand the proposed method of mitigating expansive onsite soils will generally involve structural upgrade of building foundation elements and pre-saturation of subgrade soils. Pre- saturation of soil subgrade should be 5 percent above optimum moisture to a depth of 24 inches below slab subgrade. Pre-soaking levels should be tested by our firm to confirm pre-saturation levels. Based or review of the above referenced structural plans, it is our opinion the plans generally conform the recommendations of our soils report. It should be noted, the presoaking of subgrade soils opinion is not as effective as import of a non expansive cap materials. As such, a higher level of cosmetic concrete cracking may be anticipated in the building slab, driveway and flatwork Page No. 1 Job No. 981771-1 I~~ndy\llWLETTER\REFLEX II PLAN REVIEW LTR.wpd - .. . improvements. The extent of cracking may be minimized by adhering to the following recommendations. The proper performance of below ground plumbing systems will play a critical role on the performance of the superstructure and foundation. In general, the detailing and construction of below grade plumbing elements should be conservative, with good quality materials and proper wrapping of lines. Where possible, water lines should be plumbed overhead. All site grading should conform to the recommendations of the project soils report As a matter of our review, we would like to restate the following recommendations: 1) The proper performance of below ground plumbing systems will play a critical role on the performance of the superstructure and foundation. In general, the detailing and construction of below grade plumbing elements should be conservative, with good quality materials and proper wrapping of lines. Where possible, water lines should be plumbed overhead. Under no circumstances are expansive materials to be used as backfill behind onsite retaining walls. General site drainage conditions will play a critical role on the performance of onsite improvements. Onsite drainage facilities shall be detailed and constructed whereby no ponding of water occurs onsite. 2) 3) questions regarding this letter, please feel free to contact our office. teven Norris P :<., : Page No. 2 Job No. 981771-1 \\SmdyVlleLElTER\REFLEX II PLAN REVIEW LTR.4 ..*05:E.,:., j:ll"i.i.L.//a r., 810 w. Los Vallscitos. Sta A. San Marcos CA-92069 (760) 752-7010.i;aX (760) 752-7092 GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS, TO BE LOCATED ON LOT 64,1825 ASTON AVENUE, CARLSBAD, CALIFORNIA. FOR THE PROPOSED CARLSBAD RESEARCH CENTER-REFLEX II, PREPARED FOR: Bob Sukup SEA BRIGHT COMPANY 4322 Sea Bright Place Carlsbad. CA. 92008 Project No.: 981771-1 June 30. 1998 TABLE OF CONTENTS SCOPE ....................................... Pape .. 3 SITE AND PROJECT DESCRIPTION .................................... 3 FIELD INVESTIGATION ............................................... 3 ............ ~ .................................... 4 . SUBSOIL CONDITIONS .... _. GEOLOGIC HAZARDS AND SEISMICITY .................................. 4 CONCLUSIONS AND RECOMMENDATIONS ............................... 6 GENERAL .......................................................... 6 EARTHWORK ....................................................... 6 FOUNDATIONS ...................................................... 8 CONCRETE SLABS ON GRADE ......................................... 9 RETAININGWALLS .................................................. 10 PAVEMENT DESIGN ................................................. 12 SURFACE DRAINAGE ................................................ 13 CONSTRUCTION OBSERVATION AND TESTING .......................... 13 MISCELLANEOUS ................................................... 14 .. .. ........... * ... .. ATTACHMENTS Site Vicinity Map ............................................ Figure No . 1 Site Location Map ........................................... Figure No . 2 Site Plan/Location of Test Pit Excavations ........................ Figure No . 3 Test Pit Logs .............................................. .Figures No . 4-6 References ................................................ AppendixA Grading Specifications ....................................... Appendix B Homeowners Maintenance Guidelines ........................... Appendix C SCOPE This report presents the results of our geotechnical investigation and evaluation for the Carlsbad Research Center-Reflex 11, to be located at Lot 64, 1825 Aston Avenue, in the City of Carlsbad, California. Please see Figure No. 1, "Site Vicinity Map", and Figure No. 2. "Site Location Map". The scope of our work, conducted on-site to date, has included a visual reconnaissance of the property and neighboring sites, review of prior geotechnical reports for the lot and neighboring lot (see References), a limited subsurface investigation , of.the property, 1.aboratory.testjng. and pieparation of this report presenting otrfindings;.' . ' .'"' conclusions, and recommendations. ,. . . SITE AND PROJECT DESCRIPTION The subject property consists of an rectangular shaped lot located on the south side of Aston Avenue, in the City of Carlsbad, California. The subject site is bordered to the north by Aston Avenue, to the west and south by a vacant commercial lot, and to the east by an existing commercial building. Currently, the lot consists of a relatively flat building pad. flanked along the north and west sides by descending fill slopes of variable height (4:l gradient; 15' maximum height). The lot was created during the mass grading of the Carlsbad Research Center commercial development. - Based on our discussions with the property owner and construction manager, we understand the proposed site development will consist of a new 12,000 sf. building of tilt-up concrete panel construction with associated improvements. FIELD INVESTIGATION Our field investigation of the property. conducted May 18. 1998, consisted of a site reconnaissance, site field measurements, observation of existing conditions onsite and on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two test pit excavations, logging of soil types encountered, and sampling of soils for laboratory testing; logs of the test pit excavations are presented in Figures 4-6 of this report. The test pits were excavated under the direction of a registered civil engineer from our firm. The locations of the test pit excavations is given in Figure No. 3 "Site Plan/Location of Test Pit Excavations". Page No. 3 Job No. 981771-1 IIS~~~~ICIFILNOBSI~ Jo8Sl9111981771-1 . SUKUP, CARLSBAD RESEARCH CENTER-REFLEX 11, CARLSBAD RPT.wpd SUBSOIL CONDITIONS Fill materials were encountered to full depth within our test pits. Soil types encountered within our test pit excavations are described as follows: - Fill: Fill materials were found to the underlie the site to the full depth (approximately 8' below .existing site grade) of our subsurface investlgation. These materials-consist .of-grey-brown, moist, sandy clay and silt, with pockets of clayey sand. The surficial weathered zone (approximately 34 feet below existing site grade) of the fill unit is not considered suitable for the support of structures and structural improvements, however soil materials may be utilized as re-compacted fill during grading, provided the recommendations of this report are followed. Fill materials generally classify as CL-CH according to the Unified Classification System, and based on visual observation and review of past test results by others (see References), possess expansion potentials in the high to very high range. GEOLOGIC HAZARDS AND SEISMICITY A review of pertinent published geologic maps, suggests that no geologic hazards such as faults, potential landslides, or areas of suspected soils liquefaction exist within the project boundaries. Based on this information, it appears that no active or potentially active fault exists at or in the immediate vicinity (250 ft.) of the site, and none were observed during our investigation. It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults mentioned above or other faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. We believe that the proposed development will have no more negative geologic consequence than the existing or surrounding development if the guidelines in this report are followed, and current standard construction techniques are utilized. The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major active regional faults. The adverse effects of seismic shaking can be reduced by adhering to code requirements given in the most recent edition of the Uniform Building Code, and design parameters of the Structural Engineers Association of California. Page No. 4 Job No. 981771-1 \ISmdy\clFILE!JOBS\1 JOBS\98\981771-I . SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11, CARLSBAD RPT.wpd Liquefaction of cohesion leSS soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose. granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the fine grain nature of the onsite soil (Le clay), and the absence of near surface groundwater, it is our opinion the potential for liquefaction or seismically-induced dynamic settlement at the site due to earthquake shaking is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current --.-. design parameters of the Structural Engineers Association of California.. , , .,. . Page No. 5 Job No. 961771-1 \lSamiy\c\FlLEUOBSl7 JOBSl981981771-I . SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11. CARLSBAD RPT.Wpd CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion that site improvements, as described herein, are feasible from a geotechnical standpoint. provided the recommendations of this report and generally accepted construction practices are followed. The following recommendations should be considered as minimum design parameters, and shall be incorporated within the project plans and utilized during construction, as applicable. EARTHWORK Site earthwork will require removal and re-compaction of the upper weathered zone of the existing onsite fill. Based on our subsurface investigation, the weathered zone is anticipated to extend to a depth of 3-4 ft. below existing site grade. As identified in prior geotechnical reports for the lot. and confirmed during our field investigation, the site is underlain by highly expansive soil. Without proper mitigation, expansive soil can result in significant damage to the proposed onsite development. In the prior report for the lot by IGC Incorporated, three methods of mitigation were given to lessen the effects of expansive soil movement, they include: 1. Import of soil, 2. Post- tensioned slabs, and 3. Pre-saturation of soil. Based on our experience, we recommend the import of a non-expansive fill mat, as the most effective way to mitigate the detrimental effects of expansive soil. The import mat should be a minimum of 3’ thick and extend to a minimum distance of 5’ outside the perimeter footprint of the building. For driveways, Ratwork and other non- building improvements, the fill mat should be a minimum of 2’ thick and extend to a horizontal distance of 3‘ outside the perimeter footprint of the improvement. I. Site PreDaration: Prior to grading, areas of proposed improvement should be cleared of surface and subsurface debris. Removed vegetation and debris shall be properly disposed of prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, are to be filled and compacted using an onsite material or a non-expansive import material. Page No. 6 Job No. 981771-1 \\SanayklFILNOBS\l JOBS\98\981771-1. SUKUP. CARLSBAD RESEARCH CENTER-REFLU II, CARLSBAD RPT.WFd . FOUNDATIONS In deriving foundation recommendations for this site, the subsoil conditions encountered during our limited subsurface evaluation were evaluated. We anticipate that the proposed building foundation system will utilize continuous perimeter footings and concrete slab on grade floor systems. The following foundation recommendations assume a non to low - expansive subsoil condition within the upper 3’ of the site (Le., Expansive Index less than 50). Minimum design parameters for foundations are as follows: 1. Footings bearing in competent non expansive fill materials may be designed based on a maximum allowable soils pressure of 1800 psf. 2. Bearing values may be increased by 3394 when considering wind, seismic. or other short duration loadings. All loose soil found at the base of footings, when the excavation is opened, shall be removed and extended to firm, undisturbed soils. The owner and/or contractor should carefully locate the foundation so that no isolated pads or corners of footings are located over loose subgrade material. The following parameters should be used as a minimum for designing footing width and depth below lowest adjacent grade: 3. 4. Depth Below Lowest Adjacent Floors SuDDorted Width Grade 1 15 inches 18 inches 2 15 inches 18 inches 3 18 inches 24 inches 5. For footings adjacent to slopes, a minimum 10 feet horizontal setback, as measured horizontally from the bottom of the footing to slope daylight in formational materials or properly compacted fill, should be maintained. 6. All footings should be reinforced with a minimum of two #5 bars at the top and two $5 bars at the bottom (3 inches above the ground). All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with #5 bars at 12 inches O.C. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. 7. Page No. 8 Job NO. 981771-1 \\Slndy\c\FILNOBS\I JOBS\98\9817771-1 ~ SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11. CARLSBAD RPT.WPd 8. Grading should be performed in general accordance with the contents of this report, applicable city andlor county standards, and Appendix B of this report. 9. Concrete for the building foundation should have a minimum compressive strength in 28 days of 2500 psi. A large rock pump mix (Le.. 314 inch aggregate) should be utilized with a fiber mix additive in an amount specified by the supplier. .. ,, , ,_ . . . .. .. . , " - Concrete slabs on grade are anticipated for the proposed construction. Minimum design parameters for concrete slabs on grade are as follows: 1, 2. 3. 4. 5. Concrete slabs on grade should have a minimum thickness of 6 inches, and should be reinforced with #4 bars at 18 inches O.C. placed at the midpoint of the slab. All concrete shall be poured per the following: . Slump: Between 3 and 4 inches maximum Aggregate Size: 314 - 1 inch Air Content: 5 to 8 percent Moisture retarding additive in concrete at moisture sensitive areas. (Example Sika Red Label) Water to cement Ratio - .5 maximum . . . All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B. and compacted to 90 percent Modified Proctor Density, ASTM D-1557. A uniform layer of 6 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. In addition, a visqueen layer (10 mil) should be placed mid height in the sand bed to act as a vapor retarder. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 24 inches. Page No. 9 Job No. 981771-1 \\Smdy\dFILNOBSU JOBS\98\981771-1 . SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11. CARLSBAD RPT.wpd 6. Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. 7. Exterior concrete flatwork and dr!veway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: - Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be presoaked prior to the pouring of concrete. The level of presoaking should be a minimum of 2% over optimum moisture to a depth of 24 inches. Concrete may be poured with a 10 inch deep thickened edge. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 sf. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed .6 (Le.. 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. RETAINING WALLS Retaining walls may be designed and constructed in accordance with the following recommendations and minimum design parameters: Page No. 10 Job No. 901771-1 !!Sandy!c!FlLEUO0S\l JOBS!98\981771-1- SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11. CARLSBAD RPT.wpd c 1. 2. 3. 4. 5. 6. 7. Fietaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, nonexpansive free draining material will be used for backfill, the and that the backfill surface will be level. It additionally assumes the non expansive material will extend to ba minimum distance of 8 feet behind the face of wall. For sloping backfill, the following parameters may be utilized: Condition 2:l Slope 1.51 Slope Active 50 65 Any other surcharge loadings shall be analyzed in addition to the above values. If the tops of retaining walls are restrained from movement, they should be designed for an additional uniform soil pressure of 7XH psf, where H is the height of the wall in feet. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. A coefficient of friction of ,351 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix 6. All wall waterproofing systems shall be designed by the project designer - architect. The waterproofing elements shown on our details are minimums, and are intended to be supplemented by the project designer-architect. Engineering Design Group accepts no responsibility for design or quality control of waterproofing elements of the building. Page No. 11 Job No. 981771-1 \lSandy\c~FILNOBSllJOBS~98\981771-1 - SUKUP. CARLSBAD RESEARCH CENTER-REFL€X It. CARLSBAD RPT.wpd . 8. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of a non-expansive granular, free draining material. PAVEMENT DESIGN The appropriate pavement design section depends primarily on the soil shear strength, traffic4oad: and: planned pavement. life. Assuming an R-vatue of 30 (2.import.fill mat); we provide the following pavement design sections for a 20-year design life based on a T.I. (traffic index) of 6.0. ' .' '. . . . Recommended Pavement Desion Traffic Index A.C. Thickness (inches) Class 2 Base Thickness (inches) 6.0 6.0 4 5 6 4 This pavement section may be reduced by site specific R-value testing and selective grading at the site to place the more sandy soils below the pavement to increase the design R-value. For pavement areas subject to unusually heavy truck loadings (trash enclosures, loading docks, etc.), we recommend a Portland Cement Concrete (P.C.C.) section of 6 inches with appropriate steel reinforcement and crack control joints as designed by the project structural engineer. We recommend that sections be as nearly square as possible. A 3,500 psi mix may be utilized. This should be underlain by 6 inches of Class 2 aggregate base. Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.). and Class 2 aggregate base should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications and American Concrete Institute (ACI) codes. Prior to placing the pavement section, the subgrade soil should have a relative compaction of at least 95 percent (based on ASTM D1557-78) to a minimum depth of 12 inches. Base should be compacted to a 97 percent relative compaction (based on ASTM 01557-78) prior to placement of A.C. If pavement areas are planned adjacent to landscape areas, we recommend that the amount of irrigation be kept to a minimum to reduce the possible adverse effects of water on pavement subgrade. As an alternate, sub-drains or deepened curb "cut-offs" may be designed to reduce the amount of water that is allowed to saturate the pavement subgrade. Concrete swales and gutters should be designed if the asphaltic concrete is utilized for drainage of surface waters. Page No. 12 Job NO. 901771-1 \\Sandy\c\FILEUOBS\1 JOBS\98\98f771-1. SUKUP. CARLSBAD RESEARCH CENTER-REFLEX !I. CARLSBAD RPT.wpd SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no circumstances should water be allowed to pond against or adjacent to footings, foundation walls, or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope .- of 3% for.a,horizontal distance of 7 feet (where possible). Area dFains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Roof gutters and downspouts shall be installed on the new structure and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvernent(s). 1. 2. Observation of removal/scarification bottom. 3. 4. 5. 6. 7. Review of final approved project grading and structural plans prior to start of work. Observation and testing of any fill placed, including retaining wall backfill and pavement subgrade. Foundation excavation observation prior to placement of reinforcement. Observation during placement of surface and subsurface drainage systems, including, retaining wall back drains. Field obsewation of any "field change" condition involving soils. Walk through prior to final approval of proposed improvement(s). Page No. 13 Job No. 981771-1 \\Sandy\s\FILEUOBS\l JOBS\98\981771-I . SUKUP. CARLSBAD RESEARCH CENTER-REFLEX 11. CARLSBAD RPT.wPd . The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group.to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totaljy free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure: hawever, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. Page No. 14 Job NO. 9am1-1 \\Sandy\c!FILNOBS\l JOBS\98\981771-1. SUKUP. CARLSBAO RESEARCH CENTER-REFLEX II, CARLSBAO RPT.wPd ! It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. ~ --7 / sincered- /” ,i Page No. 15 Job No. 981771-1 lUandyk!fILNOBS\g JOBS\SlllW?TIl-1. SUKUP, CARLSBAD RESEARCH CENTER-REFLEX 11, CARLSBAD RPT.upd NOT TO SCALE SITE VICINITY MAP JOB NO. 904771-1 BY: RD FIGURE NO. I SITE JOB NO. 981771-1 % NORTH BY: RD I FlGUREN0.2 NOT TO SCALE I THE ENGINEERING DESIGN GROUP I SITE LOCATION MAP I !I in io r 0 -1. 0 W - n a s v C m W > Is1 J W m - m ?! - - x 1, ! I ~ 1 u 0 i a o! ;I b ul@ & ', . ,' APPENDIX A REFERENCES 1. California Department of Conservation, Division of Mines and Geology, Fault- Rupture Zones in California, Special Publication 42, Revised 1990. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Tan, S.S., 1995, Landslide Hazards in the Northern San Diego Metropolitan Area, California: California Division of Mines and Geology, Open File Report. 2. 3. 4. 5. Engineering Design Group, Unpublished In-House Data. Ploessel. M.R., and Slosson. J.E., 1974, Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. State of California, 1994, Fault Activity Map of California: California Division Mines and Geology, Geologic Data, Map No. 6. State of California, Geologic Map of California, Map No. 2, Dated 1977. Southern California Soil and Testing, Inc., Report of Geotechnical Investigation: Proposed Office Building, Lot Number 63, Carlsbad Research Center, Rutherford Road, Carlsbad. California, Project Number 971 1261.1, Dated November 18, 1997. ICG, Inc.. Foundation Investigation: Proposed Commercial Development Lot 64, Carlsbad Research Center, Carlsbad, California, Job Number 05-7497-010-01- 00, Log Number 9-2496, Dated January 9, 1990. 6. 7. 8. 9. GFNFRAI F. 4RTHWORK AND G R.?DING SPECIFICATIONS 1 .o General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotecnnical reiorl in the case of conflict. Evaluations ... peiformed by t5e consultant during the 'c3urse of .grading may result in new recommendations which could supersede these specifications or the recornmendations cf ;he geotechnical repofi. It shall be the responsibility of the cznrractor io read and undersand these saeafications, as well as the georechnical report and approved Grading pians. .. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earlhwork procedures and testing the fills for conformance with the recommendations of ihe geotecnnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance. so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and agency ordinances, recommendations in the geotechnical report. and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If. in the opinion of the consultant. unsatisfactory conditions. such as unsuitabie soil, poor moisture condition, inadequate compaction, adverse weather. Sic., are resulting ip, 2 quality sf work less :kan recmnmended in the geotechnical report ana the specifications. the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used io evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. methods to accomplish the work in accordance with applicable grading codes and I t -1 - 3.0 .. 3.1 Clearina and G rubbinq: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner. design engineer. governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general. nc more than 1 percent (by volume) of the fill material should consis: of these materials and nesting of these materials should not be allowed. 3.2 -q: The existing ground which ks been evaluated by the geotecnnical consultant to be satisfactory for support of fill. should be scarfied to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft. dry, organic-rich. spongy, highly fractured. or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to czmpetent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyorkivil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried-back, blended. andlor mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recomoaction: Overexcavated and processed soils which have been properly mixed. screened of deleterious materia!, and moisture-conditioned should be rtconpacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. -2- bt IN1 MUM RETAIN IN G WALL WAT'ERPROOFING & DRAINAGE DET,AiL ?CJECT ADDRESS ?AWN BY: ;, ... w--- ...... \..: ....;....I ....... ...... . .,I .. ..... I - I-Yb- (45d) 35NCRE;i CANT 0 .'OCTING/YIALL CCUNEZTION (UNDER WATER PROOFING) ?XEC- VUMBES 7.3dEC- NAME - :ALE 7 -= I '-0'' ZYC UIEGRAIN '3::::- i / EN GIN EERl N G DESIGN GROUP 810 WEST LOS VALLECITOS BLVD SUITE "A. SAN MARCOS CA 92069 (760) 752-7010 FAX (760) 752-7092 E DATE OESIGN CDNOITIONS. INSPECTIONS. w*lh Ira !o 91 und lor tha lhdinp conditions shown tor Call for impecmns P follow ~~ ,acn rypt "I. Oaign H shali noi bn exceedad: !ound unnrcrnarf by rho Engineer. Soeual Iootq dairy IS f8Quired where foundation material %s unc3oaoIe ai supporting toe grenura listed in table. JESiGN JATA: '?emiorced Cancnrc: Faoting key 18 fequired IxCID1 a( shown Othewtse or when A. 9. Fr = I200 Jd i'c = 3000 psi 5s = iO.000 pi n = 10 i'm = SO0 psi Fm = 200 psi .=s = iO.DO0 psi n = 50 3cn = 720 jcf ma Equivalent iiuid Pressure = 36 psi ;er ioot 01 heignr iValls inown :or 1%:1 unlimited siooinq surcnarqn ara dmgned in ac:ardance with 2anrline's ?ormula ior uniimitea sloping surcharge with 2 a= 330 42: " c. SEiNFJRCiMENT: intermediate grade. hard grade. or rail steel deiormalion shall :anform !o ASM A615 A616, A617. Sarr shall lap 40 ciameten. wnere spliced, unless otherwise shown on the plans. Bends :hall cmiorm :(I the Manual af Standard Practice. A.C.I. Backing for hooxs is ?our diameters. All bar embedmenu are ::ear :iStancer :o autside ol bar. Spaang for parallel ban is :enter :o Center 31 3an. UPJONRY: u. When the looting ha been lormad. wtth tho stael fled Murely in final posirion. and is ready lor thn concretn IO be placed. Where :leanour holes are not 3rovided: t1) After the blocks have been laid uo Io a height of 4'. or lull height ?or walls uo 10 5'. with srenl in 21acn but before the grout is poured. and . . . . , A?ter !ne lint Iih is properly grouted. the blocis ilave Seen laid ?IO :a :he :OD ai me wall wtth !ne sbel tied ~uraly in place out Selore the upper iifr is grouted. 21 'Where cleanout 301~ are 3rovioec: Attar :he blocks have Sean iatd UP :o ihs !OD oi :he wall. with :nu Iteel :lea securely in placn. but Selora grouting. Aflw grouting is :omplea and aher rock or xbble wall drains ara in place but before earth backfill is placed. Final msoecrion when all work has been completed. .. CONCRETE GaO(JT AN0 MCRTAR MIXES: Concnte grout shall attain a minimum comprenivc srringth of 2.000 Psi in 20 days and monar shall at:ain 1,800 psi in 28 dlyL All calls shall be lilled with grour Roo or vibrate grout within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" lrom :he iop 01 maronrf unils when grouting of wcond lift is to be continued at another :ha. MORTAR KEY: To insure proper bonding bemen the footing and the first coune of block. a mortar key shall be formed by embedding a !la1 2 X 4 flush with and at thn top a1 the frnshly pOuced footing. The 2 X 4 snould be removed aiter the concrete has naned 10 harden iapproximarelq 1 hour). A monar key may be omittea il :ne firs: course ai block is ~t inlo the fresh concrete when the looiinq IS poured, and a good bond is oolained. WALL caAiNs. Wall drain: snail x provmeo in ac:sr:ancc wm Stanaam Orawmq C.8. SOIL All loatmgs shall extend at Iem I2 inches Into undisturbed narural soil or approved cOrnpac:ed fill. pnor 10 plaanq :oncrete ,n looimp. Soil should be dampened I ME ENQlNEERlHO DESJQN QROUP i i 112 : i ilooing backfill or / ;ive .oaa wcharge j' . J" 3' . a- ~ H lmaxl , l w lrnd , s. rl- 1'. 9" ! T (rninl ! 0'- lo" 0'. lo" Edge of Footing r. ' 1 I ! . *\ ban i 16816" Y4@16" PLAN (I.. 5h TYPICAL SECTION over 3' . 8" llCUtl *o NOTES I. See Stanoard Drawing C.7 and C.8 for aoditionai notes and derails. 2. Fill all bioCK :ells wzth grout. / 1 112 : 1 riobing backfill ai 250 vi. :ive load mrcnarge ,, TYPICAL SECTION 3' . 8" rnax. ELEVATION , .. ,....... . - - .. SIDE HILL STABILITY FILL DETAIL I. EXISTIN0 QROUND SURFACE / I / 0 -\ I I' >' / I / I I . I- FINISHE0 SLOPE FACE 7 / \ I~ ,/ '/FINISHE0 CUT PA> \ ~ PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIOE EDGE OF KEY r .I/<;, 15 , 'E, 11'1, I, PA0 OVEREXCAVATION DEPTH AN0 RECOMPACTlON MAY BE GEOTECHNICAL CONSULTANT BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. OVERaURDEN OR UNSUITAI1LE RECOMMENDED ay THE COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE QEOTECHNICAL CONSULTANT 2' I 15' MIN~I LO WEST KEY BENCH DEPTH (KEY1 -~ _z CANYON SUB6RAIN DETAILS UNSUITABLE MATERIAL TaENcn 9EE JELOW SUaDRAlN TRENCH DETAiLS ilLxa FABRIC ENVELOPE (UIRAFI l4ON OR APPROVE3 /8* UIN. OVERLA? , 7 6' WIN. OVERLAP EQUIVALENT)* 3/4'-1-1/2' CLEAN GRAVEL 4' MIN. SEDOING ,I c:;,-- /" ' '!F CALTRANS CLASS 2 PERMEA3LE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2* GRAVEL. FILTER FABRIC MAY BE DELETED 3/4'-1-1/2* CLEAN GRAVEL (Oft?/?:. MIN.) PERFORATED PIPE DETAIL OF CANYON SUaORAlN TERMINAL ,S'MIH. - PER FOR ATE0 8' ,0 MIN. PIPE i IS' MIN. STA81LITY FILL I' BUTTRESS DETAIL KEY WIDTH I AS NOTED OH GRADING PLANS1 7 S' MIN. SEE T-CONNECTION DETAIL 3/4'-1-1/2' TER FABRIC I A' MIN. BECDIHG VELOPE (MIAAFI IN OR APPROVE3 QUIVALENT)* SUBDRAIN TRENCH DETAIL 1 .. NOH-PERFORATE1 OL'7CET PIPE /,; T- C 0 N N E CTlO N D ETAiL - IF CALTRAHS CLASS 2 PERMEA3LE MATERIAL IS USED IN PLACE OF 3/4'-1*1/2* GRAVEL. FILTER FABR!: MAY BE DELETED I I- KEY AND 8EHCHlNG DETAILS - PROJECT 1 TO 1 Lime FILL SLOPE PROY TOE oc SLOPS EXlSTlNa OFIOUND SURFACE UNSUITABLE MATERIAL 2' MiN.I-75. h4IN.- KEY I LOWEST DEPTH BENCH , A \ D€FTH , ,.pJ CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) CUT-OVER-FILL SLOPE PRIOR TO FILL PLACEMENT) PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL NOTE: Back drain may be recommended by the geotechnical consultant based on actual field Condltjona encountered. Bench dimensiofl recommendations may ai80 be altered baaed on field condition3 encountered. 'I - ~ ROCK DISPOSAL DETAIL SLOPE FACE -- -- GRANULAR SOIL ($.E,? 30) TO BE DENSIFIED IH PLACE BY FLOOOIWG DETAIL -------________ ------________ -----_-I____L_- - -------_-__---- ----_--_-_----- -.------___---e TYPICAL PROFiLE ALONG W!NDROW Rock with maximum dimensions greater than 6 inches should no: be used within 10 fee? Vertically of finiah grade (or 2 feet below depth of ICWBS: utility whichever is Greater), and 15 feet horirsntally of slope faces. ' Rocks with maximum dimensions greater than 4 fee: s?~culc not be u:ilized in fills. ' Rock Dlacement, flooding of granular sail, and till ;la;er,;en! s3cuId >e observed by Beotechnical consultant. Maximum Size and spacing of windrows should be in accordance with the above detaiis Width Of windrow should not exceed 4 feet. Windrows should be Staggered vertically (as depicted). Rock Should be placed in excavated trenches. Granular soil (S.E. greater than Or equa' to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. t APPENDIX 4- HOMFOWNERS MAIN TFNANCE GU IDELINES Residential home sites require pericdic maintenance of irrigation and drainage systems to insure proper performance and overall retention of property value. Often, homeowners are not aware of the importance of these systems and allow them to deteriorate During the csnstructicn pcasz cf developmen:. governing ageccies require propecy developers tc utilize specific methods sf engineering and construction to protect the 7ublic interest. For instance. the developer may be required to grade the property in such a manner that rainwater vill be 3raired away from the building cad. ks:alf brow ditches ar?d teriace drains. am to plant sicczs :o rnicimize srosion. Kcwaver, once the lot is purchased, it becomes the Duyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. Failure to make regular inspections and perform necessarj maintenance of drainage devices and sloping areas may cause severe financial loss. in addition to hisher own properry damage, the property owner may be subject to civil liability for damage occurring to neighboring properties as a result of negligence. The following maintenance r;uideiices are provided for the protec1icn cf the homecwner's investment: A. All roof gutter and downspout systems, installed on the residence, should be tightlined to a suitable outlet away from the structure. Under no circumstances should water be allowed to pond onsite, particularly against the perimeter foundation system. Soils grades adjacent to the foundation of the structure should be sloped to direct water away from the foundation and into a collective drainage system. Soil grades should slope a minimum of 2% for a horizontal distance of 5 feet away from the structure. The irrigation of Elanter systems located immediately adjacent to the foundation should be strictly controlled to avoid over watering. Saturation of soils in these planters may result in soil settlemenffexpansion and associated distress. Care should be taken to ensure that slopes, terraces, berm, and proper lot drainage are not disturbed. In general, roof and yard runoff should be directed to either the street or storm drain by non-erosive devices such a sidewalks, drainage pipes, ground gutters, and driveways. Drainage systems should not be altered without expert consultation. 8. C. D. E. Page No. I 1 1 I I 1 1 1 1 I I I 1 1 I 1 1 I 1 F. G. H. I. J. K. L. FOWNFRS MAINTENANCF GlllpFl INFS All drains should be kept clean and unclogged. including gutters and downspouts. Terrace drains or gunite ditches should be kept free of debris :o allow proper drainage. During periods of heavy rain. the performance of the drainage systems shculd be hstected. Problems. such as sullying and poncing. if obsewed. shculd ce cnrrtcted as socn as possible. Any leakage from pools, waterlines. etc. or surface runoff bypassing drains should be repaired as soon as 7cssible Animal burrows 'should be slininared since rney may cause diversion of surface runoff, promote accelerated erosion. and even trigger shallow slope failures. Sropes should not be altered without expert consultation. Whenever a homeowner plans a topographic modification of a lot or slope. a qualified geotecnnical consultant should be contacted. If unusual cracking. settling. or earth slippage occurs on the property, the owner should consult a qualified geotechnical consultant immediately. The most common causes of slope erosion and shallow slope failures are as follows: 0 Gross neglect of the care and maintenance of onsite slopes and drainage devices. 0 Inadequate andlor improper planting. Barren areas should be replanted as soon as possible. 0 Excessive or insuificient irrigation or diversion of runoff over the slope. Property owners should not let conditions on their property adversely impact their neighbors. Cooperation with neighbors could prevent problems and increase the aesthetic attractiveness of the community. Page No. 2 FROM : THE KR BRIWT CO WNE No. : 619 720 0098 Jan. 05 1999 07:26RM P3 fled- / NON-RESIDENflAL CERTIFICATE CATE OF COMPLIANCF FFFS OR OTHER MITIGATION This form must be completed by the City and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: 78- ZCYS Project Address: 18Ls AdQ A.P.N. : Llt- \tu- LL-03 Project Applicant (Owner’(s’) Name(s) Project Description: Buildina Tvpe: Residential: Numbe r of New Dwelliu Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Res. Additions: Net Square Feet New Area Comerc./ Ind.: Square Feet Floor Area \2, goo City Certification: Date: \7.122/4 !4 mTRlCTS WITIWIHE CITY OF CA&S&W Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (434-0661) Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas. CA 92024 (944-4300) Certification of Applicant /Owners. The person executing this declaration (“Owner) certifies under penally of perjury that (1) the information provided is correct and true to the best of the Owner‘s knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project@), or that the person executing this declaration is authorized to sign on behalf of the Owner. San Marcos Unified School District 215 Mata Way San Marcos. CA 92069 (736-2200) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (753-6491) Signature: Date: 1/6/99 \ @ 2075 Las Palmas Dr. - Carlsbad, CA 92009-1 576 - (760) 438-11 61 - FAX (760) 438-0894 Gov. Code Gov. Code Government Prior Existing 53080/65995 65970 Code 5331 1 Mitigation Agreement (AB 181) (SB 201) (Mello - Roos) Note: I I I I I I Exempt from fee requirements I 1 I I of Agreement)] I ?-..I3OQ 3:~ d.,'"(SI) Total amount of (new) floor area within the building Fee Amount per Square Foot Amount Collected -Or if subject to Prior Existing Mitigation Agreement: For Detached Residential Dwelling Units or Attached Dwelling Units > 1600 Square Feet Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected For Attached and Detached Dwelling Units < 1600 square feet/ per dwelling (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above and due to the School District. The City may issue buildina Dermits for this Droiect. -and/or- -. .. SIGNATURE OF SCHOOL DISTRICT OFFICIAL DATE TITLE PHONE NUMBER The Carlsbad Unified School District has elected to imposed the fees andlor amounts herein upon a finding that those facilities described in the School ImDact Mitiaation Fee Justification Studv for Carlsbad Unified School District. DreDared bv NOTICE OF 90 DAY PER IOD FOR PROTFST 0 F FEES David Taussig & Associates for the.District. Section 66020 of the Govemment Code enacted as Assembly Bili 3081, set . forth as Chapter 549, Statutes of the State of California. requires that all school districts, including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or other exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of the Government Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days thereafter. Jan. 08 1999 02:06PM P2 : THE SEQ BRIGHT CO PHOM NO. : 619 720 0098 -- the Sea Bright p/iy m-c o m p a n y /e66/v / January 8. 1999 City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Att. Gary Wayne Ref: 1835 Aston Ave Lot 64 - Carlsbad Research Center Dear Gary, Per our meeting today I understand that your release of the above mentioned project for Building Permit purposes in no way relieves us of landscaping responsibilities. I submitted final landscape corrections today and we will diligently pursue obtaining landscape plan approval within the next 30 days, if not sooner. We understand that Building occupancy will not be issued until all landscape improvements are installed and signed off by the City. Your assistance on this Is greatly appreciated Sincerely, Robeti 0. Sukup RCE 28302 Engim'ng Managemen1 Qeneml Cantmcfing Dowlopment 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 . ..