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Home My WebLink About2280 CALLE BARCELONA; ; CB973613; Permit477 BUILDING PERMIT Permit No: CB973613 05/01/98 14: 15 Project No: A9704685 Page 1 of 1 Development No: Job Address: 2280 CALLF; BARCELONA Suite: Permit Type: COMMERCIAL BUILDING Parcel No: 255-273-05-00 Lot# : Valuation: 275,055 Construction Type: VN Occupanky Group: Reference#: 6643 @/&M16ftW1 (nSSQED Description: POOL REC BLDG 3441 SFSCFACILITY Appl iWRG 1 / 2&$'Wa2c; : BLDG 1560 SF-LA COSTA VALLEY Apr/Issue: 05/01/98 Entered By: JM Appl/Ownr: VILLAGES OF LA COSTA 619 515-5653 450 B STREET SUITE 650 SAN DIEGO CA 92101 *** Fees Required *** ected SC Credits *** Adjustinerits : .oo Total Fees: 812.00 _________---__--_-__------ -_____---------------- Fees : 13,353.26 Fee description Ext fee Data --_-_------------___ _-__------------ Building Permit 1256.00 Plan Check 816.00 Enter Traffic Impac 952.00 11295.26 Payoff Fee for CFD Each Plumbing Fixtu 147.00 Each Ruilcling Sewer 30.00 Each Install/Repair 14. (10 Each Water Heater an 14.00 Gas Pipinq System 14.00 Strong Motion Fee 58.0G Enter "Y" for Plumb 20.00 Y Enter "Y" for Electric 10.00 Y Single Phase Fer AMP 55.00 Install Furn/Ducts/Heat Pumps 36,OO 15.00 Y Enter 'Y' for Mechanical Is Each Install Fireplace > 1 6.50 6.50 Each Exhaust Fan > 4 6.50 26.00 CITY OF CARLSBAD 2075 Las palmas Dr., Carl~bad, CA 92009 (619) 438-1161 i L ---. V376 'ERMIT APPLICATION FOR OFFICE USE ONLY PLAN CHECK NO. c(736l3 EST. VAL. 7 75 0 55 Plan Ck. Depos3 %bL&) CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1 161 - . I U - 1. PROJECT INFORMATION 2280 Calle Barcelona Trqct 13386 479 La Costa Valley/88-03-02 255-273-05 HOA Community Center New construction (2) buildings 3,441 & 1,560 1 NA 1735 U.fW97 0001 01 02 Address (include BlddSuite X) Legal Description Lot No. Subdivision Name/Number Assessor's Parcel X Existing Use Proposed Use I of Bedrooms Description of Work SO. FT. #of Stories Business Name let this address) Phase No c-w X of units 812. Unit No. X of Bathrooms 5 51 5- 53 . ' PROPERTY b'A/NE)Ed 450 #620 SD 92101 (6191515- Villages of J,a Costa Sout hwest, TI. JI.C. IlR" t Name Address city StatelZip Telephone I ccc3 6. " CONTRACTOR - COMPANY NAM ISec. 7031.5 Business and Professions issuance, also requires the applicant for such permit to file e signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any epplicant for e permit subjects the applicant to a civil penalty of not more than five hundred dollars 1550011 Name Address City StatelZip Telephone # State License # License Class City Business License # Designer Name Address City Statelzip Telephone State License I 6. WORKERS' COMPENSATION Workers' Cornpansation 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 Insurance carrier and policy number ere. Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS l$lOO) OR LESS) 0 CERTIFICATE OF EXEMPTION: 1 certify that in the performance of the work for which this permit IS issued, I shall not employ any persoy in any menner so us to become subject to the Workers' Compensation Laws of California. WARNING: Fallure to secure workers' compensation covarege la unlawful, md shell subject m employer lo crimlnal penalties and clvil linea up to one hundred thousand dollars ($100.000). In addltion to the cost of compensation, damagas e8 provldad lor In Section 3706 of the Labor coda, Intermst and attorney'. feaa SIGNATURE 7. DWNE I hereby aftirm that I am exempt from the Contractor's Llcense Law lor the lollowing reason: 0 1, as owner of the properly or my employees with wages as their sole compensetlon. will do the work and the structure IS not intended or offered for sola (Sac. 7044, Business end Professions Code: The Contractor's License Law does not apply to en owner of property who builds or Improves thereon, and who does such work himself or through his own employees. provided that such improvements ere not intended or offered for sale. If. however, the building or improvement IS sold within one year of completim, the owner-builder will have the burden of proving that he did not build or improve for the purposs of sale). @ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sac. 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 lor such projects with contrector(st licenved pursuant to the Contractor's License Law). 0 1. 2. 3. I have and will maintain e certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance I have and will maintain workers' compensation. as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is ' ' I em exempt under Section I personally plan to provido the major labor end materials for constructbon of the proposed property Improvement. 0 YES ON0 I (have / have not) signed an application for e building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number): Business and Professions Code for this reason: 4. number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinete, supervise end provide the major work (include name / address / phone 9 PROPERTY OWNER SIGNATURE COMPLETE THIS SECTIOy FOR Is the applicant or future building oc Is the applicant or future brilding occupant required to obtain e permit from the air pollutlon control dlstrlct or air quellty rianagement district? Is the facility to be constructed within 1,000 lest of the outer boundary of a school rite? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS TtE APPLICANT t4AS MET OH IS MEETWG TItE REOUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. :6. CONSTRUCTiON LENDlhb AGENCY I 0 YES 0 NO LENDER'S NAME .9. APPLICANT I certify that 1 have reed tha application end slats that the above Information Is corract and that tho Informatlon on the plans la accurate 1 agree to comply with dl City ordinances and State laws relating to building construction. I heraby ruthorue representatives of the Citt of Carlsbad to enter upon the ebove mentionod property for lnspectlon purposes. I ALSO AGAEE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LlABllITlES. JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF TiIE GRAIJTING OF TIllS PERMIT OSHA: An OSHA permit is required for excavations over 6'0' deep and demolition or construction of structures over 3 stories in huiyht. EXPIRATION: Every permit work authorized by such per or abandoned at eny time aft provisions of this Code shall expire by limitation and become null and void it tile buil ,011g or om the date of such permit or 11 the building or work auihorizad by SLIC~I parnrit 15 auqx.irdarf 180 days (Section 106 4 4 LJnilorm Buildmg Coda) { APPLICANT'S SIGNATURE Dept: Building ' g Planning CMWD Plan Check #: ' Permit#: CB973613 Project Name: POOL REC BLDG 3441 SF&FACILITY BLDG 1560 SF-LA COSTA VALLEY Address: 2280 CALLE BARCELONA Contact Person: MIKE Phone: Sewer Dist: LC Water Did: 0 St Lite Lot: J Date By: Inspected: l-/v-y? Approved: e Disapproved: Date By: /f- G!! Inspected: zd yHp Approved: Disapproved: Inspected city et earlsbad Final BuSldinB Inspection . Dept: Building Engineering CMWD St Lite Plan Check #: Permit #: CB973613 Project Name: POOL REC BLDG 3441 SF&FACILITY BLDG 1560 SF-LA COSTA VALLEY Address: 2280 CALLE BARCELONA Contact Person: MIKE Phone: Sewer Dist: LC Water Did: 0 Lot: Fire Date: Penit Type: Sub Type: 1 /I 4/99 COM .......................................................................................................................................................... Inspected Date By: Inspected: -20 .s? Approved: 1/ Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: ........................................................................................................................................................... Ciar of Carltbad Flnal Bulldlng Inssection &T Dept: Building Engineering Planning CMWD Plancheck #: Date: Permit #: CB973613 Permit Type: Project Name: POOL REC BLDG 3441 SF&FACILITY Sub Type: BLDG 1560 SF-LA COSTA VALLEY Address: 2280 CALLE BARCELONA Lot: Contact Person: MIKE Phone: Sewer Did: LC Water Dist: 0 Fire 1/14/99 COM -03 2s-- - Disapproved: Date Inspected: /m TApproved: w By: Inspected & Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: ........................................................................................................................................................... Comments: Inspection List Permit#: CB973613 Type: COM Date Inspection Item Inspector Act Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Final Electrical Final Electrical Final Combo GadTestlRepairs Rough Combo Interior LathIDrywall Rough Electric Rough Combo Rough Combo GasflestlRepairs Shear PanelsIHD's Exterior LathlDrywall GaslTestl Repairs Interior LathIDrywall Exterior LathIDrywall RoofIReroof Insulation Frame/Steel/BoltingMleldin Roughflopout Rough Electric Roug h/Ducts/Dampers Rough Combo Rough Combo Rough Combo Insulation Shear PanelsIHD's Exterior LathIDrywall Grout FtgIFoundationlPiers Shear PanelsIHD's Exterior LathIDrywall RoofIReroof Roof SheathingIExt Shear Roof SheathingIExt Shear Roof SheathingIExt Shear RooflReroof Exterior LathlDrywall RoofIReroof PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PD PS PS PS PS AP co NS co co co co co CA AP AP AP AP AP co co AP wc AP AP AP PA AP co AP co co co NR CA NS AP wc AP co co wc AP CA NR CA AP wc NR POOL REC BLDG 3441 SF&FACILITY BLDG 1560 SF-LA COSTA VALLEY Comments GAS RELEASE OK TO RELEASE ELEC OK TO RELEASE ELEC BY MIKE T-BAR SEO ONLY BATH ROOM BLGD NO SUPER ON JOB POOL BLDG 24 HR TEST OK TO ROOF-NO RFI MST 72 BY MIKE WALKED OFF JOB CENTER RAKE WALL TOPOUT OWTRIM AROUND DOORS&WIN BY MIKE BY MIKE TOWER T & G Thursday, March 04,1999 Page 1 of 2 UNSCHEDULED BUILDING INSPECTION PA INSPECTOR I PLAN CHECK # CODE DESCRIPTION ACT COMMENTS c City of Carlsbad Inspection 7 For: 2/3/99 Permit# CB973613 Inspector . Title: POOL REC BLDG 3441 SF&FACILITY Description: BLDG 1560 SF-LA COSTA VALLEY Request Assignment: PS Type: COM Sub Type: Job Address: 2280 CALLE BARCELONA Suite: Lot Location: APPLICANT : VILLAGES OF LA COSTA Owner: VILLAGES OF LA COSTA SOUTHWEST L Remarks: Phone: 6198844012 Inspector: z Total Time: Requested By: MIKE Entered By: BARBARA CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments f- I / Inspection History Date Description Act lnsp Comments 211 199 1/28/99 1 /22/99 1/14/99 1/7/99 1/7/99 1/6/99 12/28/98 12/23/98 12/22/98 12/21 198 1211 5/98 12/14/98 11/30/98 11/20/98 11/20/98 89 Final Combo 84 Rough Combo 17 Interior LathlDrywall 34 Rough Electric 84 Rough Combo 84 Rough Combo 23 GasTTestIRepairs 13 Shear PanelslHD's 18 Exterior LathlDrywall NS PS co PS co PS co PS co PS co PS CA PS AP PS AP PS AP PS AP PS AP PS co PS co PS AP PS wc PS GAS RELEASE OK TO RELEASE ELEC BY MIKE T-BAR SEO ONLY C/MIKE REQUESTING AN SEO BATH ROOM BLGD NO SUPER ON JOB POOL BLDG SHEAR BEHIND ELEC SERVICE OWTRIM AROUND DOORS&WINDOWS City of Carlsbad Inspection Request For: 1/7/99 Permit# CB973613 Inspector Assignment: PS Description: BLDG 1560 SF-LA COSTA VALLEY Type: COM Sub Type: Job Address: 2280 CALLE BARCELONA Suite: Lot Location: APPLICANT : VILLAGES OF LA COSTA Owner: VILLAGES OF LA COSTA SOUTHWEST L Remarks: Total Time: Phone: Inspector: ‘75 Requested By: MIKE Entered By: CHRISTINE CD Description Act Comments @ OK 7- .Re- z--- 39 Final Electrical CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB973613 FOR 11/16/98 INSPECTOR AREA PS DESCRIPTION: POOL REC BLDG 3441 SF&FACILITY PLANCK# CB973613 TYPE: COM CONSTR. TYPE VN JOB ADDRESS: 2280 CALLE BARCELONA STE : LOT: APPLICANT: VILLAGES OF LA COSTA PHONE: 619 515-5653 CONTRACTOR: PHONE : OWNER: PHONE : REMARKS: C/MIKE INSPECTOR SPECIAL INSTRUCT: BLDG 1560 SF-LA COSTA VALLEY OCC GRP TOTAL TIME: --RELATED PERMITS-- PERMIT# FS9 8 0 04 5 AS98 0 16 1 CB97 3 63 5 CB98 19 2 6 CB98 19 2 7 FAD9 8 04 5 CB982398 CB98 3 2 52 FAD98 07 3 CB98 3 534 CB9 8 3 6 7 7 TYPE FIXSYS ASC PATIO RETAIN MISC FADD POOL PATIO FADD MISC RETAIN STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 23 PL Gas/Test/Repairs && 2~’~ETe=5-7--- ***** INSPECTION HISTORY ***** DATE 110998 110998 110398 110398 102998 102998 102998 102998 102898 102398 102198 101998 101598 101498 101398 100998 100798 100698 100598 DESCRIPTION Interior Lath/Drywall Exterior Lath/Drywall Roof/Reroof Insulation Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Rough/Ducts/ Dampers Rough Combo Rough Combo Rough Combo Insulation Shear Panels/HD‘s Grout Ftg/Foundation/Piers Shear Panels/HD‘s Roof/Reroof Roof Sheathing/Ext Shear Roof Sheathing/Ext Shear ACT INSP COMMENTS AP PS AP PS PA PS OK TO ROOF-NO RFI MST 72 ROOF AP PS co PS AP PS co PS co PS co PS NR PS CA PS NS PS AP PS AP PS co PS co PS AP PS CA PS NR PD BY MIKE WALKED OFF JOB CENTER RAKE WALL TOPOUT OK/TRIM AROUND DOORS&WINDOWS BY MIKE CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB973613 FOR 09/23/98 DESCRIPTION: POOL. REC BLDG 3441 SF&FACILITY BLDG 1560 SF-LA COSTA VALLEY TYPE: COM JOB ADDRESS: 2280 CALLE BARCELONA APPLICANT: VILLAGES OF LA COSTA CONTRACTOR: OWNER: REMARKS : C/MIKE/ SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE FS980045 EYS AS980161 ASC CB973635 PATIO CB981926 RETAIN FAD98045 FADD CB982398 POOL INSPECTOR AREA PS PLANCK# CB973613 OCC GRP CONSTR. TYPE VN STE: LOT: PHONE: 619 515-5653 PHONE : PHONE : _- INSPECTOR /or-- STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 15 66 fsI SL ST Roof/Reroof MA Grout DATE 091698 091598 090498 090398 090198 082598 082198 082098 081798 081198 081098 080798 080698 080498 080398 073198 072898 072798 072798 072498 071698 070998 070898 ***** INSPECTION HISTORY ***** DESCRIPTION Grout Roof/Reroof Walls Shear Panels/HD' s Walls Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Sewer/Water Service Sewer/Water Service Sewer/Water Service Sewer/Water Service Sewer/Water Service Sewer/Water Service Sewer/Water Service Ftg/Foundation/Piers Sewer/Water Service Ftg/Foundation/Piers Sewer/Water Service Ftg/Foundation/Piers Sewer/Water Service Sewer/Water Service ACT INSP co PS AP PS AP DH AP PS NR PS AP PS NR PS co PS co PS AP PS NR PS AP PS co PS co PS NR PS co PS AP PS AP PS co PS co PS NR PS AP PS CA PS COMMENTS 2 AREAS R-3 SECTION 48" HIGH SHEAR BEHIND ELEC SERVICE NEED APPROVED FAB SHOP 4" LINE TESTED 6"LINE AIR TEST AIR TEST NOT HOLDING AIR TEST NOT HOLDING NO TEST 6" NEED AIR TEST POOL BLDG BY MIKE IN FIELD t I E (760) 438-3550 b- CITY OF CARLSBAD BUILDING DEPARTMENT 2075 LAS PALMAS DRIVE FOR INSPECTION CALL (760) 438-3101. RE-INSPECTION FEE DUE? YES PHONE @ CODE ENFORCEMENT OFFICER DAVID A. POPI€LA 1452 RINCON VILLA DR. tESCONDlD0. CA. 92027 DAVID A. POPIELA 1452 RINCON VILLA OR. ESCONDIDO, CA. 92027 DAVID A. POPIELA 1452 RINCON VILLA DR. ESCONDIDO, CA. 92027 DAVID A. POPIELA la2 RlNCON VILLA DR. ESCONDIDO, CA. 92027 DAVID A. POPIELA 1462 RINCON VILLA DR. ESCONDIDO, CA. 92027 DAVID A. POPICLA ESCONDIDO, CA 32027 1452 RINCON VlLLA DR. U U PISPICTOR R AVID A. POPIELA r. 9- A,k2%a%?xlfl P- /LLd CERTIFICATE OF COMPLU’VCZ I HEREBY CIRTlFY THAT I HAYE IMP ECTED ALL OF THE ABOVE REPORTED WORK UNLEs9 0THE;RWISE NOTED 1 HAVE FOUND THIS WORK TO COMPLY WlTH THE APPROVED PLANS SPECIFITIONS - PLAN FILE NO. PERMIT NOS q3 &I3 FOUNDATION TYPE. 'tl CONVENTIONAL C&* d POST-TENSIONED OBSERVATIONS : $. Substantial conformance with Soil Reports (see "Purpose of Observation") 0 Substantial conformance with Foundation Plans. Identify : 0 ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE 0 Other NOTE: IT IS ASSUMED THAT ALL FCOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRDR TO PLACING CONCRETE AND THAT THE SOIL MOLSTURE CONTENT WILL BE MAINTAINED /? 'I 6 a FIELD COPIES TO GEOCON REPRESENTATIVE SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA 92140-0427, Phone (619) 280-4321, FAX (419) 280-4717 FIELD lNSpECTlON REPORT FOR: 0 REINFORCED CONCRETE 0 REINFORCED MASONRY MWELDING FIREPROOFING S'P. T. CONCRETE 0 EPOXY ANCHORS OH. S. BOLTING 0 , / I AJ *I 4- MATERIAL CLASSIFICATION > .~> I , . DATE I DESCRIPTION OF WORK INSPECTED J ,-,'J J -- I 1 __ I hereby certify that I have inspected the above reported the best of my knowledge in compliance with the approved 2" 'INSPECTORS SIGNATURE REGISTRATION No. governing building laws. work. Unless noted otherwise, the work inspected is to , ,,* .!-t fl -, , , d I -. 22 Years of Excellence, 1976-1998 File: 1197.91 July 24, 1998 CITY OF CARLSBAD Building Department 2075 Las Palmas Drive Carlsbad, CA 92009 SUBJECT: Arroyo La Costa, Recreation Center (CT 88-03-02) Building Form Verification To whom it may concern, Project Design Consultants has field verified the form locations and elevations for the recreation building and pool building from the above-referenced project. Upon review of the survey data collected on July 23, 1998, we found the data conforms to within 0.1 foot of the approved location and elevation as shown on the attached print dated July 24, 1998. Sincerely, Arnold L. White, Jr., PE/PLS Vice President Attachment c: Mike Lindemuth - Morrow Development LETlll979IFV.DOC 70 I San Diego 61 9-235-6471 R Srreet Cdlifornia FAX 234-0343 Suite 800 92101 Email consulrs~projectdesign.com ~~ - GEOTECHNICAL CONSULTANTS " GEOCON INCORPORATED 6960 FLANDERS DRIVE 0 SAN DIEGO, CALIFORNIA 92121-2974 0 TEL [619) 558-6900 0 FAX (619) 558-6159 FOUNDATION OBSERVATION REPORT PLAN FILE NO. FOUNDATION TYPE : CONVENTIONAL POST-TENSIONED PERMIT NOS: C 6 - 0 ADDITIONAL OBSERVATION REQUIRED 93342 13 SUBSTANTIAL CONFORMANCE 0 Other 0 Other: 4) MINIMUM FOUNDATIQN RECOMMENDATIONS : Footing Depth : )6 12 Inches 0 18 Inches 0 24 Inches OTHER U?S. Wdcd 14 Footing Reinforcement: 0 No.4 T&B 0 2440.4 T&B 0 2-No.5 T&B # Post-Tensioned OTHER : Interior Slab Reinforcement : 0 6x6-10/10 0 6x6-616 No.3@241nches 0 No.3@18lnches Post-Tensioned Slab Bedding Material and Thickness : Foundation Width : f 2 -h Y SAW4 Vapor Barrier: 10 m3L . \IrJrluc CJ N *I OBSERVATIONS : @ Substantial conformance with Soil Reports (see "Purpose of Observation") w Substantial conformance with Foundation Plans. Identify : pf fila PlSd pa1 Sldl;. . Lp Gar& 1419 CbQ ,KO. rlcvCl*p*&T s )Lee7 K3 . pP w4. b2 S~MV~ C-&&~W SVJ+CWZ), rrJC. 0 Other COMMENTS: IT IS ASSUMED THAT ALL FOOTING EXCAVATICf$S WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED 4. z FIELD COPIES TO - GEOCON REPRESENTATIVE SOUTHERN CALIFORNIA SOIL & TESTING, INC. F 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 FIREPROOFING I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to plans, specifications and applicable sections of the governing building laws. the best of my knowledge in compliance with the approved /G 3C? f// i /" _I fl , 3- ,A! iA-_ '(g i -/L----- 1. c I:, 0 INSPECTORS SJ~NATURE 8/76 7c /- ( ., SUPERINTENDANTS SIGNATURE ~ DESCRIPTION OF WORK INSPECTED ~~ EsGil Corporatlon In Partnership with Goclcnunrnt for BuiGliqqSafcty DATE: 4/20/98 JURI SD I CTl ON: Carlsbad PLAN CHECK NO.: 97=3613 SET: IV PROJECT ADDRESS: 2280 Calle Barcelona PROJECT NAME: Villages La Costa Clubhouse 0 FILE The plans transmitted herewith have been corrected where necessar! with the jurisdiction’s building codes. and substantiall! comply 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 and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant’s copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 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 REMARKS: 1. Contractor is to provide the city inspector with a copy of the installation instructions for the power vent system for the pool heaters. 2. City is to approve the special inspection program for foundation inspection, concrete grade beams, PT slab and steel and field welding of the moment frames. See TI .I of the plans. By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 CM 0 EJ 0 PC FAX in tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation In !Partnership with ~ouenuncnt for !Buil;iing Safq DATE: 3/31/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3613 0 PLAN REVIEWER 0 FILE SET: 111 PROJECT ADDRESS: 2280 Calle Barcelona PROJECT NAME: Villages La Costa Clubhouse 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 below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. w The applicant’s copy of the check list has been sent to: Tim O’Grady P.O. Box 9000-685, Carlsbad, CA 9201 8-9000 w Esgil Corporation staff did not advise the applicant (except by mail) 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 InPerson 0 REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation GA 0 CM 0 EJ 0 PC 3/24/98 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 CITY OF CARLSBAD DATE: 3/3/98 PLAN REVIEW NO. 97-3613, SET II NOTE: The numbers listed below refer to the numbers from the previous list. These remaining items have not been adequately addressed. One of the sets of plans does not include the C-I thru C-5, S-I thru SD4 & PT-1 thru PT-3 sheets. There was a note with the latest plan submittal indicating “Please save civil, structural” These were not a part of the previous plan submittal. 0 GENERAL Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (61 9) 560-1468. FOUNDATION 12. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5. There was nothing in the soil report now provided that addresses the potential for liquifaction. Also, provide a letter from the soil engineer indicating that he has reviewed the foundation plans and they conform to his recommendations. See item 8.1 of the report by Geocon Inc. dated Oct 1997. STRUCTURAL 20. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. There is nothing on the cover sheet of the architectural or structural plans listing all the required special inspection items. ITEM REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION. GRADE BEAMS P T SLAB FIELD WELDING Prior to fdn approval or pouring of concrete F’c=3000 psi, see details 3/SD1 & fdn plan S-1 F’c=3000 psi , see PT-1,2,3 See details 1 , 2, 3, 7/SD1 21. 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. This form provided were incomplete. The program must be signed by the owner and the engineer and the seal of the engineer must be included on the form. The names of the individuals and /or firms must be included and the duties of the inspectors must be listed. See the attached incomplete form. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 97-3613 DATE: 3/3/98 SET: II + PLAN REVIEWER: GlenAdamek 42. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. Check Chlorine Tank and other pool chemicals. The response to this item was “See the attached response from Ken Hart @ aquatic Technologies” There was no response from Ken Hart with the information submitted for recheck. Without this information I can not determine what the occupancy classification of the storage room is or what code provisions apply. A. Clearly show types of hazardous material is being stored or used. Provide a list of the proposed hazardous material as per the material types in UBC, Tables 3-D and 3-E. Provide the material safety data sheets (MSDS). Clearly show the amounts of each type of hazardous material to be stored and in use. B. C. D. E. F. Clearly show where in the buildings each type of hazardous material is being stored or used. Provide calculations for required containment in each area of the buildings, as per UBC, 307.2.5. Provide a written response to show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. 0 PLUMBING (1994 UNIFORM PLUMBING CODE) 49. Detail the spa, wading pool and pool heater vents. UPC, Section 517.0. detail 4/P-O now shows that the wading pool, pool and spa heaters are connected to a power vent system. Provide engineering design for the power system to be connected to more than one appliance. UMC 817. Specify the type of ducting system. The ducts must be gas tight. UMC 817.2. Provide the listing information for the power vent system. 50.b) Detail the spa, wading pool and pool heater flues (vents) offsets, length, pitch, and clearances as per UPC, Section 516.0. See item 49 above. 76. Detail how rain water is kept out of the shower drains, as per UPC, Section714.2. The response was “ See the architectural plans” The architectural plan sheet B2.1 shows the trench drain 2’ from the slope break. The shower area must be at least 30” in depth from the trench drain and must have a curb at the slope break or provide a rain gutter at the roof above the shower. See NA8.1. 0 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 56. space over the janitors closet.) Sections do not show clearances below the trusses and above the ceiling joist. The architectural roof plan on A4.1 shows girder trusses each side of FC 1 with stub trusses headed out at the FC unit. The truss plans from Deadlines does not show this. Submit revised truss framing plans that are consistent with what the architect intends. Detail access and working clearances to HVAC equipment (fan coil unit #FC/I in the attic 57. space over the janitors closet. UMC, Section 305.2. See 56 above. Show minimum 30” deep unobstructed working space in front of fan coil unit #FC/I in the attic 58. The 30 x 30 inch attic access to the fan coil unit #FC/I in the attic space over the janitors closet will not fit into the hip truss framing shown on sheet S-2. Please correct. The location of the 30” X 30” access shown on A4.1 will not provide clear access to the unit. In fact the location of the access will not provide 30” head clearance. 59. The 30 x 30 inch access clearances from the attic access opening to the fan coil unit #FC/I in the attic space over the janitors closet can not be provided through the trusses and truss webs. UMC, Section 31 9.4. See 58 above. 66. Provide the data as per item #42 above to show mechanical exhaust ventilation is not required for the Chlorine Tank Room. This has not been provided. If the room is classified as an “H” occupancy mechanical ventilation is required. 67. Detail the exhaust ventilation system for the Chlorine Tank Room to show compliance with UMC Chapters 5 & 6. See 66 above. Also, There is a note at rm 205 on sheet B2.1 indicating that the tank may be larger than the enclosure. This is not permitted by the mechanical code. You must provide clear access for the removal of the equipment without removing permanent building materials. A. B. C. D. E. Detail the required make-up air as per UMC, Section 505.6. Detail the exhaust outlet clearances as per UMC, Section 609.1 0. Clearly show the exhaust duct material and gage used for each duct size. See UMC, Table 5-B. Detail duct cleanouts as per UMC, Section 609.4. Detail duct support as per UMC, Section 609.6. 68. Exhaust ducts shall terminate outside the building as per UMC, Section 504.1 , for the Chlorine Tank Room. See 66 above. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (61 9) 560-1 468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. SPECIAL INSPECTION PROGRAM ............... ADDRESS OR LEGAL UESCN~PTION: ___ _I-.---... I_ .. --. PLAN CHECK NUMHFR: ,...-I...-...--.--.L CZWNER'SNAME: _-.. . _.__-__.__..____ ,.-, .. I, EIS the owner, or ageill of the uwrie1' (cotitractors may gpt employ the special inspecitor), c&Ttity that 1. or the arctritecli~~rlginccr of record, will be resporisible tor employing the special inqmdot(S) as required by Uniform nuilding Code (UBC) Section 1701 .I for the constritdiotr project located 8t the site listed above. LJHC SecUon 106.3 6. I. a5 the cngineerla:chitact of 1'4c0rct. certify that I have prepared the tollowrng special inspection program as required hy LInC Scctron lofj 3 5 for the construction project Iw.i..tr.!d L~L 1, List of work requiring spociat inspectian: e 3atnptianco Prior to Foundation inspection igir Strength Bolting $oil.. ( 1 I [2 ExpansionEpoxy Anchors Structural Concrete Ovor 250U PSI Prestressed Concrcfc Structural Masonry 123(Spmyc,d-On Fireproofing r ;..-I n .7 1-1 2. A. R. c.. 3. A. B. c. = EsGil Corporatlon DATE: 3/3/98 J U RI SD l CTl ON : Carlsbad PLAN CHECK NO.: 97-3613 0 PLAN REVIEWER 0 FILE SET: I1 PROJECT ADDRESS: 2280 Calle Barcelona PROJECT NAME: Villages La Costa Clubhouse The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. c] 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 and should be corrected and resubmitted for a complete recheck. w The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant‘s copy of the check list has been sent to: Tim O’Grady P.O. Box 9000-685, Carlsbad, CA 9201 8-9000 w Esgil Corporation staff did not advise the applicant (except by mail) 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 InPerson REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 CM 0 EJ 0 PC 2/24/98 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 CITY OF CARLSBAD DATE: 3/3/98 PLAN REVIEW NO. 97-3613, SET II NOTE: The numbers listed below refer to the numbers from the previous list. These remaining items have not been adequately addressed. GENERAL Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (61 9) 560-1468. EXITS 6. Exit doors from Group A occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter IO. Specify panic hardware on the door schedule for exit doors 15,16,22, & 23 from the multipurpose rm. 108 & 109. ROOFS 7. Specify on the plans the following information for the roof materials, per Section 106.3.3: ICBO approval number, or equal for the slatelcement tile roof covering. The number provided is NER QA337 is the number for a quality assurance inspection agency. It is not an approval for the roofing material. IO. Show location of attic access with a minimum size of 22"x30". Provide a scuttle on each side of the firewall in the ppol building. As shown the attic access is from the pool equipment room only. There doesn't appear to be access to the entire building. FOUNDATION 11. 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. The response was to see the soils report. I do not have a copy of the soil report. 12. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5. See item above. 13. The soil report must contain design information for the PT slab consistent with the center and edge lift parameters indicated o the first sheet of the PT design calc's. See the item above. STRUCTURAL 20. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. ITEM REMARKS SOILS COMPLIANCE PRIOR TO Prior to fdn approval or pouring of concrete FOUNDATION INSPECTION. This was not included in the special inspection section of the foundation plan. 21. 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. This form was not included with the resubmitted plans. 24. Per UBC Section 2343.6, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: The response was '' See 8 112 X 11 set of plans by Deadlines engr.". the plans by Deadlines did not include this note. identity of the company manufacturing the truss. The design load. The spacing of the trusses." 25. I can not follow the lateral design method you used. The spread sheet format does not allow interpretation of the design. Where do you calculate the base shear? Where do you show base shear distributed to the various shear walls? Where do you conclude which type of shear wall is appropriate for the loading? Provide lateral design calculations in a format that I can verify that the loading, distribution to walls, ability of the walls to resist the load and uplift is consistent with the requirements of the UBC. I still can not determine how you arrived at the loads or how they were distributed to the various lateral resisting elements of the building. 27. Include in the design calc's the grade beams as shown in 3/SD1. The grade beam must be capable of resisting the base moment. The response was grade beam calc's have been provided. See pages PC-1 & PC-2. I could not find any pages in the design calc's that are numbered PC-1 & PC-2. Please clarify. 29. Why is detail 2/SD2 referenced on sheet S-4 at the top of the masonry walls. This detail is for wood framing not for masonry walls. This detail appears to be an extension of a plywood shear wall within the attic. How does this relate to the masonry wall construction proposed. Provide details that are relavent to this construction. 0 ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEWER: Eric Jensen 39. Unfortunately, the detail was added to the wrong panelboard. Change to "PB" from "SP". Show the required grounding and bonding for panelboard "PB" on the single line diagram. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (61 9) 560-1 468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. c -. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER 97-3613 DATE: 3/3/98 SET: 11 + PLAN REVIEWER GlenAdamek 42. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. Check Chlorine Tank and other pool chemicals. A. Clearly show types of hazardous material is being stored or used. Provide a list of the proposed hazardous material as per the material types in UBC, Tables 3-D and 3-E. Provide the material safety data sheets (MSDS). Clearly show the amounts of each type of hazardous material to be stored and in use. Clearly show where in the buildings each type of hazardous material is being stored or used. Provide calculations for required containment in each area of the buildings, as per UBC, 307.2.5. Provide a written response to show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. B. C. D. E. F. PLUMBING (1994 UNIFORM PLUMBING CODE) 49. Detail the spa, wading pool and pool heater vents. UPC, Section 517.0. 50.a) On detail 3 on sheet P-0 show the ceiling levels of the room ( the ceiling levels must be above the vent connectors, vents with slopes less than 45 degrees from horizontal). UPC, Section 51 6.0. 50.b) Detail the spa, wading pool and pool heater flues (vents) offsets, length, pitch, and clearances as per UPC, Section 516.0. 76. Detail how rain water is kept out of the shower drains, as per UPC, Section 714.2. MECHANICAL (1 994 UNIFORM MECHANICAL CODE) 55. The ventilation rates on MECH-4 forms of the energy design do not comply with UBC, Section 1202.2.1. Provide mechanical ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1. Please correct. 56. space over the janitors closet.) Sections do not show clearances below the trusses and above the ceiling joist. Detail access and working clearances to HVAC equipment (fan coil unit #FC/1 in the attic 57. space over the janitors closet. UMC, Section 305.2 Show minimum 30” deep unobstructed working space in front of fan coil unit #FC/I in the attic 58. closet will not fit into the hip truss framing shown on sheet S-2. Please correct. The 30 x 30 inch attic access to the fan coil unit #FC/I in the attic space over the janitors 59. The 30 x 30 inch access clearances from the attic access opening to the fan coil unit #FC/1 in the attic space over the janitors closet can not be provided through the trusses and truss webs. UMC, Section 31 9.4 61. of a sink is not allowed (to a lavatory tailpiece is OK.) Please correct. UMC Section 310 directly connection of the main condensate drain line from air conditioning units to the tailpiece 66. Provide the data as per item #42 above to show mechanical exhaust ventilation is not required for the Chlorine Tank Room. 67. Detail the exhaust ventilation system for the Chlorine Tank Room to show compliance with UMC Chapters 5 & 6. A. B. C. D. E. Detail the required make-up air as per UMC, Section 505.6. Detail the exhaust outlet clearances as per UMC, Section 609.1 0. Clearly show the exhaust duct material and gage used for each duct size. See UMC, Table 5-B. Detail duct cleanouts as per UMC, Section 609.4. Detail duct support as per UMC, Section 609.6. 68. 69. 70. 71. 72. 73. 74. 75. Exhaust ducts shall terminate outside the building as per UMC, Section 504.1, for the Chlorine Tank Room. 0 ENERGY CONSERVATION Provide plans, calculations and worksheets to show compliance with current energy standards. The LTG-2 form on sheet E-7 shows the conditioned floor area to be 5,382 square feet. The PERF-I form shows the conditioned floor area to be only 2,485 square feet. Please correct the lighting designs to include only the conditioned spaces. On the plans clearly show the R-19 wall insulation and R-30 roof insulation, as per the energy design. The wattages for the 2 x 4 light fixtures seems too low. Provide cut sheets. Provide cut sheets for the Cove light fixtures to show the 5 watts per foot wattage. (5 watts per 6 inches on center is 10 watts per foot.) Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). Complete energy plan check will be done when complete corrected energy designs are provided. 76. The PERF-I forms on sheet M-5 must be signed by the Principal Envelope Designer and Documentation Author. 77. The LTG-1 forms on sheet E-7 must be corrected and signed by the Principal Lighting Designer and Documentation Author, use new forms. Note: If you have any questions regarding this plan review list please contact Glen Adamek 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. END OF DOCUMENT EsGil Corporation DATE: 12/5/97 JURIS D I CTI 0 N : Carlsbad PLAN CHECK NO.: 97-3613 SET: I PROJECT ADDRESS: 2280 Calle Barcelona PROJECT NAME: Villages La Costa Clubhouse 0 FILE 0 0 lm 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 below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 0 The applicant‘s copy of the check list has been sent to: Tim O’Grady P.O. Box 9000-685, Carlsbad, CA 9201 8-9000 Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: REMARKS: Mail Telephone Fax In Person By: Chuck Mendenhall Esgil Corporation Enclosures: GA 0 CM EJ 0 PC 1 1 /25/97 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 I I Carlsbad 97-36 13 12/5/97 PLAN REVIEW CORRECTION LIST COM M ERClAL PLAN CHECK NO.: 97-3613 OCCUPANCY: A3/S2 TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: 18,000 SPRINKLERS?: yes REMARKS: DATE PLANS RECEIVED BY J URlS D ICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/5/97 JU Rl SD ICTION: Carlsbad USE: Recreation Building ACTUAL AREA: Rec Bldg 3440 Pool Bldg 1560 STORIES: one HEIGHT: OCCUPANT LOAD: 87 Rec Bldg DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/25/97 PLAN REVIEWER: Chuck Mendenhall -. 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 copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. :* LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC ) cornforw.dot . Carlsbad 97-36 13 12/5/97 GENERAL 1. 2. 3. 4. 5. 6. 7. 8. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 921 23, (61 9) 560-1 468. PLANS All sheets of the plans 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 statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. A one hour fire rated separation is required between the pool equipment room, Rm 204 and the rest rm, Rm 203. UBC 302.5. Section A/B5.1 and detail 44/SD3 on the plans does not show the block wall extending to the roof. EXITS Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, M or S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1004.3. Exit doors from Group A occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter IO. Specify panic hardware on the door schedule for exit doors from rooms 102 & 103. I can not determine from the hardware schedule that you are proposing panic hardware. 0 ROOFS Specify on the plans the following information for the roof materials, per Section 106.3.3: a) ICBO approval number, or equal for the slatekement tile roof covering. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: Carlsbad 97-36 13 12/5/97 9. IO. 11. 12. 13. 14. 15. 16. 17. 18. 19. a) ICBO approval number, or equal for the Bristolite skylights shown in the Pool Bldg. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 1505.3. Show location of attic access with a minimum size of 22”x30”. 0 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. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 The soil report must contain design information for the PT slab consistent with the center and edge lift parameters indicated o the first sheet of the PT design calc’s The interior stiffener beams must be 16” wide for both the Rec Bldg and Pool Bldg. The plans show only 12” wide. 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) b) c) The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report.” Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. include on the foundation plan the grade beams for the isolated tower frame structure. See 3/SD1 Provide a construction detail for the grade beams supporting the steel frames. The notes on SI indicate (3)#6 T & B typ. 4 places. Where are these 4 places? What is the size of the grade beam? Clearly show on sheet S-I the extent of the grade beams supporting the steel frames. It is not clear where the 12” X 24” tie beams end and the grade beams begin. Carlsbad 97-36 13 12/5/97 STRUCTURAL 20. 21. 22. 23. 24. 25. 26. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REMARKS SOILS COMPLIANCE PRIOR TO Prior to fdn approval or pouring of concrete FOUNDATION INSPECTION PRESTRESSEDSTEEL Placement & stressing of tendons 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. Specify nailing will be in compliance with Table 23-I-Q. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. Per UBC Section 2343.6, provide the following note on the plans if trusses are used: “Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) b) The design load. c) Identity of the company manufacturing the truss. The spacing of the trusses.” I can not follow the lateral design method you used. The spread sheet format does not allow interpretation of the design. Where do you calculate the base shear? Where do you show base shear distributed to the various shear walls? Where do you conclude which type of shear wall is appropriate for the loading? Provide lateral design calculations in a format that I can verify that the loading, distribution to walls, ability of the walls to resist the load and uplift is consistent with the requirements of the UBC. Include in the design calc’s for the frames the connections. The connections must be designed to resist 3Rw/8 X the design load. UBC 221 1.8.3.1.2. Carlsbad 97-36 13 12/5/97 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. Include in the design calc's the grade beams as shown in 3ISD1. The grade beam must be capable of resisting the base moment. Detail 14/SD1 appears to be showing a horiz. Diagonal brace at the intermediate level of the frame. This is not shown anywhere else on the plans. Please clarify. Why is detail 2/SD2 referenced on sheet S-4 at the top of the masonry walls. This detail is for wood framing not for masonry walls. Detail 11/SD2 referenced on sheet S-4 at grid location 2-B is not appropriate. This detail is for a wood frame building not a masonry building. Specify the size and number of vertical reinforcing bars in the column shown in detail 31/SD3 Reference detail 48/SD4 to the walls on sheet S-3. I presume this is the typical masonry wall construction. Show in detail 47/SD3 how you intend to comply with UBC Section 161 I. Note: A complete structural recheck will be completed when the above items have been addressed. ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEWER: Eric Jensen Both water systems are required to be bonded for the recreation area building. Revise the single line diagram to reflect both connections. Show the available fault current (Isc.) from the serving Utility Company and at any equipment where Isc. exceeds 10,000 amperes. Specify the AIC ratings for the service main and service feeder overcurrent devices on the single line diagram. If the electrical service is a series-rated design, please note the following on the electrical plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with the requirement of NEC 11 0-22" and "The overcurrent devices shall be AIC rated per the manufacturers labeling of the electrical equipment". Identify the fountain light circuit as GFCl protected. Carlsbad 97-36 13 12/5/97 39. Show the required grounding and bonding for panelboard "PB" on the single line diagram. 40. "PBI' has a 200 ampere main fed by a 150 ampere circuit. (Not a code violation) Include the "future" load calculation for panelboard "PB" on the electrical sheets. 41. Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad. Please describe what the "UFER1 ground will be. ( footage, conductor material and size, depth in footing. 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 GlenAdamek 42. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. Check Chlorine Tank and other pool chemicals. Clearly show types of hazardous material is being stored or used. Provide the material safety data sheets (MSDS). Clearly show the amounts of each type of hazardous material to be stored and in use. Clearly show where in the buildings each type of hazardous material is being stored or used. Provide calculations for required containment in each area of the buildings, as per UBC, 307.2.5. Provide a written response to show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. 0 PLUMBING (1994 UNIFORM PLUMBING CODE) 43. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 61 0.0 44. Provide gas line plans and calculations, showing gas pressures, pipe lengths and gas demands for each of the four gas systems. UPC Section 121 7.0 Carlsbad 97-36 13 12/5/97 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. “Gas piping supplying more than on building on any one premises shall be equipped with separate shutoff valve to each building, so arranged that the gas supply can be turned on or off to any individual or separate building.” UPC, Section 121 1.9. Please correct. Show the required gas valve installed immediately preceding each gas regulator. UPC, Section 1218.5 Correct the Water line floor plans on sheets P-3 and P-4 to show the trap primers for the restroom floor drains near the water closets. UPC Section 1007 As per UPC, Section 71 0.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public upstream manhole rim elevations. Only fixtures with flood rim levels below the public upstream manhole rim elevation may flow through a backwater valve. Detail the water heater flue (vent) termination’s as per UPC, Section 51 7.0. Minimum 8 feet from the wall or above the wall. The detail 2 on sheet P-0 does not match the plans, at the False Chimney at kitchen and over room # 204. Also, detail the spa, wading pool and pool heater vents. Detail the water heater flue (vent) offsets, length, pitch, and clearances as per UPC, Section 516.0. Floors of public shower shall be drained in such a manner that waste water from one bather will not pass over areas occupied by other bathers, as per UPC, Section 41 0.6. Detail the shower floor slope for drainage to the floor drains. Detail how rain water is kept out of the shower drains, as per UPC, Section 714.2. The water heater locations on sheet P-4 and B2.1 do not match. On sheet P-4 the Water & Gas plan and the Waste & Vent plans do not agree to the locations of the water heaters. Please correct. Detail the Backwash disposal from the spa, wading pool and pool filter systems. No receptors provide in the pool equipment room. MECHANICAL (1994 UNIFORM MECHANICAL CODE) Provide mechanical ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1 The units seem to be undersized. Carlsbad 97-36 13 12/5/97 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. Detail access and working clearances to HVAC equipment (fan coil units in the attic space.) Sections do not show clearances below the trusses and above the ceiling joist. Show minimum 30" deep unobstructed working space in front of furnace. UMC, Section 305.2 Show access to the attic containing equipment to be minimum 30 inches by 30 inches. The opening may be 22 inches by 30 inches if the equipment can be removed through such opening. UMC, Section 31 9.3 Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. UMC, Section 319.4 Show permanent electrical outlet and lighting fixture controlled by a switch for furnace located in attic space. UMC, Section 31 9.6 Detail disposal sites of main condensate drainage from air conditioning units as per UMC Section 310 Detail overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations. UMC Section 310.1.1 Show I.C.B.O. approval number for prefab fireplace. Show height of chimney above roof per I.C.B.O. approval or Table 31-B. Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 31 02.3.8 Provide smoke detection in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. Show the required ventilation of the Chlorine Tank Room. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. a) Detail the required make-up air as per UMC, Section 505.6. b) Detail the exhaust outlet clearances as per UMC, Section 609.1 0. c) Clearly show the exhaust duct material and gage used for each duct size. See UMC, Table 5-B. d) Detail duct cleanouts as per UMC, Section 609.4. e) Detail duct support as per UMC, Section 609.6. Exhaust ducts shall terminate outside the building as per UMC, Section 504.1. Carlsbad 97-36 13 12/5/97 0 ENERGY CONSERVATION 69. 70. 71. 72. 73. 74. 75. 76. 77. Provide plans, calculations and worksheets to show compliance with current energy standards. The LTG-2 form on sheet E-7 shows the conditioned floor area to be 3,972 square feet. The PERF-I form shows the conditioned floor area to be only 2,485 square feet. Please correct. (Toilets are not conditioned.) On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. The wattages for the 2 x 4 light fixtures seems too low. Provide cut sheets. Provide cut sheets for the Cove light fixtures to show the 5 watts per foot wattage. Show the daylit areas and required daylit area daylit areas. Title 24, Part 6, Section 131 (c). Complete energy plan check will be done wher designs are provided. ighting controls for lighting in complete corrected energy The PERF-I forms on sheet M-5 must be signed by the Principal Envelope Designer and Documentation Author. The LTG-1 forms on sheet E-7 must be corrected and signed by the Principal Lighting Designer and Documentation Author, use new forms. Note: If you have any questions regarding this plan review list please contact Glen Adamek 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. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, Le., 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. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 921 23; 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 Chuck Mendenhall at Esgil Corporation. Thank you. .. .. '.'I,,,*!.,. 3 bw.a.,..QU1\J..~QQd\% %Q.. ..- .......... -.I.-- .... ....................... ............ ...... .................... , ..,. ..... ......... , ----_- ........................ ... ..... ....... ............ "_.." ............. .... ,.s ..I.. ... .................... ... ... ...... .......... ..................... .. ,.. ... ".Aml .7 m,.. .......... .... ....- ............ __. -. _...% ..,..A ..... ..% . ...,_.... " ..... "-,_.I..._ .... _I ... ........ SPECIAL INSPECTION PROGRAM _... ..... ADDRESS OR LEGAL UfSC:RIPTtON: ___- ----- --.- ~ I. 8s the owner, or agent of Ihe owiier (coi-ltradors may not erngloy the special inspec;tor), CeTtity that 1. or the architecliczllglnaer nf record, will be raporrstble tor employing the special iii~pector(s) 3s requirec! by Uniform €lullding Code (UBC) Sectloti lf01. t for the Constriictiotr project located at the site listsd above. UHC Sectlor1 106 3 5 I, as the ongineerla:chitact of record. certify that I !lave prepared the following spacial inspectinn program as required by Uric: Swtlon loti 3 5 for tne construction project locxtrtd L~I the site listcd abo~te tdyw.Yu..nlr-4 C.& b Siy..l,. I.... 1, List of work requiring spccirll inspection: Carnplianco Prior to Poundation Inspection 1 Concrete Over 2500 !'SI 1 Prestressed c:oncrefe [: Structural Masonry WSprapd-On F ireproofin 3. Duties of tho apecial irlspouturs for the work listed above: Carlsbad 97-36 13 12/5/97 VALUATION AND PLAN CHECK FEE rec bldg JU RI SD ICTlO N: Carlsbad PLAN CHECK NO.: 97-3613 3440 66 227,040 PREPARED BY: Chuck Mendenhall DATE: 12/5/97 Air Conditioning Fire SDrinklers BUILDING ADDRESS: 2280 Calle Barcelona 2508 3.50 8778 3440 1.70 5848 BUILDING OCCUPANCY: A3/S2 RECREATION BLDG TOTAL VALUE 241,666 TYPE OF CONSTRUCTION: VN MU LTI P L I E R rn I991 UBC Building Permit Fee 1991 UBC Plan Check Fee 0 Plan Check Fee by ordinance: $ 738.73 Type of Review: Complete Review 0 Structural Only 0 Hourly Repetitive Fee Applicable 0 Bldg. Permit Fee by ordinance: $ 1136.50 0 Other: Esgil Plan Review Fee: $ 590.98 Comments: Sheet1 of 2 macvalue.doc 51 96 c BUILDING PORTION Carlsbad 97-36 13 12/5/97 BUILDING AREA VALUATI 0 N VALUE (ft.*) MU LTl PLl ER ($) VALUATION AND PLAN CHECK FEE pool bldg JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3613 1560 PREPARED BY: CM DATE: 12/5/97 Air Conditioning Fire SDrinklers BUILDING ADDRESS: 2280 Calle Barcelona 1560 1.7 2652 66 I 102.960 I I TOTALVALUE I 1051612 1991 UBC Building Permit Fee 0 Bldg. Permit Fee by ordinance: $ 660.50 1991 UBC Plan Check Fee Plan Check Fee by ordinance: $ 429.33 Type of Review: c] Complete Review Structural Only 0 Hourly Repetitive Fee Applicable 0 Other: Esgil Plan Review Fee: $ 343.46 Comments: Sheet 2 of 2 BUILDING PLANCHECK CHECKLIST DATE: 12 c- 9 47 PLANCHECKNO.: CB q7- 3617 u,, BUILDING ADDRESS: 2zkv Ll1.4 &c++--- PROJECT DESCRIPTION: k &s+, r/ &it<# cub - (&b&++y 2 ASSESSOR’S PARCEL NUMBER: zrr-27j -or EST. VAL&: ENGINEERING DEPARTMENT APPROVAL 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. A Right-of-way permit is required prior to construction of the following improvements: I DENIAL attached report of deficiencies marked wit 22% ake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. n ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: ATTACHMENTS . Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1 161, ext. 4324 CFD INFORMATION Parcel Map No: Lots: Recordation: Right-of-way Permit Application Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Carlsbad Tract: A4 \UASPALMASSYSVIBRNQ\~~ Rev w3197 2075 Las Palrn-O09-$576 - (61 9) 438-11 61 - FAX (61 9) 438-0894 A @ BUILDING PLANCHECK CHECKLIST SITE PLAN P 1, Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Property Lines B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-way Width & Adjacent Streets G. Driveway widths do 0 2. Showonsiteplan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: “Finish grade will provide a minimum positive drainage of 2% to swale 5’ away from building.” B. Existing & Proposed Slopes and Topography JP P 3. Include on title sheet: A. Site address . B. Assessor’s Parcel Number C. Legal Description For commercial/industriaI 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 P P D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. I- o 0 n 4b. All conditions are in compliance. Date: 2NDJ CI p/p CI D BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 3RDJ CI 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: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner@) 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 will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS CL 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: 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: D 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 , BUILDING PLANCHECK CHECKLIST 4. 1 &‘ D P P d 2nd/ 3“/ P IJ 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: P D 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior 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. P D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Write “No Grading” on plot plan if none is required. 5 D 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. 3 approval obtained prior to issuance of a Buildina Permit. Grading Inspector sign off by: 7c. Graded Pad Certification required. (Note: Pad certification may be required even @EQ if a grading permit is not required.) Date: tl P P 7d. No Grading Permit required. 0 D D 7e. If grading is not required, write “No Grading” on plot plan. MISCELLANEOUS PERMITS tl P 5 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 18tJ 2ndJ 3d' P u Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. a IO. 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: wa pcI;%chk bkC$ i- * '5 -b offiofi .fof hclJ&) Qdj:a fi HwJ Elimination System (NPDES) permit. i,, T7* '(3' ,,.te+j. Complies with the City's requirements of the National Pollutant Discharge 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. fees are attached 0 No fees required I 13. Additional Comments: 6 -me tu- c uec ale m , I Ir . - ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET /Vcri*E: FEE 7b ,+sj~ja l&c &/~i)/dG. dd F~;;E RE4UiAg9 @A 0 0 pmL @26 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Prepared by:+D. 3;Cl.C Date: EDU CALCULATIONS: List types and square footages for all uses. 12 - 9- 97 Checked by: Date: Types of Use: Xec k9. ~dn ,q J Sq. FtJUnits: EDU's: I ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: ADT's: 28 X s62- uC~<J CAP. 1 FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED: dGES WITHIN CFD: 0 YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) CI NO (See Building Department for amount) 0 NO wl . PARK-IN-LIEU FEE PARK AREA: FEE/UNIT: X NO. UNITS: =$ &'TRAFFIC IMPACT FEE @NITS: a X FEE/ADT: 3Y =$ 9G2 ADTWUNITS: X FEE/ADT: =$ ,@ w3. BRIDGE AND THOROUGHFARE FEE 7 A. FACILITIES MANAGEMENT FEE ZONE: 12 pr vir UNli /SQ.FT.: X FEE/SQ.FT./UNIT: 64v* = $ 0/5. SEWER FEE PERMIT No. %Vo udcud '\ 9 EDU's: 1 X FEE/EDU: =$ -p=@ BENEFIT AREA: e DRAINAGE BASIN: EDU's: X FEE/EDU: =$ P- A. DRAINAGE FEES PLDA HIGH /LOW ACRES: X FEEIAC: 7. SEWER LATERAL ($2.500) TOTAL OF ABOVE FEES*: $ Kc *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. REV 01/22/97 4 I t .8 1. Plan Check No. C B 97-3613 A€" 255-273-05 Please make all corrections on Enclosed. PDC, the original tracings and DA" Chesapeake Drive, Suite 208, LIMAAssoc. submit bo new sets of prints to: Esgil Corporation, 9320 Sun Diego, California 92123, (619) 560-1468 GROUP, GCI AsSOC., *om RESPONSES TO County of San Diego Dept. of Community Development PLANNING AND ENGINEERING PLANCHECKS 4. 2280 Calle Barcelona The Valley Club Title Sheet.. . A one hourfire rated separation is required. . . See section A-A, sheet 82.1, and sheet CA1.1 DA" GROUP TO: Whom It May Concern BY: Nancy Keenan ClTY OF CAlUSBAD DAHLIN GROUP 2075 Las Palms Dr. Carlsbad, CA 92009-1576 539 South Cedros Avenue Solana Beach, CA 92075 769/438-1161 61 9/350-0Saa 6. ITEM# I COMMENT I RESPONSE I BY exits.. . A7.1 Exit doors from Group A.. . See Active Hardware column and Misc. Notes, sheet A7.1 DAHLIN GROUP Eseil Cornoration - Chuck Mendenhall 2. I See enclosed two (2) sets of plans. I DA" GROUP 3. I Provide u statement on the I See Title Sheet Tl.1. I DA"GR0UP I All sheets of the plans.. . EXITS 5. I Note on the plans: "All I See note at Door schedule, Sheet I DA" GROUP Print Dak 2/20/98 \\Pam\c\DGSD\Jobs\745 KDDevelop~nent\745002 Valley Club\REspcitycB 0213.d~ Page 1 of 5 - - -* ...- YY. I- GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE LOTS REQUESTED FOR RELEASE: 977 N/A = NOT APPLICABLE 4 = COMPLETE 0 = lncomdete or unacceptable Site access to requested Lots adequate and logically groupcd Stic erosion conttol measuics :idcquate Overall site adequate for health, safely and welfare of public. Letter of request for partial release submitted 8%'' x 11" site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Can water service be installed prior to bringing building combustibles on site. 's Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Parlial release of the site is denied for the following reasons: n .. Projdct Inspeclor fl Dalc Projcct Engineer D3tC - PLANNING DEPARTMENT .. BUILDING PLAN CHECK REVIEW CHECKLIST I wdo Plan Check No. CB 97 c 36/3 Address d4'm I&?& PI an ner Type of Project and Use: Zoning: f?, General Plan: (I Facilities Management Zone: /2- in nlfll # Date of participation:(/3/?/ Remaining net dev acres: & (For non-residential development: Type of land used created by A& Phone (61 9) 438-1 161, extension 4/y$/ A -- - APN: O? 55-373 c 04 Project Density: CFD Qe one this permit: 1 Leaend: Item Complete 0 Item Incomplete - Needs your action Environmental Review Required: YES ,)( NO - ' TYPE &/R % 2 -_ DATE OF COMPLETION: /q 1> Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IJW Discretionary Action Required: ' YES ,X NO - TYPE APPROVALIRESO. NO. Sbp 39 -/Y DATE '?hd #pCm 3d 3s- PROJECT NO. ? Cw-W OTHER RELATED CASES: r7 - 8-s-02 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance L Project site located in Coastal Zone? YES NO- CA Coastal Commission Authority? - NO YES - If California Coastal Commission Authority: Contact them at - 31 11 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Coastal Permit Determination Form already completed? YES NO- ollow-Up Actions: tamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum e& Floor Plans). 2) Complete Coastal Permit Determination Log as needed. o-d 17 BdD lnclusionary Housing Fee required: YES - NO >( (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) - NO Data Entry Completed? YES - (Enter CB 6 UACT; NEXT1 2; Construct housing YIN; Enter Fee Amount (See fee schedule for amount); Return) / -- - Site Plan: * 1. Provide a fully dimensional site plan drawn to scale. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing Show: . topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. 2. 3. 4. 5. Setbacks : Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown ,d/d Shown Accessory structure setbacks: Front: Required Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Height: Required Shown Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown ~~~~~~~ ~ OK TO ISSUE AND ENTERED APPROVAL fNTO COMPUTER DATE /&dfJ 97439 Bureau of Prevention City of Carlsbad Fire Department ++- Plan Review: Requirements Category: Building Plan Check Date of Report: Wednesday, December 10, 1 997 Contact Name Tim O'Grady Reviewed by: Address P 0 BOX 9000-685 City, State Carlsbad CA 9201 8-9000 Planning No. Job Name La Costa Vly - 2 bld Job Address 2280 Calle Barcelona 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 off ice for review. For Fire Department Use Only Review 1st 2nd 3 rd CFD Job# 97439 File# Other Agency ID 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 SENT BY: DAHLIN aROUP 6. 0.; 3-26-98 1:52PM; 619 756 I108 => 4380894; #I I2 / 1 ..--.. .-.. ... "l_.--. . ...-. ......... ............. 4%&5.qg ._ ,-.. Duf E * .I. I _..- #Ptlgcs: .. . .----.....---. 97 .--.. ...................... /;t fieevtsrl x Fl<OM: DAI AN GROUY San L)icj;o 539 SOUTH CEDKOS AVLNUE SOLANA BEACH, CA 92075 619-350*(194 Fa&- FA% 61!b3504J540 Phone: -..-- ... ._-.. ......... I. ..--.e. ... Message: .... I ..-- ..... ..-...*.. .... ....-e-. ............. ._.----.. ..... , ................ 1 ......... ... .I.-I_*..."*- ......... .,_. . . .----..-.-... . ., _-.-.._-..-. 1 ................... p[m ........... &&Ma -.. .--.--- 97-3613 ...... ........ ...--- -. , .-............-. ... , .. ...... .....-.-... . .............. ..... .--- .. ....--.. . . I-_ ._. ...... I ......-.. ..._.....__............. ....... ..._~...--- "_._-.-.I-.. . .............. 1 .. II ciicioswes SIC !I~J 3, noic4. kindly wtily us II rliw .-RH #2/2 RECEIW?: 3-18-88; 8:PBAY; 619 338 2377 => DAHLIN GROUP 5. 0.; #2 E 03/18/98 WED OB:~O FAX 619 338 2377 ENV1RO"TL HLTH /- 0 005 I I I i i I I i ! i I 1 I I IP Is 1CJ 3/17/98 - Prior ta plan approval the folloWing.est be provided: At this time the County Department of Enviromental Health Plan-check does not approve Please provide mare spacific *ILrecJ.a%m water in conlunctlon with public swimming poolcr. information concerninn the application of.reclaimed wt*r ec Svi Imnilw uool facilities purposed on plaas- - 7-1- Interior finishes far lavatories and shawere (floors, valls and ceilings) do not comply letv Co de, (See att- ent(g1l. ~ *Provide pool plans from an approved.swimming pool contractcrr. I I. . OFFICE U8E ONLY AECEIVEf: 3-18-98; 8:26AY; 819 338 2377 => DAHLIN GROUP S. 0.; #3 s' 03/18/98 WED o9:~ FAX 619 33s 2377 ENVIRDNllINTL HLTH structural design & consu I t i ng ASSOCIATES INC. BUILDING DEPARTMENT CORRECTIONS ARCHITECT: Dahlin Group DATE: March 13,1998 PROJECT: Villages of LaCosta City: Carlsbad FILE NO.: 97-243 PLAN CHECK NO.: CB 97-3613 Set II 3/3/98 ITEM # REPLY STRUCTURAL 20. Sheet SGN1 of the structural plans has been modified to show areas to be placed under special inspection. 21. We have prepared the Special Inspection Program per the engineer of record’s requirements. If you have any questions, please feel free to phone us at 714-756-1525. Sincerely, %1//7& Marshall Mead GCI & Associates, Inc. 3831 Birch Street .Meivporr Beach, California 92660 Phone (714) 756-1525 Fax (714) 756-0208 Q:\GCIASSOC\BDCORREC\243BDC2.DOC structural design & consulting ASSOCIATES INC. BUILDING DEPARTMENT CORRECTIONS ARCHITECT: Dahlin Group DATE: February 13,1998 PROJECT: Villages of LaCosta ITEM # REPLY City: Carlsbad FILE NO.: 97-243 PLAN CHECK NO.: CB 97-3613 12/9/97 FOUNDATION 14. 15. 16. 18. 19. Detail 3/SD1 has been modified for grade beam width of 24”. Note has been added to sheet S-I I see not 5 under slab notes. Note has been added to sheet S-1 I see not 4 under slab notes. Grade beam size has been indicated on sheet S-I. Grade beam dimensions have been clarified on sheet S-I . STRUCTURAL 25. I have included another copy of the lateral force calculations with some comments that will help explain the spreadsheet design aid we use to calculate and distribute forces to walls. See PC-3 through PC-9. Load combinations used to select member sizes utilized full DL plus 3Rw/8 times the seismic loads. The moment connections have been designed to fully develop the steel beams to the columns (full penetration welds to top and bottom flanges). Thus, the connections satisfy the 3Rw/8 design requirements. Grade beam calculations have been provided. See pages PC-1 and PC-2. Detail 14/SD1 shows diagonal framing members connecting to the steel frame and is not depicting diagonal braces within the frame. Detail refers to panel blocking between wood trusses and is not called out at masonry wall locations. Straps shall tie pressure treated nailer to bottom chord of trusses. Plans modified to indicate nailer condition. Details 30/SD3 and 31/SD3 have been modified to show min. vertical column bars. 26. 27. 28. 29. 30. 31. 32. 33. Detail 48/SD4 has been called out on sheet S-3. Detail 47/SD3 is not intended to satisfy the requirements of UBC section 161 1 In conjunction with the shear transfer detail 47/SD3, details 46/SD3 and 44/SD3 have been provided and called out on plans to satisfy the positive tie requirements. If you have any questions, please feel free to phone us at 714-756-1525. S in ce re1 y , I Marshall Mead GCI & Associates, Inc. 3831 Birch Street .Newport Beach, Carifonia 92660 Phone (714) 756-1525 . Fax (714) 756-0208 ' GCI ASSOCIATES, INC. 97-243 . 3831 BIRCH ST. LA COSTA REC BUILDING NEWPORT BEACH, CA 92660 GRADE BEAM DESIGN pG -/ 714-756-1525 FAX 714-756-0208 Date: 02104198 Page: COMBINED FOOTING DESIGN GRADE BEAM FOOTING AT TOWER DESIGN DATA Allowable Soil Pressure - 2000.0 psf Short Term Factor - 1.33 Seismic Zone - 4 Live Load Acts With Short Term f'c : Concrete - 3000 psi Fy: Reinforcing - 60000 psi ' Concrete Weight - 145 pcf Min. As % - 0.0014 . Column Size ... #1- 8.0in #2- 8.0in ... Base Height #1- O.Oin #2- O.Oin .. Rebar CL to Soil Dist. - 3.00 in APPLIED LOADS At Col#l: Axial Shear Moment , Dead - 0.80 k 0.0 k 0.0 k-ft Shrt Trm - 0.00 k -20.0 k -64.0 k-ft At Col#2 Axial Shear Moment Dead - 0.8 k 0.0 k 0.0 k-ft Shrt Trm - 0.00 k 6.0 k -26.0 k-ft DIMENSIONS Gof cot #1 - 8.00 ftl 0verburden.Dead Wt. - 0.0 psf Live - 1.00 k 0.0 k 0.0 k-ft Live - 1.0 k 0.0 k 0.0 k-ft SUMMARY Service Allow ACI Factored Left S.P.: Static D+L - 356.7 psf 2000.0 psf 9-1 - 510.4 psf Short D+L+S - 870.7 psf 2660.0 psf 9-2 - 1219.0 psf Right S.P.: Static O+L - 356.7 psf 2000.0 psf 9-1 - 510.4 psf Resultant Ecc.: Static - -0.00 ft Stability ...... Col #1 ...... RulPhi As RulPhi As RulPhi As 9-3 - 702.3 psf ShortD+L+S - 0.0 psf 2660.0 psf 9-2 - 0.0 psf 9-3 - 0.0 psf ShortTerm - -6.13 ft Ratio I 2.09 :1 ... Between ... ...... Col #2 ....... Mu from ACI 9-1 - 7.7 psi -0.40 in2lft 8.0 psi 0.40 in2lft 7.7 psi-0.40 in2@ ACI 9-2 - 49.8 psi -O..~Q~n2fft 102.1 psi -0.58 in2lft 29.6 psi -0.40 in2lft - 26.7 psi 0.40 in2lft 128.1 psi -0.73 in2lft 19.0 psi -0.40 in2fft As(in2lftlft of width], negative -- > As @ top of footing --- ACI 9.3 MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9.2 ACI 9-3 ....... -_____- ....... 10.58 k-ft Mu @ column # 1 - 3.07 k-ft 19.75 k-ft Mu btwn columns - 3.16 k-ft -40.51 k-ft -50.86 k-ft Mu @ column # 2 - 3.07 k-ft -1 1.73 k-ft -7.56 k-ft One-way Shears .... 109.54 psi 109.54 psi Allow.: Vn=2(f'c'.51 - 109.54 osi Dihance Between Columns - 11.00 ft Ftg Oist right of Col#2 - 8.00 ft Footing Thickness - 24.00 in Total Footing length - 27.00 ft Footing Width - 2.00 ft 0 Actual : Vu I .85... - 2.88 psi 1 Between Columns - 1.77 psi Right of Column 12 = 2.88 psi Actual @ Column #1 = 1.07 psi Actual @ Column #2 - 1.07 psi Two-way Shears .... Allow.: Vn -4(f'c^.51 - 219.09 psi 2 7.95 psi 9.59 psi 25.05 psi 9.61 psi 7.13 psi 1.08 psi 9.09 psi 219.09 psi 0.17 psi 0.14 psi 2.31 psi 1.05 psi ___- GCI ASSOCIATES, INC, KW-0GOlOO V4.40 lcl 19113-96 ENERcnLC ' GCI ASSOCIATES, INC. 97-243 . 3831 BIRCH ST. LA COSTA REC BUILDING NEWPORT BEACH, CA 92660 GRADE BEAM DESIGN 714-756-1 525 FAX 714-756-0208 Date: 02104/98 Page: Ftg Dist left of Col#l - 14.00 ft Distance Between Columns - 11.00 ft Ftg Dist right of Col#2 - 14.00 ft Total Footing Length - 39.00 ft Footing Width - 2.50 ft , Footing Thickness - 30.00 in COMBINED FOOTING DESIGN DIMENSIONS GRADE BEAM FOOTING @ ENTRY r 1 SUMMARY Service Allow ACI Factored Left S.P.: Static D+L - 622.0 psf 2000.0 psf 9-1 - 901.6 psf Right S.P.: Static D+L - 622.0 psf 2000.0 psf 9-1 - 901.6 psf Short D+L+S = 1025.1 psf 2660.0 psf 9-2 - 1435.2 psf Resultant Ecc.: Static - -0.00 ft Stability Short D+L+S - 75.2 psf 2660.0 psf 9-2 - 105.3 psf 9-3 - 50.2 psf 9-3 - 683.8 psf Short Term - 5.61 ft Ratio I 2.09 :1 ...... Col #1 ...... ... Between ... ...... Col#2 ....... RulPhi As RulPhi As Ru/Phi As Mu from ACI 9-1 - 56.1 psi 0.50 inZ/ft 57.8 psi 0.50 inZ/ft 56.1 psi 0.50 in2fft ACI 9-2 - 35.1 psi -0.50 in2/ft 163.8 psi 1.08 in2Ift 109.9 psi 0.81 in2fft ACI 9-3 - 28.8 psi -0.50 in2/ft 172.4 psi 1.08 inZ/ft 40.4 psi 0.50 in2lft As(inZ/ft/ft of width), negative .- > As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9.2 ACI 9-3 ....... ....... ....... Mu @ column # 1 - 36.80 k-ft -23.05 k-ft -1 8.87 k-ft Mu btwn columns - 37.92 k-ft 107.46 k-ft 113.10 k-ft Mu @ column # 2 = 36.80 k-ft 72.13 k-ft 26.48 k-ft One-way Shears .... Allow.: Vn-2(f'c1.5) - 109.54 psi 109.54 psi 109.54 psi Actual :Vu / .85... 8.60 psi 7.60 psi Left of Column #1 - 16.34 psi Between Columns - 4.41 psi 0.03 psi 0.00 psi Right of Column #2 - 16.34 psi 30.39 psi 10.98 psi Allow.: Vn=4(f'cm.5) - 219.09 psi 219.09 psi 219.09 psi Actual @ Column #1 - 4.94 psi 2.53 psi 5.33 psi 8.61 psi 6.35 psi Actual @ Column #2 - 4.94 psi Two-way Shears .... V4.40 (c) 1983-96 ENEnKLC GCI ASSOCIATES, INC, KW-OF0100 Lateral Force Analysis 243REC.XLS p; - 3 Sheet \ 'c decript. REC BLDG Lateral Force Analysis One Story 1994 Uniform Building Code - LOAD GENERATION I I I I I I I Zone I 4 I z= I 0.4 I I I - Rw= I 6 Occupancy Category, I = 1 .oo C = 1 .25S/(TA0.67) c Cmax= 2.75 Transverse Seismic Strips / Geometry ' ' 1 I 0.183 W Id Wahg t3dG-. 9 I q- "t/=! e;t27-/c P-Y 6 TP-1 ps Siesmic strips correspond to Wind strips I' 11 Storv I Seismic Strim DL - T#7 ISeismic I Rf DL IRf Depth I # Walls I Walls I Plate Ht I .=. I psf 1 .o 0.183 36. I 0.183 36.1 1 .o I .o 1 .o -- .- ~- 3 1 Vs I 0.183 I 36.1 243REC.XLS 1 1/5/97 Page 1 Lateral Force Analysis I 155.6 136.9 00.0 243REC.XLS 00.0 252.5 00.0 2 - L# VW 1 I 155.6 3 vs 51 6.2 4 L# 1 2 3 4 transverse T# 1 2 3 4 longitudina L I I I Longitudinal Seismic Strips / Geometry I ~~ I I I I I I I I 2 I 124.5 I I 398.1 I I _____-I I __ _- 12.0 43.0 50. Pt Lds # 243REC.XLS 1 1 /5/97 Page 2 Lateral Force Analysis 24 3R EC .XLS 219198 i Page 3 243REC.XLS Lateral Force Analysis 243REC.XLS .~ Desiqn # Loads #/ft Begin ft. - Resultant t 2184.0 I0.0~16888.011~~~28.0-I 0.0 t-0.0 i 0.0 i I Pt Ld 41 5.4 259.6 00.0 0.0 00.0 0.0 00.0 0.0 TOTAL 1507.4 1351.6 3444.0 3444.0 1764.0 1764.0- 000.0 000.0 * I n h n - Design # (5) (6 ) (73 (8) E ISM IC) x'i r3 0 54 75 Loads #/ft Beclin ft. 11 15/97 Page 5 243REC.XLS Lateral Force Analysis 243REC.XLS Wall I# Vwind vseis.. ae In t h Sum vs #Ift W i- .. .- ... ....... .I ?..- ...... __ ........ - . S ....... - -.- vw #Ift- . - - - .. - ~ Material .. AB ~ .~._ ......... ... - Design . # WIND ___ . - loads #Irt _. Begin ft. End ft. L of Load Resultant Pt Lds # Location Factor Diaph v ~ Unif Lds . __ _. ___ - .- .... -~ . ~- -~ - ........ TOTAL.. Pt Ldr ...... Design -# Loads #iii - - -. . - __ SEISMIC ~ ~ ~. .. ~ Begin ft. End ft. L Of Load 3111 1 ...... ~-. ....... _-_ ... I- - i-- --- - .. __ ___ .. _. . - FRAME LDTo t I 0.0 I 11.5 I 11.5 I 33.0 1 33.0 I 48.5 I 48.5 33.0 0.0 0.0 ___ -. .... 1~ .. ~.~ 1677.0 I 1677.0 1209.0 12390. -006.6. 00.0 0.0 f 00.0 j -ti:o 00.0 ........ . __ __ .. .. ...................... 1 .................... I -. VR 0.0 0.0 000.0 ..... -. .. . - -. - . - ---_ Page 6 243REC XLS Lateral Force Analysis 243REC.XLS (Resultant1 4577.0 I 0.0 1 11094.0 Pt Lds # Location Factor DiaphV VL Pt Ld 00 0 Unif - Lds 22885 __ TOTAL- - -2288.5. ._ - -7- -- I-.-. - -L -- -__ -I- Diaphragm __- ~-I-._I VSe W .__ a I I __ 0.0 I 7998.0 I 0.0 I 0.0 I 0. 5547.0- 999.0 3999 0 ' ' 0.0- 5547.0 3999.0 3999.0 -000.5 -_ -yu-I-06.5 - - 0.0 ___ - - . - - - ._ 0.0 __ 10 0.0 __ 1 -g 1 0 0.0 I 0.0 0.0 0 - 000.0 0.0 I -e-- 0.0 0.0 . . -. . -. .. - _____ . 00 -I-- I- 00 I I t--- Page 7 243R EC. XLS Lateral Force Analysis 243REC.XLS Sheet 1 115197 Page 8 243REC.XLS structural design & consulting I ASSOCIATES INC. I COVERSHEET November 5,1997 GCI FN: __ - -- Project: Architect: Contact: Developer: Dev Contact: Owner: Description: Location: Contract With: Services Soils Engineer: Soils Report No.: Report Date: Soil Bearing: Foundation Type: 97-243.00 Project Type: COMMERCIAL - .- .- - --- - . Villages of La Costa Dahlin Group Christe Grade Recreation Building Structural calculations and structural drawings for a one story recreation building, a one story pool building, a gazebo and an entry sign monument. Carlsbad, California Calle Barcelona Architect CALCS & DRWGS GEOCON Incorporated 05871-12-01 1011 7/97 2000 psf POST TENSIONED By Others Client J.N.: 745.002 Book In Date: 101 2/97 I 3831 Birch Street Newport Beach California I . Voice (714) 756-1525 Fax (714) 756-0208 . -. . . . P structural design & consulting I ASSOCIATES INC. REV1 SI 0 NS SHEET NUMBER 2 A FILE NUMBER 97-243 A DATE November 6,1997 ;PEClFlCATlONS ROOF PITCH Live Load Pitch Adj. Roofing Mat'l Sheathing Roof Rafters Ceiling Joist Drywall Insulation Misc. Total D.L.= Total Load= LU1.25+D.L. * TNuabvo(h.n FLOOR 6:12 16.0 2. I 10.0 - 3.0 3.0 0 2.0 1 .o 3.0 -.- 24.1 psf 0.0 0.0 36.9 psf 0.0 0.0 George A. Gouvis II, RCE 2921 1 CRITERIA: 1994 U.B.C. TIMBER: West Coast Douglas Fir (WCDF) 2x Studs: Construction Fb=lOOO psi DF No. 2 Fb= 875 psi DF No. 1 Fb=1000 psi DF SS Fb=1450 psi 2x; 4x Rafter, Ceiling 8, Floor Joists, Beams & Headers DF No. 2 Fb= 875 psi DF No. 1 Fb=1000 psi DF SS Fb=1450 psi 6x or larger Beams & Headers DF No. 1 Fb=l350 psi DF SS Fb=1600 psi Glue Laminated Beams Type 24F Fb-2400 psi 1-1/2" ply Parallam PSL Fb=2800 psi CONCRETE: (Strength @ 28 days) Foundations f c=2000 psi Precast fc=3000 psi Columns fc=3000 psi Struct. Slabs Pc=3000 psi REINFORCING STEEL Intermediate Grade 40; Grade40 STRUCTURAL STEEL Beams Fy=36 ksi, ASTM A-36 Columns Fy=36 ksi, ASTM A-36 Pipe Fy=35 ksi, Grade B types E or S, ASTM A-501 MASONRY Hollow Concrete Units (CMU) Type S Mortar Grade N Pm=1350 psi Grade N fm=1500 psi (solid grouted) Post Tensioned Slab Foundation System Designed by Others SOILS REPORT BY: # ALLOWABLE BEARING: SB= PASSIVE PRESSURE: COEFF. FRICTION: ACTIVE PRESSURE (EFP): i'icse: :; F.S.: 97-543 Date: 1 Y05/97 consulting ASSOCIATES INC. Project: La Costa Rec Center Beam # 1 Load Type=2 L= 6 L/360=0.20 TYP 6 FT SPAN HEADER @ REAR 4 x 10 D.F. #2 Areqld = Sreqld = Ireqld = Areq'd = Sreq'd = Ireqld = Areqld = Sreqld = Ireqld = 10 x 10 D.F. #1 Areq'd = Sreqld = Ireqld = 6 x 8 D.F. #1 X-8 -D;FT-#l 33.15 <=5% 47.60 70.51 38.06 38.08 74.92 38.06 38.08 74.92 _. . - . 36.90 38.08 74.92 UNIFORM LOADS Roof 36.90 x 6.00 = 221.40 Wall 40.00 x 4.00 = 160.00 Total W1 381.40 plf From 0.00 to 6.00 ft Beam DL 12.00 plf POINT LOADS P1 = 815.00# at 1.00 ft P2 = 815.00# at 3.00 ft . - - P3 = 8lS.00# at 5.00 ft R1 = 2402.70 Brg.A. req'd = 3.84 R2 = 2402.70 Brg.A. reqld = 3.84 Beam # 2 TYP HDR AT FRONT 4 x 12 D.F. #2 Areqld = Sreqld = Ireq'd = Areq l d = Sreq'd = Ireqld = Areqld = Sreq'd = Ireqld = 10 x 10 D.F. #1 Areqld = Sreqld = Ireq'd = 6 x 8 D.F. #1 8 x 8 D.F. #1 33.67 46.71 68.14 38.58 37.37 72.40 38.58 37 -37 72.40 38.07 37.37 72 -40 Load Type=2 L- 6 L/360=0.20 UNIFORM LOADS Total W1 160.00 plf From 0.00 to 6.00 ft 40.00 x 4.00 - 60. OQ - Beam DL 12.00 plf POINT LOADS P1 = 1185.00# at 1.00 ft P2 = 1185.00# at 3.00 ft P3 = 1185.00# at 5.00 ft R1 = 2293.50 Brg.A. reqld = 3.67 R2 = 2293.50 Brg.A. reqld = 3.67 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)756-0208 I I consulting ASSOCIATES INC. i'azc: 4 F.S.: 97-143 Date: 11/05/97 ~ ~~ Project: La Costa Rec Center Beam # 3 TYP BEAM AT COVERED PORCHES 4 X 12 D.F. #2 Areq'd = 22.57 Sreq'd = 63.52 Ireq'd = 193.69 Areq'd = 25.95 Sreq'd = 50.81 Ireq'd = 205.80 Areq'd = 26.78 Sreq'd = 50.81 Ireq'd = 205.80 Ateq'd = 25.95 Sreq'd = 50.81 Ireq'd = 205.80 6 x 10 D.F. #1 - _- . __. - 8 x. 8 D.F; #i 10 X 10 D.F. #1 Load Type=l L= 12 L/360=0.40 UNIFORM LOADS Roof 36.90 x 7.00 = 258.30 Total W1 258.30 plf Beam DL 24.00 plf R1 = 1693.80 Brg.A. req'd = 2.71 R2 = 1693.80 Brg.A. req'd = 2.71 Beam # 4 Load Type=l L= 14 L/360=0.47 TYP BM AT ENTRY ROOF TO TOWER 6 x 14 D.F. #1 Roof 36.90 x 12.00 = 442.80 Areq'd = 61.25 Wall 40.00 x 3.00 = 120.00 Sreq'd = 144.75 Total W1 562.80 plf Ireq'd = 683.92 Beam DL 28.00 plf UNIFORM LOADS 8 x 12 D.F. #1 Areq'd = 62.99 Sreq'd = 144.75 Ireq'd = 683.92 R1 = 4135.60 Brg.A. req'd = 6.62 R2 = 4135.60 Brg.A. req'd = 6.62 10 x 10 D.F. #1 Areq'd = 64.73 Sreq'd = 144.75 c=5% Ireq'd = 683.92 c=5% Areq'd = 35.14 Sreq'd = 80.93 Ireq'd = 683.92 3.13 x 15 GLB 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)7560208 I'ilgc: 5 F.S.: 97-243 Date: 11/05/97 consulting ASSOCIATES INC. Project: La Costa Rec Center Beam # 5 HDR AT FIREPLACE 4 x 8 D.F. #2 Areq'd = Sreq'd = Ireq'd = Areq'd = Sreq'd = Ireq'd = Areq'd = Sreqld = Ireq'd = 10 x 10 D.F. #1 Areq'd = Sreq'd = Ireq'd = 6 x 6 D.F. #1 - - --__ __- - . .- -- 8 x 8 D.F. #1 26.12 <=5% 20.90 23.71 29.63 16.72 25.19 -. . - _-. 29.13 16.72 25.19 28.63 16.72 25.19 Load mer2 L= 5 L/360=0.17 UNIFORM LOADS 40.00 x 4.00 - - 60.04 Total W1 160.00 From 0.00 to 5.00 ft Beam DL 10.00 POINT LOADS P1 = 1665.00# at 1.00 ft Rl-= 1757 Brg-.A. req'd = 2.81 - - R2 = 758 Brg.A. reqld = 1.21 Plf Plf Beam # 6 Load Type=2 L= 9 L/360=0.30 9 FT HDR AT REAR OF OFFICE 4 x 14 D.F. #1 Roof 36.90 x 6.00 = 221.40 Areq'd = 43.51 Wall 40.00 x 4.00 = 160.00 Sreq'd = 73.32 Total W1 381.40 plf Ireq'd = 169.06. From 0.00 to 6.00 ft UNIFORM LOADS 6 x 10 D.F. #1 Areq'd = 48.73 Sreq'd = 61.10 Ireq'd = 179.63 Areq'd = 48.78 Sreq'd = 61.10 Ireqld = 179.63 Areq'd = 48.73 Sreq'd = 61.10 Ireq'd = 179.63 8 x 8 D.F. #1 10 x 10 D.F. #1 Beam DL 18.00 plf POINT LOADS P1 = 1665.00# at 6.00 ft P2 = 870.00# at 8.50 ft R1 = 2209.93 Brg.A. req'd = 3.54 R2 = 2775.47 Brg.A. req'd = 4.44 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)756-0208 consulting ASSOCIATES INC. i'age: ti F.S.: 97-213 Date: 11/05/97 Project: La Costa Rec Center Beam # 7 HDR NEAR RESTROOM CORE 4 x 10 D.F. #2 Areq'd = Sreq'd = Ireq'd = Areq'd = Sreq'd = Ireq'd = Areq'd = Sreq'd = Ireq'd = 10 x 10 D.F. #1 Areq'd = Sreq'd = Ireqld = 6 x 8 D.F. #1 8 x 8 D.F. #1 32.50 c=5% 49.75 85.03 36.96 39.80 90.34 36.96 39.80 90.34 36.23 39.80 90.34 Load Type=2 L= 7.30 L/360=0.24 UNIFORM LOADS Roof 36.90 x 2.00 = 73.80 40.00 x 4.00 - 60.00 - Total W1 233.80 plf From 0.00 to 7.30 ft Beam DL 14.60 plf POINT LOADS P1 = 1850.00# at 2.00 ft R1 = 2249.81 Brg.A. req'd = 3.60 R2 = 1413.51 Brg.A. req'd = 2.26 -- Beam # 8 Ridge beam x tower 3.50 x 16 Parallam Areq'd = 12.95 Sreq'd = 63.03 Ireq'd = 907.33 Areq'd = 13.20 Sreq'd = 62.10 Ireq'd = 907.33 Areq'd = 13.45 Sreq'd = 61.05 Ireq'd = 907.33 Areq'd = 25.78 Sreq'd = 83.37 Ireq'd = 1020.75 5.25 x 14 Parallam 7 x 11.88 Parallam 3.13 x 16.50 GLB Load Type=l L= 20.50 L/360=0.68 UNIFORM LOADS Roof 36.90 x 6.50 = 239.85 Total W1 239.85 plf Beam DL 41.00 plf R1 = 2878.71 Brg.A. reqld = 4.61 R2 = 2878.71 Brg.A. req'd = 4.61 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)756-0208 ['::<e: T F.S.: 97-8-13 Date: 11/05/97 - consulting ASSOCIATES INC. Project: La Costa Rec Center Beam # 9 sky lite head off 4 x 8 D.F. #2 Areq'd = Sreq'd = Ireq'd = Areqld = Sreq'd = Ireqld = Areq'd = Sreq'd = Ireq'd = 10 x 10 D.F. #1 Areq'd = Sreq'd = Ireq'd = 6 x 6 D.F. #1 8 x 8 D.F. -#I 13.43 20.39 31.32 15-19 16 -31 33.28 14.99 16.31 33 -28 14.79 16.31 33.28 Load Type-2 L= 7 L/360=0.23 UNIFORM LOADS Roof 36.90 x 1.50 = 55.35 From 0.00 to 7.00 ft Beam DL 14.00 plf POINT LOADS P1 = 910.00# at 2.00 ft R1 = 892.73 Brg.A. reqld = 1.43 R2 =-502.73 Brg.A. reqla = 0.80 Total W1 55.35 plf -.. .- - _.. . Beam # 10 TYP 9 FT HDR 4 x 14 D.F. #1 Areqld = Sreq' d = Ireq'd = Areq'd = Sreqld = Ireq'd = Areq'd = Sreq'd = Ireq'd = 10 x 10 D.F. #1 Areq'd = Sreqld = Ireq'd = 6 x 10 D.F. #1 8 x 10 D.F. #1 41.20 93.36 222.42 50.29 77.80 236.32 50.29 77.80 236.32 50.29 77.80 236.32 - Load Type-1 L= 9 L/360=0.30 UNIFORM LOADS Roof 36.90 x 16.00 = 590.40 Wall 40.00 x 4.00 = 160.00 Total W1 750.40 plf Beam DL 18.00 plf R1 = 3457.80 Brg.A. reqld = 5.53 R2 = 3457.80 Brg.A. req'd = 5.53 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)756-0208 consulting ASSOCIATES INC. 2. .1L'c: > F.S.: 97-243 Date: 11/05/97 Project: La Costa Rec Center Allowable Stresses 2x 4xc14 4x>=14 6x+ GLB Parallam Grade D.F. #2 D.F. #2 D.F. #1 D.F. #1 GLB Parallam Fv 95-00 95.. 00 95.00 85.00 145.00 290.00 Fb 785.00 960.00 1000.00 1200.00 2200.00 2900.00 Fbrep 900.00 1100.00 1150.00 0.00 0.00 0.00 E (~10~6) 1.60 1.70 1.70 1.60 1.60 1.80 3831 Birch Street * Newport Beach, California 92660 * Phone(714)756-1525 * Fax(714)756-0208 r . . structural design 8 consulting R EVlS I ON S A SHEET NUMBER FILE NUMBER 97-243 ASSOCIATES INC. n DATE 1 0/12/97 Minimum A35 spacing per these details U.O.N. at individual locations on the plans: SHEAR WALL SCHEDULE - 1994 UNIFORM BUILDING CODE UA Q-JI Shear Panel Material URC 1994" 5/8" Blk'd. two ply drywall wl6d cooler nails Q 9" O.C. Q base ply 8 8d cooler nails Q 7" O.C. Q face ply (Table 251) 112" drywall with 5d cooler nails Q 7" O.C. edge &field (Table 25-1 UBC. H:W 1-112:l) - - - - - 5/8 drywall with 6d cooler nails Q 7" O.C. edge 8 field 112" drywall with 5d cooler nails Q 4" O.C. edge 8 field 518" drywall with 6d cooler nails Q 4" O.C. edge 8 field 112 blk'd drywall with 5d cooler nails Q 4" O.C. edge 8 field (Table 25-1 UBC, H:W 2:l) 518 blk'd drywall with 6d cooler nails Q 4" O.C. edge 8 field 718 stucco over paper backed lath with 16 gauge staples Q 6" O.C. at top & bottom plates, edges of shear wall & in the field (ICBO Report No. 1318, April 1991) 718" stucco over paper backed lath with 16 gauge staples Q 3" O.C. at top & bottom plates, edges of shear wall 8 6 O.C. in the field (ICBO Report No. 1318 April, 1991) 318 Structural II, C-C or C-D plywood with 8d nails Q 6 O.C. at edges 8 12" O.C. field (Table 23-I-K-1 UBC, 318 Structural 11, C-C or C-D plywood with 8d nails Q 4" O.C. at edges & 12" O.C. field 3/8" Structural 11. C-C or C-D plywood with 8d nails @ 3" O.C. at edges 8 12" O.C. field 318" Structural I plywood with 8d nails Q 3" O.C. at edges 8 12" O.C. field 1/2" (15132") Structural I plywood with 1Od nails Q 3" O.C. staggered at edges 8 12" O.C. field. Use 3x framing members at adjoining plywood edges only 1M" (15/323 Structural I plywood with IOd nails Q 2" O.C. staggered at edges 8 12" O.C. field. Use 3x framing members at adjoining plywood edges only H:W 3-112:l) Sole Plate Nailinq into 3x blk'g. 16d Common 4" O.C. 160s. .- .. 16o.c. 12o.c. 12o.c. 8" O.C. 8" O.C. 6" O.C. 3" O.C. 4 O.C. 3" O.C. 2 112 O.C. 2 112" O.C. 20d Q 2 O.C. 518 " 0x7" lag bolts Q 16o.c. 16d Box 3" O.C. 12o.c. __ 12-O.C. a" O.C. 8 O.C. 6" O.C. 6 O.C. 6" O.C. 3" O.C. 4 O.C. 3" O.C. 2 112o.c. 2" O.C. - - Shear Capacity 250 #Iff 100 #lfl 115#/ft 125 #/R 145 #/ft 150 #lfl I 75 #In 180 #/ft 325 #lft 260 #/ft 380 #in 490 #Iff 550 #/ft 665 #/R 870 #Iff =--e3 Spacing 48"o.c. 48"o.c 48"O.C. 32"o.c. 32"o.c. 32"o.c. 32"O.C. 24"o.c. 24"o.c. 16"o.c. r;l 12"o.c. 12"o.c. 8"O.C. 6"O.C. 'Sinker nails not permitted for this application; 16d nail length must not be less than 3-112 inches (actual) and 20d nail length must not be less than 4 nches (actual). Sole Plate Nailing also abrv. as SPN. "Use Common nails or Galvanized Box nails at plywood shear elements to the framing; 8d nails to achieve min. 1-112 inches of penetration 8 1Od nails o achieve rnin. 1-5/8 inches of penetration into primary framing member. 1 2 3 4 5 5 7 3 3 Where double 2x sole plates are used provide progressive nailng at spacing indicated in each 2x. Use A-35 spacings as indicated at shear wall and entire wall line, unless othetwise noted on plans. Reconstituted wood panels (wafer board, flake board, OSB) may be substituted for plywood shear panels provided that an APA-NER108 stamp appears on each sheet and equivalent thickness, nailing, and structural ratings are used. Plywood shear panels shall have an exterior glue grade. All plywood shear panel edges shall be blocked. Shear wall sheathing nails or other approved sheathing connectors shall be driven flush but shall not fracture the surface. Boundary nails shall be placed not less than 318 inch in from the panel edge. Where SPN or attachment is specified at 3 O.C. or closer, nailing must be staggered and 3x blk'g or wider should be provided below. Where shear material is applied at both sides of the wall, use half the sole plate nailing spacing and double the number of A-35 awhors indicated in the schedule and use 3x min. pressure blocking at A-35 connection. U.O.N., stagger the sole plate nailing as required by the UBC. Where #11 or greater plywood shear material is specified at each side of a wall then panel joints shall be offset to fall on different framing members or use 3 x framing members and nailing on each side of the wall shall be staggered. Sole plate nailing is based on the use of 314 inch thick plywood floor sheathing. . IO I1 structural design & consulting SEE Grn El El --El- - El El El ASSOCIATES INC. ~ ~~ ~~~~ SIMPSON A-35 SPACING SHEAR LOADS 64" O.C. 84 #/ft 48" O.C. 113 #/ft 32" O.C. 169#/ft 24" O.C. 225 #/ft 16" O.C. 338 #/fi 8" O.C. 675 #/ft 6 O.C. 900 #/ft ANCHOR BOLT SPACING 630 #/Bolt x 1.33 = 835 #/Bolt c9 @ 0 0 0 0 0 0 0 0 0 (D __ I /2"Jfx 14" A. B. SPACING 64" O.C. 56" O.C. 48" O.C. 40" O.C. 32" O.C. 24" O.C. 16" O.C. 8" O.C. . . - - __ - (2)-1/2".dA. B . (3)-1/2'&A.B. (2)-3/4"HA. B. (3)-3/4HA. B. CAPACITY 156 #/ft 179 #/ft 250 #/ft 313 #/ft 418 #/ft 628 #/ft 1253 #/ft 1670# 2505# 307W 460% 209 Girt 1. 1994 UBC Table 25 I F L? 19E. 2. Equally spaced. 5. All exterior walls to be secured with 1/2"8'x 14" A.B.3 at 72" O.C. with 7" of embedment into 1 st pour unless otherwise noted on plans. 4. All interior walls to be secured with Hilti # DN 72 shot pins, or equivalent, at 18" O.C. unless otherwise noted on plans. (ICBO # 1290, Jan 1995). 5. 5/8 WHilti Kwik-Bolts (7 embed.) may replace 1/2" ~A.B. at 1:1 ratio (I 7/8 concrete edge distance at exterior). MIJI TI-STI Jn RFARlNG Typical standard as%-ate to solid post if noted BEAM tm2Amms 4x 2 6x 4 8x 5 2x Joist , I TRUSS V Ma I Per Joist NOTES: * U.O.N. use double floor joists below all parallel walls. * At floor levels, use solid blocking (of same equivalent area of post above) below trimmers and posts, supporting bearing headers and beams. All posts or MSB shall match beam width. TYPICAL ROOF/FLOOR SHEATHING NOTES ROOF LEVEL: Use 1/2" structural 11, C-D or C-C plywood exterior glue grade. Min. panel index number (24/0), with 8d common nails @ 6" O.C. - supported edges and boundaries; @ 12" O.C. in the field. (unblocked U.O.N.) ' FLOOR LEVEL: Use 518 Structural II, C-D or C-C T & G plywood exterior glue grade. Min.panel index number (32/16), with I Od common nails @ 6 O.C. - supported edges and boundaries; @ IO" O.C. in the field. (unblocked U.O.N.). ' Note: Reconstituted wood panels (waferboard, flake board and OSB) may be substituted for roof or floor sheathing provided that an APR-NER 108 approved stamp appears on each sheet and equivalent thickness, nailing and structural ratings are used. d;\gennotes\bolt.doc .... Lateral Force Analysis 11 994 Uniform Building Code- I 243REC. XLS -- Sheet \ 3, Trensverse Direction Wind Strip Forces I One I stow I Wind I 1 GCI ASSOC., IINC. I FN Strim IdecriDt. IREC BLDG I I I I I I I Seismic Forces I Lateral Force Analysis I VS = ZICW/Rw One Story LOAD GENERA TlON Zone 4 Z= I 0.4 1 RW = 6 Occupancy Category, I = 1 .oo C = 1 .25S/(TA0.67) ICmax= 1 2.75 v s= 1 0.183 W Wind Loads I Transverse Seismic Stnps / Geometry Siesmic strips correspond to Wind strips I One I Storv I Seismic Strim I I I I I I I I I DL I Wind 1 Rf. Ht. 1 Plate ht 1 .=. 1 df 1 I I 1 1/5/97 Page 1 243REC.XLS n Lateral Force Analysis 243REC.XLS Sheet ‘t 7 I Longitudinal Direction Wind Strip Forces I I I I I I I I I ISummarv of lateral Forces I I I I I I I I I I transverse I I I T# I vw I I vs 1 ~ ~~.~ I I I I I I I I I I I I I I I I I I 292.2 I 1 1 168.1 1 I I 2 I 155.6 I I 00.0 I I I I I I I L 3 136.9 252.5 4 00.0 00.0 I I ISHEAR WALL DESIGN I I I I I I Direct. max. five lines 1 1/5/97 Page 2 243REC.XLS ., Lateral Force Analysis Diaph V Unif Lds Pt Ld 243R EC. XLS Sheet I', VL VR VL VR VL 1 VR VL VR 00.0 0.0 00.0 0.0 00.0 I 0.0 00.0 0.0 900.0 900.0 1650.0 1650.0 675.0 1 675.0 0.0 0.0 SEISMIC I I I I I I I TOTAL I 900.0 1 900.0 I 1650.0 1 1650.0 I 675.0 I 675.0 I 000.0 I I 000.0 t x1 x2 x3 x4 x5 0 12 34 43 50 Design # 1 DiaDhV I VL i VR VL I VR VL VR VL 1 I VR I 2 3 4 Unif Lds Pt Ld TOTAL I I , SEISMIC I 39.8 1 39.8 I 80.3 I 96.4 1 39.4 I 51.9 I 0.0 I I 0.0 I - - - - 2388.0 2388.0 4818.0 4818.0 1971.0 1971.0 0.0 0.0 00.0 0.0 00.0 0.0 00.0 0.0 00.0 0.0 2388.0 2388.0 4818.0 4818.0 1971.0 1971.0 000.0 000.0 Line Shears (pounds) vw #Ift vs #/ft Material I I I I I I I I I 2388 1 00 I 90 75 113 239 21 2 33 1 11 11 12 DRAG FORCE 1 1/5/97 Page 3 243REC.XLS Lateral Force Analysis SEISMIC 1 194.4 I 126.5 1 285.0 1 285.0 1 78.1 I 78.1 I 0.0 I 243REC.XLS 0.0 / Sheet \ b ! I lmax. five lines i WIND 1 XI I I x2 1 I x3 I 1x41- L of Load 1 13.0 1 0.0 0.0 1 21.0 1 0.0 I 1.0 I 0.0 I Resultant I 2184.0 I 0.0 I 6888.0 I 0.0 1 3528.0 I 0.0 1 0.0 I 0.0 I Diaph V VL VR VL VR VL VR VL VR Unif Lds 1092.0 1092.0 ,3444.0 3444.0 1764.0 1764.0 0.0 0.0 Pt Ld 41 5.4 259.6 00.0 0.0 00.0 0.0 00.0 0.0 000.0 TOTAL 1507.4 1351.6 3444.0 3444.0 1764.0 1764.0 000.0 Design # 5 6 7 8 SEISMIC XI x2 x3 x4 x5 0 13 54 75 76 DiaohV 1 VL I VR I VL I VR I VL I VR I VL I 1 VR I - ... __ -.. __ ~ Unif Lds 1898.0 1898.0 5986.0 5986.0 2656.5 2656.5 0.0 0.0 Pt Ld 1212.9 758.1 00.0 0.0 00.0 0.0 00.0 0.0 I I I I I I I I I TOTAL I 3110.9 I 2656.1 I 5986.0 1 5986.0 1 2656.5 I 2656.5 1 000.0 I I 000.0 1 Diaphragm I 1 DeDth D DR I DL D WIND I 94.2 I 64.4 I 164.0 I 164.0 I 51.9 I 51.9 I 0.0 1 I 0.0 I 1 1 /5/97 Page 5 243REC.XLS Lateral Force Analysis 243REC.XLS Sheet \b Line Shears (pounds) 5 6 7 8 1507 4796 5208 1764 00 3111 8642 8643 2657 00 Wall # Vwind VSeis. WL ae In - -h S Sum vw #/ft I I 228 200 63 I 412 332 95 vs #/ft LD TO 13 12 10 FRAME G G E Material AB Iesign # WIND x1 I I x2 I I x3 I I x4 I I x5 I Loads #/ft Beain ft. 0.0 I 11.5 1 11.5 I 33.0 1 33.0 1 48.5 I 48.5 1 50.0 I I -u End ft. L of Load 11.5 I 0.0 .I 21.5 I 0.0 I 15.5 1 0.0 1 1.5 I 1437.5 I 0.0 I 3354.0 1 0.0 I 2418.0 I 0.0 I 0.0 I 0.0 1 Resultant R Lds # Lo cat ion Factor DiaDh V I 71 8.8 718.8 1677.0 1677.0 1209.0 1209.0 0.0 0.0 00.0 0.0 00.0 0.0 00.0 0.0 00.0 0.0 71 8.8 718.8 1677.0 1677.0 1209.0 1209.0 000.0 000.0 Unif Lds Pt Ld TOTAL FUTURE 9 10 11 x1 x2 x3 x4 x5 0 11.5 33 48.5 50 Iesign # SEISMIC Loads #/ft Begin ft. End ft. L of Load Page 6 243REC.XL: 1 1/5/97 Lateral Force Analysis 243REC.XLS Sheet \ 7 Resultant I 4577.0 I 0.0 1 11094.0 1 0.0 1 7998.0 I 0.0 I 0.0 I 0.0 I I Unif Lds I 2288.5 1 2288.5 1 5547.0 1 5547.0 1 3999.0 1 3999.0 I 0.0 I 1 0.0 Pt Ld I 00.0 I 0.0 I 00.0 I 0.0 I 00.0 I 0.0 I 00.0 I 0.0 ~ I I 1 I I 1 I 1 I TOTAL I 2288.5 1 2288.5 I 5547.0 1 5547.0 I 3999.0 I 3999.0 I 000.0 1 I 000.0 1 12.0 I 12.0 1 28.0 I 33.5 1 60.5 I 60.5 I 0.0 I 1 0.0 SEISMIC I 38.1 1 38.1 I 92.5 1 110.9 I 200.0 I 200.0 I 0.0 1 0.0 Line Shears (pounds) Wall# FUTURE -9 10 11 Vwind 719 2396 2886 1209 00 VSeis. 2289 7836 9546 3999 00 vs #/ft I I I 190 I I I Material 11 12 10 AB F G E 1 1/5/97 Page 7 243REC.XLS Lateral Force Analysis 243REC .XLS Sheet ww #Ift vs #Ift Pt Ld 00.0 0.0 00.0 0.0 00.0 0.0 00.0 0.0 TOTAL 672.0 672.0 4704.0 4704.0 000.0 000.0 000.0 000.0 Design # 12 13 14 SEISMIC XI x2 x3 x4 x5 168 392 292 68 1 Beain ft. I 0.0 I 8.0 1 8.0 64.0 I 65.0 I 65.07 66.0 I - I Material AB L of Load 1 8.0 I 0.0 0.0 I 1.0 I 0.0 I 1.0 I 0.0 I Resultant I 2336.0 1 0.0 I 16352.0 1 0.0 . I 0.0 I 0.0 I 0.0 I 0.0 1 11 TO STL 15 G FRAME H 1 115197 Page 8 243REC.XLS 11I5l97 Plan Page 243REC.XLS f\ I I IUplift IAnalsysis I& IGrade !Beam IDesisn I I 1 I I Shear Element Data I Shear I Case I Seismic Wlnd I L1 I L2 L3 L I H # I #M. #m. I ft. ft. ft. ft. ft. - . -. . . . . . . - Pian Page 243REC.XLS q 1) I ! I I , I I I I I I . Shear Case Seismic I Wlnd I Ll I L2 L3 L H Wall # # #M. I #M. I ft. ft. ft. ft. ft. SIMPSON PHD2 132.55 OTM des= 11,651.2 I Grade Beam Section - ... .. . I -. .. .. . . I .I I. . ... . 1 ., __. -. . .. . 3' Plan Page 243REC XLS 3 UDlift . Analsvsis 8 Grade Beam Desian . Case 1 Seismic I Wlnd I L1 I L2 I L3 I L 1 H I . I L H Shear Case Seismic Wlnd I L1 L2 L3 Shear Element Data I Wall # # #M. #M. I ft. ft. ft. I ft. ft. Diaph TA Dia+Wall FFlT I I Seismic w ft .-lbS 1 1 I Ruleft I I I Seismic I Pour 1 Wind I 1 Factored Resistina Moments fft-lbs.) 1 I w OTM MrCW MrCW MrCCW MrCCW ft.-lbs Seismic Wind Seismic Wlnd 7,458.0 I I 5,355.0 I 4,221.0 I 5,355.0 I 4,221.0 1 Uplift Reactions Lbs. 1 (UP=+) I Pc=( 2,000 I I 539.5 2748.5 w j= 0.89 DL(plf)= 575 I I I Ru=I 132.55 IOTM des=/ 21,846.0 Grade Beam Section 1 depth (in) I M bal. I Y As d Ft. I End Cond 1 Sa Inches I Interior I Sa Inches 14.5 37.1 17.4 11.5 0.40 7.2 0.25 I I I I. I I I 11/5/97 Pian Page 243REC I I I OTM des=l 94,479.0 Seismic OTM ft.-lbs 18.260.0 Wind Factored Resisting Moments (ft-lbs.) OTM MrCW MrCW MrCCW MrCCW ft.-lbS Seismic Wind Seismic Wlnd 11.000.0 2,443.8 1.926.3 2.443.8 1,926.3 I 1 I DL(plf)=( 527 1956.71 75.41 956.71 rn I . . 1 SIMPSON HPAHD OTM des= 76,692.0 I 132.55 Grade Beam Section I I I I I I I I I rn .XLS 4 1 1 I5197 Plan Page 243REC XLS 5 - .... .. --. ....... ... . ............. .- . - ...... - -~ - I I /Uplift lAnalsysis I& ]Grade IBeam ]Design I I I I I I I I I 1 I I Seismic 1 Wind 1 I Factored Resistino Moments M-lbs.) I I 243REC.XLS d- Pian Page , -,; -- b,dJZI . . . . SIMPSON PHD2 I 132.55 OTM des= 10,076.0 Grade Beam Section Wall#l # I sift. I #/R. I ft. I ft. I ft. I ft. I R. I Seismic Wind Factored Resisting Moments (ft-lbs.) OTM OTM MrCW MrCW MrCCW MrCCW n.-lbs ft.-lbs Seismic Wind Seismic Wlnd 35,266.0 10,780.0 31,154.2 24,556.8 31,154.2 24,556.8 293.7 -984.1 -984.1 j= 0.89 DL(plf)= 599 SIMPSON HPA NoHD HPA No HD Ru= 132.55 OTM des= 35,266.0 Grade Beam Section 1 1/5/97 Plan Page 243RE Shear Wall # I I Shear Element Data Case Seismic Wlnd I L1 I L2 L3 L H # #rn. #Iff. I ft. ft. ft. ft. ft. t I I I I I I C.XLS $5 '7 243REC.XLS 8 9' 1 1 I5W Plan Page --- I I Uplift IAnalsysis I& /Grade IBeam IDesisn I I I I I Shear Element Data I I I I I I I I I 7 i ;sisi Shear F Wall # I DiaphTA SIMPSON REVISIONS n ASSOCIATES INC. A SHEET NUMBER FILE NUMBER DATE COMPUTATION SHEET Structural Engineering & Consulting SHEET NUMBER FILE NUMBER i REVISIONS n n DATE structural Engineering & Consulting ASSOCIATES INC. COMPUTATION SHEET -----*IC-- - --- .. .- . .... _.____ .- ~ - - -. ... .... __ .. ... ... . ~-- & .--. *___ __L-. .. &_c._~_L ........ ......... .............. ... ......... REVISIONS n A ,! .~ SHEET NUMBER I 7 FILE NUMBER 243 Structural Engineering i? ConsuWng COMPUTATION SHEl3 . '3 " REVISIONS SHEET NUMBER n ASSOCUTES INC. n DATE Structural Engineering & Consultin ... ..... SHEET NUMBER zt= REVISIONS A FILE NUMBER DATE structural Engineering & Consuiting ASSOCIATES INC. n COMPUTATION SHEET .. .... ..... ...... ..... ..... ... ..... I AssoclATES INC. REVISIONS n n SHEET NUMBER FILE NUMBER DATE 7 9 3- - * d 1 .. - .. -. ......... - -. . . - ....... ....... ..... - ~. - I: ,!! ' .!.I I; I! , , -- _____-- ..-. .. ...... pr. .. ... - ... i ............... t _- . __-.--- -A- ... ..... ..... *. ____ I.-- .... - ............. ... ... - . +. ... __ ............ __ -. , ........ ....... .. .. ...... - ...... -- ..... .t. ........ - .......... . ......... ......... ..... - ... -.+ ............ --_: : ---L-+-* COMPUTATION SHEET Structural Engineering & Consutting :.__ - ...... __ .. .... i ----+ ...... ... - ... .............. ,-~--. . - ......... ._-._ . _. .... .... - ...... - - ._ .......... tf, ....... -_. ... ..-~ .... ..I_.__ .... -_ .. . ... ... ....... . - - - . . - . . .- - ... .. ..... ............... - .. ........ ......... - . .... ,- ............ __..--_ L A .... .... __ ..... .----- ...... ~ ........... Units: Ft 1 1 0.00 2 2 3 3 4 4 55 - . 6 7 7 8 8 9 9 10 10 11 11 12 12 12.00 12.00 0.00 0.00 12-00 . . 12.00 0.00 0.00 12.00 12.00 0.00 TOTAL NUMBER OF ACTIVE NODES = TOTAL NUMBER OF EQUATIONS = Ft 0.00 0.00 0.00 0.00 13.00 ..13. Oa 13.00 13.00 26.00 26.00 26.00 26.00 12 48 Ft 0.00 0.00 12.00 12.00 0.00 -0.00 12.00 12.00 0.00 0.00 L2.00 12.00 F 0.00 0.00 0.00 0.00 0.00 0-00 - 0.00 0.00 0.00 0.00 0.00 0.00 Deg 0.00 0.00 0.00 0.00 0.00 .--0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deg 0.00 0.00 0.00 0.00 0.00 --0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 FFFFFF FFFFFF FFFFFF PFFFFF . - K /In /Deg _- Units: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 5 6 7 8 9 10 11 12 5 90.00 -90.00 6 90.00 -90.00 7 90.00 -90.00 8 90.00 -90.00 9 30.00 -90.00 10 90.00 -90.00 11 90.00 -90.00 12 90.00 -90.00 6 90.00 0.00 7 0.00 0.00 8 -90.00 0.00 5 180.00 0.00 10 90.00 0.00 11 0.00 0.00 12 -90.00 0.00 9 180.00 0.00 Deg 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ft 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 TOTAL NUMBER OF ACTIVE PRISMATIC BEAM ELEMENTS - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16 F Ft Ft K /In /Deg K /In /Deg 1 2 1 2 1 2 1 2 1 1 1 1 1 1 1 1 1 A36 STEEL 2.9e+004 0.250 6.5e-006 15.2 490 1 wax58 2 W8X58 17.1 228 75.1 3.34 o 3.832 1.284 l.l8e+003 17.1 75.1 228 3.34 0 1.284 3.832 1.18e+003 DESCRIPTION : WIND, UPPER LEVEL LOAD CASES : 1 NODE LIST : 11.12 0.000 0.000 1115.000 0.000 0.000 0.000 1 0.00 0.00 0.00 DESCRIPTION : WIND LOADS, UPPER LEVEL LOAD CASES : 1 NODE LIST : 10,11 0.000 0.000 0.000 0.000 0.000 2 0.00 0.00 0.00 -1115.000 DESCRIPTION : WIND LOADS, LOWER LEVEL LOAD CASES : 1 NODE LIST : 7.8 3 0.00 0.00 0.00 0.000 0.000 2250 .OOO 0.000 0.000 0.000 DESCRIPTION : WIND LOADS, LOWER LEVEL MADCASES : 1 NODE LIST : 6 0.000 4 0.00 0.00 0.00 -1115.000 0.000 0.000 0.000 0.000 DESCRIPTION : WIND LOADS, UPPER LEVEL LOADCASES : 1 NODE LIST : 7 0.000 0.000 5 0.00 0.00 0.00 -2250.000 0.000 0.000 0.000 6 0.00 0.00 0.00 -1200.000 0.000 -1200.000 0.000 0.000 0.000 DESCRIPTION : WIND LOADS DUE TO 12,600# DIAGONAL LOAD AT NODE 5 LOAD CASES : 1 NODE LIST : 5 . . .. . __ - . - .. . .. - . . -_ . . . - . -. . 7 0.00 0.00 0.00 -4600.000 ._ 0.000 4600.000 0.000 0.000 0.000 DESCRIPTION : SEISMIC, UPPER LEVEL LOAD CASES : 2 NODE LIST : 11.12 0.000 8 0.00 0.00 0.00 0.000 400.000 0.000 0.000 0.000 DESCRIPTION : SEISMIC, UFPER LEVEL LOAD CASES : 2 NODE LIST : 10.11 -400.000 0.000 0.000 0.000 0.000 0.000 9 0.00 0.00 0.00 DESCRIPTION : SEISMIC, LOWER LEVEL LOAD CASES : 2 NODE LIST : 7.8 0.000 0.000 800.000 0.000 0.000 0.000 10 0.00 0.00 0.00 DESCRIFTION : SEISMIC, LOWER LEVEL LOAD CASES : 2 NODE LIST : 7 0.000 0.000 0.000 0.000 0.000 11 0.00 0.00 0.00 -1500.000 DESCRIPTION : SEISMIC, LOWER LEVEL LOAD CASES : 2 NODE LIST : 6 12 0.00 0.00 0.00 -800.000 0.000 AT NODE 6 0.000 0.000 0.000 0.000 DESCRIPTION : SEISMIC, LOADS DUE TO DIAGONAL 3900# LOAD CASES : 2 NODE LIST : 6 13 0.00 0.00 0.00 -2400.000 0.000 -2400 .OOO 0.000 0.000 0.000 REC NO ALPHA BETA GAMMA ex NODAL LOADS PY PZ Mx MY MZ 14 0.00 0.00 0.00 -8700.000 ~ 0.000 8700 .OOO 0.000 0.000 0.000 DESCRIPTION : WIND LQADS 1 1*1 DESCRIPTION : SEISMIC LOADS 2 1'2 COMB 1 (WIND LOADS) : 1.00 X CASE 1 COMB 2 (SEISMIC LOADS) : 1.00 X CASE 2 5 1 2 6 1 2 7 1 2 8 1 2 9 1 2 10 1 2 11 1 2 12 1 2 -0.4210 -0.0001 0.3983 0.0340 0.1025 0.0974 -0.6184 -0.0004 0.4884 0.0374 0.2104 0.1323 -0.4212 0.0024 -0.6184 0.0020 -0.1717 0.0001 -0.0947 0.0004 0.1324 0.0376 0.1025 0.0362 .O. 0463 -0.0056 0.2104 0.0475 0.1330 0.0153 0.1020 0.0449 .O ,0459 -0.0009 0.2098 0.0233 -0.1716 -0.0023 0.3974 0.0917 0.1020 0.0177 -0.0945 -0.0020 0.4866 0.1043 0.2098 0.0094 -0.6043 -0.0001 0.5678 0.0120 0.1285 0.0232 -0.8061 -0.0005 0.6362 0.0113 0.2639 0.0159 -0.6044 0.0029 -0.8061 0.0023 0.2418 0.0191 0.1284 0.0130 .O ,0292 0.0061 0.2639 0.0148 -0.2845 0.0001 0.2420 0.0071 0.1285 0.0182 -0.1445 0.0005 -0.0291 0.0010 0.2639 0.0075 -0.2844 -0.0029 0.5681 0.0214 0.1285 0.0077 - 0.1444 -0.0023 0.6364 0.0130 ' 0.2640 0.0040 Units: Lb Lb Lb Lb-Ft Lb-Ft Lb-Ft 14951.1698 -30848.5785 1 1 1 -324.1862 2406.3787 -5670.0365 5 -324.1862 2406.3787 -5670.0365 -45.7205 -45.7205 2 1 -1338.4281 2990.4710 5. -1338.4281 2990.4710 64167.0635 -20198.3527 -8617.4431 -8617.4431 .-47859.6963 18677.7705 , -~. - . _-: 1 1 -2542.5260 17261.9569 -12691.3957 -2542.5260 -15790.8814 8051.9987 -93.8973 -93.8973 2 1 2 7479.5740 1595.6457 6 7479.5740 1595.6457 -45.7241 -45.7241 5288.6720 ; -4599.6475 1 -93.8886 -93.8886 -.. -45.5344 -45.5344 2 2 6348.7402 -760.6400 6 6348.7402 -760.6400 . . . - . . . .- .. . . . __ . . - - - - - __ - ._ . . . . -. 3 285.9171 767.1260 7 285.9171 767.1260 -3785.1710 25569.1274 -3785.1710 -23638.0951 - . . la 16901.6210 -2174.1017 -2174.1017 -11361.7013 -5296.2695 4676.3679 2 3 1314.2421 -305.4962 7 1314.2421 * -305.4962 -1238.1050 9482.6370 -1238.1050 -6612.7281 2004.2476 -1967.2032 -93.6014 -93.6014 --. 4 -7441.3049 5360.8496 8 -7441.3049 5360.8496 . -6324.5542 6775.6652 4 8 -6324.5542 6775.6652 - 4 1 -1008,3358 6913.6322 -1008.3358 -6194.7327 -40495.9272 29195.1177 -45.5308 -45.5308 2 -559.2810 3825.3845 -559.2810 -3445.2681 -50470.8224 37612.8247 _-- - -4305.7351 5198.2261 I -93.6101 -93.6101 - .____ -- --- -373.1222 , -2149.7893 -373.1222 1-7000.3780 1 5 1 5 9 5. 9 6 10 6 10 7 11 7 11 8 12 -80.5578 -80.5578 731.0739 731.0739 0. _- 556 -6776 556.6776 -11.6041 -11.6041 I 274.1057 /-8954.1041 -3087.8058 274.1057 '-5390.7297 4149.0030 I -.. - ____I__ ---- - I 1- 1 -793.6882 I 4688.1611 -2975.2689 -793.6882 -5629.7858 5264.0116 i 1 -702.9627 3903.6138 -2818.2304 -702.9627 .-5234.9012 1379.9946 1 2 -175.2921 -175.2921 -23.8793 -23.8793 6 1 1795.6930 1795.6930 633.7908 633.7908 -11.5924 -11.5924 2 7 1 1058.8286 1058.8286 322.9404 322.9404 -23.8681 -23.8681 -3324.2504 3655.6864 -12.8312 -12.8312 536.9182 536.9182 1785.5423 -5086.1191 -11.7875 -11.7875 -528.5893 -528.5893 2 8 1 117.5839 117.5839 113.9240 113.9240 -155.0550 -155.0550 36.7995 -1978.9151 -779.7381 701.2734 -24.1649 -24.1649 -1702.3040 -1702.3040 328.2170 328.2170 -534.6002 -534.6002 3271.7444 -3678.0586 2196.8772 6463.6987 -11.7992 -11.7992 -24.1762 -24.1762 2. 9 1 8 -1001.1204 -193.5419 12 -1001.1204 -193.5419 -216.0881 -216.0881 1296.7409 -1512.4039 6888.2126 4372.1673 -1.7917 -1.7917 5 -631.5080 -72.6220 6 -631.5080 -72.6220 4095.2342 4095.2342 -28659.4734 20483.3369 435.9055 -435.5580 2 5 6 6 7 6 7 7 8 7 8 8 5 8 5 9 10 9 - 10 10 11 10 11 11 12 11 12 12 9 12 9 -154.7415 -154.7415 -50.9079 -50.9079 65.3458 65.3458 36.9498 36.9498 -69.4407 -69.4407 -46.0915 -46.0915 65.4063 65.4063 36.8073 36.8073 -27.7939 -27.7939 -18.3279 -18.3279 25.9735 25.9735 14.5936 14.5936 -27.9151 -27.9151 -18.5364 -18.5364 25.8369 25.8369 14.2633 14.2633 5531.2276 5531.2276 -38844.9901 21529.7407 305.0188 -305.8765 21.2178 21.2178 -4.2944 -4.2944 11.9682 11.9682 37.6683 37.6683 51.8722 51.8722 39.3158 39.3158 60.6021 60.6021 -3.4747 -3.4741 2.5814 2.5814 -2.5274 -2.5274 3.5713 3.5713 7.0565 7.0565 5.8864 5.8864 7.6552 7.6552 5.8520 5.8520 10 i 2089.2330 2089.2330 -1588.6469 -1588.6469 11025.4759 -8038.2866 -401.4263 382.7235 -1760.1992 1135.5930 -235.8559 207.5415 416.4704 -416.8179 2 1265.5117 1265.5117 241.3160 241.3160 11 1 -539.1418 -539.1418 -1887.3952 -1887.3952 13142.9491 -9505.7928 2 -380.0002 -380.0002 -955.3422 -955.3422 6661.4959 -4802.6111 276.9780 -276.1204 12 1 2 13 1 2 14 1 2 15 1 2 16 1 2 -2852.0733 -2852.0733 3851.6057 3851.6057 -26960.5722 19258.6967 -383.0863 401.7891 -6215.2986 -6215.2986 4368.0915 4368.0915 -30672.7399 21744.3585 -206.6864 235.0008 -347.2853 -347.2853 1052.0863 1052.0863 -6992.7228 5632.3131 166.3593 -167.1673 288.3690 288.3690 884.6840 884.6840 -5384.8777 5231.3298 108.9822 -110.9529 605.9969 605.9969 -743.6067 -743.6067 5260.5369 -3662.7430 -155.5749 156.1074 304.6125 304.6125 -87.0849 88.0389 -174.1446 -174.1446 1382.5760 -707.1597 -560.4371 -560.4371 -730.7755 -730.7755 -291.7285 -291.7285 5083.5918 -3685.7138 167.8949 -167.0869 -230.3514 -230.3514 1982.4864 -1518.2559 112.2038 -110.2332 -155.2877 154.7552 758,8678 758.8678 971.5286 971.5286 -6456.6422 5201.7007 575.0055 575.0055 709.3919 709.3919 -4366.2810 4146.4217 -86.0570 85.1029 1 1 2 2 1 2 -45.7205 -42861.8962 5670.0365 324.1862 -2406.3787 -16331.7535 8617.4431 1338.4281 -2990.4710 -20198.3527 -93.8373 -64167.0635 -17261.9569 2542.5260 -7479.5740 -1595.6457 -12691.3957 -45.7241 3785.1710 -6348.7402 760.6400 5288.6720 -93.8886 -25569.1274 -3 1 .-2174.1017 .. -285.9171 -767.126Q - -5296.2695 -45-5344 . . -16901.6210 -9482.6370 2 1238 .lo50 -1314.2421 305.4962 2004.2476 -93.6014 4 1 2 ioa8.3358 7441.3049 -5360.8496 -40495.9272 -45.5308 -6913.6322 -3825.3845 553.2810 6324.5542 -6775.6652 -50470.8224 -93.6101 1 2 -11395.0000 0.0000 10130.0000 11395.0000 0.0000 -10130.0000 -14200.0000 0.0000 8700.0000 14200.0000 0.0000 -8700.0000 .... . .. . ...... ~ , SiiEET NUMBEii REVISIONS n n ASSOCIATES INC. Structural Engineering & Consulting COMPUTATION SHEET -sq 53 -3 50 - -23.6 ~ - ... ......... ...... . ~. . -. - -~ ... ... ~ ~ .... .. ~~. .. .................. _- .... .- ....... _-_- ~ ~ . ................... _-__ ................. .- _____ ................. .. _I__..- ~. . ~.. ~.~ . .. I_-c__-.__ ....... - ...................... -- - ......... .~ .... ........ ~ ....... .... __~ __-___c___ .- _.-_ .................. ......... ~ .... ............ .~ ......... ...... .- . -. . ~. ........... ~.~ .~ - .... ........ - . - .. .......... . ~- . ...... I..__ ....... .... .... __- ~ . - ... -. ......... ........... - ... 4 ^^ --.-.,- --- GCII F.caUCItM I =a INC 3831 ZIRCH ST. NEWPORT BEACH, CA 92660 714-756-1 525 FAX 7 14-756-0208 Yiiit?: SAiiLlN GiiGUP Scope: TOWER DESIGN Designer: MJM Misc: COLUMN CHECK Date: 10/15/97 Job #: 97-243 Page: STEEL COLUMN DESIGN DAHLIN GROUP TOWER DESIGN COLUMN CHECK MlM FRONT LEFT COLUMN 97-243 COLUMN DATA APPLIED LOADS AlSC Section : ~8x58 Axial Dead Load - 3.00 k "Y. Eccentricity - 0.00 in Column Height - 26.00 ft Live Load - 2.00 k "X" Eccentricity * 0.00 in Fixity @ Top : Pinned Short Term - 1.3 k Fixity @ Bottom : Pinned Unbraced Lengths ... - Dead - - Live - - Short - - X:Start - - X:End - - - - ForY-Y Buckling = 13.00 ft X-X Axis Moments: Top - - 0.0 0.00 -5.40 k-ft - -_ For X-X Buckling - 13.00 ft Bottom - 0.0 0.00 64.20 k-ft DESIGN DATA BtwnEnds - 0.0 0.00 -58.90 k-ft 13.00 ft FY - 36 ksi Y-Y Axis Moments Top 0.0 0.00 4.20 k-ft Load Duration Factor - 1.330 Bottom - 0.0 0.00 -20.20 k-ft Live & Short Loads Don't Combine Btwn Ends - 0.0 0.00 21.80 k-ft 13.00 ft Sidesway ... X-X Axis : Free Point Loads X-X Axis - --None-- Y-Y Axis : Free Y-Y Axis - --None-- Effective Length Factors ... Uniform Loads x-x I --None-- X-X Axis - 1.00 Y-Y - --None-- Y-Y Axis - 1.00 Depth = 8.75 in Width - 8.22 in Combined Stress Ratios ... - Dead - - Live - - DL + LL - - DL + ST - Top Thickness - 0.810 in Formula H1-1 =E Web Thickness - 0.510 in Formula H1-2 3 Area - 17.100 in2 Formula H1-3 - 0.011 0.007 0.018 0.949 Weight - 58.060 plf Actual & Allowable Stresses ... 21.23 ksi rT = 2.260 in Fa : Allowable - 15.96 15.96 15.96 Ixx - 228.0 in4 fa : Actual - 0.1 8 0.1 2 0.29 0.25 ksi sxx - 52.1 in3 Fb:xx : Allow IF1-61 - 21.60 21.60 21.60 28.73 ksi 28.73 ksi Rxx - 3.65 in " " F1.7 & F1-81 - 21.60 21.60 21.60 lYY - 75.1 in4 fb:xx Actual - 0.00 0.00 0.00 14.79 ksi SYY - 18.3 in3 Fb:yy : Allow [Fl-61 - 21.60 27.00 27.00 35.91 ksi - 2.10 in " " [Fl-7 & F1-81 - 21.60 27.00 27.00 35.91 ksi - 0.00 0.00 0.00 15.14 ksi RYY SECTION DATA SUMMARY fb:yy Actual Max X-X Axis Deflection - 0.836 in at 10.05 ft from column base Max Y-Y Axis Deflection -0.882 in at 10.05 ft from column base - Intermediate Stress Calculation Values F'ex (DL+ LL) - 81816 psi Cm:x (DL+LL) - 0.85 Cb:x (DL+LL) I 1.75 F'ey (D L + LL) - 26949 psi Cm:y (DL+LL) - 0.85 Cb:y (DL+LL) * 1.75 F'ex (DL + LL + ST) - 108816 psi Cm:x (DL+LL+ST) I 0.85 Cb:x (OL+LL+ST) - 1 .oo F'ey (DL+LL+ST) - 35842 psi Cm:y (DL+LL+ST) - 0.85 Cb:y (OL+LL+ST) - 1.00 V4.40 (c) 1983-96 ENERCALC GCI ASSOCIATES, INC, KW-060100 -_ -__- --- -. 24, -Ccb",<- __ "L, 3837 3lRCH ST NEWPORT BEACH, CA 92660 714-756-1525 FAX 7 14-756-0208 , . - - - - .- ,-e. dlI47~. < ;nL,r Scope: TOWER DESIGN Designer: MJM Misc: COLUMN CHECK Date: 1011 5197 Job #: 97-243 ./* .' Page: STEEL COLUMN DESIGN OAHLlN GROUP FRONT RIGHT COLUMN COLUMN DATA AlSC Section : ~8x58 Column Height - 26.00 ft Fixity @ Top : Pinned Fixity @ Bottom : Pinned Unbraced Lengths ... For Y-Y Buckling - 13.00 ft For X-X Buckling - 13.00 ft DESIGN DATA FY - 36 ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway ... X-X Axis : Effective Length Factors ... Free Y-Y Axis : Free X-X Axis - 1.00 Y-Y Axis - 1.00 SECTION DATA Depth - 8.75 in Width - 8.22 in Top Thickness - 0.810 in Web Thickness - 0.510 in Area - 17.100 in2 Weight * 58.060 plf rT - 2.260 in Ixx - 228.0 in4 sxx - 52.1 in3 Rxx - 3.65 in IYY = 75.1 in4 SYY - 18.3 in3 RYY - 2.10 in ~ ~~~ F'ex (DL+LL) = 81816 psi F'ey (DL+ LL) - 26949 psi F'ex (DL+LL+ST) - 108816 psi Fey IDL+LL+ST) - 35842 psi TOWER DESIGN COLUMN CHECK MIM 97-243 APPLIED LOADS Axial Oead Load - 3.00 k "Y" Eccentricity I 0.00 in Live Load - 2.00 k "X" Eccentricity - 0.00 in Short Term = 7.3 k X-X Axis Moments: Top Bottom Btwn Ends Y-Y Axis Moments Top Bottom Btwn Ends Point Loads X-X Axis Y-Y Axis Uniform Loads x-x Y-Y .. . . -Dead- -Live- - - 0.0 0.00 = 0.0 . . 0.00 = 0.0 0.00 0.0 0.00 - 0.0 0.00 = 0.0 0.00 - --None-- - --None-- - --None- - --None Short - - X:Start - - X:End - 5.30 k-ft -12170 k-ft 11.10 k-ft 13.00 ft -5.20 k-ft -27.50 k-ft 25.60 k-ft 13.00 ft SUMMARY Combined Stress Ratios ... - Dead - - Live - - DL + LL - - DL + ST - Formula H1-1 P Formula H1-2 - Formula H1-3 = 0.011 0.007 0.018 0.633 21.23 ksi Fa : Allowable - 15.96 15.96 15.96 fa : Actual = 0.18 0.12 0.29 0.60 ksi 28.73 ksi Fb:xx : Allow [F1-6] - 21.60 21.60 21;60 28.73 ksi [Fl-7 & F1-81 * 21.60 21.60 21.60 fb:xx Actual - 0.GU 0.00 0.00 3.34 ksi Fb:yy : Allow IF1-61 - 21.60 27.00 27.00 35.91 ksi [F1-7 & F1-81 - 21.60 27.00 27.00 35.9 1 ksi fb:yy Actual I 0.00 0.00 0.00 18.06 ksi Actual & Allowable Stresses ... nn I, I, Max X-X Axis Deflection 3 -0.207 in at 10.75 ft from column base Max Y-Y Axis Deflection - -0.874 in at 9.19 ft from column base Cm:x (DL+LL) - 0.85 Cb:x (DL+LL) - 1.75 Cm:y (DL+LL) - 0.85 Cb:y (OL+ LL) = 1.75 Cm:x (DL+LL+ST) - 0.85 Cb:x (OL+LL+ST) - 1 .oo Cm:y IDL+LL+ST) - 0.85 Cb:y IDL+LL+ST) - 1 .oo Intermediate Stress Calculation Values V4.4D (c) 1983.96 ENERCALC GCI ASSOCIATES, INC, KW-060100 GCI ASSOCIATES, INC. 3831 Birch St. Newport Beach, CA 92660 Fax 714-756-0208 714-756-1 525 Title : Dsgnr: Description : Scope : / Job 8 Date: 1250PM. 28 OCT 97 I Steel Beam Design L j General Information L I Description PARITION SUPPORT Steel Section W12X35 FY 36.00ksi Center Span 22.00 ft Bm Wt. Added to Loads, Pinned-Pinned Load Duration Factor 1 .oo Leftcant. 0.00 ft LL & ST Aj Together WP - Right Cant 0.00 ft Lu 22.00 ft 1 Distributed Loads I #I #2 #3 #4 #5 #6 #7 DL 0.200 k/ft LL 0.200 k/ft ST Wft Start Location ft End Location ft Summary Beam OK I Using: W12X35 section, Span = 22.00ft, Fy = 36.OksiEnd Fixity = Pinned-PinnedFy = 36.OOksi. Lu = 22.00ft, LDF = 1.000 Actual Allowable Moment 26.31 7 k-ft 47.137 k-ft fb : Bending Stress 6.925 ksi 12.404 ksi DL+LL Defl I Length 951.7 : 1 d E!w== CI 5c fb1Fb 0.558 : 1 Shear 4.785 k 54.000 k fv : Shear Stress 1.276 ksi 14.400 ksi fv1Fv 0.089 : 1 I I Force & Stress Summary . I <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Onlv @ Center &Center @ Cants @ Cants Max. M + 26.32 k-ft 14.22 26.32 k-ft Max. M - Max. M @ Left Max. M Q Right Shear @ Left 4.78 k 2.58 4.78 Shear @ Right 4.78 k 2.58 4.78 k-R k-ft k-ft k k Center Defl. -0.277 in -0.1 50 -0.277 -0.277 0.000 0.000 in 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl @ 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction Q Left 4.78 2.58 4.78 4.78 k Reaction Q Rt 4.78 2.58 4.78 4.78 k Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 I Section Properties 1 5.260 in Depth 12.50 in IXX 285.00 in4 r-YY 1.542 in Web Thick 0.300 in Iw 24.50 in4 Misc 1.740 in Width 6.560 in SXX 45.600 in3 Flange Thick 0.520 in sw 7.470 in3 Area 10.30 in2 Steel Section W12X35 Weight 34.99 #/ft r-xx Kw-mi00 v5 0 1,15-Mar-l9YI (C) 1983-Y/ tNEKCALC . I .. Filename : C:ENERCALC\243PART.F'FVLoad Combination : Basic - , ,;;e =ii-s:ra;,cn 5.:; Description.. . . :OD $ . 97-24; Dsgnr. SCUVIS Cate. i ii5;6T ;.{- ' Frame resisting tractor forces Member Label I Labe A W14Xf4 B W14x68 C W 14x74 I End Releases J End Releases ember Endpoint Nodes I Node J Node Y ZI X Y ZI 1 2 11 .ooo 2 3 12 000 I I 3 4 I 11 000 Prop Label Group Tag Member Material Stress Check Data ... A rea Lu:Z ft Lu:XY ! Label Depth Width K:Z K:XY 1 Cm Cb Tf IXX Tw lYY Default Steel 1 00 29,0:09;0"0 1 36.00 (C) 1988-97 tNtRC ALC C:ENt RCALCQ 43PAKmFVd .. - Concentrated Loads and Moments Load Case Factors Y Moment #2 #3 #4 #5 NodeLabel 1 2 3 26.4(xTk 10.000k 1 .om Basic. . - Basic 2 3 i Basic 4 Basic i Member I Overall @ Left End 114 Span 112 Span 314 Span @ Right En Shear , Label , I Load Combination ~ I ~ . . . l'J . . 0- 0: 1726135 -4.7§!31 . 114.0- 0.22779 -0.00468 4.001 04 0 0 0 0.23006 0.001 09 -0.001 31 j 0 0 0 0 0 0 -19.13a65 22.84395 120.47343 1 0.432 0.361 Basic Basic Basic ~ 0.483 ~ GI C 0.432 0.261 0.091 0.095 .. 0.141 0.323 0.205 0.077 0.137 0.36 0.190 0.370 0.181 0.078 0.267 0.48: 0.157 (c) 1988-97 tNtRC ALC C:kNtKC ALCQ43PARf. I- t W .. C W14x74 22.029 19.139 120.473 0.230 0.483 c -0.3wft -0. RECEIVED: 2-19-98; 4:42PM; G.C.I. ENG. => DAHLIN GROUP S. D.; #2 - H211 PB2 - . FEE-19-'98 THU 16:45 ID:,G.C. I. E&. . TEL N0:1-714-756-0208 A- ., ,. . ._ 4 ' t +-tt-l C I I .. . f i RECEIVED: - , -19-98; 4:43PM; G.C.I. ENG. => DAHLIN GROUP S. 0.; #3 -- FCB-19-'98 .. THU-.16_:45 ID:G. C. I _.__ ENGL _- TEL-NU-:J-714-756-0208 8211 m3 .. [~ewha~) bLlr'ldii$ 1- i 'I . ./. , I -. . .--. -. I .. ... , . ._.. f 1 .- 3 .I .I , .. I , ,.,ri ., 9 .,. . '1 ... ' . - -, c * GCI ASSOCIATES, INC. r 3831 BIRCH ST. NEWPORT BEACH, CA 92660 714-756-1525 FAX 714-756-0208 Ftg Oist left of Col#l - 14.00 ft Distance Between Columns .. 11 .OO ft Ftg Dist right of Col #2 - 14.00 ft Total Footing Length - 39.00 ft Footing Width = 2.50 ft Footing Thickness - 30.00 in 97-243 LA COSTA REC BUILDING GRADE BEAM DESIGN 1 Date: 02104198 PG- 7 Page: COMBINED FOOTING DESIGN GRAUE BEAM FOOTING @ ENTRY SUMMARY Service Allow ACI factored Left S.P.: Static D+L - 622.0 psf 2000.0 psf 9-1 - 901.6 psf Short D+L+S - 75.2 psf 2660.0 psf 9-2 - 105.3 psf Right S.P.: Static D+L - 622.0 psf 2000.0 psf 9-1 - 901.6 psf Short D+Li-S .=+ 1025.1 psf 2660.0 psf 9-2 - 1435.2 psf 9-3 - 50.2 psf 9-3 683.8 psf Resultant Ecc.: Static - -0.00 ft Stability ...... Col I1 ...... RulPlii As RulPhi As RulPhi As Short Term - 5.61 11 Ratio I 2.09 :1 ... Between ... ...... Col #2 ....... Mu from ACI 9-1 - 56.1 psi 0.50 in21ft 57.8 psi 0.50 in2Ift 56.1 psi 0.50 in2lft ACI 9.2 = 35.1 psi -0.50 in21ft 163.8 psi 1.08 in2lft 109.9 psi 0.81 in2lft ACI 9-3 - 28.8 psi -0.50 in21ft 172.4 psi 1.08 in2lft 40.4 psi 0.50 in2lft As(in2lftlft of width), negative .- > As 0 top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9-2 ACI 9-3 ....... ....... ....... Mu @I column # 1 - 36.80 k.ft -23.05 k.ft -18.87 k.ft Mu btwn columns p 37.92 k-ft 107.46 k-ft 113.10 k-ft 26.48 k.ft Mu @I column # 2 - 36.80 k-ft 72.13 k-ft One-way Shears ... : Allow.: Vn-21f’c”.5] = 109.54 psi 109.54 psi 109.54 psi Actual : Vu I .85... 7.60 psi Left of Column #1 - 16.34 psi 8.60 psi Between Columns - 4.41 psi 0.03 psi 0.00 psi 10.98 psi Right of Column #2 - 16.34 psi 30.39 psi Allow.: Vn -4(f’c” .5) - 219.09 psi 219.09 psi 219.09 psi Actual @ Column #1 = 4.94 psi 2.53 psi 5.33 psi 6.35 psi Actual @ Column 112 - 4.94 psi 8.61 psi Two.Way Shears .... . .. .. ..... ... . - - --..----.---.--..------..-I_._._____ ....__._ _____ . ..... -.. ... ...l.. - I”... ...... - -. Lateral Force Analysis 243REC.XLS "N ASSOC., INC. I -____ . 1GCl I 3 I Lateral Force Analysis lone Story I ILOAD GENERATION I 11 994 Uniform Building Code _______ Wind Loads cI ___- as = hulied &ind Force = asIII I- lead Loads 4.1 PSF Plate __~ -I--- __-___ I' Transverse Direction Wind Strip Forces --_. One 1 Story Strips I Wind I 1 T# Wind Rf. Ht. Plate lit 12.4 1 12.4 12.4 3 4 12.4 ._.I___ -. ~__ ------I-- __ _I-_-- .~ . L -. VS = ZICW/Rw __ Seismic Forces Zone I 4 I z= I Transverse Seismic Strim / Geometrv Siesmic . strips correspond to Wind strips 47- II - PSf ______ ASSUME PATIO EN 1 I Vs I 0.183 I 36.1 1 .o 1 .o 11 15/97 Page 1 243REC.XLS Lateral Force Analysis 243REC.XLS .ongiiudinal Direction ____ One L# wind I Rf. Ht. I Plate htr .= VW VVV VW 4 VW 12.4 I g,O,O+ I 111,O 00.0 Longitudinal Seismic Strips / Geometry ___~ .__~ ,~ ..... DL 1--~- DSf One Storv I Seismic I Strips ~. L# I Nalls Plate Ht. L . =. Rf DL - _____- Seismic 0.1 83 36.1 0.183 36.1 0.183 36.1 0.1 83 36.1 ___- _____ _. -. ___ _._____. -___ - __. ..~__ 1 .o 1 .o vs VS -____ ~__ 2 3 4 ____ r---- 11 ,O 437.8 11 .o " T 00.0 I--- - vs 1 .o 1 .o ____ vs rans verse T# 1 2 _____ ~-__ 3 136.9 4 00.0 I ongitudinr: L# ~-__. _____ vw I 1 155.6 124.5 00.0 . . I 51 6.2 398.1-- .. 437.8 00.0 -. ___ - 2 -. 3 I . . .... 4 00 .o SHEAR WALL DESIGN I . . , . ,. . ?-?, , "7'71 I- 50'.0 50.0 __- L of Load Rescr I t a n t Pt Lds # __-___ Page 2 243REC.XLS . 1 1/5/97 Lateral Force Analysis 243REC.XLS In t h Sum vw #Ift Ig S Material I A AB > 1 .o VR 1650.0 00 Ld 1650 0 1L - 1 0.0 34 0 00 .oo,o ,' - - 34 0 00 - VR 4818 0 00 4818 0 DR 33 0 96 4 __ - SI _ _ f7r- I9 VL 675 0 675 0 00 0 75 7 34 rf "438.0: 3942 0 ,000 0.0 ,: 4 ' 110 VL 1971 0 1971 0 - - - 00 0 DL 13 5 39 4 E 6789 _L__ o.ox, 0.0 20.2 115 336 EL A a 0.0 1 .o VR 675 0 00 675 0 - T"GF it - - 0.0 43 0 43 0 - VL 0.0 _- 00.0 000 0 8 -' 43 f o>o 43 0 00 70 00 0.0 00 0 1971 0 0000 DR DL 1971 0,o 0.0 E 0,o - 0.0 50 0 00 00 roo 0 10 - 50 0 - - DRAG FORCE Lateral Force Analysis 243REC.XLS Sheet \ 9 1 1/5/97 Page 5 243REC. XLS >- Lateral Force Analysis 243REC.XLS Stieet ib Wall # Vwind Vseis. @e Shears I (p 1507 {Gd-- 3?11 WL ae In t h Sum Ig S vw #Ift vs #/ft __ Material LD TO I -- I AB IFRAMEI I I I J Iesign __ @ [FUTURE{ WIND- I XI "I " End ft ''. 11.5 *' 11 5 LofLoad/ 11 5 I 00 Resultant1 1437 5 I Pt Lds # Location 0 0 r- actor Diaph V Unif Lds Pt Ld TOTAL besign - __ # __ SEISMIC VL 718 8 00 0 718 8 - FUTURE -- XI 0- VR 7?8 8 718 8 00 In& 4796 - -. 8642. 0.0 a 21.0+ 228 41 2 A 0 rIE/ c1. 21 5 3354 0 1 .o VL 1677 0 00 0 1677.0 (3 x2 .-, 11.5 - 516 0 11 5 21 5 33.0 I -I 'r @" I x3 0 1 f64-- 2657 ____ 27.7 64 96 A 0 00 15 5 00 15 OO 1241801 00 1 00 4 33 - 48.5 I I I I 0.0 -$ I 516.0 I 0.0 I 8 0.0 - 0.0 50 0 50 0 - 00 00 ,oo.o z.PO.0 1 .o - - - 7 0.0 50 0 00 - 50 0 00 0.0 Page 6 243REC.XLS I- Lateral Force Analysis 243REC.XLS - 00 ,oo 0 0.0 .'I .o - - - - - :'o.o 66 0 66 0 00 : 0o.c - - 00 - - 00 100.0 '0.0 - - 7998.0 k 00.0 i VL 3999 0 00 0 . ___ 3999.0 DL 60 5 200.0 9546 00 VL 00 000 0 00 0 -. - - ___ __ -_ DL 00 00 0 1209 3999 __ - iocation 1 .o 1 .o .o ' 1 .o VR 3999 0 00 3999 0 DR 20 60 5 200 0 DiaphV I VL I VL I VR UnifLds 1 2;!;5 1 2288 5 Pt Ld 00 5547 00 0 0 1 5:iO -03- I 000 0 TOTAL -1 2288 5- 1 2288 5 5547.0 I 5547.0 I ... .... . I -- I _. __ NIND ;E ISM IC Wall # Vwind vseis. WL ae In Ig t h Sum vw #/ft vs #/ft - -- - - S -__ __ Material AB Design # WIND Loads #/f Begin ft End ft Resultan Pt Lds # L 6f Loac _- ~- - I I I 0.0 I -- 00 1 7836 I 00 I TI 34.6 0.0 0.0 0.0 0.0 21 .o 58 190 A 0 0.0 I 33.4 86 286 A 0 69 226 A - nes x4 65 0 "s4 *. -- ,A 0.0 ' I 0.0 64.0 I 65.0 -- - I- 219198 Page 7 243REC.XLS Lateral Force Analysis 243REC.XLS Sheet 0.0 0.0 000.0 __~ x5 VU 0.0 00 00 0.0 00 00 0.0 11 15/97 Page 8 243REC.XLS . Developer: MORROW DEVELOPMENT Project: LA COSTA VALLEY CLUB POOL BLDG. Location : CARLSBAD, CA i BUJLDER: MORROW DEVELOPMENT VALLEY CLUB PROJECT nnu: FUN: DRAWBY: D. BRUNO POOL BLDG- CHECKEDBY: R. HOLMES DEL1 VERY LOCAJlON: CARLSBAD, CA. C C ISSUE DAE: 8-1240 REMSION-1: 8-28-90 REVISION-2: REVISION3: ROOF TRUSS PLAN NOTES: 6/12 ROOF PITCH (U.N.O.) r 3/12 CLG. PITCH @VAULT OR CATF 0" OVERHANG TYP. 2x4 CHORD ROOF TRUSSES 24"o.c SEE TRUSS ENGINEERING FOR LOADING AND REACTIONS. ALL HANGERS SPECIFIED SIMPSON OR EQUAL BY OTHERS SEE TRUSS ENG. FOR SUE AND PLACEMENT C I 02E DRAG r 20-0-0 FRAMING AND TRUSS MANUFACTURERS HIIFWMSTEWM. I2345 CROmmMEWl WWAY,CAoas( 6144W47t FXbt448c7311 ALL DESIGNS ARE PROPERTY OF HnR FRAMlNG SYSTEMS INC. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS INC. Job Truss Truss Type oh, Ply POOLBLDG 01A CAL HIP 22 . MORROWLACOSTA e452656 t 3-94 I 7-6-12 I 124% 1 16-2-8 1 20-0-0 I 1 3-94 3-94 4-10-8 3-94 3-9-8 I 4x8 /I 7-11-11 4x4’ 9 \lX4// \\ 3x5= 3x4 = hb= I 7-6-12 I 12-5-4 1 1 20-0-0 1 7-6-12 4-10-8 7-6-1 2 RD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS WEDGE REACTIONS (Iblsize) 1=1722/0-3-8. &1722/0-3-8 FORCES ob) - First Load Case Only 2 X 4 DF Stud LeA: 2 X 4 DF Stud, Right: 2 X 4 DF Stud TOP CHORD 1-2=-2990.23---2935.3-9=-2660,4-9=-2660,4-5=-2935, BOT CHORD i-8=2591, ai0=2660. io-i1=266o,i1-12=2~0,7-i2=26 WEBS 2-8=85.3-8=171, 4-8=-0,4-7=171.5-7=85 NOTES 1) 2-ply truss to be connected together with 0.131%. Nails as follows: To Bottom chords connected with 1 row@) at 0-94 on center. Webs conn the building designer. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless othewise indicated. 5) This truss has been. designed for a 10.0 psf bottom chord live load nonc 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. + UBC-94. LOAD CASE(S) 1) Regular: Lumber IncreasPl.25. Plate Increase4.25 Uniform Loads @If) Concentrated Loads (lb) Vert: 1-2=-60.0,2-3=-60.0.3-9=-145.6,4-9=-145.6.4-5=-60.0,5-6=-60.0. 1~-34.0,~10=-34.0,10-11=-34.0, Vert: 31-600 41-600 11-12334.0, 7-12=-34.0,6-7=-34.0 2) UBC: Lumber Increase=l.25. Plate lncrease=1.25 , II * E-+ 5 ln 2-0 -. 3 TOP CHORD @ @ 2 2 I" 8 03 0 z j cs I/ u1 TOP CHORD ri. v, Q 2 (D i 3 Q (D Q. 3 Y 3. 3 (0 5 8 Job POOLBLDO f SHOP DRAWING REVIEW --- TmSS Truss Type Qly Ply MORROWRACOSTA O1A H452656 CAL HIP 22 1 t Qty Ply c Job Truss Truss Type POOLBLDG 01B ROOF TRUSS 4 1 I 1W-O 14-10-9 I 20-0-0 4-10-9 4-10-9 5-1-7 1 t 5-1-7 I i 5-1-7 I MORROWAACOSTA R452657 4 4x4= 1 SPACING 2-04 CSI DEFL (in) floc) Vdefl TC 0.31 Vert(LL) -0.25 1-6 >932 Bc 0.96 Vert(TL) -0.44 1-6 >534 WB 0.15 Hon(TL) 0.03 5 n/a LOADING @s9 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 7.0 Code UBCACBO 1st LC LL Min Udefl5 240 WEBS REACTIONS (Iblsize) 1=729/0-5-8.5729/0-5-8 2 X 4 DF Stud PLATES GRIP M20 186/148 Weight: 79 Ib 1) All plates are M20 plates unless otheNvise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load n 3) A plate rating reduction of 20% has been applied for the green lumber 4) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 p LOAD CASE(S) Standard UBC-94. GCI ASSOCIATES, ING. AUG 03 1998 , -. A WARNING - Vera5 design parameters and READ NOTES ON ?HIS AND REVERSE SIDE BEFORE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporatian of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. AWitional permanent bracing of the overail structure is the responsibility of the building designer. For general guidance regarding -fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB-69 Bracing 'Specification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 _-__ Ply MORROWRACOSTA - R452658 Job TNSS Truss Type POOLBLDG OlC ROOF TRUSS 22 LOADING @s9 SPACING 60-0 CSI DEFL (in) (loc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.10 67 >999 TCDL 14.0 Lumber Increase 1.25 BC 0.93 VertvL) -0.17 67 >999 4x4 = PLATES GRIP M20 186/148 3 6x6= 1x4 II 1x4 II BCLL 0.0 BCDL 7.0 Rep Stress lncr NO .. Code UBCIICBO LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS WEDGE REACTIONS (Iblsize) 1=2188/0-5-8.5=2188/0-5-8 2 X 4 DF Stud Left: 2 X 4 DF Stud, Right: 2 X 4 DF Stud Max Hoa 1=9007(load case 4) Max Uplil=-I 008(load case 3). 5=-1W8(load case 4) Max Grav 1=3856(load case 4), 5=3856(load case 3) FORCES (Ib) - First Load Case Onty TOP CHORD 1-2=-3380,2-3---2321,3-4=-2321,4-5=-3380 BOT CHORD 1-8=2957,7-8=2957.6-7=2957.5-6=2957 WEBS 2-8=207,2-7~-1011.3-7~1198,4-7~-1011, -207 NOTES 1) 2ply truss to be connected together with 0.131W. Nails as Bottom chords connected with I raw@) at 0-9-0 on center. 3) This truss has been designed for a 10.0 psf bottom chord live -- 2) All plates are M20 plates unless otherwise indicated. UBC-94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of INS to bearing plate capable of withstanding 1008 Ib uplift at joint I and 1008 Ib 6) This truss has been designed for both UBC-94 and ANSVTPI I-1995 plating criteria. 7) Load case(s) 3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use Of 8) THIS TRUSS IS DESIGNED FOR 9OOW MAX. HORIZONTAL (DRAG) LOAD. LOAD CASYS) I) Regular: Lumber Increase=l.25. Plate Increase=l.25 uplift at joint 5. this truss. Uniform Loads (pH) Vert: 1-2~-180.0,2-3---180.0~ 3+-180.0, 4-5=-180.0,1-8=-42.0,7-&--42.0,67=42.0,5-6..-42~O A WARNING - Ven3 design parameters and READ NOTES ON YHISAND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing g Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' YiTek lndu.triee, Inc. POOLBLDG 01c ROOF TRUSS HnR Framing Systems Inc.. Poway. CA 92064 4.0-32 s Jun 9 1998 MiTek Industries. Inc. Fri Jul31 14:59:11 1998 Page 2 LOAD CASEJS). 2) UBC: Lumber Increase-1.25, Plate Increase=1.25 3) User defined: Lumber Increascl.33. Plate Increaswl.33 , Uniform Loads (pn) Vert: 1-2=-84.0,2-3p-84.0,3-4=-84.0.4-5=-~.0.1-8=-102.0,7-8=-102.0,6-7=-102.0.5&-102.0 Uniform Loads @It) Vert: 1-2~224.8,2-3=200.5.34=-256.5,4-!P-280.8, 1-8=-116.5,7-&-116.5,6-7~-116.5,5-b-116.5 HO~Z 1-2~826.2,2-3=914,0,3-4=914.0,4-5=826.2 4) User defined: Lumber Increascl.33, Plate Increascl.33 Uniform Loads @If) Vert: 1-2=-280.8,2-3=-256.5. 3+200.5.4-~224.8.1-8=-116.5, 7-&-116.5,6-7=-116.5. -116.5 HOIZ 1-2~26.2.2-3=-914.0,3-4=-914.0,45=-826.2 SHOP ORAWING REVIEW 1 , _- Job Truss POOLBLDG 02A 3-9-8 I 7-6-1 2 I 13-0-0 I 18-5-4 I 22-2-8 I 26-0-0 I 1 3-9-8 3-9-4 5-5-4 5-5-4 3-9-4 3-9-8 t Truss Type Qty Ply MORROWllACOSTA R563970 CAL HIP 22 4x49 I ij 12y 5x6 = 10 13 3x8= 14 9 15 5x6= 168 3x8 = 5x6= I 7-612 I 1300 I 18-5-4 I 26-04 i 7-612 5-5-4 5-5-4 7-6-1 2 Lumber Increase 1.25 RD 2 X 4 DF No.2-0 RD 2 X 4 DF No.2-G 2 X 4 DF StudStd-G Left 2 X 4 DF StudStd, Right: 2 X 4 DF StudStd E REACTIONS (lblsize) 11243110-3-8,7=2431/0-3-8 Max Horn 1=-5219(load case 3) Max Gravl=3158(load case 4). 7=3158(load case 3) NOTES UBC-94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. 8) Load case@) 3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of 9) THIS TRUSS IS DESIGNED FOR 520W MAX HORIZONTAL (DRAG) LOAD. LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 this truss. &parameters and READ NOTES 0,V IHISRND REVERSE SIDE BEFORE USE. iTek connectors. This design is based only upon parameters shown, and is for an individual component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIE-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 0' Onofrio Drive, Madison, WI 53719 YiTek Industries, inc. __ -___ - Job Truss Truss Type POOLBLDG OZA CAL HIP TrapezoidalLoads (PI() Vert: 3=-66.9-10-1 1=-82.0,12=-82.0.t0-5=-66.9 3) User defined: Lumber Increase=l.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=88.9,2-3=65.4.4-11=-143.6.4-12=-143.6, 5-6=-121.4.6-7=-144.9, 1-10=-34.0.10-13=-34.0,13-14=-34.0,9-14=-34.0.9-15=-34.0, 15-16=-34.0. 8-16=-34.0. Qly Ply MORROWllACOSTA R563970 22 7-8=-34 .O Drag: 3-1 1=203.0.4-11=203.0.4-12=203.0.5-12r203.0 Vert: 3=-680 5=-680 Vert: 3=-111.4-t0-11~-143.6.12=-143.6-t0-5=-111.4 HOW 1-2~352.5, 2-3=441.3,5-6=441.3.6-7=352.5 Concentrated Loads (lb) Trapezoidal Loads (plf) 4) User defined: Lumber Increasell.33. Plate Increase=l.33 Uniform Loads (pq Vert: 1-2=-144.9,2-3=-121.4.4-11=-143.6,4-12=-143.6. 5-6=65.4.6-7=88.9,1-10=-34.0,10-i3=-34.0,13-~4=-34.0,9-14=-34.0,~15=-34.0,15-16=-34.0.8-16m-34.0, ?-a=-~.o HOIZ 1-2=-352.5,2-3=-441.3, 5-6=-441.3.6-7=-352.5 Drag: 3-1 1=-203.0,4-11=-203.0,4-12~-203.0.5-12~203.0 Concentrated Loads (Ib) Trapezoidal Loads @If) Vert: 3=-680 5=-680 Vert: 3=-111.4-to-11~-143.6, 12=-143.6-t0-5=-111.4 building component to be installed and loaded vertically. Applicability ___ __ ____. .- - Job Truss Truss Type POOLBLDG 028 CAL HIP I -~ QW Ply MORROWllA COSTA 2 1 R563971 I 7-6-12 I 13-0-0 I 18-54 I 26-0-0 I 7-6-12 55-4 5-5-4 7-6-1 2 Lumber Increase 1.25 RD 2 X 4 DF No.2-G RD 2 X 4 DF No.2-G 2 X 4 DF StudIStd-G Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 E REACTIONS owsize) 1=1015/0-3-8.7=1015/0-3-8 Max HOE 1=-6139(load case 3) Max Upliftl=-756(load case 3). 7=-756(load case 4) Max Grav 1=1963(load case 4), 7119630oad case 3) WEBS 2-10=284,4-10=-248.4-9=36.4-8=-248,5-8=284 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 756 Ib uplifl at joint 1 and 6) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria. 7) Load case@) 3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of 8) THIS TRUSS IS DESIGNED FOR 520W MAX HORIZONTAL (DRAG) LOAD. LOAD CASE(S) Standard Except: 3) User defined: Lumber Increase=l.33. Plate Increase=l.33 uplif! at joint 7. this truss. . Continued on page 2 P Lo Lo r Truss Truss Type Job POOLBLDG 028 CAL HIP A WARNING - L/erzjj design parameters and READ NOTES t )dV 7HISAND REVERSE SIDE BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of campanent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addttional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall Struciure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection, and bracing, cansult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc Qfy Ply MORROWtLACOSTA 2 1 R563971 J ___- 7 Job Truss Truss Type POOLBLDG 02C CAL HIP 3-9-8 I 7-6-12 I 13-04 I 18-54 I 22-2-8 I 26-0-0 I I 3-9-8 3-9-4 5-5-4 5-5-4 3-9-4 3-9-8 4 13 6x10= 5x6 = 3x8 = Qty Ply MORROWLACOSTA 2 1 R563972 LOADING (psf) SPACING 2-04 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 7.0 Code uBc/lcBo LUMBER TOP CHORD BOT CHORD PLATES GRIP CSI DEFL (in) (loc) Udefl 18611 48 BC 0.86 Vert(TL) -0.21 12-13 >999 WB 0.46 1-14 11 da (Matrix) Vdefl = 240 Weight: 142 Ib TC 0.62 , Vert(LL) -0.13 12-13 >999 M20 2 X 4 DF No.2-G 2 X 4 DF No.2-G WEBS WEDGE REACTIONS (Iblsbe) 1=1231/03-8,11=1227/0-3-8 2 X 4 DF StudStd-G Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 lku Hoa 1 =-5251 @ad case 3) Max Upliftl=-429(load case 3). 11=-434(Ioad case 4) Max Grav 1=2068(load case 4), ll=2064(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-2238,2-3=-2129,3-5=-1206. 2-4=-858.4-15=-865,6 9-lo=-2118.10-11=-2232.5-17=-1020.7-17=-1020 I BOT CHORD WEBS 1-14=1913, ’1 3-1 4=1879. ;2-13=1879, 2-14=-26,3-14=110,6-14=8.613=61, 11-12=1908 ,612=-7,9-12= NOTES I 2) Provide adequate drainage to prevent water ponding. 3) All dates are M20 dates unless otherwise indicated. -1 1) Except as shown below, special connection(s) required to support c c trated load@ . Dez#%f-t& delegated to 4 Thk truss has bee; designed for a 10.0 psf bottom chord live load nonconcurrent with*bq -- the building designer. f Bat. UBC-94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (bv others) of truss to bearing plate capable of withstanding 429 Ib uplift at ioint 1 and 434 Ib .. -. - upli at joint 11. 7) This truss has been designed for both UBC-94 and ANSllTPl 1-1995 plating criteria. 8) Load case(s) 3.4 has been modified. Building designer must review loads to verify that they are correct for the intended use of C this tNSS. 9) THIS TRUSS IS DESIGNED FOR 52W MAX HORIZONTAL (DRAG) LOAD. LOAD CASE(S) Continued on page 2 A-WRNING - vPr+ design parameters and READ NOTES OR’ IHISAND RElrERSE SIDE BEFORE CLFF Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D’ Onotrio Drive, Madison, WI 53719 __ Truss Type I Job I Truss cJ!y Ply MORROWLACOSTA Concentrated Loads (lb) Trapezoidal Loads (plf) Uniform Loads (pi0 Vert: 5=-84 16=-84 Vert: 15=-14.0-to-6=-28.0,6=-28.0-to-16=-14.0,5=-37.9-to-17=-56.0,17=-56.0-1o-7=-37.9 3) User defined: Lumber lncrease=l.33. Plate Increaserl.33 Vert: 1-2~88.9.2-3=65.4, 3-5=23.5. 7-9=-79.5, 9-10=-121.4, 10-1 1=-144.9,l-14=-14.0,13-14=-14.0, 12-19-14.0, HOE: 1-2=352.5,2-3=441.3.3-5=206.0, 7-9=206.0, 9-10=441.3. 10-1 1~352.5 Drag: 3-4s 103.0, 4-1 5=1 03.0,6-15= 103.0.6-1 6=103.0,8-I 6= 103.0,8-9=103.0.5-17~ 103.0, 7-1 7=1 03.0 Concentrated Loads (Ib) Trapezoidal Loads @If) Vert: 5=-180 16=-180 Vert: 15=-30.0-1o-6=-60.0,6=-60.0-~0-16=-30.0.5=-49.2-t0-17=-88.0. 17=-88.0-10-7=-49.2 4) User defined: Lumber lncrease=l.33, Plate Increase-I 33 Uniform Loads (plf) Vert: 1-2=-144.9,2-3=-121.4.35=-79.5. 7-9=23.5.9-10=65.4, 10-1 1=88.9, 1-14=-14.0, 13-14=-14.0.12-13=-14.0, Drag: 3-4=-103.0.4-15-103.0,6-15=-103.0.6-16=-103.0, &16t-103.0,8-9=-103.0,5-17=-103.0.7-173-103.0 Vert: 5=-180 16t-180 Vert: 15=-30.0-to-6=-60.0,6=-60.0-to-16=-30.0.5=-49.2-to-1 7=-88.0.17=-88.0-t0-7=-49.2 HOE: 1-2=-352.5.2-3=-441.3.3-5=-206.0, 7-9=-206.0,9-1G=441.3,10-11~-352.5 Concentrated Loads (lb) Trapezoidal Loads @If) POOLBLDG 1-1 2s-14.0 1-1 2=-14.0 02C CAL HIP 2 1 A-WARNING - Ver~ design parameters and READ NOTES OR' IHIS AND REVERSE SIDE BEFORE U<YE. Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing __ Job Truss POOLBLDG 02D I 6-7-7 I 13-0-0 I 19-4-9 I 26-0-0 I I 6-7-7 6-4-9 6-4-9 6-7-7 Truss Type oty Ply MORROWIIACOSTA R563973 HOW€ 42 4x4 = 1x4 II 5x8 = 1x4 II I 6-7-7 I 13-04 I 19-49 I 26-0-0 I I I 6-7-7 649 649 6-7-7 Lumber Increase 1.25 RD 2 X 4 DF No.2-0 RD 2 X 4 DF No.2-G 2 X 4 DF StudStd-G Lefl2 X 4 DF StudStd, Right: 2 X 4 DF StudStd E REACTIONS @/size) 1=285410-3-8,5=2854/0-3-8 Max Horz 1=-5219(load case 3) Max Grav 1=3W5(load case 4), 5=3005@oad case 3) FORCES ob) - First Load Case Only TOP CHORD 1-2=-4489,2-JI-3065,3-4=-3065.4-5=-4489 BOT CHORD 1-8=3948,7-8=3948,6-7=3948, -3948 WEBS 2-8=270.3-7=1592, 46=270.2-7=-1377.4-7=-1377 NOTES Bottom chords connected with 1 row(s) at 0-9-0 on center. Webs connected as foll 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for both UBC-94 and ANSlKPl 1-1995 plating criteria. 6) Load case@) 3,4 has been modified. Building designer must review loads to verify that they are correct for the 7) THIS TRUSS IS DESIGNED FOR 520W MAX HORIZONTAL (DRAG) LOAD. this truss. LOAD CASE(S) Standard Except: 3) User defined: Lumber Increase=l.33. Plate Increase=1.33 Uniform Loads (plf) Vert: 1-8=-42.0. 7-8=-42.0.6-7=-42.0, 5-6=-42.0, 1-2=25.8,2-3=17.5.3-4=-185.5,4-5=-193.8 -2=375.4, 2-3=406.0.34=406.0.4-5=375.4 . Continued on page 2 A WARNING - Vi& &sign parameters and READ NOTES OR' IHISAND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaty bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing F oly P)y 2 1 4 Job Trust TNSS Type POOLBLDG AJGD ROOF TRUSS I MORROWIIACOSTA R452664 5-11-11 I 8-0-0 I I 5-11-11 2-0-5 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1 RD 2 X 4 DF No.2-G RD 2 X 4 DF No.2-G Left: 2 X 4 DF Stud REACTIONS (IWsize) 1=251/0-5-8.2=173/0-1-8.3=78/0-1-8 Max HOR 1=1805(load case 3) Max Uplifll=-872(load case 4) Max Gravl=1098(load case 3),2=1730oad case I), 3=78(load case I) FORCES Ob) - First Load Case Only BOT CHORD 1-4=0. W-0 NOTES 1) All plates are MZO plates unless otherwise indicated. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint@) 2.3. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstandi 5) This truss has been designed for both UBC-94 and ANSkTPI 1-1995 plating criteria. 6) Load case(s) 2,3,4 has been modified. Building designer must review loads to ~efi th 7) THIS TRUSS IS DESIGNED FOR 1W MAX. HORIZONTAL (DRAG) LOAD. LOAD CASE(S) Standard Except: 2) User defined: Lumber Increase-1.33, Plate Increase=l.33 TOP CHORD 1-2~66 of this truss. Uniform Loads @g Vert: 1-2=87.7,1+-20.0 HOE: 1-21388.4 3) User defined: Lumber Increase-1.33, Plate Increase=l.33 Uniform Loads (pg Vert: 1-2=-198.8.1-4..-20.0 HOR: 1-2~473.5 . -. I -* A WARNING - Er~ design parameters and RE.ID NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection. and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D’ Onofrio Drive, Madison, WI 53719 MiTek Industries, hc. I e- Job I TNSS I Truss Type Hr52664 I LOADCASE(S)- - 4) User defined: Lumber Increawl.33. Plate Increase-1.3j POOLBLDG .I -- e Uniform Loads @H) Vert: 1-2=142.8.1-4*-20.0 HDR: 1-2673.5 2 1 AJ6D ROOF TRUSS TrUrS Truss Tvpe sc53i4 , \nc. Tw Mar 17 lkW.411998 Page 1 PITCH DIMENSIONS(lYP) 4x4 = 3 (IT -IN - SX) L/m 1 -., 3.00m o”RAmoF 4x5 = LOAD INCREASE ON CENTER SPACING TCLL 16.0 UTE VALUES CUMBER REPETITNE TOP CHORD 2 X 4 DFG No.1 BOT CHORD 2 X 4 DF-G No.1 STRESS INC. WEBS 2 X 4 DF-G StudlStd REACTIONS (Ibslsbe) 1=906/0-34.5=906/0-3-8 Max Hoa 1=-68(load case 2) Max UpM 1=-198(lmd caw 4). 5=-198(load case 4) FORCES TOP CHORD 1-2=-2597,2+-1821, 3-e-1821.650-2597 WEBS 2gP119.2-7~-674.3-74338.4-7674.46119 BOT CHORD 5-6.c23n. 6-7=23n. ;~slnn. ign23n NOTES 4x5 = BRACING TOP CHORD Sheathed or 300 on center purlin spacing. \ BOT CHORD 1-8:6-3-0,7S.6-3-0,6-76-3-0.5-6:6-3-0. LOAD CASE(S) Standard 1 ’I 1) Thk truss has been designed fw tho wind loads fpnerated by 80.0 ’-i:rn chwd dead-kad. 100.0 des from hunicpne oceanline. on 1 USE. MI1 TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY PO BOX 55878 - 97238 6600 NE 78th Ct., Suite A-5 Portland, OR 9721 8 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER - QA275. This is to verify that: HnR Framing Systems, Inc. 12345 Crosthwaite Circle Poway, CA 92064 is under our Audited Quality Control Program and has been since: May 1996 We audit the production under the Uniform Building Code Section 2343.7. Inspections are made a least quarterly. We find the quality observance of this plant to be in Conformance to the Standards. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION ._ . .' : .. .. .... .. BRACING MATERIAL .. .. ..... .. . .. .. . : : ' .. iX4urlLlTiD.F. 1x4 STUDETANDARD D.F. 1x4 CONSTRUCTION D.F. 1x4 lND.45 S.Y.P. 1x4 12 SRB (D.F., H.F., S.P.F.) . 2x2 12. STD. CONST, OR BTR (SYP, OF, HF, OR SPF) 2x4 t2, sn>, CONST, OR BfR (SYP, OF, HF, OR SPF) -. ...... - COFAPRESSION WEB BRACING RECOMMENDATIONS TRUSS SPACING 24'0.C. ..... 48"O.C. .. 72".0.0. . Q6-, O.C, 1500 ' NIA . . NIA . NIA; .' 2000 . 2000 aooo so00 I 1,600 'I 1,400 NIA NIA .. .. .. .... 12,000 12,000 11,600 0.900 -~ _-- - MAXIMUM WEB COMPRESSION FORCE (LBS.) 18,000 18,000 1 2x6 #2,6fo, CONST, OR BTR (SYP. OF, HF, OR SPF) -~~ 18,000 14.000 1. AT 20'4'' MAX INTERVALS X BRACING 1s REQUlRED TO TRANSFER THE CUMULATNE IATERAL FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM TTO BE DESIGNED BY A QUALIFIED BUILDING DESIGNER). 2. CALCULATIONS ARE BASED ON LATERAL BRACING CARRYING 2% OFTHE WEB FORCE. 3. CONNECT LATERALBRACETO EACHTRUSS WITHTWO 16D COMMON WIRE NAILS. (THREE I60 NAlLS FOR 2x6 LATERAL BRACES.) 4. LATERAL BRACING SHOULD BE CONTINUOUS AND SHOULD OVERLAP ATLEASTONE . TRUSS SPACE FOR CONTINUTTY. 5. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSUL7 DSB-89 TEMPORARY BRACING AF METAL CONNECTED WOODTRUSSES AND TRUSS PLATE INSTITUTE. H18-91 HANDLING, INSTALLATION AND BRACING RECOMMENDATIONS FROM THE .. .. ._ -- 3 4 Q I j I -. - I 0 L I V F F 71-8' - 8-8' OVER 8'-6' STANDARD GABLE END DETAIL, 3 - 16d 4 - 16d WIND SPEED 70 MPH, MEAN WALL HEIGHT 15 FT. Eg(3.0 WrB) 81 "l OIFICE, * DIAGONAL OR L-BRACING TRUSSES AT 24' O.C. REFER TO TABLE BELOW 24 doe OR tml,W-L 4x4 E OMMON TRUSS CHmD MAY BE NOTCHED 2x3 OR 2x4 INSTALLED WITH VERTICAL Q 16' ac WISE Q 32' O.C. ON GABLE CONT. BEARING. -t 3x6 SPL. OPT. - . SHEATHING- I END WALL?! U -_ SPAN TO MATCH COMMON TRUSS. . __ -.A - I TYPICAL 2x4 L-BRACE NAILED TO 2x4 VERTICALS W/8d NAILS, 8' O.C. 2 VERTIC~J SECTION A-A. 1 LATERAL BRACING NAILING SCHEDULE. VERT. HEIGHT. I # NAIL AT F! END I UP TO 7I-W I 2 - 16d I MAXIMUM RTICAL STUDS HEIGHT. SPACING OF VERTICALS WITH LATERAL BRACE WITH L-BRACE , b z d P - @ 42 c 1 0.C. II- 3-12 t I LOADING - (PSFl I TOP lt lt5 BOTT 0 10 MINIMUM GRADE OF LUMBER TOP CHORD:2*6 S.S.. 91 DF-L STR.INC.: LUMB = 1.25 PLATE = 1.25 . SPACING 24.0 in. 0. c. REPETITIVE STRESSES fl.lcr Lm NO. OF M~MBERS = 1 UTES ARE HITEK H20-186,147 RANUFACNRED FROn ASTH THfS OESIGN IS FOR TRUSS FABRICATION 0NLY.FOR PERM PLATE RUST BE INSTALLED ON EACH FACE OF JOL , UBC-ICBO,TPI-PI CHLTECT OR ENGINEER. APR 2 I I I 11-3-12 LEFT L. HL HE TP GHT PK~~IS-?~ _- -. RISE:6-11-15 - MINIMUM GRADE OF LUMBER OP CHORD:2*4 Noel 91 DF-L OT CHORD:2*4 No.1 91 DF-L LOADING (PSF TOP 16 14 BOTT 0 lo STR.INC.: LUMB = 1.25 PLATE = 1.25 REPETITIVE STRESSES HCrLtxo L :2*4 STANDARD 91 DF-L ........................... ----- ------------------__------- ...................................... ...................................... PLATES ARE MlTEK M20-186,147 MANUFACTURED FROM ASTM A 44 PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRIC THIS DESIGN IS FOR TRUSS FABRICATION 0NLY.FOR PERMANENT BLOG ARCHITECT OR ENGINEER GN SPECS, UBC-ICB0,TPI-91 -+- .’ *\ t Q f t- - HOTtt: 1. 3. 3. LOhUHI -- n n: t t- 4 0 +- .=4 . w I0 I a I c -1 00 1 04 I1 PW 00 I1 mrl d - I om 00 I1 Nd Od I1 mN d 00 00 11 010 00 11 QN d OW dd I1 OW 00 I1 Qrl d 1 Nln dd I1 ow d0 I1 QN d UN 00 I1 NN 00 I1 PO c - WP 00 d0 I1 QN A& d - N1 I1 lnd Od I1 Wd d Wo3 00 I1 0- 00 I1 mrl d OW 00 I1 00 Od 11 PO =! - NC. I1 oc 11 Qr oa ma r - - *U r(r I .I I-. oc I1 - WP 00 I1 ow d0 I1 QN d - N1 4.4 I1 lnd 04 11 mrl e 1 WLn 00 I1 OW 00 11 Qd d - WIW 00 I1 -0 Od 11 PO d NO 00 11 00 11 Qd om d .Cm dd I1 P- 00 11 wz wm 00 PO , .-4 - 1 cnr- 00 I1 NN 00 I1 PO d - r(0 Od I1 md 04 If PO d - Od 00 I1 00 Or( I1 woe - -101 00 I1 rlP 00 11 w3 .. v) W m m 3 p: I- d / 0- ow IW *a 0% +W oca "Z P =I m fg MiTek Industries .lnc 3033GoLDusIwDwM sum 200 RA"oCoRDovACA95670 MA FAX (916) 631 8225 lEEpHoM (916) 631 7811 - VALLEY FRAMING OVER ROOF TRUSSES AT 24" O.C. REFER TO SC024972, PAGE 2 OF 2 LOADING TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD LOAD DURATION WIND LOADING VALLEY FFVMING VALLEY RAFTERS SHALL BE 2x4 No. 2 D.F.L., HEM FOR DETAILS psf 30 MIN, 50 MAX 14 MIN, 15 MAX 5 MIN, 10 MAX 0% MIN,. 15% MAX 80 MPH, EXP.B BLDG. HEIGHT 30' -0" FIR,, OR BETTER n RIDGE RAFTERS SHALL BE 2x6 No. 2 D.F.L., HEM FIR, OR BETTER 2x4 PLATES SHALL BE No. 2 D. F.L. , HEM FIR, OR BETTER 2x6 PLATES SHALL BE PER PLAN SPECIFICATIONS POSTS SHALL BE 2x4 STUD D. F.L., HEM FIR, OR BETTER USE SINGLE POST FOR LENGTHS UP TO 6'-3" USE DOUBLE POST FOR LENGTHS UP TO 6'-3" TO 10'-0" MAX. POST SPACING SHALL NOT EXCEED 4'-0" NAILING PLATES TO .TRUSSES OR VALLEY FRAMING, USE 10d NAILS POSTS TO PLATES OR RIDGE RAFTER, USE THREE lad TOE-NAILS VALLEY RAFTER TO RIDGE RAFTER, USE FOUR 10d TOE-NAILS DOUBLE POSTS, NAIL TOGETHER WITH 10d NAILS AT 12, O.C. ROOF SHEATHING NOTE: TRUSS CHORDS BENEATH VALLEY FRAMING MUST BE SHEATHED VALLEY VENTILATION PER BUILDING DESIGNER ROOF SHEATHING AND NAILING PER PLAN SPECIFICATIONS (BY OTHERS) DO NOT CUT CROSS TOP CHORDS SCO24972, PAGE 1 OF 2, REX'. 7/24/96 REXAM 7 _. .. . .. , T c c 74 .. u 48" WL?" MINIMUM 946D MIL&. . .. . L / -4 I I IC I L I -- I .. -m 14 18 MTTek Industries, Inc. .24' -. -. lwl 2838 1744 2617 1478 2218 1506 2260 .. F.0. Box 7359 -. 21 27 30' 2432 3648 2243 3365 1901 2851 1937 xo6 St. Louls, MO am I I 1 22 33 36' 2972 4459 2742 4112 2323 3485 2376 3551 1 26 39 42' 3513 5269 3240 4860 2746 4119 2798 4197 - 45 48' 4053 6080 3738 5608 3168 4753 3228 4843 1s DMDE EQUALLY FROM AND BACK AllACH 2X -SCAB OF THE SAME SE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF mUSS (CEMERED ON BREAK OR SPUCQ W/ CONSTRUCTION QUAW ADHESM AND 1od COMMON WRE NAILS (IWO ROWS MR 2X 4.THREE ROWS FOR 2X 6) SPACED 3' O.C. STAGEREDAS SHOW. ( 6" 0. C . PER FAc THE MINIMUM OVERALL SCAB LENGTH REgUlRED (U IS CALCUIATED AS FOLLOWS: ME LENGTH OFME BREAK (C) SHALL NOT EXCEED-12'. (C = PIATE LENGTH FOR SPLICE REPAIRS) . - 1Od WLNEAR SIDE + -10dNAlLFARSIDE THE LOCATION OF A BREAX MUST BE PERlMElER BREAK OR HEEL JOINT AN 6.THIS REPAIR IS LWTED TO TRUSSES WITH NO MORE THAN THREE BROKEN -EM. I 4. U';lR.VINC - I'rrifi desi I parmt~crcrs Rnd HIAD NOTES ON THIS AND REVERSE SIDE BEFORE USE. Oeslgn valid lor use only with MA connectors. This design is based only upon parameters shown. and is lor an indiiual buyding component to be installed and loaded vertically. Applicability d design parameters and proper incorporati of component is responsibility d building designer - not truss deskper. Bracing shown is (or lateral support of individual web membsrs only. AddiimI temporary Mng to insure stability during construction is the responsibili d the erector. Additional permnnent bracing of the overall structure is the responsibility of the budding dedgner. For general guidance regardmg lsbk.lon. quality mtrd. storage, delivery. erection. and bacing. consuli QSTge Qusllty Standard, DSB-89 Bracing Spedfbllon. and HIB-91 Handling Installing and Bracing Recommendation available lrom Truas Plate Institute. 583 D' YI1.k IndU8trh8, hC. On& MVe. Madiwn. WI 53719 I ..-. . -_ F -v I I atlow do. WOH3 do1 8 Q I Deve I o per: MORROW DEVELOPMENT Project: LA COSTA VALLEY CLUB RECREATION CENTER Location: CARLSBAD, CA C C 0 ROOF TRUSS PLAN NOTES: 1-6-o WlZ ROOF \ M2CLG.PlTCH VAUL ORCATK t;: F 10-6-0 22-04 SPAN . c C U PLT 8-11-0 2-7"%EEL PLT@ll-O-O P 5 A F t SEE TRUSS ENGINEERING FOR LOAWN'S AND REACTY))(S. ALL HANGERS SPECIFIED SIMPSON OR EQUAL BY OTHERS SEE TRUSS ENG FOR SlZE AND PLACEMENT ?urn: MORROW CONSTRUCTION LACOSTA VALLEY CLUB 'ROJECT nm: w: I DRAWBY: DAWD BRUNO ISSUE DATE: RECENTER1 CHECKED BY: RYAN HOLMES DEUYERY LOCATION: I SCALE: bifVISlON-3: CARLSBAD I 3/32"=1'.i4 I 4 4 r 6 5 a FRAMING AND TRUSS MANUFACTURERS m~mnmmcm(l~mTWAYrtQ wv,u12u in*Mu( wnw~i ALL DESIGNS ARE PROPERTY OF HnR FRAMING SYSTEMS INC. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS INC ROOF TRUSS PLAN NOTES: 8-0-0 PLT.@9-64 CLEAR 2w\ 8-0-0 34-1 -8 SET BACK ' ' SETBACK . 412 ROOF PITmfl0.i Y12 CLG. PITCH VAUL OR CATH. 0" OVERHANG 2x4 CHORD ROOF TRUSSES 24" O.L SEE TRUSS ENGINEERING FOR LOADING AND REACTIONS. ALL HANGERS SPEWED SIMPSON OR EQUAL BY OTHERS SEE TRUSS ENG. FOR SIZE AND PLACEMENT t 2 - PLT.@I 1 BULD€R: 1 ISSUE DATE' I MORROW CONSTRUCTION I ~ PRWECT nne I REVISION-1: LACOSTA VALLEY CLUB I I I PUEJ: I DRAWBY: DAVID BRUNO I REVISION-2: I RECENTER2 CHECKEDBY RYAN HOLMES WIERY LOCAnON IREVISION-3 FRAMING AND TRUSS MANUFACTURER! I YIIRU6rnYIICWCrn PMV,UW It)uZUI NWmI ALL DESIGNS ARE PROPERTY OF HnR FRAMING SYSTEMS INC. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS IN Job TWSS Truss Type Qly RECENTER 01A ROOF TRUSS 1 I !%0-12 I 10-0.0 5-0-12 4-11-4 I i Ply MORROWRACOSTARECENTER 1 R424144 4x4 = I" ,- ,. .- 1Ox10= 1x411 1x411 1x411 1x411 1x411 lOx14= 4x8 II Lumber Increase 1.25 RD 2 X 4 DF No.2-G RD 2 X 4 DF No.2-G 2 X 4 DF No.2-G 2 X 4 DF Stud *Except' 2-17 2 X 4 DF No.20,&112 X 4 DF No.2-G S FORCES ob) - Firs! Load Case Only WEBS 2-18=-58. aios-66, si4=-iw. 4-15=-120.3-16=-120,2-i7=-65. 6-i+-vq.%1,~-?F-52 NOTES 1) All plates are M20 plates unless otherwise indicated. 2) Gable requires continuous Mom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement 0.e. diagonal web). 4) Gable studs spaced at 1-44 on center. 5) For studs exposed to wind, see Miiek Standard Gable End Detail' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Pm'de mechanical connection (by others) of ~NSS to bearing plate capable of withstanding 5204 Ib uplifl at joint 18.4769 Ib ? UBC-94. uplifl at joint 10.79 Ib uplifl at joint 14, 119 Ib uplifl at joint 16,4249 Ib uplifl at joint 17.30 Ib uplii at joint 13.140 Ib uplii at joint 12 and 3975 Ib uplii at joint 11. has been designed for both UBC-94 and ANSUPI 1-1995 plating criteria. design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. MiTek connectors. This design IS based only upon parameters shown, and is for an individual alled and loaded vertically. Applicability of design parameters and proper incorporation of Design valid for use building component component IS responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaly bracing to insure stability during construction is the responsibility of the erector. Additional TOP CHORD CI P CHORD Q Q 2 8 9 OJ Z 9 ?J P PP w p3 A -4 0 a v, Q i? 2 ?ii z 0 v, = (D i 3 (D 8 -4 0 5 Job RECENTER Truss Truss Type oty Ply MORROWLACOSTAIRECENTER OlB ROOF TRUSS 1 1 R424145 I 4-3-12 I 9-1-4 I 14-04 4-3-12 4-94 4-11-4 I I 4x6= 3x89 1x4 II 3x4= 1x4 II 8x8 = 5xe = I 4-3-12 I 14-04 4-3-12 9-8-12 I LUMBER BOT CHORD 2 X 4 DF No.1-G WEBS OTHERS TOP CHORD 2 X 4 DF No.2-G 2 X 4 DF Stud 'Except. 67 2 X 4 DF No.2-G 2 X 4 DF Stud SLIDER Left 2 X 4 DF N0.2 2-34 REACTIONS @/size) 1=222/4-3-4,7=!%0/0-58, e91 114-3-4.9=-248/4-3-4,10=201/4- Max Uplifll=-l407(load case 3). 7=-917(load case 4), 8=-101(load case 3). Max Grav1=1617(load case 4). 7=14&6(load case 3), 8=1017Qoad case 2), !I Max HOR 1=2424(load case 4), 8=-1902(l~d case 3) FORCES ob) - First Load Case Only TOP CHORD 1-2=-290,2-3-218.3-4r119.4-5r282,5.6..-246,6-7~-277 WEBS 4-8..-406,5-&-181.5-7=226 BOT CHORD i-io=o, 9-m=0, aeo, 7.~94 NOTES ,/-- 1) All plates are M20 plates unless otherwise indicated. 2) Gable studs spaced at 1-44 on center. 3) For studs exposed to wind, see MiTek Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1407 Ib uplii at joint 1,917 Ib uplift at joint 7, 101 Ib uplii at joint 8.464 Ib uplift at joint 9 and 36 Ib uplift at joint 10. 7) This truss has been designed for both UBC-94 and ANSklPI 1-1995 plating criteria. 8) Load case@) 3.4 has been modified. Building designer must review loads to verii that they are correct for the intended use of this truss. 9) THIS TRUSS IS DESIGNED FOR 4OOW MAX. HORIZONTAL (DRAG) LOAD. LOAD CASQS) Standard Except: UBC-94. S Only. Additional temporary bracing to . Job RECENTER Truss Truss Type Cny PC MORROWRACOSTNRECENTER 010 ROOF TRUSS I 1 R424145 LOAD CASE(S) 3) User defined: Lumber lncrea~trl.33. Plate IncreaMtrl.33 Uniform Loads @If) Vert: 1-2=148.6,2-3=218.3.3-4=108.0,4-5=108.0,56=-f92.0,1-10=-15.0,9-10=-15.0, &9=-i5.0, 7-8e-15.0 HOIZ 1-2~472.2,2-~345.7.3-4..600.0.4~600.0, -600.0 4) Userdefined: Lumber Increastrl.33. Plate Increase=l.33 Uniform Loads @n) Vert: 1-2=-232.6,2-3=-302.3,3-4=-192.0,4-5=-192.0.5-6=108.0.1-10=-15.0.9-10=-15.0,8-9=-15.0,7-8=-15.0 HOZ: 1-2~-472.2,2-3445.7,3-4=-600.0,4-5--800.0,5-b-600.0 A WARNING - V.yIfL &sign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, Design valid for use only with Mrek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loaded vertically. Applicablhty of design parameters and proper incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall StruCture is the responsibillty of the building designer. For general guidance regarding fabrication. quality control, storage, delively, erection, and bracing, consult QST-88 Quality Standard DSW9 Bracing Specification, and HIB-91 Handling lnslalling and Bracing Recommendation available from Trus; Plate Institute, 583 D' MlTok Indueirlee, lnc. Onofrio Drive, Madison, WI 53719 I 1 . Ply Truss Truss Type ROOF TRUSS 5 1 MORROWRACOSTAIRECENTER R424146 I I I I I I I HnR Framing Systems Inc.. Poway. CA 92064 4.0-32 s Jun 9 1998 MiTek Industries, Inc. Thu Jul23 13:30:20 1998 Page I 4-3-12 9-1-4 I 14-0-8 I i 4-3-12 4-9-8 4-11-4 I I n R LT. l- 4x4 = 3x4 = 3x4 = 4-3-12 I 13-10-8 14rps 0-2-0 4-1-12 9-6-12 0-2-0 8 I Plate Offsets (X,v): l1:0-1-3,0-2-111 I I . A WARNING - Desion valid for use mlv with Mil& connectors. This desion IS based onlv uoon oarameters shown. and IS for an individual design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE building component to be installed and loaded vertically. Aiplicabiliiy of d&gn parameters and proper incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional Dermanent bracino of the overall structure is the resDonsibilitv of the buildino desioner. For oeneral ouidance reoardino 1 fabrication, qualitycontrol, storage, delively. erection: and bracing, consult OST-880uality gtandari, DSB-89 &acini Specification, and HIE-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 I' Inc. I . Job Truss Truss Type oty Ply RECENTER 02A CAL HIP 12 MORROWILACOSTNRECENTER R424147 4 P 7-6-12 I 14-5-4 I 17-6-2 I 22-04 I I I 7-6-12 6-104 3-0-14 4-5-1 4 TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF NO.2-G WEBS SLIDER REACTIONS (IWsize) 1=1501/0-5-8,7=200110-5-8 2 X 4 DF Stud Txcept* 6-7 2 X 4 DF No.2-G Lefl2 X4 DF No.2 1-11-14 WEBS 3-9=218.4-9=332.5-9=915,5-8=-1194, -2045 NOTES 1) 2-ply truss to be connected together with 0.1311t3' Nails as follows: Top chord Bottom chords connected with 1 row(s) at 0-94 on center. Webs connected a 2) Except as shown below, special connection@) required to support concentrate the building designer. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liie loads per Table No. 16-8, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for both UBC-94 and ANSVTPl 1-1995 plating Criteria. LOAD CASE(S) 1) Regular: Lumber Increasecl.25. Plate Increassl.25 UBC-94. Uniform Loads @Io Vert: 1-2=60.0,2-3=-60.0,3-4=-60.0.5-6=-60.0,1-9=-33.9.9-11-33.9.11-12=33.9, 12-13-33.9, 8-13-33.9, 7-8-33.9 Concentrated Loads (Ib) Vert: 4.r-640 5440 Continued on page 2 A WRNING - Verb design parameters and READ NOTES ON THISRND REVERSE SIDE BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppolt of individual web members only. Additional temporaly bracing to insure stability during constructian is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSW9 Bracing Specification, and HIM1 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 mi MITek Industries, inc. 7 F x Job Truss Truss Type RECENTER 03 CAL HIP 12 LOAD CASE(S) R424147 ~~ Trapezoidal Loads @If) Uniform Loads @If) , Vert: &-141.7-t0-1O1-158.1,1~-158.1-l0-.5P-141.7 2) UBC: Lumber Increaswl.25, Plate Increasl.25 Vert: 1-2~-28.0,2-~-28.O,3-4=-28.0,5&-28.O,1-93-53.9,411~-53.9,11~12~~53.9,12~13253.9~ 8-13=-53.9.7443.9 4.0-32 s Jun 9 1998 MiTek Industries. Inc. Thu Jul23 13:30:22 1998 Page 2 Concentraled Loads (Ib) Trapezoidal Loads @If) ved: 4=-299 5x299 Vert: &-66.l-tel~-’IJ.8,1O=-73.81e.5P66.1 A WARNING - Erer;j4 design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer . not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quali control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Smitication. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instiiute, 583 D’ YiTek Industrie8, hc. Onotrio Drive, Madison, WI 53719 I Job TNSS Truss Type Qty Ply RECENTER 028 CAL HIP 1 I MORROWRACOSTNRECENTER R424148 I t 7-6-12 I 14-54 1 19-6-2 I 22-04 I I 7-6-12 6-10-8 5014 2-5-14 9-11-11 7-5-13 i 4x0 \\ DEFL (in) (loc) Wdefl veri(LL) -0.05 1-10 >999 VeriVL) -0.13 1-10 >999 LOADING @s9 SPACING 2-04 CSI Plates Increase 1.25 TC 0.57 TCLL 16.0 Lumber Increase 1.25 BC 0.56 TCDL 14.0 BCLL 0.0 Rep Stress lncr YES WB 0.27 HORVL) 0.02 8 n/a n 10 9 1x4 II 3x8 = 24 II 3x45 3x4+ 5x5 II PLATES GRIP M20 186/148 A WARNING - Ver$ design parameters and READ NOTES ON THISRND REVERSE SIDE BEFORE 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss deslgner. Bracing shown is for lateral support of individual web members only. Additional temporaiy bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSM9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendatian available from Trues Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 BE, MiTek Industrles, I 1 Job TNSS TNSS Type ah, Ply RECENTER 02C FINK 1 1 4x4 = MORROWILACOSTAIRECENTER R424149 t 0-4-3 I 13-7-13 I 20-6-2 t2200, 1 84-3 5-3-10 6-10-5 1-514 TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud *Except* 6-7 2 X 4 DF No.24 SLIDER Len 2 X 4 DF No.2 2-10-8 REACTIONS (IWsize) 1=856/0-34.7=863/0-34 FORCES (lb) - First Load Case Only TOP CHORD 1-2~-1248.23---1248.3-4=-1012.4-5=-922.5&Q.6-7~-108 WEBS 3-~-241.4-9=333,4-0=138,5-6=-8,5-7=-1078 BOT CHORD i-s=io79. as=768. 7-83830 NOTES the building designer. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. LOAD CASE(S) 1) Regular: Lumber Increassl.25. Plate Increase=l.25 Uniform Loads @If) Vert: 1-9=-20.0. &9=-20.0, 7-83-20.0.1-2=-60.0.2-3=-60.0,3-4=-60.0,4-5=-60.0. !j-6=-60.0 Concentrated Loads (lb) Vert: 4=-90 Uniform Loads @If) Concentrated Loads 2) UBC: Lumber Increassl.25, Plate Increase4.25 A WARNING - Ver$ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Job Truss Truss Type CXy Piy MORROWILACOSTNRECENTER RECENTER O2D FINK 7 1 R424150 LOADING @s9 SPACING 2-0-0 CSI DEFL (in) (loc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.14 1-9 >999 I 545 I 11-0-0 4 I 16-7-11 I 22-0-0 i 545 57-1 1 5-7-11 545 PLATES GRIP M20 1W148 4x4 = TCDL 14.0 BCLL 0.0 BCDL 10.0 Lumber Increase 1.25 BC 0.78 Rep Stress lncr YES WB 0.11 Code UBC/ICBO / Continued on page 2 A WARNING - hi-fi design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-B9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 YiTek Industries, Inc. 1 ~~~ ~ oh, pc 7 I Job TNSS Truss Type RECENTER 02D FINK LOAD CASE( S) 4) User defined: Lumber Increase4.33. Plate Increase-1 33 Uniform Loads @n) Vert: 1-9=-10.0.8-9=-10.0,7-8=-10.0,1-2~-212.7,2-3=-170.5,34=-170.5,4-5=114.5. 5-6=114.5,6-7=156.7 Horn: 1-2~439.7,2-3=-570.0,3-e-570.0,4~-570.0,5&-570.0~ 6-71439.7 MORROWlLACOSTAlRECENTER R424150 I NOTES ON THIS AND REVERSE SIDE BEFORE USE. based only upon parameters shown, and is for an individual bility of design parameters and proper incorporation Of Job Truss Truss Type Qty RECENTER O2E HOWE 12 I 5-7-5 I 1100 I 16-4-11 I 2290 I 1 I 5-7-5 5-4-1 1 541 1 5-75 Ply MORROWRACOSTNRECENTER R424151 4x4 = I 5-7-5 I 11-04 I 16-4-11 I 22-04 I I I 5-7-5 5-4-1 1 541 1 5-7-5 WEBS WEDGE REACTIONS (lb/size) 1=3311/0-5-8,5=3311/0-5-8 FORCES ob) - First Load Case Only BOT CHORD 1-0=4301.7-8=4381.6-7=4381, -4381 2 X 4 DF Stud Left: 2 X 4 DF Stud, Right: 2 X 4 DF Stud Max Hwz 1=1129(load case 4) TOP CHORD 1-2=5033,2-3=-3472, 3-4..-3472,4-5=-5033 WEBS 2-04330. 3-7=2782, 4-6=1330,2-7=-1470, ~=-i470 NOTES I) 2-ply truss to be connected together with 0.131%3' Nails as follows: Top cho Bottom chords connected with 2 row(s) at 0-9-0 on center. Webs connected 2) All plates are M20 plates unless otherwise indicated. 3) This INS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for both UBC-94 and ANSvTPl 1-1995 plating criteria. 6) Load case(s) 3.4 has been modified. Building designer must review loads to verify that they are correct for the inte 7) THIS TRUSS IS DESIGNED FOR 1100# MAX. HORIZONTAL (DRAG) LOAD. UBC-94. this truss. creazwl.25. Plate Increase=l.25 ,7-0=-245.0.67=-245.0.56..-245.0,1-2=60.0, 2-3=-60.0. *60.0,4-*-60.0 1.25. Plate Increase4.25 ers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE S. This design is based only upon parameters shown, and is for an individual vertically. Applicability of design parameters and proper incorporation of c LOAD CASE(S) 3) User defined: Lumber Increassl.33. Plate Increase-1.33 Uniform Loads @IO Vert: 1-%-245.0, 7-8r-245.0.6-7=-245.0.5&-245.0.1-24.4,2-33-2.0,3-4~-!%.0,4-5=-57.4 Hoe: 1-2~92.0,2-3p104.0,3-4r104.0,4-5.r92.0 4) User defined: Lumber Increawl.33, Plate Increase31.33 Uniform Loads (pg Vert: 1-e-245.0, 7~245.0,6-7=-245.0,5-6=-245.0,1-2~-57.4,2-33-54.0,3-4=-2.0. -1.4 HOE: 1-2=-92.0~2-3=-104.0,3-4=-104.0.4-~-92.0 F Qty Ply Job Truss Truss Type RECENTER 03A ROOF TRUSS 17 1 MORROWILACOSTAIRECENTER R424152 . 1 6.00 4 56-5 I 11-00 I 16-51 1 I 22-04 5-51 1 5-51 1 565 I I I I 5-65 RD 2 X 4 SPF 2400F 2.OE BOT CHORD 2 X 4 DF No.1LBtr-G WEBS SLIDER REACTIONS (lblsbe) 1=874/0-5-8.7=874/05-8 2 X 4 DF Stud Left 2 X 4 DF No.2 2-89, Right 2 X 4 DF No2 2-89 Max Hoa 1=3322(ioad case 4) Max Upliftl=-55l(ioad case 3). 7=-5510oad case 4) Max Gravl=1381(ioad case 4). 7=1381(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2270.2-3=-21%, 3-e-1799.45=-1799,56=-21%, &7=-2270 BOTCHORD i-io=i~i. 9-i0=1w, awm. 7-a=ixii WEBS 3-10=60,3-9=-315.4-9=1147.5-92315.5-8=60 NOTES UBC-94. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 1,7 considers parallel to grain value using ANSllTPl l-1995 angle to grain formula. Building designer should !3 Provide mechanical connection (bv others) of truss to bearing plate capable of withstanding 551 Ib uplii at joint 1 and 551 Ib verify capacity of bearing surface. -. .. upli at joint 7. 6) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. 7) Load case(s)3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of 8) THIS TRUSS IS DESIGNED FOR 3300# MAX. HORIZONTAL (DRAG) LOAD. LOAD CASE(S) Standard Except: 3) User defined: Lumber Increase4 33, Plate Increase=l.33 this truss. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verticaily. Applicability of design parameters and proper incorporation of Component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construciion is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Onofrlo Drive, Madlson, WI 53719 ply 1 Job I Truss I Truss Type MORROWLACOSTARECENTER R424152 LOAD CASE(S) Uniform Loads (plf) vert: i-z=81.9,2-3=48.0.3-4=48.0.4-5r-iw.o. 5-6=-104.0,67~-137.9, i-iot-io.~. slop-10.0. ag=-io.o. 7g~-io.o Vert: 1-2=-137.9.2-3=-104.0,3-4=-iw.o. 4-~8.0,5b048.0,6-7=81.9, i.io=-lo.o, 9-101-10.0. agr-io.o,7-~=-10.0 HOR: 1-2=-210.2.2-3=-304.0,3-4=-304.0,4-55-304.0,5-6=-304.0,6-7=-210.2 . Hoc?: 1-2=210.2,2~304.0.3-4=304.0,4-%304.0,5-bJo4.0.67~210.2 4) User defined: Lumber Increaseol.33. Plale Increaseol.33 Uniform Loads @If) RECENTER -.. 17 1 03A ROOF TRUSS c TNSS Truss Type oty Ply ROOF TRUSS 12 MORROWRACOSTARECENTER R424153 I I I I I HnR Framing Systems Inc., Poway, CA 92064 4.0-32 s Jun 9 1998 MiTek Industries, Inc. Thu Jul23 133030 1998 Page 1 e t 56-5 I 11-00 I 16-5-1 1 I 2240 I I 56-5 5-5-1 1 55-1 1 56-5 4x4 = A t 5-6-5 I 11-00 I 16-5-11 I 22-04 5-6-5 5-5-1 1 55-1 1 56-5 I I I TOP CHORD 2 X 4 DF No.2-G WEBS SLIDER REACTIONS (IWsize) 1 =I 499/0-5-8.7=1499/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4360,2-3=-4360, 3-4=-4018,4-5=-4018,6-6=4360,6-7=-4360 BOT CHORD 2 X 4 DF No.2-G 2 X 4 DF Stud Lefl2 X 4 DF No.2 2-84. Right 2 X 4 DF No.2 2-8-9 BOT CHORD 1-104872, %10=3872,&94872.7-8=3872 WEBS 3-10409,3-9=-1SJ. 4-9.2711,5-9=-163, -109 NOTES 1) 2-ply INS to be connected together with 0.131k3' Nails a$ follows: Top cho LOAD CASYS) Standard Except: 1) Regular. Lumber Increawl.25, Plate Increase=l.25 Uniform Loads @g A WARNING - Vprajj design parameters and READ NO Job TNSS Truss Type cny Ply RECENTER 04A CAL HIP SCISSOR 12 4xlOG I 7-11-11 4xt2Q 3x4 = MORROWLACOSTARECENTER R424154 13 5 14 1 6x12 MMH = 3x120 1 $$ 7xl:AMH= 16 17 3d)G - 6x6 II 3.00 8-34 &lo= I 4-1-13 I 8-34 I 13-94 I 17-10-3 I 2200 I I 4-1-13 4-1-3 !j-6-0 4-14 4-1-13 RD 2 X 4 SPF 2400F 2.OE *Except' 4-6 2 X 4 DF No.2-G 10-11 2x4 DFNo.l&Btr-G 2 X 4 DF Stud Left 2 X 4 DF No.2 1-74. Right 2 X 4 DF No.2 1-108 BOT CHORD 2 X 4 DF No.1-G 'Except. WEBS SLIDER WCTIONS (Iblsize) 1=1980/05-8.9=1980/05-8 Max Horr 1=-5574(load case 3) Max Upliftl=bO(Ioad case 3) Max Grav 1=3725(Ioad case 4). 9=2897(load case 3) FORCES Ob) - First Load Case Only 67=5840,7-8=-5030.8-9=-5079 BOT CHORD 1-11~4271,11-16=6078,1617=6078,1017=6078.9-10=4426 WEBS 4-11~1852,!5-11~-143,5-10=-146,6-10=1831. ~11=1161,7-1Q1017 *. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads par Table No. 16s. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 1,9 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer sh UBC-94. verify capacity of bearing surface. Job Truss Truss Type sty Ply MORROWRACOSTAJRECENTER I Job I Truss 1 Truss Type aty Ply NOTES 10) Load case@) 3,4 has been modified. Building designer must review loads to verw thal they are correct for the intended use of this truss. 11) THIS TRUSS IS DESIGNED FOR 550(#1 MAX. HORIZONTAL (DRAG) LOAD. LOAD CASYS) 1) Regular: Lumber Increawl.25. Plate Increaswl.25 , Uniform Loads @H) Concentrated Loads (lb) Uniform Loads (PI() Concentrated Loads (lb) Uniform Loads (pH) Vert: 1-2=-60.0.2-3=-60.0,3-4=-60.0,4-12=-30.0,12-13=-30.0,5-13=-30.0,5-14=-30.0,14-15;r-30.0,6-15=-30.0,6-7=-60.0.7-8=-60.0,8-9=60.0.1-11=-47.7, 11-16p-160.8,16-17~-160.8, 10-17~-160.8.9-1oP-47.7 vert: 123-600 15=600 Vert: 1-2=-28.0,2-3=-28.0,3-4=-28.0,4-12=-14.0, 12-13=-14.0,5-13=-14.0,5-14=-14.0.14-19-14.0,6-153-14.0,6-7=-28.0.7&-28.0,0-9=-28.0,1-11=67.7. 2) UBC: Lumber Increase4.25. Plate Increaswl.25 11 -le-! 20.5.161 74 20.5,10-17=-120.5,9-1 b-67.7 Vert 12=-280 19-280 3) User defined: Lumber Increase-1.33. Plate lncrease=l.33 Vert: 1-2=201.8.2-3r99.5,3-4=99.5,4-12=-52.8, 12-13=-52.8,5-13=-52.8.5-1~52.8,14-1~-52.8,6-15=~52.8,6-7~-155.5,7&-155.5.89=-241.1, 1-11=-47.7. 11-1~-128.2,16-17~-128.2,10-17~-128.2,9-10=-47.7 HOE: 1-2~283.0,2-3=510.0,3-4~510.0,6-7~510.0,7-8=510.0,~9r305.1 Drag: 4-12=255.0,12-13=255.0,5-13=255.0,5-14=255.0,14-15r255.0.6-15=255.0 Vert: 121-280 1s-280 Vert: 1-2=-257.8,23=-155.5.3-4=-155.5,4-12=-36.8, 12-13=-36.8,5-13=-36.8.5-14=-36.8,14-1~36.8.6-15=-36.8,6-7=99.5. 7-8=99.5,0-9=185.1.1-11=-47.7, Concentrated Loads (lb) 4) User defined: Lumber Increase=1.33, Plate Increase4.33 Uniform Loads (pll) 11-16=-188,5,16-17~-188.5,10-17~-188.5,9-1~-47.7 HOn: 1-2~-283.0.2-3~-510.0,3-4~-510.0,67~-510.0, 7-8=-510.0.8-9405.1 Drag: 4-12~-255.0,12-13=-255.0,5-13=-255.0.5-14~-255.0,1415=-255.0,6-15=~255.0 vert: 12=-1000 15=-1OOo Concentrated Loads ob) MORROWRACOSTAJRECENTER R424154 -- RECENTER 04A A WARNING - Er~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, R424154 CAL HIP SCISSOR 12 I I RECENTER 04A . . .- . . - . CAL HIP SCISSOR Job Truss Truss Type CQ Ply RECENTER 04B CAL HIP SCISSOR 1 1 I 4-86 I 943 I 12-7-13 I 17-3-10 I 22-0-0 I , I I 4-86 4-7-13 3-3-10 4-7-13 4-86 MORROWLACOSTARECENTER R424155 4x10// I I 9-11-11 &lo+ I I 3x4 // // 4 2 I3 I I 141-8 I 11-104 I 22-0-0 10-1-8 1 -90 10-1-8 I I Lumber Increase 1.25 RD 2 X 4 DF N0.2-G RD 2 X 4 DF No.2-G 2 X 4 DF Stud Left 2 X 4 DF No.2 2-24 Right 2 X 4 DF No.2 2-2-0 REACTIONS (lWsize) 1=904/0-5-8.8;.904/0-5-8 FORCES Ob) - First Load Case Only BOT CHORD 1-12~1992,11-12=2012,10-11~1877,9-1Or2019.&94999 WEBS 3-11=-145,4-11=531, !5-11~90.5-1Q592,6-1~-167.3-12~31,6-9=30 NOTES the building designer. 2) Provide adequate drainage to prevent water ponding. UBC-94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 1.8 considers parallel to grain value using ANSliTPl 1-1995 angle to grain formula. Building designer should 7) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. verify capacity of bearing surface. LOAD CASE(S) 1) Regular: Lumber Increase=l.25, Plate Increase=l.25 Uniform Loads @If) Concentrated Loads (lb) Vert: i-2=-60.0. 2-3=-60.0.3-4=-60.0,4i~-60.0.~3-1&-60.0,5-14=-60.0.5-6=-60.0.6-7=-60.0,7-8=-60.0.1-~2~- 11-12=-20.0, 10-11=-20.0.9-10=-20.0.0-9=-20.0 vert: 1s-30 14=-30 2) UBC: Lumber Increascl.25, Plate Increascl $25 READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. esign is based only upon parameters shown. and is for an individual Applicability of design parameters and proper incorporation of Job Truss Truss Type Qty Ply RECENTER 048 CAL HIP SCISSOR 1 1 LOAD CASYS) Uniform Loads @If) . Vert: 1-2=-28.0,2-W-28.0, 3-4=-28.0,4-13-28.0, 13-14=-28.0,5-14p-28.0, ~-28.0,67~~28.0~7-83~28.0,1-12~-40.0.11-12~-40.0.1011~-40.0. %lC'=-40.0. 8-9.1-40.0 Vert: 13-14 le-14 Concentrated Loads (lb) MORROWRACOSTA'RECENTER R424155 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during mnstruction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Ouality Standard, DSB-89 Bracing Specification, and HIB-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' MiTek Indu8tries. hC. .I I Onofrio Drive, Madison, WI 53719 Job RECENTER I I I 15-6-11 7-4-12 11-3-12 I I 3-9-3 I 3-9-3 3-7-9 3-114 4-2-15 I TNSS Truss Type Qly Ply MORROWRACOSTARECENTER R424156 040 ROOF TRUSS 21 4x4 II , 4.24 fi Job RECENTER 9 x 1 Truss Truss Type Qty Ply MORROWILACOSTAIRECENTER OlA ROOF TRUSS R424144 1 1 Vert: 1-~~27.0,2-3p127.0,34127.0,45=127.0, sbr-183.0,6-7=-183.0, 7-8=-183.0,8-9r-183.0,17-l8--10.0, 16-17=-10.0, 15.161-10.0,14-1sP-10.0, 13-14-10.0, 12-1~-10.0,11-12=-10.0, 10-1 1=-la0 HO~: 1-2=620.0.2-~620.0,3-4=~o.o, 4-mw.o. w=mo.o, w=mo.o, 7-mm.0, as=620.0 12-13r-10.0, 11-12=-10.0, 10-1 1=-10.0 4) User defined: Lumber IncreaMtPl.33, Plate lncreasePl.33 Uniform Loads (pH) Vert: 1-2=-183.0,2-3=-183.0.3-4=-i83.0,45r-183.0,5-6=127.0.6-7-127.0, 7-8=127.0.&9=127.0,17-18=-10.0, 16-17=-10.0, 15-16=-10.0, 141~-10.0, 13-lki0.0, Hm: 1-2~-620.0.2-3+i20.0,3+-620.0,45.1-620.0,56--620.0,6-7~-620.0, 7%-620.0, &9=-620.0 GC! ASSQCSTES, INC. I Qty Pb 1 Job I TNSS ~TNSS Type MORROWAACOSTARECENTER R424156 LOAD CAWS) Trapezoidal Loads @l(l Vert: l=O.o-l0-2=-8.6,2~-8.6t0--3r-24.4,-3r-24.4-10-4=-51.6,4~51.6t0-5.r-77.3. gL77.3-10&-79.6,1*-20.0-t0-1147.8, 11~47.&t0-1Oi-75.2,101-35.2-t0-~-38.6 RECENTER A WARNING - VPrzjj~ &sip parameters and REALl NOTES ON THISAND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Onofrio Drive, Madison, WI 53719 ROOF TRUSS 21 MD I Truss Truss Type Oly Ply Job RECENTER OW CAL HIP 12 I I I I I I I HnR Framing Systems Inc., Poway, CA 92064 4.0-32 s Jun 9 1998 MiTek Industries, Inc. Thu Jut 23 13:30:35 1998 Page 1 I 7-6-12 I 13-9-12 I 2148 I 7-6-12 6-34 7-6-12 MORROWILACOSTAIRECENTER R424157 4 I 7-6-12 I 13-9-12 I 21-4-8 I I 7-6-12 6-3-0 7-6-12 BOT CHORD 2 X 4 DF N0.2-G WEBS SLIDER REACTIONS (IWsbe) 1=1999/0-5-8.8=1999/0-5-8 FORCES ob) - First Load Case Only 2 X 4 DF Stud Left 2 X 4 DF No.2 241, Right 2 X 4 DF No.2 241 NOTES 1) 2-ply truss to be connected together with 0.131%3- Nails as follows: Top chords connected Bottom chords connected with 1 row@) at Q9-0 on center. Webs connected as follows: 2 X 2) Except as shown below, special connection(s) required to support concentrated load(& Des the building designer. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless othenrvise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loa 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. UBC-94. LOAD CASE(S) 1) Regular: Lumber Increase=l.25. Plate Increase=l.25 Uniform Loads @If) Concentraled Loads (lb) Vert: 1-2260.0,2-3=-60.0, 3-e-60.0,4-11~-143.1.11-12~-143.1.5-12~-143.1.5-6=60.0. 67~60.0, 7-8=60.0, 1-1~-47.7.10-13=-47.7,13-14=-47.7.14-15=-47.7, 15-1&47.7,9-16=-47.7.8-947.7 Vert: 4=-600 5=-600 fiy L 24 I998 2) UBC: Lumber Increawl.25, Plate Increase4.25 Onofrio Drive, Madison, WI 53719 . aty Ply Job Truss Truss Type RECENTER 05A CAL HIP 12 MORROWRACOSTAlRECENTER R424157 building component to be installed and loaded vertically. Applicability of design parameters and proper inmrpratlon of component is responsibility of building designer - not tmss designer. Bracing shown is for lateral support of individual web members only. Additional temporaty bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing ot the overall structure IS the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection. and bracing, consuli QST-88 Quality Standard, DSB-89 Bracing Specificatlon, and HIB-91 Handling lnstalllng and Bracing Recommendatlon available lrorn Truss Plate Instltute, 583 D Onofrio Drive, Madison, WI 53719 MiTek Indusirles, hC. . Job Truss Truss Type Qty Ply MORROWRACOSTNRECENTER R424158 RECENTER 4x4 = 4x4 = CAL HIP 1 1 058 B 3x43 5s II 12 3x4 = 11 5x8= 7-6-1 2 I 13-9-12 I 21-44 74-12 6-34 7-6-12 I 1 plate Offsets (X,Y): [1:&1-3,&3-11], [10:0-1-3,0-3-11], [11:0-4-0,&3-01 CSI DEFL (in) (loc) Vdefl PLATES GRIP M20 1W148 LOADING @sf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TC 0.75 Verl(LL) -0.06 1-12 >999 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Rep Stress lncr NO WB 0.09 BCLL 0.0 .\_Weight: 108 lb BCDL 10.0 Code UBCllCBO wtm - LUMBER , BRACING TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS SLIDER 2 X 4 OF Stud Left 2 X 4 DF No.2 241. Riaht 2 X 4 DF No2 241 FORCES Ob) - First Load Case Onlv ik TOP CHORD 1-2=-1446,2-3=-1380.3-4=-1279.4-5=-298.4-13=-884,13-14r-884, BOT CHORD 1-12~1200,11-12~1124,10-11~1199 WEBS 412=i88, 4-ii=i, 7-ii=i87.3-12=-t~. ail--85 3n of connection(s) is del 3j All plates are M20 plategunless othelwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent UBG94. 1) Except as shown below, special connection(s) required to support concentrated load@). Des NOTES 2) Pmvide adequate drainage to prevent water ponding. r’ the building designer. d 5) A plate rating reduction of 20% has been applied for the green lumber members. \- -* 6) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. LOAD CASUS) 1) Regular: Lumber Increase=l.25. Plate Increase=l.25 . Uniform Loads @I() Vert: 1-2=-60.0,2-3=-60.0.3-4=-60.o,4-5=-60.0,67=-60.0,7-8=-60.0.8-~-60.0.9-10=-60.0,1-1 lo-11=-20.0.5-15=-60.0,15-16=-60.0,6-1e-60.0 Vert: 13-40 1440 Verl: 1-2~28.0.2-3=-28.0.3-4=-28.0,4-5=-28.0,6-7=-28.0,7-8=-28.0.8-9=-28.0.9-1Or28.0,1-12=-40.0.11-12=40.0, Concentrated Loads ab) Uniform Loads @If) . 2) UBC Lumber Increase4.25, Plate Increase4.25 10-11~40.0,5-15=-28.0,15-16=-28.0.6-1~-28.0 Continued on page 2 A WARNING - Wrih desipz parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE UTE. ~~ “” - . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivirlllal I building component to be installed and loaded vertically. Applicability of desian Darameters and moper incomoration 01 = . . -. . - . .. .. _. . . . . ___ . - ~~~ I Onofrio Drive, Madison, WI 53719- / I component is responsibility of building designer - not trusidesigner: Bracing-shown is for laterai support of individual web members only. Additional temporary bracing to insure stability during construction is !he responsibility of the erector. Additional permanent bracing of the Overall StNCture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB49 Bracing Specification. and HIE-91 Handllna lnstallina and Bracina RecammendatIan availahln from Truss Plate Institute, 583 D MlTek hdualries, InC Qty Ply Job Truss TNSS Type RECENTER 050 CAL HIP 1 1 LOAD CASE(S) Concentrated Loads (lb) Vert: 13p-14 143-14 MORROWILACOSTARECENTER R424158 Job TNSS Truss Type Qty Ply RECENTER 05C FINK 6 1 I 5-54 I 10-84 I 16-1-1 , 2148 8 I 5-5-6 5-2-14 541 3 5-3-7 MORROWllACOSTAiRECENTER R424159 1x4 = 3x4 = 5d= I 7614 I 13-7-10 , I 2148 I 7-8-14 5-10-13 7-8-14 Plate Offsets (X.9: [I:M)-3,0-3-111, ~:M)-7,0-3-11~,18:0-2-8,0-3-41 LOADING (ps9 SPACING 240 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 TCDL 14.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 Rep Stress lncr NO WB 0.12 BCDL 10.0 Code UBCACBO LUMBER TOP CHORD 2 X 4 DF N0.2-G BOT CHORD 2 X 4 DF No.2-G WEBS SLIDER REACTIONS (IWsize) 1=855/0-5-8, 7=85y0-5-8 2 X 4 DF Stud Left 2 X 4 DF No.2 2-11-3, Right 2 X 4 DF No.2 2-10-1 Max HOR 1=3847(load case 4) hkx UpliRl=-566(load case 3), 7=-566(load case 4) Max Gravl=l592(load case 4). 7=1592(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1254,2-3e-1254,3-4r-1058,4-521054.5-6r-1260.6-7=-1260 BOT CHORD 1-94085, &9=785,7-8=1089 WEBS 3-+-225,4-9=352.4-8=345, --224 NOTES 1) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating Criteria. 6) Load case@) 3,4 has been modified. Building designer must review loads lo verify that they are correct for the intended use of -118.0,~-118.0,6-7~-145.1 Job TNSS Truss Type FINK 61 LOAD CASE(S) R Uniform Loads @if) 4) User defined: Lumber Iffireawl 33, Plate Increase-1 33 Vert: 1-~-20.0,8-95-20.0.7%-20.0,1-2~-144.2. 2-35-110.0,34-118.0,4-F~62.0. 5-6L62.0.6-749.1 Hen: 1-20-278.9,2-3r-360.0~3-4..-360.0,4-5..-360.0,5.b-360.0,67~~276.8 R424159 Onotrio Drive, Madison, WI 53719 I RECENTER 05C 4.0-32 Juri 9 1998 MiTek Industries. tnc. Thu JUI 23 13:30:38 1998 me 2 Job TWSS Truss Type Qty Ply RECENTER 050 MONO CAL HIP 1 1 MORROWILACOSTARECENTER R424160 I 3-94 7-6-1 1 10-114 17413 I 2 1-4-8 3-98 3-93 349 6-59 3-11-11 I , I 8 I I I 4 (0 14 13 12 3x8 = 5x6= 3x4 = 5x5 II w I 7-6-1 1 I 14-2-1 I 2148 T I 7-6-1 1 6-74 7-2-7 PLATES GRIP BOT CHORD 2 X 4 DF No.2-0 WEBS OTHERS SLIDER REACTIONS oldsize) 1=1163/0-5-8,11=1167/55-8 2 X 4 DF Stud 2 X 6 DF No.2-G Left 2 X4 DF No.2 1-11-14 WEBS 3-14=-117,4-14=247,614=6,61~-390,8-13..622.8-1 NOTES 1) Provide adequate drainage to prevent water ponding. 2) All plates are M20 plates unless othetwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building d 7) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria. LOAD CASE(S) Standard UBC-94. ? verii capacity of bearing sutface. A WARNING - Vpr~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Job Truss Truss Type Qfy RECENTER 05E MONO CAL HIP 12 7-1 1-1 1 4X4V 4*= 3%4= 5x8= 7 10 12 13 9 14 8 5x5 II 5x8= 3x4 = 3x4 = Ply MORROWILACOSTAIRECENTER R424161 7-61 1 I 14-2-1 , 21-4-8 I 1 I 7-6-1 1 6-74 7-2-7 TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS OTHERS SLIDER REACTIONS (Iblsbe) 1=2070M5-8.7=2264/0-5-8 2 X 4 DF Stud 2 X 6 DF No.2-G Lefl2 X 4 DF No2 1-11-14 NOTES 2) Except as shown below, special connection(s) required to supporl concentrated 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconmnent with any other live loads per Table 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. the building designer. UBC-94. 7j A plate rating reduction & 20% has been applied for the green lumber members. 8) Bearing at joint@) 7 considers parallel to grain value using ANSUP1 1-1995 angle to grain formula. Building designer should 9) This truss has been designed for both UBC-94 and ANSUPI 1-1995 plating criteria. veriv capacity of bearing surface. ,5-6.;-154.4,67=-154.4.7-11~38.5.1-10251.5.10-12=-51.5, Onofrio Drive, Madison, WI 53719 I Ply Job Truss Truss Type RECENTER 05E MONO GAL HIP 12 . MORROWllACOSTNRECENTER R424161 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4485 4.0-32 s Jun 9 1998 MiTek Industries. Inc. Thu Jul23 13:30:41 1998 Page 2 \ component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional /-- Job TNSS Truss Type oty Ply RECENTER NlOA ROOF TRUSS 1 I a MORROWRACOSTARECENTER R424162 LOADING @s9 TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 1x4 I1 1x46 DEFL (in) floc) Udefl PLATES GRIP Vert(LL) -0.15 4-5 ’587 VertVL) -0.30 4-5 ’294 Hoa(TL) 0.09 2 n/a 1st LC LL Min Udefl = 240 186/148 CSI SPACING 2-00 TC 0.72 Plates Increase 1.25 Lumber Increase 1.25 BC 0.55 Rep Stress lncr YES WB 0.00 Code UBCIlCBO (Matrix) M20 Weight: 27 Ib T5-14 7-6-2 I 9-513 I I I I I 4514 762 1-11-11 TNSS Truss Type Qty Ply Job RECENTER AJlOB ROOF TRUSS 1 1 t -2-5-14 6 1-63 I 5-62 I 7-5-13 1 I 2-5-14 1-6-3 3-11-15 1-1 1-1 1 MORROWLACOSTAIRECENTER R424163 1x4 II 1x4+ LOADING @s9 SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.37 0C 0.29 TCDL 14.0 Lumber Increase 1.25 Rep Stress lncr YES WB 0.00 BCLL 0.0 (Matrix) BCDL 10.0 Code UBCACBO DEFL (in) (loc) Vdefl Vert(LL) -0.04 4-5 ~999 Vert(TL) -0.08 4-5 >767 HorqTL) 0.06 2 n/a 1st LC LL Min Udefl i: 240 ._ PLATES GRIP M20 1 W148 Weight: 24 Ib LUMBER TOP CHORD 2 X 4 DF No.2-G WEBS on center purlin spacing, except end verticals. ly applied or 6-04 on center bracing. BOT CHORD 2 X 4 DF N0.2-G 2 X 4 DF Stud 'Except' 1-6 2 X 4 DF No.2-G REACTIONS (IWsize) 3=-37/0-1-8,6=184/&3-B, 4=530-1-8.2=343/0-1-8 Max Uplifi3=-37(load case 1) Maw Grav4=106(load case 2), 2=343(load case 1) FORCES ob) - First Load Case Only TOP CHORD 1-2=87.2-3=-66,1&-131 BOT CHORD 5-6=-0.4-5=0 WEBS 1-530 NOTES 1) All plates are M20 plates unless otherwise indicated. 2) This INS has been designed for a 10.0 psf bottom chord live load no UBC-94. LOAD CASE(S) Standard .. A WARNING - Ver~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 0' Onofrio Drive, Madison, WI 53719 MlTek Industries, 1"~. Job Truss Truss Type Qty Ply RECENTER AJBA ROOF TRUSS 1 1 . MORROWILACOSTAIRECENTER R424164 4-5-14 LOADING @sf) SPACING 2-04 CSI DEFL (in) (loc) Vdefl TCLL 16.0 Plates Increase I .25 TC 0.10 Vert(LL) -0.01 4-5 >999 TCDL 14.0 Lumber Increase 1.25 BC 0.11 VertOL) -0.01 4-5 >999 WB 0.00 Horz(TL) 0.00 2 n/a BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl= 240 3-5-13 M 6.W PLATES GRIP M20 186/148 Weight: 19 Ib 3-5 1x4 /I 3x4 = Job Truss TNSS Type Qly Ply RECENTER BJlO ROOF TRUSS 2 I I 8-04 , 9-11-11 I I 8-04 1-11-11 MORROW/LACOSTA/RECENTER R424165 6.00 LOADING @s9 SPACING 2-0-0 CSI DEFL (in) floc) Vdefl TCLL 16.0 Plates Increase I .25 TC 0.98 Vert(LL) -0.20 4-5 >469 TCDL 14.0 Lumber Increase 1.25 BC 0.63 VertflL) -0.40 4-5 >234 Rep Stress lncr YES WB 0.00 HonflL) 0.08 3 n/a ELL 0.0 BCDL 10.0 Code UBCilCBO (Matrix) 1st LC LL Min Vdefl= 240 &-- 1x4 II 1x42 PLATES GRIP M20 186/148 Weight: 28 Ib Job Truss Truss Type Qly Ply MORROWlLACOSTAlRECENTER RECENTER BJ2 1 R424166 ROOF TRUSS 4 1 t 1-11-11 1-11-11 I CSI DEFL (in) (loc) Udefl Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-4 >999 Rep Stress lncr YES WB 0.00 HoaVL) 0.00 3 n/a LOADING @s9 SPACING 2-0-0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 1 2999 TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 Code UBCIICBO (Matrix) 1st LC LL Win Udefl= 240 PLATES GRIP M20 186/148 Weight: 8 Ib LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6-04 on center bracing. i -\- SLIDER LeR 2 X 4 DF NO.~ 1-1-7 REACTIONS (lb/siZe) 1~76/0-5-8,3=57/0-1-8,4=19/0-1-8 Max Grav4=38(load case 2) FORCES (lb) - Fid Load Case Only BOTCHORD 1-4=4 NOTES I) All plates are M20 plates unless otheMlise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load non 3) A plate rating reduction of 20% has been applied for the green lumber 4) Bearing at joint@) 1 considers parallel to grain value using ANSVTPI 1- 5) Pmvide mechanical connection (by others) of truss to bearing plate a 6) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 LOAD CASYS) Standard TOP CHORD 1-2=-35,2-349 UBC-94. verify capacity of bearing surface. A WARNING - Venfi &sign parameters and RolD NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Job Truss Truss Type Qty Ply RECENTER BJ4 ROOF TRUSS 4 1 . MORROWRACOSTARECENTER R424167 I 3-11-11 LOADING @s9 SPACING 2-0-0 CSI DEFL (in) (loc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 1-4 2999 TCDL 14.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.02 1-4 +999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hon(TL) 0.01 3 n/a BCDL 10.0 Code UBCilCBO (Matrix) 1st LC LL Min Udefl= 240 6.00 PLATES GRIP M20 186/148 Weight: 14 Ib FORCES (Ib) - First Load Case Only BOT CHORD 14-7 TOP CHORD 1-2=-60,2-3=40 NOTES 1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live loa 3) A plate rating reduction of 20% has been applied for the green 4) Bearing at joint@) 1 considen parallel to grain value using AN 5) Provide mechanical connection (by others) of truss 6) This truss has been designed for both UBC-94 and LOAD CASE(S) Standard UBC-94. verify capacity of bearing surface. I I Qty Ply Job Truss TNSS Type RECENTER BJ6 ROOF TRUSS 4 1 * MORROWILACOSTARECENTER R424168 1 5-11-11 5-11-11 I DEFL (in) (loc) Vdefl SPACING 2-04 CSI Plates Increase 1.25 TC OS3 Vert0.L) -0.06 1-4 >999 VertflL) -0.13 1-4 >557 Lumber Increase 1.25 BC 0.35 Hon(TL) 0.03 3 n/a Code UBC/ICBO (Matrix) 1st LC LL Min Udefl = 240 Rep Stress lncr YES WB 0.00 Plate Offsets o(,Y): I LOADING @sf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 PLATES GRIP M20 1861148 Weight: 22 Ib LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G SLIDER Left 2 X 4 DF No.2 3-0-9 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6-04 on center bracing. REACTIONS (IWsize) 1=234/0-5-8,3=175M1-8,4=58M1-8 MaxGrav4=117(loadcase2) B--*r, FORCES Ob) - Firs1 Load Case Only TOP CHORD 1-241,2-3=62 BOT CHORD 1-44 1 8- - i R NOTES i CQq: 1) All plates are M20 plates unless othetwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord liked@$@@ 3) A plate rating reduction of 20% has been applied for the gregn 41 Bearing at joint(s) 1 considers parallel to grain value using AN! 5) Provide mechanical connection (by others) of INS 6) This truss has been designed for both UBC-94 and UBC-94. I i-- verify capacity of bearing surface. LOAD CASE(S) Standard A WARNI" - Verifi desien barameters andm NOTES ON THIT ANI) RFVFRTF FInF RFFnRF IJ9F ~ ~ ~ ~~ ~ ~- -..__-.-__I___I ~ ,J '2 L Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of deslgn parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addiiional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendatlon available from TNSS Plate Institute, 583 D Onotrio Drive, Madison, WI 53719 . Job Truss Truss Type Oly RECENTER BJ8 ROOF TRUSS 2 Ply MORROWAACOSTARECENTER 1 R424169 t 7-1 1-1 1 7.1 1-1 1 I 4 P LOADING @s9 SPACING 2-0-0 CSI DEFL (in) (loc) Udell TCLL 16.0 Plates increase 1.25 TC 0.94 V&(LL) -0.20 3-4 +a4 TCDL 14.0 Lumber Increase 1.25 BC 0.63 VertUL) -0.39 3-4 a237 Rep Stress lncr YES WB 0.00 Horz(TL) 0.08 2 nla BCLL 0.0 BCDL 10.0 Code UBCACBO (Maw 1st LC LL Min Udetl= 240 1x4 II 1x42 PLATES GRIP M20 1W148 Weight: 25 Ib REACTIONS (lblsbe) 2=233/0-1-8,5=311/05-88, 3=78/0-1-8 Max Grav3=155(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=83,1-!5=-233 BOT CHORD 4s-18. -15 WEBS 1-4=0 NOTES LOAD CASE(S) Standard . Job Truss Truss Type Qty Ply RECENTER SJ6D ROOF TRUSS 2 1 MORROWRACOSTNRECENTER R424170 I 2-04 I 5-11-11 2-0-0 3-11-11 I I LOADING (psf) SPACING 2-04 CSI DEFL (in) (loc) Udefl TCM 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.01 4 >999 BCLL 0.0 Rep Stress lncr NO WB 0.39 Hoa(TL) 0.02 2 nla BCDL 10.0 Code UBCACBO matrix) TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.01 4 >999 1st LC LL Min Udefl = 240 - , PLATES GRIP M20 186/148 Weight: 13 Ib Job TNSS Truss Type 2 1 RECENTER SJBD ROOF TRUSS 4.0-32 s Jun 9 1998 MiTek Industries. Inc. Thu JulZ3 133051 1998 Page 2 - a (0 3 -P 0 5x8 = HEEL -HEIGHT \ &UMBER TOP CHORD 2 X 4 DF-G No.1 BOT CHORD 2 X 4 DF-G No.1 WEBS 2 X 4 DF-G SludStd 1EPEIITM STRESS INC. 4 REACTIONS (lbdsize) 1=906M3-8.5=9OWO-3-8 Max Hoa IbS(l0pd case 2) Ma Uplii 1=-198(lOad caw 4). !%-198(load CPSB 4) FORCES TOPCHORD 1-2L-2597.2-*1821. 3+-1821.4S-2597 BOT CHORD 5&2372.~67=2372.7-a=2372.1-8=2372 WEBS 28rl19,2-7~-674.3-7~1338.4-7474.4&119 .NOTES BRACING TOP CHORD BOT CHORD COMBINED \ STRESS INMX *WHO NOTES sheathed or 3-04 on center puttin spacing. 1-8:6-3-0.7-8:€-343,6-7:6-3-0,5-6:6-3-0. 1) Thls trust has b+&dedgned forth. wind kpdr generated by 80.0 m.p.h. winds 8t 25.0 fed &ow ground level. using 5.0 p.s.f. top chord dead bad and 5.0 p.tf ’ bo#om chord dead load. 100.0 miles ftom hUdm ocernfim, on 8 category I endosed buMng, of dimenslons 45.0 by 24.0 with ekposure C (ASCE 7-93). Lumber 2) SIMPSON H2.5 eonned~n rec~mmended to cwvrect t~ts to bearing mils due to uplift as follows: Om connector at joint(s) 1,s. 3] A plate rating redudon of 20% has been 8pplied for the green lumber members. LOAD CASE(S) Standard Increase = 1 33. Piate Increase - 1.33. Both end verttcak are SJqXloed. MITek Induatrlea, Inc. 1 I ... . .. BRACING MATERIAL . .. ix4 urlLt+ Of. 1x4 STUDlSTANDARO 0.F. 1x4 CONSTRUCTION OX. 1x4 IND. 45 S.Y.P. iX4 #2 SRB (OX, HI., S-PI.) 2x2 A2, STD, CONST, OR BTR (SYP, DF. HF. OR SPF) 2x4 112, Sm, CONST, OR BTR (SYP, DF. HF. OR SPF) 2x6 #2, STD. CONST, OR BTR (SYP, DF, HF, OR SPF) c .. ... . . .. i . . . .. TRUSS SPACING 24" O.C. hs*o.c. . 72" O.C. 86" O.C. 1500 . NIA NIA 2000 2000 3000 9000 I 1,600 11,400 NIA NIA .. .. NIA 12.000 12,000 11,600 8,900 -. ~~ ~ 18,000 i 8.000 1e.000 14.000 .:.: . CONlPRESSION WE8 BRACING RECOMMENDATIONS I. AT 20'4'' W IKlERVAk X BRACING 1S REWIREDTO IRANSFERTHE CUMULA7lVE LATERAt FORCE INTO WE ROOF ANDK)R CEILING 0,WPHRAGM fl0 BEOESIGNEO BY A QUALIFIED BUILDING DESIGNER). 2. CALCULATIONS ARE BASED ON LATERALBRACING CARRYING 2% OFTHE WEB FORCE. 3. CONNECT LATERAL BRACE TO EACH 7RUSS WITH TWO 16D COMMON WIRE NAILS. (THREE I60 NAILS FOR 2x6 LATERAL BRACES.) : .Q I \ I 7 f > D' n! Lli -5 -3 f 9 Q =I d t- t STANDARD GABLE END DETAIL, UP TO 7I-W 7-0' - 8-6' WIND SPEED 78' MPH, MEAN WALL HEIGHT 15 FT. EXP. 0 PEP- 81 H(AnT oR=rcE 2 - 16d 3 - 16d * DIAGONAL OR L-BRACING TRUSSES AT 24' O.C. SPACING OF VERTICALS WITHOUT BRACE REFER TO TABLE BELOW 2x4 40,a OR t5TR.w-L -1 VARIES TO COMMON TRUSS WITH LATERAL BRACE WITH L-BRACE 3 WITH VERTICAL Q 16' 0.c 12 INCH O.C. ' 16 INCH O.C. NOTE1 TOP CHORD MAY 8E NOTCHEO FOR 2x3 OR 2x4 INSTALLED FLATWISE Q 32' O.C. ON GABLE 5-7-2 14-3- 12 10-4-14 5- 1-0 12-4- 12 9-5-8 CONT. / BEARING. -1' 3x6 SPL. OPT. 24 INCH O.C. ~ 4-5-4 SPAN TO MATCH COMMON TRUSS. 8-0-3 I 10- 1-7 TYPICAL 2x4 L-BRACE NAILED TO 2x4 VERTICALS W/8d NAILS, 8' O.C. VERTIC~UJ SECTION A-A. r - . SHEATHINCY LATERAL BRACING NAILING SCHEDULE. VERT. HEIGHT. I # NAIL AT Q END I OVER 8'-6' I 4 - 16d 2.CONNECTION BETWEEN BOTTOM CHORO OF GABLE END 4.8RACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, T.C, 2x4 No.2 91 DF-L lJ&s 2x4 STUO OF-L f P-- -- -- <<A.C.E.S Version 5 .-7>>>>===--------- I v 1 I II- 3-12 I STR.INC.: LUMB = 1.25 PLATE = 1.25 . REPETITIVE STRESSES Wl- L!SEO SPACING 24.0 in. 0. c. NO. OF M~MBERS = 1 PUTES ARE flITEK H20-186,167 HANUFACTURED FROH ASTM A 'u6 GRD A GALVANIZED STEELCEXCEPT AS SHOW) PIATE HUST BE INSTALLED ON EACH FACE OF JOINT, SYIIflETRICAUY(MCEPT AS SHOUN)DESIGN CONFORM WITH NOS DESIGN SPECS, UBC-ICBO,TPI-PI THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT AND TEnPORARY BRACIffi(UH1CH IS ALWAYS REQD)CONSULT BUG ARCHITECT OR ENGINEER. I I \I- 5-12 I A LOADING (PSF TOP 16 14 BOTT 0 10 L MINIMUM GRADE OF LUMBER TOP CHORD:2*4 NO.1 91 DF-L BOT CHORD:2*4 NO.1 91 DF-L WEBS :2*4 STANDARD 91 DF-L --------^-------_-__---------------------------------------------------------- .............................................................................. STR.INC.: LUMB = 1.25 PLATE = 1.25 . SPACING : 24.0 in. 0. c. REPETITIVE STRESSES NCTLW NO. OF MEMBERS = 1 PUTES ARE HITEK M20-186,147 HANUFACTURED FROM ASTH A '446 GRD A GALVANIZED STEEL(EXCEPT AS SHOW) THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(UH1CH IS ALUAYS REQDICONSULT BLDG ARCHITECT OR ENGINEER PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SY"ETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, UBC-ICBO,TP1-91 ;' -. - I 0 i c 4 0 t n * Q 2 a 4 a d I- I 4 4 a t- a L -----?% ! d a J. DI- 30 I1 -0 I1 ON 3- d NI dd I1 nd Dd 11 rnd d WZ 00 11 01 00 11 Wd d - WW 00 I1 00 Od 11 I-0 c! L NO 00 I1 m0 00 I1 Qr( (3 L rr, dd I1 I-* 00 I1 '2 0; 00 11 WN 00 I1 WZ! L cr 40 I1 30 11 rnd qm r! L ID- DO 11 PICI -0 I1 Pd d - QO 00 I1 WW 00 11 ro d I m- 00 11 NN 00 I1 -0 .-I - L 40 Od I1 Od I1 md ro r! Od 00 tl 00 0- 11 'E rC 00 I1 dP OQ I1 v) W v) v) c 2 d I A m m I az + W W v) 0, MiTek Indusfies lnc 3033GoLDcANALDRM m200 RA"OCORDoVACA9!i670 USA FAX (Q16) 631 8'225 TELEPHOM p16) 631 7811 - VALLEY FRAMING OVER ROOF TRUSSES AT 24" O.C. REFER TO SC024972, PAGE 2 OF 2 FOR DETAILS LOADING TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD LOAD DURATION WIND LOADING psf 30 MI#, 50 MAX 14 MIN, 15 MAX 5 MINI 10 MAX 0% MIN,. 15% MAX ' 80 MPH, EXP.B BLDG. HEIGHT 30' -0" WLEY FRAMING VALLEY RAFTERS SHALL BE 2x4 No. 2 D. F. L., HEM FIR,, OR BETTER RIDGE RAFTERS SHALL BE 2x6 No. 2 D.F.L., HEM FIR, OR BETTER 2x4 PLATES SHALL BE No. 2 D.F.L., HEM FIR, OR BETTER 2x6 PLATES SHALL BE PER PLAN SPECIFICATIONS POSTS SHALL BE 2x4 STUD D.F.L., HEM FIR, OR BETTER USE SINGLE POST FOR LENGTHS UP TO 6'-3" USE DOUBLE POST FOR LENGTHS UP TO 6'-3" TO 10'-0" MAX. POST SPACING SHALL NOT EXCEED 4'-0" NAILING PLATES TO .TRUSSES OR VALLEY FRAMING, USE 10d NAILS POSTS TO PLATES OR RIDGE RAFTER, USE THREE lad TOE-NAILS VALLEY RAFTER TO RIDGE RAFTER, USE FOUR 10d TOE-NAILS DOUBLE POSTS, NAIL TOGETHER WITH 10d NAILS AT 12' O.C. ROOF SHEATHING NOTE: TRUSS CHORDS BENEATH VALLEY FRAMING MUST BE SHEATHED VALLEY VENTILATION PER BUILDING DESIGNER ROOF SHEATHING AND NAILING PER PLAN SPECIFICATIONS (BY OTHERS) DO NOT CUT CROSS TOP CHORDS SC024972, PAGE 1 OF 2, REV. 7/24/96 REXAM .. c c 1' ,.- ' 4- J- 4 9 - --.c 'I -3 5 .J 4 \ u- I -. .. . .. HOltb ' 1. 3. 9. 4. I I-' 2 0 3 \ I - I I I DESIGNS ARE PROPERTY OF HnR MNG SYSTEMS INC. Au DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMlNG SYSTEMS INC. _. .. . I I I m I .. I I - - I 1 AND DAMAGED OR MISSING CHORD SPLICES - % -2344 SEF - NAlLSDN EACH SIDE MiTek Industries, Inc. P.O. 8oX 7359 St. Louts, MO OMOE EQUAUY FROM AN0 &4CK AlTACH 2X -SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF TRUSS (CMRED ON BREAK OR SPUCQ W/ CONSTRUCTION QUALIP/ ADHESNE AND 1W COMMON WRE NAILS mo ROWS K)R 2X 4. THREE ROWS FOR W 6) SPACED 3' O.C. STAGGERED-AS SHOWN. ( 6" 0 .C . PER FAc THE CENGM OF ME BREAK (C) SHALL NOT EXCEED4 T. (C = PLATE LENGTH K)R SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (U IS CALCULATED AS FOLLOWS: . - lod NAlL NEAR SIDE + - 1Od NAIL FAR SIDE lRSCONIGURAlWNAEDW 1~~KxIuvsIRAT)cxI~~ < 6'MlN-l I- I& ~V;ll<.VlN[~ - KW~ deri I pnmmcters nnd KMD NOTES ON THIS AND REVERSE SIDE BEFORE 1I.SE. Ddgn valid lor use only with Mi& connectors. This Wi is based only upon parameters shown. and is lor an indiial buUding component to be inslalled and loaded verliilly. Applicability of design parameters and proper incorporation d carpanent is responsibility d building de-r ~ not truss designer. Brecing shown k lor lateral SUPPOII of individual web members only. Mditional lemporary bracing to insure stability duhg consttucl'on is the responsibility d the erec\or. Additional braang d the overall structure is the resphnsibidty d the buHding designer. For Qeneral guidance regar- a, quality control. smage. delivery. erection, and bracing. mSUn QST-88 Cimllty Standard, DSB-69 BrKlng Spdfkallon. and HIB-Sl Handling Installing and Braclng Recommendation available lrom TNIS Pble Institute. 583 D' onotrk orlve. Madison, WI 53719 YITdt Indualrlea, hC. ..-. OHOH3 do1 OMOH3 do1 tD -l I II * Ly 3 n . . c ..... - - ......... I .- .......... h . .. . - .. t $3 ' 33 ' I? L I I I a ..... .- ........ - . ........ - .... -. .... - .. .- ... .......... - .......... -___ ... - PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Regismred To : Seneca Structural Design. Inc scriol Number : 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB Project Number : REC. BLDG. A Project Date : NOV. 10,1997 Report Date : OCT. 17,1997 .- DESIGN SUMMARY Slab Dimensions 35.00 FT x 83.00 FT x 5.00 Inches Jacking Force 33.05 KIPS Material ProDerties Concrete Strength, fc Tendon Strength, Fpu Tendon Diameter 2,500 PSI 270 KSI 112 Inch Material Quantities Concrete 70.3 Cubic Yards Prestessing Tendon 1,431 Linear Feet Number of End Anchorages 54 In the LONG direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam Number of Type II Beams Type I1 Beam Dimensions Tendons Per Type II Beam 2 0.0 12.0 Inches x 24.0 Inches 1 0.0 16.0 Inches x 18.0 Inches Slab Tendons 9 Tendons at 4.13 Feet O.C. In the SHORT direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam 2 0.0 12.0 Inches x 24.0 Inches Number of Type I1 Beams Tendons Per Type I1 Beam 4 0.0 Type II Beam Dimensions 16.0 Inches x 18.0 Inches Slab Tendons 18 Tendons at 4.76 Feet O.C. Page 1 of 6 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Regstared To Sensu Structural Design. Inc Smsl Number. 100 - 100 -037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB Project Number : REC. BLDG. A Project Date : NOV. 10, 1997 Repoit Date : OCT. 17,1997 SUMMARY OF UNSAFE CONDITIONS These Values Exceed Allowable Limits by the Percentage Indicated: SHEAR STRESS IN LONG DIRECTION, CENTER LIFT: 3.2% Page 2 of 6 PTlSlab Windows version 1.0 Serial Numbed. 1fX - 100 - 037 Geostructural Tool Kit, Inc. Registered To Smcu Slrucbnl Mbgn. IIK Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB Project Number : REC. BLDG. A Project Date : Report Date : OCT. 17,1997 NOV. 10, 1997 RESULTS OF SLAB ANALYSIS Soil Bearina Anavlsis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons Moment Analvsis - Center Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction 1,233 PSF 1.62 Short Long Direction Direction 60 49 60 49 67 78 2.12 2.71 18 9 0 0 10.13 Ft-WFt 9.6 Ft-WFt Bending Stresses (KSI) Tension in Top Fiber Short Long Short Long Compression in Bottom Fiber Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.233 -0.135 Actual Stress 1.071 0.77 Differential Deflection Analvsis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analvsis - Center Lift Mode Short Long Direction Direction 1.17 1.74 1.02 1.16 Short LOnQ - Direction Direction Allowable Shear Stress (PSI) 97 95 . Actual Shear Stress (PSI) 95 98 Page 3 of 6 PTISlab Windows version 1.0 Geostructural Tool Kit, Inc. Rogiaored To : Sen- Structural kqn. Inc - .SenslNurnber: 100-100-037 Project Title : Project Date : Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB NOV. 10, 1997 Project Number : REC. BLDG. A Report Date : OCT. 17,1997 RESULTS OF SLAB ANALYSIS continued Moment Analvsis - Edae Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction 1.91 Ft-WFt 1.78 Ft-WFt Bending Stresses (KSI) Tension in Bottom Fiber Compression in Top Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 . -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.238 -0.191 Actual Stress 0.1 57 0.161 Differential Deflection Analvsis - Edae Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analvsis - Edae Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 0.58 0.87 0.23 0.28 Short Long Direction Direction 97 95 50 47 Page 4 of 6 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. ~wpntsr~~ TO seneca structuri klgn. Inc Smrl Number ' 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB Project Number : REC. BLDG. A Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 Recap of Selected Variables Cross Sectional Area of Foundation (Inches2) Moment of Inertia (Inches4) Section Modulus, Top (Inches3) Section Modulus, Bottom (Inches') Center of Gravity of Concrete-from top (Inches) Center of Gravity of Prestressing Tendons-from top (Inches) Eccentricity of Prestress (Inches) Beta Distances (Relative Stiffness Lengths) (Feet) Effective Prestress Force at Beta (KIPS) Effective Prestress at Beta (PSI) Equivalent Beam Depth (Inches) Short Long Direction Direction 6,310.90 2,783.93 142,069.65 30,738.1 0 9,164.68 4.62 2.50 2.1 2 9.9 420.60 66.65 20.12 84,021.1 9 16,q 13.14 4,976.43 5.21 2.50 2.71 8.7 217.93 78.28 22.1 0 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Page 5 of 6 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Rogtsterad To Setieca Structural Design. Inc Senal Number : 100 - 1 W - G37 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC. LA COSTA VALLEY CLUB Project Number : REC, BLDG. A Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 SUMMARY OF INPUT DATA Soil Properties Allowable Bearing Pressure 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 5.30 Feet 2.60 Feet Differential Soil Movement, Ym 2.170 Inches 0.410 Inches Sub-Grade Friction Coefficient, u Soil Modulus of Elasticity, Es Material Properties Concrete Strength, fc Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter Slab- Parameters Slab Dimensions Number of Tendons in Slab Short Tendons ' Long Tendons 0.75 1,000.0 PSI 2,500.0 PSI 1,425,000.0 PSI 145.0 PCF 270.0 KSI 112 Inch 35.00 FT x 83.00 FT x 5.00 Inches 18 9 Beam Parameters Short Direction Long Direction Type 1 Type II Type I Type I1 Quantity 2 4 2 1 Depth 24.0 18.0 24 .O 18.0 Inches Width 12.0 16.0 - .12.0 16.0 Inches Tendons 0 0 0 0 Cover 0.0 0.0 0.0 0.0 Inches Slab Loadinq Uniform Superimposed Load Perimeter Load Deflection Limits Center Lift Edge Lift Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual 40.00 PSF 1,000.00 PLF U360 U720 Prestress Loss 15.0 KSI Page 6 of 6 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. - Repiusred To Seneca Structural Cesign. Inc Sam1 Number : 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Number : REC. BLDG B Project Engineer : CRD Project Date : NOV. 10, 1997 GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Report Date : OCT. 17,1997 Slab Dimensions Jacking Force Material Properties Concrete Strength, fc Tendon Strength, Fpu Tendon Diameter DESIGN SUMMARY 36.00 FT x 65.00 FT x 5.00 Inches Material Quantities Concrete PrestessinQ Tendon Number ofEnd Anchorages In the LONG direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam Number of Type II Beams Type II Beam Dimensions Tendons Per Type II Beam Slab Tendons In the SHORT direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam Number of Type I1 Beams Type II Beam Dimensions Tendons Per Type II Beam 33.05 KIPS 2,500 PSI 270 KSI 1 /2 Inch 56.9 Cubic Yards 1 ,I 73 Linear Feet 48 2 0.0 12.0 Inches x 24.0 Inches 1 0.0 16.0 Inches x 18.0 Inches' 9 Tendons at 4.25 Feet O.C. 2 0.0 12.0 Inches x 24.0 Inches 3 0.0 16.0 Inches x 18.0 Inches Slab Tendons 15 Tendons at 4.50 Feet O.C. Page 1 of 6 . PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca Structural Wgn. Inc. Serial Nurnk: la0 - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : REC. BLDG B Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 SUMMARY OF UNSAFE CONDITIONS These Values Exceed Allowable Limits by the Percentage Indicated: SHEAR STRESS IN LONG DIRECTION, CENTER LIFT: 4.7% -- Page 2 of 6 I PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca Structural Design Inc Semi Number : 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : REC. BLDG B ' Project Date : Report Date : OCT. 17, 1997 NOV. 10, 1997 RESULTS OF SLAB ANALYSIS Soil Bearincl Anavlsis Applied Pressure on Soil Soil Pressure Safety Factor 1,256 PSF 1.59 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direct ion Direction Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons Moment Analvsis - Center Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.209 -0.143 Actual Stress Differential Deflection Analvsis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analvsis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 6 ~~ 63 55 63 55 71 76 2.29 2.66 15 9 0 0 10.19 Ft-WFt 9.66 Ft-K/Ft Compression in Bottom Fiber Short Long Direction Direction 1.125 1.125 0.99 0.796 Short Long Direct ion Direction 98 96 90 100 Short Long Direction Direction 1.20 1.75 0.98 1.13 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca SI~ctural Design Inc Scml Number : 100 - 100 - 037 Project Title : Project Date : Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB NOV. 10, 1997 Project Number : Report Date : OCT. 17,1997 REC. BLDG 6 RESULTS OF SLAB ANALYSIS continued Moment Analvsis - Edqe Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction 1.93 Ft-WFt 1.79 Ft-WFt Bending Stresses (KSI) Tension in Bottom Fiber Compression in Top Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.228 -0.1 94 Actual Stress 0.161 0.159 Differential Deflection Analvsis - Edae Lift Mode Based on an Allowable Deflection of L / 720 A I I ow a b I e D i f f e re n t i a I De f 1 e ct i o n s (I n c h es) Actual Differential Deflections (Inches) Shear Stress Analysis - Edqe Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 0.60 0.87 0.22 0.27 Short Long Direction Direction 98 96 48 47 Page 4 of 6 I PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Regictsnd To Seneca Structural &sign. Inc Senal Number : 100 - 100 - 037 ~~ Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : REC. BLDG B Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 Recap of Selected Variables Cross Sectional Area of Foundation (Inches2) Short Long Direction Direction 5,018.1 0 2,843.87 Moment of Inertia (Inches4) 122,151 .SO Section Modulus, Top (Inches3) 25,516.84 Section Modulus, Bottom (Inches3) 7,759.54 Center of Gravity of Concrete-from top (Inches) 4.79 Center of Gravity of Prestressing Tendons-from top (Inches) 2.50 Eccentricity of Prestress (Inches) 2.29 Beta Distances (Relative Stiffness Lengths) (Feet) 9.6 Effective Prestress Force at Beta (KIPS) 354.88 Effective Prestress at Beta (PSI) 70.72 Equivalent Beam Depth (Inches) 20.53 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. 84,560.77 16,397.90 4,991.82 5.16 2.50 2.66 8.7 217.14 76.35 22.1 0 Page 5 of 6 PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca Structural Design. Inc Snol Numb : 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : REC. BLDG B Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 jJ! SUMMARY OF INPUT DATA. Soil Properties Allowable Bearing Pressure 2.000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 5.30 Feet 2.60 Feet Differential Soil Movement, ym 2.170 Inches 0.410 Inches Sub-Grade Friction Coefficient, u Soil Modulus of Elasticity, Es Material Properties Concrete Strength, fC Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter Slab Parameters Slab Dimensions Number of Tendons in Slab Short Tendons Long Tendons Beam Parameters Quantity Short Direction Type I Type II 2 3 Depth 24.0 18.0 Width 12.0 16.0 Tendons 0 0 Cover 0.0 0.0 Slab Loadinq Uniform Superimposed Load Perimeter Load Deflection Limits Center Lift Edge Lift 0.75 1.000.0 PSI 2,500.0 PSI 1,425,000.0 PSI 145.0 PCF 270.0 KSI 1 /2 Inch 36.00 FT x 65.00 FT x 5.00 Inches 15 9 Long Direction Type I Type II 2 1 24.0 18.0 Inches 12.0 16.0 Inches 0.0 0.0 Inches 0 0 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual 40.00 PSF 1,000.00 PLF Prestress Loss Page 6 of 6 U360 U720 15.0 KSI PTlSlab Windows version 1.0 Geostructurai Tool Kit, Inc. Regntered To Seneca Structural Design !ne ~alNumber:100-100-037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Slab Dimensions DESIGN SUMMARY Jacking Force Material Properties Concrete Strength, fc Tendon Strength, Fpu Tendon Diameter Material Quantities Concrete Prestessing Tendon Number of End Anchorages In the LONG direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam Number of Type I1 Beams Type I1 Beam Dimensions Tendons Per Type II Beam Slab Tendons In the SHORT direction ... Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam Number of Type II Beams Type II Beam Dimensions Tendons Per Type II Beam Slab Tendons Project Number : POOL Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 26.00 FT x 73.00 FT x 5.00 Inches Page 1 of 6 .33.05 KIPS 2.500 PSI 270 KSI 112 Inch 51.5 Cubic Yards 1,001 Linear Feet 48 2 0.0 12.0 inches x 24.0 Inches 1 0.0 16.0 lnches x 24.0 Inches 7 Tendons at 4.00 Feet O.C. 2 . 0.0 3 0.0 12.0 Inches x 24.0 inches 16.0 inches x 24.0 inches 17 Tendons at 4.44 Feet O.C. PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Reg~smed To Seneca Stfuctunl Dastgn. Inc Snrl Number. 1W - 100 - 037 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : POOL Project Date : NOV. 10, 1997 Report Date : OCT. 17,1997 SUMMARY OF UNSAFE CONDITIONS ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 6 I PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca Structural Design. Inc Serial Number : 100 - 100 - W7 Project Title : Design Rectangle : 1 Project Engineer : CRD GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Project Number : POOL Project Date : Report Date : OCT. 17,1997 NOV. 10, 1997 RESULTS OF SLAB ANALYSIS Soil Bearina Anavlsis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons Moment Analvsis - Center Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction 1,358 PSF 1.47 Short Long Direction Direction 66 48 66 48 68 72 2.86 3.93 17 7 0 0 10.04 Ft-WFt 9.52 Ft-WFt Bending Stresses (KSI) Tension in Top Fiber Short Long Short Long Direct ion Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.1 38 -0.077 Actual Stress 0.783 0.48 Compression in Bottom Fiber Differential Deflection Analvsis - Center Lift Mode Based on an Allowable Deflection of L / 240 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analvsis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 6 Short Long Direction Direction 1.30 2.73 0.94 . 0.81 Short Long Direction Direction 98 95 97 60 PTISlab Windows version 1.0 Geostructural Tool Kit, Inc. Registered To Seneca Structural Omgn Inc Sons1 Number : 100 - 1W. 037 Project Title : LA COSTA VALLEY CLUB Project Date : NOV. 10, 1997 Project Engineer : CRD GeoTechnical Report : GEOCON INC Project Number : POOL Report Date : OCT. 17,1997 RESULTS OF SLAB ANALYSIS continued Moment Analvsis - Edqe Lift Mode Calculated Moment, Short Direction Calculated Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction Allowable Stress -0.300 . -0.300 Actual Stress -0.206 -0.145 Differential Deflection Analvsis - Edae Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) 2.09 Ft-KIF1 1.83 Ft-WFt Compression in Top Fiber Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.146 0.1 52 Short Long Direct ion Direction 0.43 0.91 0.20 0.20 Shear Stress Analvsis - Edcle Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) 98 95 48 33 Page 4 of 6 . PTlSlab Windows version 1.0 Geostructural Tool Kit, Inc. Ragt8terd To Seneca Structural &sign. 1% Senal Number : la0 - 100 - 037 Project Title : Design Rectangle : 1 Project Number : POOL Project Engineer : CRD Project Date : NOV. 10, 1997 GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Report Date : OCT. 17,1997 Recap of Selected Variables Cross Sectional Area of Foundation (Inches2) Moment of Inertia (Inches4) Section Modulus, Top (Inches3) Section Modulus, Bottom (Inches3) Center of Gravity of Concrete-from top (Inches) Center of Gravity of Prestressing Tendons-from top (Inches) Eccentricity of Prestress (Inches) Beta Distances (Relative Stiffness Lengths) (Feet) Effective Prestress Force at Beta (KIPS) Effective Prestress at Beta (PSI) Page 5 of 6 Short Long Direction Direction 5,748.00 2,320.00 200,387.73 99,702.30 37,414.04 15,503.31 10,748.08 5,674.91 5.36 6.43 2.50 2.50 2.86 3.93 10.8 9.1 389.53 167.49 67.77 ,7220 PTlSlab Windows version 1.0 Geostructurd Tool Kit, Inc. Registered To Seneca S~NIXIJ~~ Dcslgn. 1% Serul Number. 100 - 100 - 037 Project Title : Design Rectangle : 1 Project Number : POOL Project Engineer : CRD Project Date : NOV. 10, 1997 GeoTechnical Report : GEOCON INC LA COSTA VALLEY CLUB Report Date : OCT. 17, 1997 SUMMARY OF INPUT DATA Soil Properties Allowable Bearing Pressure Edge Moisture Variation Distance, em Differential Soil Movement, Ym Sub-Grade Friction Coefficient, u Soil Modulus of Elasticity, Es Material Properties Concrete Strength, fc Concrete Creep Modulus, E, Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter Slab Parameters Slab Dimensions Number of Tendons in Slab Short Tendons Long Tendons 2,000.0 PSF Center Lift Edge Lift 5.30 Feet 2.60 Feet 2.170 Inches 0.410 Inches 0.75 1,000.0 PSI 2,500.0 PSI 1,425,000.0 PSI 145.0 PCF 270.0 KSI 1 /2 Inch 26.00 FT x 73.00 FT x 5.00 Inches 17 7 Lona Direction Beam Parameters Short Direction - Type I Type II Type I Type II Quantity 2 3 2 1 Depth 24.0 24.0 24.0 24.0 Inches Width 12.0 16.0 12.0 16.0 Inches Tendons ' 0 0 0 0 Cover . 0.0 0.0 0.0 0.0 Inches Slab Loadinq Uniform Superimposed Load Perimeter Load Deflection Lim its Center Lift Edge Lift Jb 40.00 PSF 1,200.00 PLF U240 u720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss 15.0 KSI Page 6 of 6 Project No. 05871-12-01 April 6, 1998 Villages of La Costa Post office Box 9000-685 Carlsbad, California 920 18-9000 Attention: Mr. Tim O’Grady Subject: LA COSTA VALLEY CLUB ARROYO LA COSTA CARLSBAD, CALIFORNIA PLAN CHECK RESPONSE Reference: 1. City of Carlsbad Plan Review No. 97-3613, Set 11, dated March 3, 1998. 2. Architectural Plan Set entitled La Costa Valley Club in Carlsbad, Califo&a, prepared by Dahlin Group, undated. 3. Final Report of testing and Observation Services During Site Grading, Arroyo La Costa Valley Club, Unit 2, Lot No. 479, Carlsbad, California, prepared by Geocon Incorporated, dated October 17,1997. Gentlemen: In accordance with the request of Ms. Nancy Keenan, Dahlin Group, presented herein is our response to Item 12 (Foundation) of the referenced Plan Review. Soil Instability During grading operations, the building pad was capped with engineered fill, which is underlain by dense, sandy claystones of the Delmar Formation. A stability fill was constructed within the lower zone of the slope graded along the east margin of the site. The as-graded condition has resulted in a stable site. Due to the lack of near-surface groundwater and the dense condition of the underlying soils, the potential for soil liquefaction is, in our opinion, considered remote. Foundation Plans We have reviewed the structural and post-tensioning sheets included within the referenced architectural plan set. Based on this review, it is our opinion that the foundation plans are in general conformance with the recommendations presented in the referenced project soils report except as noted below: 6960 Fknden Drive w SonDego, California 92121-2974 Telephone (619) 558-6900 Fax (619) 558-6159 FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING. ARROYO LA COSTA VALLEY CLUB, UNIT 2, LOT NO. 479 CARLS BAD, CALIFORNIA PREPARED FOR VILLAGES OF LA COSTA SOUTHWEST, L. L. C. CARLSBAD, CALIFORNIA OCTOBER 1997 c GEOCON INCORPORATED GEOTKHNICAL CONSULTANTS Project No. 05871-12-01 October 17, 1997 Villages of La Costa Southwest, L. L. C. Post OEce Box 9000-685 Carlsbad, California 9201 8-9000 Attention: Mr. Tim OGrady Subject: ARROYO LA COSTA, VALLEY CLUB, UNIT 2, LOT NO. 479 CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request and our proposal dated December 10, 1996, we have provided compaction testing and observation services during the grading of the subject site. Our services were performed during the period of February 10, 1997, and October 16, 1997. The scope of our services included the following: Observing the grading operation, including the removal and/or processing of loose topsoils, slopewash, alluvium, and undercutting of expansive claystone. Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating the compaction, soluble sulfate, shear strength, and expansion characteristics of various soil conditions encountered andor used for fill. Preparing an "As-Graded" Geologic Map. Preparing this final report of grading. GENERAL The grading contractor for the project was Signs & Pinnick Incorporated. Grading plans for the project were prepared by Project Design Consultants and are entitled Grading and Erosion Control Plans For Arroyo La Costa , Unit No. 2, Sheet Nos. 15, and I8, Carlsbad Tract No. 88-03-2 with City of Carlsbad approval date November 25, 1996. The grading plans were used as the base map for our "As-Graded" Geologic Map (Figure 1 , map pocket). 6960 Flanders Drive SanDiego, California 92121-2974 w Telephone (619) 558-6900 Fax (619) 558-6159 c c .. . The project soils report is entitled Preliminary Soil and Geologic Investigation for La Costa Ranch Southwest Area, Carlsbad, California, prepared by Geocon Incorporated, dated November 11, 1988 (Project No. 04229-HOl). The following reports were also prepared for the project: Supplemental SoiI and Geologic Investigation for La Costa Ranch Southwest Areas I and II, Carlsbad, California, prepared by Geocon Incorporated, dated November 28, 1989 (Project NO. 04229-H02). Addendum to Supplemental Soil and Geologic Investigation Report dated November 28, I989 for Arroyo La Costa Southwest, Unit 2, prepared by Geocon Incorporated, dated March 13, 1992 (Project No. 04229-34-08). References to elevations and locations herein were based on surveyor's or grade checker's stakes in the field and/or interpolation from the referenced Grading Plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING The Arroyo La Costa Valley Club is located north of Calle Barcelona, south of Future Village 0, and west of Unit 3 within the Arroyo La Costa planned residential community. Prior to grading, the site consisted of a southwest-trending ridge that intersected a larger, west trending canyon along the southern portion of Unit 2. Grading for the site consisted of daylight cuts and fills to achieve the finish grade elevations. The grading of the La Costa Valley Club, Unit 2. Lot No. 479, began with the removal of brush and vegetation from the area to be graded. The brush was then exported. Topsoils, slopewash and alluvial soils were removed to expose formational material. Within these areas, and prior to placing fill, the exposed (overexcavated) ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations were then placed and compacted in layers until the design elevations were attained. In addition, fill was placed as a result of undercutting expansive claystone exposed at grade. The depth of undercut was approximately 3 feet. The on-site fill materials generally consisted of silty, fine sands, sandy clay, and sandy silts. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D-1556-82 (sand cone) or D-2922-81 (nuclear). The results of the in-place dry density and moisture content tests are summarized on Table I. Grading for the Valley Club, Lot 479, was performed concurrently with Unit 2 of the Arroyo Project No. 05871112-01 -2- October 17, 1997 c c c La Costa development. The results presented on Table I are for the Valley Club, Lot 479, only. As such, the test numbers are not in consecutive order. In general, the in-place density test results indicate that the fill soil, at the tested locations, has a relative compaction of at least 90 percent. The approximate locations of the in-place density tests are shown on the As-Graded GeoZogic Map (Figure 1). Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D- 1557-9 l), expansion potential, shear strength, and soluble sulfate. The results of the laboratory tests are summarized in Tables I1 through V. Slopes The project slopes consisted of cut and fill slopes constructed at inclinations of 2:l (horizonta1:vertical) or flatter, with maximum heights of approximately 60 and 25 feet, respectively. To enhance surficial slope stability, a drained stabilization fill was constructed on the west facing slope along the eastern boundary of the site. A11 slopes should be planted, drained and maintained to reduce erosion. Slope irrigation should be kept to a minimum 'to just support the vegetative cover, Surface drainage should not be allowed to flow over the top of the slope. Stability Fill Subdrain A subdrain was installed during construction of a stability fill slope on the eastern boundary of the site. The subdrain was "as-built" for location and elevation by the project civil engineer. The subdrain generally consisted of a 4- to 6-inch-diameter PVC perforated pipe placed in crushed aggregate surrounded by Mirafi 140N filter fabric. The drain was typically placed at the heel of the stability fill keyway and constructed at a gradient of at least 1 percent. In addition, miradrain panels were placed along the face of the stabilization fill backcut 30 feet on center and were connected to the subdrain. The subdrain was outletted on surface grade and a concrete wall was constructed at the outlet point to protect against blockage or destruction of the subdrain outlet. The subdrain outlet should be maintained regularly to prevent sediment and debris from obstructing the fiee flow of water out of the subdrain system. The subdrain location is shown on the "As-Graded Geologic Map" (Figure 1). ... '.. Project No. 05871:12-01 -3- October 17, 1997 Finish Grade Soil Conditions c c c The cut portion of Lot 479, where claystone was exposed at grade, was undercut. approximately 3 feet and replaced with properly compacted fill. Observations and laboratory test results indicate that the prevailing soil conditions within the upper approximately 3 feet of finish grade has an Expansion Index less than 50 and is classified as having a "low" to ''very low" expansion potential as defined by the 1994 Uniform Building Code (UBC) Table 18-I-B. TableVI presents a summary of the indicated Expansion Index of the prevailing subgrade soil conditions. The sample obtained for expansion testing were also subjected to soluble sulfate testing to evaluate the amount of soluble sulfates within the surficial soils to determine the potential for sulfate attack on normal Portland Cement Concrete. The test results indicate a very low sulfate content with a corresponding "negligible" sulfate exposure ratings. Geocon, Incorporated does not practice corrosion engineering. Therefore, results of these tests should be reviewed by a corrosion consultant and appropriate recommendations should be implemented during design and construction of proposed improvements. The results of the soluble sulfate tests are summarized on Table V. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those ' described in the project geotechnical report. Moderately dense to dense, silty, fine sands and sandy silts of the Torrey Sandstone (Tt), were exposed at grade above approximately 160 feet (MSL) on the cut slopes. Stiff, sandy claystone of the Delmar Formation (Td) was exposed on the majority of the pad and lower cut slope (below 160 feet MSL) elevations of the site. Where the claystone was exposed on the cut slopes, a stability fill was constructed to enhance surficial slope stability. Compacted fill soil was placed in areas of fill and is designated as Qcf on Figure 1. In addition, compacted fill soil placed in undercut areas is designated as QUC. The enclosed "As-Graded" Geologic Map (Figure 1) depicts the general geologic conditions observed. No soil or geologic conditions were observed during grading which would preclude the continued development of the property as planned. CONCLUSIONS AND RECOMMENDATIONS I .o. General 1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the grading, which is the subject of this report, has been performed in substantial conformance with the recommendations of the previously referenced project soil report. Soil and Project No. 0537-1-12-01 -4- October 17, 1997 2.0. 2.1. 3.0. 3.1. 3.2. 3.3. 3.4. geologic conditions encountered during grading which differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. Future Grading Any additional grading performed at the site should be accomplished in conjunction with our observation and Compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of 1-foot-thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. Foundations The foundation recommendations that follow are for the proposed recreation facility and are separated into categories dependent on the thickness and geometry of the underlying fill soils as well as the Expansion Index of the prevailing subgrade soils of the building pad (or lot). The recommended minimum foundation and interior concrete slab design criteria for each Category is presented on the following page. Table VI1 presents a Summary of the Recommended Foundation Category for the lot. Preliminary building plans should be reviewed by the geotechnical consultant prior to completion of building design. Based on our understanding of the currently proposed building locations, foundations for the structures would be assigned as a Category I. As indicated above, Geocon Incorporated should be provided the opportunity to review the site development plans and verify the foundation design recommendations prior to finalizing building plans. Foundations for either Category I, 11, or I11 may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads such as wind or seismic forces. The use of isolated footings which are located beyond the perimeter of the building and support structural elements connected to the building is not recommended for Category 111. Where this condition cannot be avoided, the isolated footings should be con- nected to the building foundation system with grade beams. Project No. 05571.12-01 -5- October 17, 1997 3.5. For Foundation Category 111, the structural slab design should consider using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 3.6. No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled, as necesse, to maintain a moist condition as would be expected in any such concrete placement. 3.7. Where buildings or other improvements are planned near the top of a slope steeper than 3 : 1 (horizontal:vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to W3 (where H equals the vertical distance from the top of the slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforce- ment. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry has been determined. For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori- zonta1:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements which are relatively rigid or brittle, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. - Project No. 0587l~12-01 -6- October 17, I997 L c c - Foundation Category TABLE 3.1. FOUNDATION RECOMMENDATIONS BY CATEGORY Minimum Footing Depth (inches) Continuous Footing Interior Slab Reinforcement Reinforcement I 12 One No. 4 bar top and bottom 6 x 6 - 10/10 welded wire mesh at slab mid-point I1 111 CATEGORY CRITERIA ~ 18 24 Two No. 4 bars top and bottom Two No. 5 bars top and bottom No. 3 bars at 24 inches on center, both directions No. 3 bars at 18 inches on center, both directions Category I: Category 11: Maximum fill thickness is less than 20 feet and Expansion Index is less than or equal to 50. Maximum fill thickness is less than 50 feet and Expansion Index is less than or equal to 90, or variation in fill thickness is between 10 feet and 20 feet. Category 111: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion Index exceeds 90, but is less than 130. m: 1. All footings should have a minimum width of 12 inches. 2. Footing depth measured from lowest adjacent subgrade. 3. A11 interior living area concrete slabs should be at least four inches thick for Categories I and I1 and 5 inches thick for Category 111. 4. All interior concrete slabs should be underlain by at least 4 inches (3 inches for Category 111) of clean sand or crushed rock. 5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials should be underlain by a vapor barrier covered with at least 2 inches of the clean sand recommended in No. 4above. 3.8. As an alternative to the foundation recommendations for each category, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (UBC). Although this procedure was developed for expansive soils, it is understood that it can also be used to reduce the potential for foundation distress due to differential -fill settlement. The post-tensioned design should incorporate the geotechnical -parameters presented on the following table entitled Post-Tensioned Foundation System Design Parameters for the particular Foundation Category designated. Project No. 05871-12-01 -7- October 17, 1997 3.9. 3.10. 10. Center Lift I 2.12 in. I 3.21 in. UBC uses interior stiffener beams in its structural design procedures. If the Structural Engineer proposes a post-tensioned foundation design method other than UBC, it is recommended that interior stiffener beams be used for Foundation Categories I1 and 111. The depth of the perimeter foundation should be at least 12 inches for Foundation Category 1. Where the Expansion Index for a particular building pad exceeds 50 but is less than 90, the perimeter footing depth should be at least IS inches; and where it exceeds 90 but is less than 130, the perimeter footing depth should be at least 24 inches. Geocon Incorporated should be consulted to provide additional design parameters as required by the Structural Engineer. 4.74 in. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills or fills of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entry slab corners occur. TABLE 3.2. POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS 4.0. Swimming Pool 4.1. Claystone soils (Delmar Formation) are present below the 3-fOOt cap of granular soils. These claystone materials are classified as having a "medium" to "high" expansion '.. Project No. 05871i12-01 -8- October 17, 1997 c c 4.2. 5.0. 5.1. 5.2. 5.3. 5.4. c potential as defined by UBC Table 18-I-B. Therefore, the pool design should consider this geologic setting. Subgrade soils should be properly moisture-conditioned prior to placement of concrete flatwork. Jointing for concrete flatwork should be provided in accordance with the recommendations of the American Concrete Institute. All joints should be sealed with an approved flexible sealant to reduce the potential for introduction of surface water intb the subgrade soils. Retaining Walls And Lateral Loads Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1 .O, an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:l plane extending upward from the base of the wall possess an Expansion Index of less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet October 17, 1997 I Project No. 0587.k-12-01 -9- below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 5.5. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. A friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete, This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 5.6. The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. Site specific foundation recommendations should be provided when building plans become available for review by the geotechnical engineer of record. 5.7. Where buildings or other improvements are planned near the top of a slope steeper than 3: 1 (horizontal:vertical), special foundations and/or design considerations are recom- mended due to the tendency for lateral soil movement to occur. 0 For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. 0 Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H/3 (where H equals the vertical distance from the top of the slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforce- ment. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry has been determined. > Project No. 05871s12-01 - 10- October 17, 1997 c c c For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori- zonta1:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope. height. Swimming pools located within 7 feet of the top of cut or fill slopes are not recom- mended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements which are relatively rigid or brittle, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 6.0. Slope Maintenance 6.1. Slopes that are steeper than 3: 1 (horizonta1:vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is, therefore, recom- mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. Project No. 0557~~-12-01 - 11 - October 17, 1997 c c c 7.0. Drainage 7.1. Adequate drainage provisions are imperative. Under no circumstances 'should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. 8.0. Plan Review 8.1. Geocon Incorporated should review the foundation plans prior to final design to determine if additional analysis and/or recommendations are required. LI M ITATl ONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation October 16, 1997. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. . .. c Project No. 05871212-01 - 12 - October 17, 1997 If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOAON INCORPOWA -4 Patrick A. 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ZES b4 0 4 w w I I I 1 I I 1.. c Maximum Dry Density (PCO L c Optimum Moisture Content (YO dry weight) TABLE I1 SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUR4 MOISTURE CONTENT TEST RESULTS ASTM D1557-91 I I I 2 3 4 Sample No. Light gray-brown CLAY, with sand and silt 110.0 17.7 Dark brown clayey fine SAND, with trace silt 119.0 10.9 Orange-gray-brown, clayey, fine SAND, with trace silt 116.8 13.5 Description 5 6 7 Dark yellowish brown silty SAND, with clay 122.9 11.1 Light olive-brown, clayey fine SAND 119.0 13.0 Light brown, clayey, fine SAND, with trace silt 119.8 13.6 1 I Light olive brown fine SAND, with silt I 113.8 1 14.5 8 9 10 11 12 13 14 15 16 17 Brown, clayey, fine SAND, with some silt 121.5 12.2 Light brown, clay 117.5 13.1 Olive green Silty CLAY 115.0 15.8 Yellow-brown, Silty, fine SAND, with trace clay 120.0 13.2 Yellow-brown, Silty, fine SAND, with trace 112.5 16.0 clay Tan, Silty, fine SAND 115.2 14.7 Silty, fine SAND, with trace Dark brown, Clayey SAND 120.6 11.0 Yellow-brown, Silty fine SAND, with trace clay 117.1 13.8 Olive brown, Silty, fine SAND, with trace clay 121.2 11.8 Dark brown, Sandy CLAY 11 8.4 12.6 19 20 21 Dark gray, Sandy CLAY 1 17.8 12.3 Yellow-brown, Silty, fine SAND, with trace clay 115.5 14.3 Yellow-brown, Silty, fine SAND 113.8 15.4 18 I Yellow-brown, fine SAND I 115.0 I 14.5 23 24 Yellow-brown, Silty, fine SAND 113.9 14.9 Light gray, fine to medium SAND 133.8 8.8 22 I Light olive-brown, Silty, fine SAND I 117.2 1 12.9 c Project No. 0587,1~-12-01 October 17, 1997 Sample No. 1 TABLE IV SUMMARY OF REMOLDED DIRECT SHEAR TEST RESULTS Moisture Content Before Test After Test Dry Density Expansion ("/.I ("/.I (PCO Index 10.0 20.6 109.6 10 Sample No. Angle of Shear Resistance (degrees) Dry Density Moisture Content Unit Cohesion (PCO ("/.I (PSO Note: Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. 7 119.8 13.6 425 32 8 121.5 12.2 490 27 9 117.5 13.1 400 32 IO 115.0 15.8 3 10 25 J TABLE V SUMMARY OF WATER SOLUBLE SULFATE LABORATORY TEST RESULTS CALIFORNIA TEST 41 7 (TEST PERFORMED BY CLARKSON LABORATORIES) VALLEY CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA No. 1 Water Sulfate Exposure Lots Represented Sulfate (YO) 0.022 Negligible 479 Project No. 0587.1-12-01 October 17, 1997 ,- I- Lot Numbers 479 - Sample No. at Expansion UBC Finish Grade Index Classification 1 10 Very Low TABLE VI SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS VALLEY CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA Approx. Depth of Fill Differentia1 (ft.1 32 Approx. Max. Depth of Fill (ft.1 35 TABLE VI1 VALLN CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR I Remarks Approx. Depth of Undercut (ft.1 479 I Undercut I Undercut due to claystone I 3 Project No. 0587.1-12-01 October 17, 1997 -- ApR.38.1998- 9: 16M' MORROW DEVELOPMENT NO.581 P.2/2 NON-RESIDENTIAL CERTIFICATE: Non-Residedial Land ownor, p~saw nac~ thk wan carofrrlly and be swe yau thmughly understand the options before signing. The aption you choose will affect yau payment af fie developed Special Tax assessed on your property. This option Is available only at tha lime of the first Wdfng pennit Issuance. Property owner signature is requlred before a building perqit will br bud. Your dgnahrre Is wnf'trmlng the accuracy of all parcel and ownership information shown. ' - Project Address 5- 273-0 5 ABEcessat'o Parcel Number, or APN and Lot Number if not yet subdivided. h dted by Ordinance No, NS-155 and adopted by the City Coundl of the CNy of Carl8bad, Cafifomie, the City b authorized to lgvy a spedal Tax in Community fadlilles district N 0.1. All non-reddentlal propcrrtY, upon the ksuance ofh first Mdhsg permit, shall have the optrOn to (1) pay the SPECIAL DEVELOPMENT TA$ ONE- TME or (2) aaSume We ANNUAL SPEW TAX - DEVELOPED PROPERTY for a pen'od not to exceed fwew five (25) years. Please indlcate your choice by initialing the approprlata line below: OPTION (1): 1 de& to pay the SPECIAL DEVELOPME One-Tme Special Tax: . Owner's riod not to sxceed OPnON (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUA Initials . for e I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS ME PROPERN OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND MLL COMPLY WIM THE PROVISIONS AS STATED ABOVE, The City of Carlsbed has not independently verified the informafion drown above. ?hersfore. we accept no responsibility as to the accuracy or completeness of this informdon. NON-RESID ENTlAL CERTlFlCATE LEUCADIA COUNTY WATER DISTRICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. FAILURETO MAKE SUCH SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. A six-month construction period shall be provided and sewer service charges for the balance of the fiscal year shall be collected at the time of application for sewer permits. Sewer service charges for subsequent fiscal years shall be collected on the tax roll in same manner as property taxes. If the six-month construction period extends intothesubsequent fiscal year, aprorated sewerservicecharge forthat fiscal yearshall becollected on the tax roll in the same manner as property taxes. The full sewer service chargesfor all subsequent years shall be collected on the tax roll in the same manner as property taxes. There will be no additional fee or refund if service actually commences on a different date. The prorated sewer service charge shall not be required in those application for sewer permits for subdivisions. Such applicants shall be required to notify the District, on forms provided by the District, of escrow closing on individual properties within the subdivision. Sewer service charges shall commence upon close of escrow and will be the responsibility of the buyer. If a service lateral is required, it must be installed by the owner/applicant in conformance with the specifications, rules and regulations of the District and subject to inspection by the District. A DISTRICT INSPECTOR MUST BE ON THE SCENE ATTHE TIME OF CONNECTION. The service lateral is that part of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property line) where the service lateral is connected to the applicant's building sewer. The applicant is also responsible for the construction, at the applicant's expense, of the building of sewer from the applicant's plumbing to the point in the street (or easement) where a connection is made to the service lateral and for construction, maintenance and connection of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CON- SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTIONS MUST BE MADE WITH AN LCWD INSPECTOR ATTHESCENE ATTHETIMEOFCONNECTION. IF, FOR ANY REASON,ACON- NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE APPLICANT, AT THE APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONNECTION SO THAT AN INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPENSE SHALL MAKE ANY CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENTTHATTHE APPLICANT, FOR ANY REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE RIGHT TO DIG UP AND INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, AT THE APPLICANTS EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE ANY COSTS INCURRED BY LCWD IN TAKING SUCH CORRECTIVE ACTION SHALL BE BILLEDTOTHEAPPLICANTAND MAY BE RECORDEDAS A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TAX LIEN. OWNER'S NAME MAILING ADDRESS PHONE NUMBER carlsbad, CA SERVICE ADDRESS 2280 CALLE BACELONA TRACT NAME/NO. LOT# 479 CONNECTION FEE: $ 6512.00 ASSESSORS PARCEL NO. 255-273-0500 PRORATED SEWER SERV. FEE: $ 0 TYPE/BUILDING hoa #/UNITS 2 PAID BY: 0 CASHXmEHECK# 679 VILLAGES OF LA COSTA SOUTHWEST PO BOX 9000-685 $ 6512.00 TOTAL The undersigned hereby agrees that the above information given is correct and agrees to the conditions as stated. APRIL 29, 1998 dld 20922 Date Rec'd by Account No. Ref: 156 SPERMIT1 Municipal Water District Carlsbad, CA 92009 APN: 255-273-05 Customer Information: Owner Name: Villaues of La Costa Sout hwest. TI, L. c 1966 Olivenhain Road, Encinitas, CA 92024-5699 (760) 753-6466 (760) 753-1 578 Fax No. Date: u zq -9 d Work Order # Account #: Fire Meter #: WATER METER APPLICATION Type of Semi- FM, IRRIG, TCM, TIM Meter Size: 518 314 1 Fire Meter Size: 1" or 1112" - 'No. of Meters: 2- Meter Access Chame: Business Name: La Costa Valley Master Association Mailing Address: PO BOX g 0 0 0 - 6 8 5 Carlsbad, CA 92018-9000 Home Phone#: Work Phone #: Ce I lu I a r/P ag e r #: Fax #: For Permanent Met Social Security #: .e \" - / Drivers License #: ~- Fire Meter Access Charge: Lot #s: Pressure Zone: A Zone of Benefit: EDU's 11\*c (-3.\\ \ 2 e Application Taken By: PRICES QUOTED ARE SUBJECT TO CHANGE WITHOUT NOTICE METER INSTALLATION CHARGE ................. # X$ --- , ,,- $ 4oG - FIRE METER INSTALLATION ...................... # X$ $ 1 4 OMWD CAPACITY FEE Treated/Reclaimed) # X$ LESS:PRE-PAID OMWD CAPACITY FEES # X$ $( ............................. Y?x-L- CWA CAPACITY FEE # X$ $., . PIPELINE EXTENSION REIMBURSEMENT FEE ................................................... $ TCM/TlM ..................................................................................... Size: ............ $ APPROXIMATE CUBIC YARDS OF EARTH TO BE MOVED? .................................... $ OTHER ........................................................................................................... $ TOTAL: $ \s *sa" I " I HEREBY AGREE TO ABIDE BY THE RULES AND REGULATIONS OF THE OLIVENHAIN MUNICIPAL WATER DISTRICT AND I AM IN RECEIPT OF A COPY OF THESE RULES AND REGULATIONS." INSTALLATION OF METERS ARE SCHEDULED ACCORDING TO THE DISTRICT'S CURRENT WORKLOAD. TEMPORARY CONSTRUCTION METERS ARE FOR CONSTRUCTION USE ONLY. SIGNATURE 3ATE: CHECK#: wised 3/98 Apd 17,1998 T0'd CERTIFICATE of COMPLIANCE *~*~**********X*~**X~*~~*******X~****~******~*~*~**~~~~**~*~**~~**~~**~~ Pcr U.U.C. Scetion 306 (a) AB, the shop weldiirg and fabricarion for rhis project was done by Lima Bravo (Stud), an approved structural stcel fabricator Ciry of Los Angeles Number 909 579 Enterprise St. Escondido, CA 92029 Liceirse 022359 (760) 738-4227 Fax (760) 738-6833 9668 865 09L .- e- , -. - ._.. .r_ ._-. T0'd Nota: -- i.. description of items covered by this Certificsiton br~ NOT+~ ; JUATERlclL PROCESS Structural: Shapes _. P Plates 43t A.. - Tubes A Sa Pipe-- *II )\e-Bar: Studs: x * * * * * * * * ¶k * * * * * * * * * ***** * w rs ** **** * * * *;', 9: 8 yc 'Jr * * * * ** k ** * I** * c * * Unless otherwise noted, ail i :xirode used is E7OXX I hereby certify that the Structural Sl,.~4 I.trein described was fabri. cctl by Lima Bravo (stcol) per A.W.S. i'Bi.1 & D1.4 as noted above. - '! e -. . * k BUILGINL PERHIT PCK No: F'CK98155 0%/'26/'?% 16 : 06 Project No: fiP7046R5 .Page I of 1 Deue 1 oprnen t Nn :: \,,~01;~ Adijresz.: 2280 CALLE' BARCELONA F'crrrtit Tupe: PLRN CHECK REVISION Ualuat i an: 0 Construction Tupe: UN Re f e r e t-1 c e# : s tat LIS : A P Y K 0 u E n Description: REVISION TO POOL EQUIP ROOM flppl ied: 08/24/98 : LO cos-m UFILLEY POOL REC BLDG k p r / I 5s ue : 0 8 / 2 6 /9 8 Suite: Parcel No: 255-273-05-06 1." 0 t # 2 Occupancy Group: Entered Bu: BT fJpc.ll/Ownr : VILLAGES OF Lfl COSTA 619 515-5653 I INSP. 0A-i E CLEARANCE I REET SUITE 650 n rn 0'7ini ed .-- 02 55.00 CITY OF CARLSBAD 2075 Las Palmas DT., Catl~bad, CA 92009 (619) 438-1161 FOR OFFICE USE ONLY PLAN CHECK NO. PeR 9aZ55 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 EST. VAL. Plan Ck. Deposit Address (i nclude BldglSuite #l Business Name (at this address) Legal Description Lot No. Subdivision NamdNumber Assessor's Parcel # Existing Use Descnption of Work SO. FT. #of Stories # of Bedrooms # of Bathrooms # TW\S\Ot-\ To 7d- fcu\Pa-%x- BX3-q PERSON M.rwt h or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code1 or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$5001). Name Address City StatelZip Telephone # State License # License Class City Business License # Designer Name Address City Telephone Statelzip Ity of perjury one of the 0 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS Id1001 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 as to become subject to the Workers' Compensation Laws of California. WARNING: Fallurn to secure workers' compensation coverage is unlawful. and shall subject an employer to criminal penaWs and civil fines up to one hundred thousand dollars (8100.000L in addition to the cost of compensation, damages IU provided for in Section 3706 of the Labor code, Interest and attorney's fees. I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is DATE 7. OWNER-BUILDER DECLARATION 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property 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 purpose of sale). 0 I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Lsw). 0 1. 2. 3. I am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement, 0 YES ON0 I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name f address I phone number I contractors license number): Business and Professions Code for this reason: ~ ~____ 4. number / contractors license number): 5. of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NOiW€S/Dm 3UILD)IG PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES NO 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 REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I plan to provide portions of the work, but I have hired the following person to coordinate. supervise and provide the major work (include name I address / phone I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone number / type SfRUCtlON LENDING AOEN affirm that there is a construction le errnit is issued (Sec. 3097Ii) Civil Code). LENDER'S NAME LENDERS ADDRESS CMtCE#TIflC&TtO I certify that I have read the appl 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 Cit). 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 SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the Provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is 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 after th or a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE S/241& EsGil CorDoration I In Partmrsfiip witfi Govcnuncnt for BuiUiingSafcty DATE: 8/26/98 J U R I S D I CTI 0 N : Carlsbad PLAN CHECK NO.: 97-3613 (PCR 98-155) SET: REV PROJECT ADDRESS: 2280 Calle Barcelona PROJECT NAME: Pool Equipment Room Structural Revision 0 APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. El 0 0 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Nancy Keenan Telephone #: in person Date contacted: 3/26/98 (by: CM) Fax #: Mail Telephone Fax In Person REMARKS: The item clouded in red on revised sheet S-4 must be made to the city set of plans By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 CM 0 EJ 0 PC walk in tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 6 (619) 560-1468 + Fax (619) 560-1576 JURISDICTION: Carlsbad PREPARED BY: CM VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 97-3613 (PCR 98-155) DATE: 8/26/98 BUILDING ADDRESS: 2280 Calle Barcelona BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: iii n 0 199 UBC Building Permit Fee 0 199 UBC Plan Check Fee Type of Review: 0 Complete Review Structural Only Hourly 0 Repetitive Fee Applicable Bldg. Permit Fee by ordinance: $ 0 Plan Check Fee by ordinance: $ Other: Esgil Plan Review Fee: Comments: $ 43.57 Sheet 1 of 1 rnacvalue.doc 51 96 consulting ASSOCIATES INC. COVER SHEET August 17,1998 97-243.00 Project Type: COMMERCIAL Villages of La Costa Dahlin Group Christe Grade Structural calculations and structural drawings for a one story recreation building, a one story pool building, a gazebo and an entry sign monument. Carlsbad, California Calle Barcelona Architect _._ -_ . ._________- Client J.N.: 745.002 -r Book In Date: 10/ 2/97 _____ ._.. ___ CALCS & DRWGS GEOCON Incorporated 05871-12-01 1011 7/97 2000 psf POST TENSIONED By Others I LAST REV. 7130198 97250.04 3831 Birch Street Newport Beach California Voice (949) 756-1525 Fax (949) 756-8208 structural i design & consulting & I ASSOCIATES INC. 1 REVISIONS A SHEET NUMBER 1\ FILE NUMBER ’ 97-243 A DATE November 6, 1997 Pitch Adj. Roofing Mat‘l Sheathing Roof Rafters * Insulation Misc. Total D.L.= Total Load= LL/l.25+D.L. \ * TNsses by olhen CRITERIA: 1994 U.B.C. TIMBER: West Coast Douglas Fir (WCDF) 2x Studs: Construction Fb=lOOO psi DF No. 2 Fb= 875 psi DFNo. 1 Fb=1000 psi DF SS Fb=1450 psi 2x; 4x Rafter, Ceiling & Floor Joists, Beams & Headers DF No. 2 Fb= 875 psi DF No. 1 Fb=1000 psi DF SS Fb=1450 psi’ 6x or larger Beams & Headers DFNo. 1 Fb=l350 psi DF SS Fb=1600 psi Glue Laminated Beams Type 24F Fb-2400 psi 1-112” ply Parallam PSL Fb=2800 psi Post Tensioned Slab Foundation System Designed by Others SOILS REPORT BY: # ALLOWABLE BEARING: SB= CONCRETE: (Strength @ 28 days) Foundations fc=2000 psi Precast fc=3000 psi Columns fc=3000 psi Struct. Slabs fc=3000 psi REINFORCING STEEL Intermediate Grade 40; Grade60 STRUCTURAL STEEL Beams Fy=36 ksi, ASTM A-36 Columns Fy=36 ksi, ASTM A-36 Pipe Fy=35 ksi, Grade B types E or S, ASTM A-501 MASONRY Hollow Concrete Units (CMU) Type S Mortar Grade N f m=l350 psi Grade N fm=1500 psi (solid grouted) ACTIVE PRESSURE (EFP): PASSIVE PRESSURE: COEFF. FRICTION: .. Title : Dsgnr: Description : Scope : @HBz @GB? Job # Date: Masonry Wall Design Page I I ~~ ~~~~ ~~ ~ ~ ~~ ~~~~~ ~ pneral Information 1 Description Villages of La Costa. Extension of Internal Masonry Wall on Grid-E up to Roof Level 14'-O"height. Wall Height 14.00 fl Seismic Factor 0.3000 F'm 1,500.0 psi Parapet Height 0.00 fl Calc of Em = fm 750.00 Fs 24,000.0 psi Duration Factor 1 330 No Special Inspection Thickness 6.0 in Wall Wt Mult. 1.000 Solid Grouted Rebar Size 6 Normal Weight Block Rebar Spacing 16 in Equivalent Depth to Rebar 2.750 in @ Center Solid Thickness 5.600 in __ - _- _A Loads Uniform Load Concentric Axial Load Wind Load 10.000 psf Dead Load 50.000 #/ft Dead Load 0 000 #Ifl Live Load 50.000 #/it Live Load 0 000 #Iff Load Eccentricity 0 000 in Roof Roof ~~ - p*Values-- 1 E 1 ,I 25.000 psi Rebar Area 0.330 in2 nP 025778 j 0 83163 .. n: EslEm 25.778 k 0.5051 1 2 I kj 4.761 14 Wall Weight 63.000 psf Max Allow Axial Stress = 0.25 fm (l-hl140r) * Splnsp = Allow Masonry Bending Stress = 0.333 fm * Splnsp = Allow Steel Bending Stress = 85.83 psi 247.50 psi 24,000.00 psi CLoad Corn biGtionXStress DetailsSummary - Axial Bending Stresses Axial fblFb Moment Load Steel Masonry Compression. + fa/Fa DL + LL 0.0 100.0 0.0 0.0 1.49 0.0173 DL + LL + Seismic 0.0 50.0 0.0 0.0 0.74 0.0087 0.0938 DL + LL 0.0 541 .O 0.0 0.0 8.05 DL + LL + Seismic 5,556.6 491 .O 7,362.6 291.5 7.31 1.2630 in-k Ibs psi psi psi Top of Wall DL + LL + Wind 0.0 50.0 0.0 0.0 0.74 0.0087 Between Base 8 Top of Wall DL + LL + Wind 2,940.0 491 .O 3,895.6 154.2 7.31 0.7083 vi Wall Design OK I 14.00ft high wall with O.OOft parapet, Normal Block wl6.00in wall w/ #6 bars at 16.00in on center at cent Governing Load Combination is .... Dead + Live + Seismic Between Top 8, Bottom Masonry Bending Stress 291 52 psi Steel Bending Stress 7,362.63 psi Masonry Axial Stress 7.31 psi Combined Stress Ratio 1.2630 : 1.3300 (allowable) -- Title : Dsgnr: Description : Scope : @H&z @Gb? Job # Date: Masonry Wall Design Page 2 Wall Weight moment @ Mid Ht 441.00 Ibs Wind Moment @ Mid Ht 2,940.00 ft-# 5,556.60 ft-# Seismic Moment @ Mid Ht Dead Load Moment @ Top of Wall Live Load Moment @ Top of Wall 0.00 R-# 1 LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = 0.00 ft-# Dead Load Moment @ Mid Ht 0.00 ft-# Total Dead Load 50.00 Ibs Total Live Load 50.00 Ibs 0.00 ft-# 4,717.49 ft-# Maximum Allow Axial Load for Applied Moment = 5,767.82 Ibs 42