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Home My WebLink About2375 JEFFERSON ST; ; CB950896; Permit: B UI L D P N G -P E R M J T Permit No: CB950896 08/29/95 09:10 Project No A9501277 Page 1'of 2 - Development No:- Job Address: 2375 JEFFERSON ST Suite: . _;, Permit Type SINGLE FAMILY DWLNG - DETACHED 3,192 08/2'95 0001 01 0' Parcel'No: 155-180-18-00 '. - Lot#: - C-F'RMT 2022800 Valuation: 340,327 Construction Type: VN . Occupancy Group: R3/M1 . . Referehce#: - Status: ISSUED Description: SFD-4035 SF4-630 SF GAR-1067DCK- Applied: 07/03/95 PLUS TEMPORARY POWER POLE FOR CONSTRUCT Apr/Issue: 08/29/95 Entered By : RMA - Appl/Ownr : MUHE, DANIEL. . 619-434-7850 4014 AGUILA ST CAR LSBAD, CA 9200-8 -. /_A~ Fees'Required *** . ***f. Fe's •CoMected & Credits .. I&))rs . - / ( - Fees:, - - 21,1202.0eO . . .- . ., . Adjustments. . f. .00 . . To.tal Cedits. .00 Total Fees: '21,2-0%.00 Tal'Py'1s: 974.00. Bala n-ce:. - 20,228,00 . \Fe i' nit Ext fee Data Number of Bedrooms Number of Bathrooms > 3.50 ,Building P6rmit 1483.00 Plan'Check 964.00 Strong Motion-Fee % 34 . 00' Enter Number of ED '-s —Water 0- 2400.00'' (PFF)IS * 57 (TI"F CFD Fund) 445 00 * BUILDING TOTAL : N // (.! 0 . 17632.00 - Enter "1" for Plumbing Issueee, > - -' •. . 20.00 4 Each Plumbing Fixture or Trap 20 7.00 140.00 Each Building Sewer . - . . > 1 15.00. - - 15.00 Each Install/Repaii Water Line > 1 - 7.00 7.'00:. - Each.Wàter Heater'and/or Verit. >, 1. . 7.00 - 7.00 Gas Piping System . . > 1' 7.00 .7.00 - Each Vacuum Breaker - > 3 7.00 21.00 * PLUMBING TOTAL . . 217.00,' Enter Y" for Electric Issue Fee > - 10.00Y Single Phase Per AMP - ..> - 200 - .25- -, 50.00. Enter IIyI4 for Temporary Service > 10.00,Y * ELECTRICAL TOTAL Enter 'Y' for Mechanical Issue Fee> 15.00 Y Install Furn/Ducts/Heat' Pumps >. - - 1' -. 9.00 . 9.00 - Each Install Fireplace , > • . 2; 13.00 Each Exhaust Fan - > 3.' 6.50 19.56 Each Install/Reloc Vent > . , 1 4.50 . 4.50 * MECHANICAL. TOTAL • . . -. - 61. 00, PLDA A ,. > .19 297.004-L > Construct -Housing(Y/N).? - Enter-Impact Fee - 292 FóIP9YA ,N CITY OF CARLSBAD IINS TE 5- 7- 2075 Las Palmas Dr.,Carlsbad CA 92009 ~ A. PERMIT APPLICATION - City of Carlsbad Building Department S 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT TYPE From List I (see back) give code of Permit-Type: SF1) --------------------------------------------------------- For Residential Prolects Only: From List 2 (see back) give PLAN CHECK NO. Cj7) 09C116 1 Fsr.vAL 3'1U,3700 PLAN KDEPOSIT___________ 2586 07/05/95 0001 01 02 C-F'RMT 974.00 C&le of Structure-Type: Net Loss/Gain of Dwelling Units &nn// I I 2: PROJECT INFORMATION FOR OFFICE USE ONLY Address J/,.sfrL 4,.. Building or Suite No. Nearest Cross Street Ara LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No. /'c5. /O—/ CHEC(-BEWW IF SUBMITFED: 02 Energy Calcs 2 Structural Calcs 2 Soils Report Dl Addressed Envelope AczTc.ccin'c PAnCPI cYlcTlwa iici - nwncn iic DESCRIPTION OFWO 4'l 61tlSq —r (1.)IDJ :Lcr 'yp '~36 - SQ. yr.AK - # OF STORIES # OF BEDROOMS # OF BATHROOMS A. WN IA11 PE1(JN (it different from applicant) ( NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE "77 . APPUCANT U CONTRkC1)R DAGENI' F'PR CONIRACIOR OWNER DGENT FOR OWNER ' NAME (last name first) /%4jJ4, ADDRESS ô/y j7'eeY CITY STATE CA ZIP CODE ,66 DAY TELEPHONE PROPERT!OWNER - - - NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE CX)NTEACI'OR / / NAME (last name first) ADDRESS - CITY STATE ZIP CODE DAY TELEPHONE - STATE UC. #_ LICENSE CLASS CITY BU IN SS UC. DESIGNER NAME (last na,e first) ) CITY thON STATE ZIP CODE DAY 11ELEPHONE 2 O4 /.- STATE UC. WOR1CX) Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-insure issued by. the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lob. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE 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 e W rkers' Compensa n Laws of California. 8.OW SIGNATURE 4 NERBUUZER M 7//;:5— Owner-Builder Declaration: 1 hereby affirm that 1 am exempt from the Contractor's License Law for the following reason: 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.). 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 Law). - 0 I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing 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 applicant for a permit subjects alicantio cile ty/ nalf not more than five hundred dollars [$500]). SIGNATURE - - I 7/i, , DATE -fJ' Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES 13 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES 0 N - Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES 0 N IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AF1tR JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISIPJCF. WNSTRUCI10N LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code). LENDER'S NAME LENDER'S ADDRESS APPlICANT CEI{flFICA11ON I certify that I have read the application and state that the above information is correct. 1 agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARlSBAD AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CI1Y 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 not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any thfie afrr t la rk is commenced bra period of 180 days (Section 303(d) Uniform Build' C.Me1, APPLICAN1"S SIGNATURE I, 4' - DATE: g//v7jg.F 4 f/j/. 0 - -. -- - SEWER PERMI.T p... 08/28/95 17:07 • .Përirii't NO: SE950074-' Page 1 of 1 - . Bldg PlanCk#: Job Address: 2375 JEFFERSON ST Suite: Pemit Type: SEWER'- RESIDENTIAL 339208/29/95 000101 02 Parcel No: 155-180-18-00 v - C-PRMT -4306.00 .Decr.iption: SFD-4035 SF+630- SF GAR10671)K • Status.: ISSUED. SEWER PERMIT .Applied: 08/24/95 -. •• Apr/Issue: 08/28/95 Permitee: MUHE,DANIEL.. - , 619-434-7850 •. Expired: - 4014 AGUILA ST •• •• • •. -:- Prepared By: HE cARLSBAD, CA 92008 • - - r . • Fees Required •*** Fees Collected. &Credits * - .- - ••*.___ Adjustments 60 n 1 Y INCORPORATED 1952 -------------------- Total Fees 4,306 ooOj' I Total(PyeçLts 00 r 4,306.00 • ----- ------------ Total EDUs 00. Sewer Fee: Enter Sewer EDUs and e f it* Are > 1. ;::! o.t) I I - -• . . - • .- - - _ • 1 • • - CITY OF CARLSBAD 2075 Las Palmas Dr.; Carlsbad, CA 92009'(619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB950896 . FOR 05/03/96 DESCRIPTION: SFD-4035 SF+630 SF GAR+1067DCK PLUS TEMPORARY POWER POLE FOR CONSTRUCT TYPE: SFD ., JOB ADDRESS: 23.75 JEFFERSON ST APPLICANT: MUHE, DANIEL PHONE: CONTRACTOR: ,-., i PHONE: OWNER: PHONE:, REMARKS: RS/DANIEL/434-7.850 INSPECTOR SPECIAL INSTRUCT: REQUESTING INSPECTION OF STAIR RAIL INSPECTOR AREA PY PLANCK# CB950896 0CC :pp R3/Mi CONSTR. TYPE 'IN ,- LOT: STE: 619-434-78 TOTAL TIME: --RELATED PERMITS-- •PERMIT# TYPE STATUS 5E950074 SWRSD ISSUED CB951034 RETAIN ISSUED. RW960048 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** •. COMMENTS SEE LIST 4/30/96 DATE DESCRIPTION 043096 Final Combo 042996 Final Combo 031496 Interior Lath/Drywall 031496 Gas/Test/Repairs 022096 Interior Lath/Drywall 022096 Exterior Lath/Drywall 022096 Shower Pan/Roman Tubs 021696 Interior Lath/Drywall 021696 Exterior Lath/Drywall 021396 Insulation 020996 Frame/Steel/Bolting/Welding 020996 Rough/.Topoüt 020996 Rough Electric 020896 Rough Combo 020696 Frame/Steel/BQltin/ Welding 020696 Rough/Topout 020696 Rough Electric 020296 Frame/Steel/Bolting/Welding 020196 Final Combo * 013196 Rough Combo 012396 Shear Panels/HD's 012396, Rough Electric 012296 Shear.Panels/HD's 011996 Rough Combo. ACT INSP CO PY CA PY AP -PY AP PY AP PY AP. PY NR PY CO PY. CO PY AP PY AP PD, AP PD AP Pp CO PD CO PY Co PY , CO PY CO PY NR PY CA PY AP PY NR PY AP PY CA PY ND GAS TEST 2/20 . ND HOUSE SCRAPPED OUT ND HOUSE SCRAPPED OUT NOTES ON CARD SEE CORR 2/2 4 2/6 SEE CORR LIST 2/2/96 -t - 4 ' -a - ,- • •- .a 4 . 0•• - - . FINAL.BUILDING INSPECTION ,• ' DEPT BUILDING ENGINEERING FIRE PLANNING U/M 4PLAN CHECK# CB950896 DATE.-," 04/29/96 ? ."PERMIT#: CB950896 PERMIT TYPE: .-SFD PROJECT NAME: SFD-4035 -SF+630 SF GAR+1067DCK PLUS TEMPORARY POWER' POLE FOR CONSTRUCT ADDRESS •. 4- CONTACT'PERSON/PHONE#:MW/DANIEL/4:34-785O' SEWER 'DISTI' -5 CA . WATER- DIST:..CA 4 - • _'_4 4',4 ,, 8 - , ,_-.-.-, -• -• 8' 1 • , 4 5 . . 8. - INSPECTED • DATE BY: /4 INSPECTED '9 APPROVED '/ DISAPPROVED INSPECTED 3, , DATE BY: • '-INSPECTED: - APPROVED DISAPPROVED INSPECTED DATE - BY: . INSPECTED: * 'APPROVED- DISAPPROVED - I 4. . ~ . . , • - • . -. . 4 .4 ' COMMENTS: - '4 • . ': -------- . - . -It 1 • -. - F,, •.;,. -I I • ' '4 . - . . .. . , * ''.k~ - . . .. ''4 •.t • ''4.I' n '' 4' • ~4..- , '~ •• .. -- ' . . . . : .-• •5'__ *4 .5 •, . - - -..' *. - .. •, . - 4,- S.... '.* '8 4'4 I . , . z,. 4 • . - - - -- '4 - ---I . - -. 0, I,. , "•I • 1• ' I - • I . 'I . 'I ' I.. 4 -8 • *1, .4 'l' -. . •44 ,•4' * •_. . 4.. t• . 4 ,, I .., •., - ' ' '4 4~ 4 • '4' 4. -•- ' ._8 *. , ••. S,' .. ., -'I- • ~- . , ~- .• 4 I' ' I 4 1 4 2 - . . •• 4,4 , • 1~ ' i • ' - ' 4- a ••, - - - , :- ' . .,' . . '4 . ' _44 4 -• 84. 0_. '4 , ••~ - . .•-• - - -I - .' •.4 • - 5•.• . . I -. - . -.5 - . I ',,_,, I 4~•' . -. . . • - •--- : - -- - , -8 • • I - 4' - -• -. - -• '-;4'.I ;1 ... • • I • ~ . - • 1 1' - 'I •• * -. 1 •. . . . . 0 -• - I I - a. • p 0 10 I. 0 4 it FINAL BUiLDING. INSPECTION - 4, hO 0 __.._.___...__-_s—_; DEPT: BUILDING tENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB950896 •, DATE:.. 04/29/960 PERMIT#: ', CB950896 0 PERMIT TYPE: -SFD PROJECT NAME:. SFD-4035"SF+630 SF GAR+1067DCK -" PLUS TEMPORARY I PO,WER POLE FOR CONSTRUCT .0 RECEIVED 0 ADDRESS: 2.3-5-JE'EFERSON 2 — CONTACT PERSON/PHONE# MW/DANIEL/434-7850 MR 6 96 SEWER DIST:' CA WATER DIST: CA 0 0 L CARLSBAD CITY OF INSPECTED DATE 0 BY: ' / IN 6'-9 0 'APPROVED 0 DISAPPROVED INSPECTED DATE BY: 0 '. INSPECTED: 0 0 0 ' 0 APPROVED. DISAPPROVED 0 •, ,,, •, 0' 0 0 0• 0 0 INSPECTED • 0 0 DATE -, , 0 0 00 BY INSPECTED APPROVED - DISAPPROVED - 0 0 00 0 • ' 0 COMMENTS: ,,oL 4lCC. OAT&7O4/ 0 • , io .0 0 • 0 0 0 )• 0 • Oi'i sde...-.e.- 0 '92. * Foe 0 fr14,#V. -'4LC.. 0 (.'4$ NOT Q'..'." OW - - -. 0 • 0 • 0 ' • • 0' 0 0 0 0 -' 4, p, • ', 0 0 -. 4 - 0 • 0 '0 - •' 0 - 0 0 ,t-" • I4 4 1 0 0 0 0 4 0 0 00 -. 0 0 0 0 0 • 00 0 0 -• :• , . 00' I ' _ - - .a0 0 -. • FINAL BUILDING INSPECTION -: •tS ,•. -;:- DEPT BUILDING ENGINEERING FIRE PLANNINGcM WATER PLAN CHECK# CB950896 DATE 02/01/96 PERNIT# -r CB950896 71 vt 'J PERMIT TYPEO 4 SFD PROJECT NANE SFD-4035 SF+630 SF GAR+1667DçK ' PLUS TEMPORARY POWER POLE FORCONSTRUCT4 c 'ADDRESS:L2 -75JEFFERSON--ST St CONTACT PERSON/PHONE#: MW/ DANIEL/ -434785O/PMPLEAS5E:. SEWER DIST WATER DIST -: • S - - - - - - - - - - - - - - - - - - - - - - - -- -- -- - S - '1-- ' - --J • • --- INSPECTED DATE BY: • _• S INSPECTED: APPROVED'.S: •DISAPPROVED ' - S -S •S 1 INSPECTED DATE BY: INSPECTED: -. APPROVED - DISAPPROVED- 5.5 INSPECTED DATE BY INSPECTED r APPROVEDL DIsAPPRovEp ------------------------------------------------------,---------------------- COMMENTS: p • S - S . S • • - • •• 5.. - S • • r • -S., - - FINAL BUILDING INSPECTION - - --. ___ DEPT IN'ENGINE , 9A IRE (PLANNINGZP CHECK#: CB950896 DATE: 02/01/96 P RNIT#: ;CB95-0896 -- PERMIT TYPE: SFD PROJECT NAME: 'SFD-4035 SF+630 'SF GAR+1067DCK. PLUS TEMPORARY POWER POLE FOR CONSTRUCT ADDRESS C5JEF _FE RSONSTTT? CONTACT PERSON/PHONE#: MW/DANIEL/434-7850/PM PLEASE (—( P. 9y - CONTACT SEWER DIST: WATER DIST: INSPECTE DATE BY: INSPECTED:'. APPROVED DISAPPROVED INSPECTE -1. . DATE BY: - INSPECTED: APPROVED IS APPROVED S. 1.-I -S INSPECTED - DATE S. BY: INSPECTED: APPROVED DISAPPROVED ------------------------ COMMENTS: 5 .5 iz j3bJ) ,12 •• ,;- 'S - . . 5- . . . - . 5- - fl * 7375 j447 Led midIse Fl REPORT - FILE NO!_c 746-4544 .c JOB NAME. REPORT NO. PROJECT NGINEER 4- FIELD TECHNICIAN U CONTRACTOR * FOREMAN : EQUIPMENT WORKING rL 4 of- P(2t-A r-'Pc1 AL --r caLP, c::, LYPEOFCOMPACTOR bi DATE REM AR KS -- ,- -S F'- r- - Tt./ A-j P)ELL. SoL Pc~E3\( T4& jATCj,JS .)ST c>F rf ri—)t'Mt4)r A2.€ IP- Or l Dr.I o(2 'T4€. 4ç-r ei 2520 2 5 F. tôC 70 4W If ', oi— yel- i 5E) ' I- ___________ DATE HOURS CHARGED I * EsGil Corporation Professional Plan Review Engineers DATE AUG 22, 1995 NT U JU U FIRE JURISDICTION: CARLSBAD : U LAN REVIEWER 0. FILE PLAN CHECK NO.: 95-896 SET: HI, c. PROJECT ADDRESS: 2375 JEFFERSON ST. PROJECT NAME: SFR 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 forvvard to the applicant contact person. Thèapplicant's copy of the check list has been sent to: I Esgil Corporation staff did not advise th applicant thattheplan check has been- completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: H Date contacted: :: •(by: ) Telephone #: REMARKS / TBy: AL! SADRE '0 • Enclosures: Esgil Corporation' • GA LI CM GP TJ PC LOG. •. trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation Professional Plan Review Engineers' 4. DATE: AUG 21, 1995 ' 0 APPLICANT 0 JUR 0 FIRE JURISDICTION: CARLSBAD PLAN REVIEW PLAN CHECK NO 95-896 SET II PROJECT ADDRESS 2375 JEFFERSON ST PROJECT NAME SFR f The plà tansmitted herwith'have been corrected where necessary and substantially comply di with the jurisction's *********** codes 14• El • 'The plans transmitted herewith will ubstantially comply with the jurisdiction's 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 chbk 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 fjj 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; ' •• ' " DAN MUHE 4014 AGUILA ST.., CB, CA 92008. ' Esgil Corporation -staff did not advise the applicant that the plan heck has been corñpletéd. Esgil Corporation staff did advise the applicant that the plan check has been completed Personcontacted: .. • -'S - .5- - '•. Date contacted (by ) Telephone # M REARKS 4 By: AL! SADRE : Enclosures: -Esgil Corporation -• 5. - GA IJ CM GP PC 8/14 trnsmtl dot -. 0 •' , 4 '.4 . • 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (619) 560-1468 • Fax (619) 560-11576 - ..0 • 4 • • - •. r-. 0 •• -. S • 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" lectrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items 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 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans . C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Dyes DNo .; V' - ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208' . SAN DIEGO, CA 92123 . (619),5604468- PATE: JULY 130 1995 - El CANT. RISDI TION . JURISDICTION: CARLSBAD V •. D PLAN REVIEWER O.VFILE -PLAN CHECK NO.: 95-896 SET: I PROJECT ADDRESS: 2375 JEFFERSON ST. . . PROJECT, NAME: SFR 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 cod V when minor deficiencies identified below are resolved and checked by building department 'staff. The plans transmitted herewith have significant deficiencies identified on the enclosed chick list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your info?mation The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy Of the check fiskis enclosed for the jurisdiction, to forward to 'the applicant V 'contact person. V V •, - , V , . The applicant's co of the check list has been snt to: * • - PAN MUHE4014AGU1LA5T,CB, CA 92008 . V V •V .. . * 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: • - , ' , . . , V, ,• - V Date contacted: , (by: . ) Telephone REMARKS V V By: AL! SADRE .• V V V - Enblosüres:, '. . V ' * Esgil Corporation GA CM fl PC 7/6 trnsmtl dot V . V. -: •,. V ' CARLSBAD 95-896 JULY 13, 1995 . I PLAN REVIEW CORRECTIONLIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 95-896 4 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2375 JEFFERSON ST. FLOOR AREA 4035 STORIES 2 +BSMNT HEIGHT 27 REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 7/3 ESGIL CORPORATIOF'J: 7/6 DATE INITIAL PLAN REVIEW PLAN REVIEWER: ALl SADRE COMPLETED: JULY 13, 1995 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 ordinance by the Planning Department, Engineering Department, Fire Department or other departments; 4Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with Title 24 and the following model codes: 1991 UBC (effective 8/14/92), 1991 UPC (effective 8/14/92), 1991 UMC (effective 8/14/92) and 1990 NEC (effective 7/1/91) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 303 (c), 1991 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. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1991 UBC) r3forw.dot ' CARLSBAD 95896• : JULY 13, 1995 1 1. Please make all corrections on the original tracings.and submit two new sets of printsto: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619) 5601468. : Plans shall be signed and sealed by the California state licensed engineer, or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). S • 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1991 UBC, UMC arid UPC and 1990 NEC. 3. On the cover sheëtof the plans, specify any items requiring special inspection,in a format similar to that shown below. Section 302(ô). . REQUIRED SPECIAL INSPECTIONS . In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code; ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION .., STRUCTURAL CONCRETE OVER 2500 PSI 4.. NOte perrnanently wired smoke detectors have battery backup: •• a) On each story. b) In the basement, if part of the dwelling unit. • NOTE: Detectors shall sound an alarm audible in all sleeping, areas of the unit. Section 1210 • • S . 5 Ductless fans cannot be used in bathrooms if a tub or shower is. present. Section 1205(c) 7. Note that the discharge: point .for exhaust air will be at least 3 feet from any opening into the building Section 1205(c) 8. -Show safety glazing in the following, locations, per Section 5406(d): . 5 • a) Where the nearest edge of glazing is within a 24-inch arc of either'side of.,' • a door in a closed position (unless there is an intervening wall betweeh • the door and the glazing or if the glazing is 5'-0" or higher above the S • • .. walking surface). • S S S . CARLSBAD 95:896 . -. JULY i30-1995 b) Glazing greater than. 9 square feet with the bottom edge less than 18" above the floor and the top edge greater than 36" above the floor (unless,' the glazing is more than 36" horizontally away from walking surfaces or, if a complying protective bar is installed) C) Glazing in shower and tub enclosures (including windows within ,5 feet of tub or shower floor. 9 Provide 36" high protective railing for pbrches, btalconies, and open sides of stair landings Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom elements of a guardrail at a stair. shall be less than 6" Section 1712 For all interior and exterior cases on plans 10 Show how guardrail connection details are adequate to support 20 pounds per lineal Lfoot at a right angle to the top rail Table-23-13' Provide details and references 11 Provide stairway and landing details Section 3306 (b), (c) and (o) For all interior and exterior stairs Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximumand run 9" minimum . . Minimum headroom is 6'-8". Minimum width is 36" 12 All handrails, per Section 3306 (i), shall satisfy the following Provide handrail for stairways with 4 or more risers Handrails and handrail extensions shall be 34" to 38" above the nosing of .treads. The handgrip portion of handrails shall be not less than 1-1/2", nor more than 2" in cross-sectional dimension 13 Provide spiral stairway details, per Section 3306 (f) Minimum run is 7-1/2 inches measured at a point 12 inches from where the treads are the narrowest. - - . Maximum rise is 9-1/2 inches. Maximum-dear opening between risers is6 inches .,-Minimum headroom is 6. feet 8 inches. The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail 14 Spiral stairways may not be used for required exits when the area served is greater than 400 sq. ft Section 3306 (f) As shown the use of spiral stairs are not permitted CARLSBAD 95-896 JULY 13, 1995 , 15. Specify roof material and application. Chapter 32. 16. Note on the plans: "Attic ventilation openings shall be covered with corrosion. resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 3205(c). 17. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute' assembly, for openings between garage.and dwelling. Section 503 (d). 18. Per soils report, note on the plan the soils classification, and whether or not the soil is expansive. Section 2905 (c). 19.. Provide, a letter from the soils engineer confirming that the foundation plan, grading plan and specifications, have been reviewed and that it has been ... determined that the recommendations in the soils report are properly. ..'...lincorporated into the construction documents. . . . . 20. ' Specify embedment, size, l.CB.O. number and manufacturer of power driven pins and expansion anchors. Show edge and end distances and spacing. Section 302 (d). 21 Show foundation bolt spacing is 12" at ends and corners Section 2907 (f) •. • 22. Show I.C.B.O approval number for prefab fireplace. Also show the height of chimney above roof per I.C.B.O. approval or Table 37-13. . . 23. Note on the plans that' apprOved spark arrestors shall be installed 'on all chimneys.. UBC, Section 3703(h). 24.. Note on plan: Gas vents and noncombustible piping in walls, passing through three floors or less, shall, be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (c)., • : • • ', . . ' •• •, Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 1903. ' Show" an the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. •• .. 27. • Show T and P valve on- water heater and show route Of discharge line to exterior. • • ' UPC, Section 1007 (e).. • ' . • . ,' . • • • 28. New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush. Standard Al 12.19.2.11,H & S Code, Section '17921.3(b). • CARLSBAD 95-896 JULY 130 1995 . . . 29. Provide calculations and worksheets to show compliance with current energy standards. . 30 The regulations require a properly completed and properly signed Form CF-IR to be either imprinted on the plans, taped to the, plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. : 31. All energy items shown on the plans must be in agreement With the information shown on the properly completed Form CF-IR. . . ' 32. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". Show the make, model, type. and efficiency of the space heating' (or cooling) system.., . . .. .,. . . . . Provide fluorescent general lighting (40 lumens per waft minimum) in kitchen (not incidental lighting) and bathrooms. .. S. S 35. Provide a note on the plans stating "All new glazing will be installed with a. certifying label attached, showing the U-value." S New residential units must .be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093): Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is' not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical meahs'(city policy). . Incorporate the waterproofing details, where interior living space occurs below grade at the masonry wall(s). S • . S • , S ' • Show on the Title Sheet on the plans, the information required by the attached' Developmental Services Sheet 112383. '. Provide all stair framing, and foundation plans for both interior and exterior. . ." Show side yard stairs on A-2. Show all windows around the spiral stairs on floor, plans, per elevation plans. CARLSBAD 95-896 JULY 13,'.1995 •.' . 44. Identify master bedroom windows on both sides, on floor plans, with size and •: type. They are not indicated on elevation plans. . 45 Show the use of basement on A-5 Specify ICBO # on roof plans for the roof tiles. Show master tub window headers on framing plans. . 48. Show-glass block reinforcing on plans per Section 24070)4.- 49.1 Under foundation notes there are incorrect references to sheets S-9, 10, 11, 12, &13: • Call out: the header on thetriangular window in the basement, lower framing Plans, sheet-S-2. . . . Call out the scabbed joists on lower framing plan on S-2 with a connection detail to the tji's 52 What are the HD's behind the basement for, on lower framing plan 2 53 Where is detail 58/S-7 as referenced on S-3 above the entry? • 0 54. Show if the tji's.:are being notched for the spa; ifso,how? •• • 0 Specify where all the details on S-5 and details 46, 50 & 52/S-6 are referenced on plans? Please be specific; do not respond by stating: "See plans", or: "Plans 0 • 0 revised", etc. • • 0 • 0 .00 Specify where details 14, 26, 30 through 46,'52 & 54/S-7 are referenced on • plans? • • • 0 • Specify where 22, 24, 26 and 40 through 50/S-8 are, referenced on plans?. 58. Specify where details 16 & 22/S-9 are referenced on plans? • • . • 59 Delete all irrelevant details on plans 60. Note the ties on detail 16IS.9 are within the top 5" on the pilaster and the first tie • •• is within 2" of the top.' •0 •• 0 •, •• . • 61 Note on detail 42/S-9, number of bays with blocking and nail size and spacing CARLSBAD 95-896 JULY13, 1995: . •..,. 62. Specify the shear panels around the spiral stir tower on framing plan, or oh' details such as 52, 54/5-9, etc • - ' 63 - i Detail 30/5-8 as referenced on S-2 at garage s incorrect There is garage joists here instead on deck joists 64 Specify the A-35 spacing on 521S-6 This information is not provided elsewhere 65 Identify all the retaining and restraining wall conditions on S-6 66 Provide complete connection details and references for top of the concrete wall onS-6' 67 Note the wall shall be shored and cured before then top slab is added on restraining wall detail 4 68 For retaining wall note the wall will be cured and back fill will be compacted . . . before the framirg is installed. 69 Show the clearance between the interior wall framing and the retaining wall 70. Pull out all the voided or omitted structural sheets regarding, joists, beams and other framing calculations in the submitted package 71 Remove all thècalculation that have been repeated two or three times. * - 4 ,•. •. r 72 There are a few cases of beams or .,other framing members that are not found on the schematic and vice versa 73. 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. , - . - • -. • • 74 Please indicate here if ary changes have been made to the plans that are not a • result of corrections from this list. If, there are other -changes, please briefly. describe them and where they are located in the plans .• * . •. .. - .- . . Have changes been made to the plans not resulting from thiè correction list? Please indicate L U Yes U No . 75 The jurisdiction has contracted with Esgil Corporation located at 9320 - . Chespeake Drive, Suite 208, San Diego, Califonia 92123; telephone number of 619/560-1468, to perform the plan review for your project If you have any, . - .-- - - 4 - • - .. - . .- • • • -. _-* - 4 . .-• • . . 4 .-., - • . - - . --- - CARLSBAD 95-896 JULY . 13,1995 .'. VALUATION AND PLAN CHECK FEE . T JURISDICTION CARLSBAD PLAN CHECK NO 95-896 PREPARED BY AL! SADRE DATE JULY 13, 1995 BUILDING ADDRESS 2375 JEFFERSON ST BUILDING OCCUPANCY R3/M1 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION VALUE (sq. ft.)' - MULTIPLIER ($) LIVING. 4,035 . 78 - 314,730 DECK 1,067 11 11,737. GARAGE 630 - 22 13,860,. •' . ., . Air Conditioning Fire Sprinklers • . TOTAL VALUE • •• 340,327 - I. .•.- - •,• - i Building Permit Fee $.1,483.00 Plan Check Fee: • ' - $ 963.95 Comments: - . •• • - . Sheet 1 of 1-" - •- . . - - - valuefee.dot •,; - ,, •. . - • -. - • . , I - , / I -• _1. . 4 . .• S. - •.: ', CIrty' of C"',-'arlsba'" 7.z) d: / BUILDING PLANCHECK CHECKLIST DATE /z-q/g-C ' PLANCHECK NO CB BUILDING AbORESS: 37~s ,Y1 PROJECT DESCRIPTiON: .5A— •..' ASSESSOR'S PARCEL-NUMBER: /-3-./p,-/F EST. VALUE___________ - - 1. •*79J 7• 1r : -' - - - . .-• ENGINEERING DEPARTMENT. DENIAL APPROVAL see the attached report def*cienciesmwked /The item ou1 have submitted for review has been with 0 Make necessary corrections to plans or, ,/ approved. The approval is based on plant Information specifications ç,p4lanc.-wfth-apücable codes an, and/or specifications provided In your submittal; theretors atandardsSibmit-correct plans and/or Speciflcations any changes to these Items after this date, Including field -ioiFiomce for. review. •j modifications, must be revied by -this officeto inutS is744 0 continued conformance with applicable codea Please ( .- review carefully all comments attached, as fallur to - ; compIywItfl Inatructlons 'in this .repoñ.óan result In : .De: suspension of permit to build . / L...iARIght.of-Way permit required pdortoconatructlon By: Date: of the following improvements: ) 5 By 4 4 - J 1.' • ATTACHMENTS, ENGINEERING DEPT CONTACT PERSON Dedication ip'catlon 1' Dedication Ct+)kW 12 Improvement ApØcatlon -' ie -. - •-:. - S Li Improvement Ctiecktiat I 4 NAME________________________ .1 4 L_l Future ImprovementAgreement...A, of . * City Carlsbad- , . .' ' 5 Grading Permit Application . ,'- ADDRESS: 2075 Las Paimes Or., Carlsbad, CA 92009. ' 0 Grading Submittal Checkilat - - PHONE (6 J91 438-1161 Ext. - i. . : •' -' Right of Way. Perm* Application _4_ . * -. -• 1 •, . 7. , .4 4.. S '4 S . .• . : Li Rlgtn of Way Permit Submittal Checkl .. - Information Sh.at ' • • . .5. - .4 - 5 I S . S i I . • . - S - - 4 - . 0 Sewa Fee lnfornatlon Sheat- - .. -' .• -. -• A-4 P Doc5cHxLs1\eP0001 FRM .- 4 av W11 1/94 ' 4 -. •'. 2075 Las Palmas Dr. ..Carlsbad. 9A 92009.1576. (619) FAX 9) 438-9894' ,38-1161. , - - 4 - BUILDING PLANCHECK CHECKLIST SiTE PLAN -j 2n9/3rdvl Xlit%/ 0 1 Provide a fully dimensioned site plan drawn to scale Show (North.Arrw-. D. Property Lines Easements / '-0 Existing & Proposed Structures E Easements C Existing Street improvements F Right-of-,Way Width &'Adjacent Streets )1.' E(,, 0 2 Show on site plan JA O P''jP / )K A Drainage Patterns C Existing Topography Existing & Proposed Slopes F • / Gil' 0 0 3 Include note Surface water to be directed away from the building foundation at a 2% gradient for no less than 5 or 2/3 the distance to the property line (whichever is less) [Per 1985 UBC 2907(d)5J On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge oithe inlet of an- approved, drainage device / a minimum Of 12 inches plus two percent* (per 1990 UBC 2907(d)5.). O 0 -I,- - 4 include on title sheet A Siteaddress / B Assessor's Parcel Number C LegaJDeciiptlon For commercial/Industrial buildings and tenant improvement projects, include Total building square footage kith the square fotage for each. different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXIS11NG PERMIT NUMBER DESCRIPTION 1• - . . . - -. a - -. - . •. . . - r . .. . -- - c. r L p.woc,c*4IcLs1\Jp0oo1.F PeQs I d 4 !'rV I BUILDING PLANCHECK CHECKLIST DISCREMONARY APPROVAL COMPLIANCE. 1 sW 2 3rdV 0 D 0 5. Project does not comp Iv with the following Engineering Conditions of approval for Project No. 7'4~ A'9t'-o /) fri) 27I79 ç Conditions were complied with by: Date:_________________ R DEDICATION REQUIREMENTS ' D 6. 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 Code Section - 18.40.030. ' Dedication required as follows- Attached please find an application form and submittal checklist for the dedication- process. Provide the completed application form and the requirements on ills checklist at the time of resubmittal. Dedication completed by Datö:__________ IMPROVEMENT REQUIREMENTS 7a. All, needed puIic Improvements upon and adjacent to the building site must be constructed at time of budding construction whenever the value of the construction exceeds $ , o--z -pursuant to Cods Section 18.40.040. Public improvements required as follows: /A V4 E /4,e17) -77"r- --, - /-k__, -A A l(i.J. i -PIeha a registered CMI Engineer prepare appr ement plans and SUbnit4mogether with the requirements on ad checklist for a separate plenchsck präss through the Eñginee paftent Improvement plans must be approd, appr ritles ed and fees paid prior to sssuance of permit / Attached please II appli form and submittal checklist public improve equirements. Provide completed applicatlonA6rm and the require on the checklist at the time of bfttal Plans signed by: PY)oCMCHKUnMW=MJWM Pap 24 REV OW1I/W -. ( I BUilNG PUNCHECK CHECKUST t/d/ Zd/ Lf U U 7b. Conuction of the public improvemerrte Mai deferred pursuant to code Section. /j 18.40. Please submit a recent property title report or current grant deed on the 1 property and processing fee of S. . - so 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 iinprovemeñts required, as follows: V. V. . ----------- Improvement Plans signed by: Date: V 7c. Enclosed please find your Future Improvement Agreement. Please return signed and 1(1 , notarized Agreement to the Engineering Department. . V V / Future improvement Agreement completed by Date: I ..• . .. V o 0 -11 id. No Public , ImprovementS required. SPECIAL _NOTE, _Damaged'or defective V V improvements found adlacent to building site must be repaired to the satisfaction of, the _City _Inspector _prior to occuoancv. ' .. • V GRADING_PERMITREQUIREMENTS V •V V The conditions that Invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code. V . 0 0 8a. . Inadequate. Information available on Site Plan to make a determination on grading requirements. lndüds accurate grading quantities' (cut, fill import, export). V 0 0 8b. Grading Permit required. A separate. grading plan prepared by. a registered, CMl V Engineer must be Submitted together With the completed application form àttacheci NOTE: The Grading Permit must be lssud and rough grading approval obtaifled prior to_ issuance _ofa Building _Permit. V . Grading inspector sign of! by i-' Date V 0 13, Sc. No Grading Permit required. V V PDOc$\CNKL$1\BPoOo1., Pap 3 of 4 REV 061111W _____-• _-•V _.: . - . - - 4 - 4. t - - :- r ,t BUILDING PLANCHECK CHECKLIST -' 4 .. -. 4 - .l,___. ,• MISCELLANEOUS PERMITS •. lsjd 2nd,/ 3rd' -, • •'• - 0 9. A RIGHT-OF-WAY PERMIT is required. to do work in City Right-ot-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieihg into public storm drain, sewer and water-utilities. - .- -. ,- Rig 'ht-of-Waypermftrequired for - :- - 4. - 4 •.. 4.,. $ - .$ -. A separate Right-of-Way permit issued by,the Engineering department is required for4 'the following:- 1 10 A SEWER-PERMIT is required concurrent with the 6ui1d1n9 permit issuance. The fee is noted in the fees section on the following page ii.rINDUSTR,AL.. WASTE PERMIT is requiród. Applicant must complete lndustrIa (Il cI • Waste Permit Application Form and submit for City approval prior to issuance of a r° .. Permrt. - Industrial waste permit accepted by Date . * -., - .. , - "T- - -4.. '4'. . 44. •, • 5*_ - 4 . . -. •' . 4$-, 4. v__ • - .4. •- . 4. . . - . 4. -. 4• •j .4 S - 4. - _z - -.5- .• - 4.. - . p.- •5-- •. 4 . . - - 4. -4 4. , - - . * -- 4,. )'_-•4 •• , .4. 4' .. - .4. 5 $• - - . .. • I - 4.- I 4 4. - - . •-•. . . 4. . $ '-- - * - - '4. - S • . 4. - - - -5 $ .5- 5 444 r RVOS/11/S4 - - ENGINEERING DEPARTMENT ENGI NEERI NG REVI EW SECTION FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. V - Address: Bldg. Permit No. eLi' 95 Prepared by: Date: Checked by: Date:_______________________ EDUCALCULATIONS: List types and square footages for all uses. Types of Use: /i SR./Units: S / EDUs:____________________ Total EDUs:_______________________ ADTCALCULATIONS: List types and square footages for all uses. Types of Use: Sq._EtJUnits:_______________ FEESREQUIRED: PUBLIC FACILITIES FEE REQUIRED,)'YES 0 NO (See Building Department for amount) WITHIN CFD: DYES (no bridge & thoroughfare fee, XN 0 reduced Traffic Impact Fee) ADTs: / Total ADT's / 4 1.PARK-IN-LIEU FEE PARK AREA:________ FEE/UNIT: X NO. UNITS:_______ 2.TRAFFIC IMPACT FEE V : D-Rs/UNITS: ,1 X FEE/ADT: f2 BRIDGE AND THOROUGHFARE FEE / ADT's/UNITS:___________ FACILITIES MANAGEMENT FEE SOFT.:______ V5. SEWER FEE PERMIT No. :-9c EDUs: / V X FEE/EDU: //" BENEFIT AREA: /2 DRAINAGE BASIN: _ 7 EDU's: X FEE/EDU:_______ X6. DRAINAGE FEES PLDA /9 ACRES: _LL19, SEWER LATERAL ($2,500 DEPOSIT) WATER FEE EDUs: X FEE/ADT:_________ ZONE: / V X FEE/SOFT.:_______ HIGH fLOW______ X FEE/AC: /57 X FEE/EDU: / V TOTAL OF ABOVE FEES*: $ f3 *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. P:\D0CS\MISF0RMS\BP0002.FRM REV 01/04/95 Site access to requested lots adequate and logically, grouped Site erosion control measures adequate. rc' ad q po.J Co".,erod 3 Overall site adequate for health, safety and welfare of public 4 Letter of request for partial release submitted 5 81/" x 11 site plan showing requested lots submitted 6 Compaction report from soils engineer submitted -r L Engiheer Of work certification of work done and pad elevations. ;Geologic engineers letter if unusual geologic or subsurface conditions exist 9 Project conditions of approval checked for conflicts 10. Can' 'water, be installed prior to bringing building combustibles on site ±00, 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 D Partial release of the site is denied for the following reasons Projé6t Inspecto Date Project Engineer Date Seni6r Inspector Date H \LIBRARY\ENG\WPDATAUNSPECP.FORMS\PARTSITE ERM PLANNING CHECKLISf . Plan Check No / Address '3 75 1x')-7 Planner _ Phone 438-1161 ext. . '-/1' •7/. -I - (Name) . .: APN: .4.- Type of Project and Use : Zone - Facilities Management Zone 1 4 , Legend 4 . .. 5 5 5 * . . Item Complete El 4. Item -Incomplete - Needs-your äctior- ' .. . 1, 2, 3 Number in circle indicates plancheck number where deficiency 'was - identified . (Environmental To Review Required YES TYPE - DATE OF -COMPLETION: Compliance with conditions f approval? If nqLtte conditions which rquire action. Conditions of Approval (2)JI*) 1'ooc LL 44.W'flue .OI\ 4() :3. .g.3 01c1ö I] E?f Discretionaxy Action Required YES NO - TYPE APPROVALJRESO NO 'V/n DATE - -T-3— PROJECT NO. )7L2fl ' 9- 17$ , •' '4 . . . OTHER RELATED CASES:- Compliance with conditions,of approval? If hot, state coiditions which require action. C9pditioris of Appipval 9_z2/ _1L-._'z ( 44 - A-:( -n . . - .! - .-•i - []IJ 0 VAJ California C6a1 Co TPr t'RáuIred'YES NO ... .bATEOF(AL: . San Diego Coast District, 3111 Camino 'Del Rio North, Suite 200, San Diego, CA 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which ;equire action - -, Conditions of Approval - 4( /.. . .• .• .- . . . Landscape Plan Required YES See attached submittal requirements for landscape plan s ,Site Plan: FO I ( 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property Iffirs, ,easements, existing and proposed structures, streets, existing street improvements, right-of-wa y w i d t h a n d 1' c dimensioned setbacks. S I] I ] 2. Show on Site Plan: Finish floor elevations, elevtions of finish grade 0 adjacent to building, existing topographical lines, existing and p r o p o s e d slopes and driveway. I] I'D . . . .• 3. Provide legal description of property. . . . do . 4 Provide assessor's parcel number Zoning - 1 Setbacks Front: . . Requied Sho Int. Side: . Required - 75' Shown '7.'5' Street Side: Required .5 Shown 2-4- Rear:) Required /5' Shown f] "D . 2. . Lot coverage: Required . 6,9 Shown 110 . 3... 'Height: . Required .. 35 Shown 3.) 4. Parking: Spaces Required r1k.Sho*n Guest Spaces Required . —Shown.______ -. i4Ad4*'tional'. Co- mm ents; jj (1t\ g-ce m r) OK TO I IL . SSUEAND ENTERED APPROVAL INTO COMPUTER C ) j-- DATE - PLNCKFRM 4' STRUCTURAL CALCULATIONS Project: . . .. Muhe Residence . . .. -. Engineer: . Schmit Engineering . . . . . -. . . 1965 Rohn Rd. . .,, ... Escondido, Ca. 92025 . . (619) 743-0592 1. .. . Code: 1991 U.B.C. . . . . Date July 1, 1995 TABLE OF CONTENTS . VIL OF C Diagrams....................................................... 1-3 Bld'g Loads .................. .................................... 4 . Roof Analysis ............... ........................ .............. 5-28C Floor Analysis ................................................ 29-57 Foundation Analysis .......................................... 58-64 .. Lateral Analysis ................. ............................... 65-73 C. 0 t EfT 9EiEfE t :T :LY 7 Ft : :::9 - :: : - 44 ±Lt•: 171 J1141 71 M140, tcb . J. Ft :fl IW JJ] ti U:U1 iJ tfl E Eft4)4 UL4jrtL I' IL J:rf:: 1i J± ft E4Tfl m, ____ - - -J iMHjhTiTttt1jttrhThtrt --i--t-t-I-h--i-r----r - V ) 3 37 Itt II I V$ • ;• I :3 ? C) 14. 4-4 Ell I I • L. H 9" NL ZIN I .... '...4\ / N . k c\\ N - I i • I .• i,fli\ \ y ' I h 1p 4 • JKAJ •i N ThI• {1 •• ICNI t I 2 1'.# BuyUno :;o SPECIFICATIONS AND INSTALLATION LGESTEO -'- - biotOfl kill mortar bcd cvoi pieit emulsion to! lire ralaci rienni or diro.;Uy Orr CIFCATIONS ,,'"'. aiil'awiace for nortiie rtqd prielt, with oivisiO4 4-MASONRY • no tur,owir, use rubbirT mtttil 10 tat: unila SECTION 04270 GLASS UNIT MASONRY into position -do nol usct sleet Ioe on Deecrptlonof Work: Fvrnhi.hfllDboYafld Ieaa bioa iQr pdiutrnants. Set each couree of gloss bIc5 In lull moritir bed, tnttei1aIB to 1U818fl glose block aytcrn as with no furrowing. Xcrp expanaotr strip ., dei,IIod and specified, complete with ex- '4,.. Iht tree of mortar, flake cvi Joinl ponsc strips. packing panel relnlorcIn. In. to accommodate atant and p.rt1ing prrel anChOrs, asphalt emualon, and oihr '" rnorlar and brush raked hint 061Y4. R1 Items necc inry Ic compleie the Inatlie. ''' raked joints with pointing movior, 0tun lion. Work not covrd s a pert Dl the In- and working Into voids, and newly (er. tevi- of the glees block system is the - lace to concave Loint befote pr pwatlQn of structure tar glass block achieves final set, ror nort.rA(c tstela pnI, $t)Pt as thee, etlller,ers, fln'es toot joints Concave. SB work progr9 TD, to allis, rtd IlphIngS, ecet where epeciflo • uniform sppeaense, In this SOOliOlt . - Placing Anchors arid qInIorcmnç;: Bend 5OisrlB Close OVkFNOCbn. '" - panel anchors within eponslon joint, space 16 In. apert vertically to cotrrcldi with partially evacuated, hol'ow gtflss ma'onry ,,,. .,- unha permanently seated by h4.fu.cd ,- / panel relnfoicirr. Bed panol neilirs In KIM. Color is clear, bronze tin, or çrr,y lint: ' • —'-.-oc-a mortar lolrtt of glass block pnoi Will mini- sire: —in, ir _fr a •trr. thick. / mum 12 In, of entr c(9nd1n9 mu' glass Pattern: - -.6olnrta Gloss '' bloctc joint on lop of pnl rin1 icIng. Block by Westerwaid AG, IAN Place panel reinforcing In IwrlzQnt;iI loinla tortnr: Masonry cçmcnl - ASTM O1glCss block panel on 18 In. çpnlrl,p er- cfly. Cohilnuous from side to aidf. t.ap white, for hl ph strarrclh uto: po'tirid ce- rcIntorcln minimum e lit, I merrt4BTMClSO,T'pn t *aritc:hydratod ppnqf • lIons at Insufficient length. Do not t'rtdVn tIme - ASIM C207. ypo , hi9h-t.Olcium expansIon Ioirrl with partsl relnlorck r;. Ap. C144: Integral weierprooier use mtnilc- •••• row, and prea pnl rOiniOreing inic I ,ortar pressure hydroted dolomite; sand-ASTtv r.v ply hail width ci mortar In joint. do 11)1 fur. reirrlcrcing and lay next cQrq a, Olese Stock Accczrorit: I ' '.!IM n'• nnp! 'I encrtos - No, 20 ca porforalod giats blocks are complete, pccvratsty block, IUUy bedded, with no lvrroun ot seet strips. 24 in. long v w4 In.with 2 oisced and dImensioned. Clean ylprs motGr. In. long rounded able and alternating biockoltoteigrreubs.tancesto Insure Dorrd' CleanIng: Use wire brush 19 Iiphiiv 69- motel los on aIdes 01 strip: expenalon sirips- In9 with merler; Coordneie placement of lodge extra materials from loco cii b!ock dense Iibroue piese bait tot lambs and she1 charrnct:. • OrrO edges or joints. Use steel wci:t to re- hands, In. a 4V, lit. k 24 In. to' three con- 5ir11r110r1;.pnnni double wire BIII'Suriace: Cover sfl! ares with heey move mortal trim horn lace of gias! block, of wopare fle; wlr having 2 cai c flpht Cmurl t ee(veeeh(md Do not scran ar tub joints. Apply v;arre.. allri ;or, 'anta(s end eteclricsly welded cross brkrtor tire rrrcd pnr;bF yeMs and pettan! coetin eoru'ar intervals, galvanized lw to dy beore piricing mottr. Mhere' irrg block. t° m)rr Joints I,. MlBee'ous ccesrortas: Ahtl expsnvitn tip In p!rc lnd And Sealant: Tape eur! e'Oigoss blokUaing5.. utionKaineck Chern;ce Corp. Model arrtts using esptm?i emv!slbn and Inriura dud tape 0' similar maiarfat IQT 'ni(Orrr'. i' Knieti0O, w81e'-baseci asphOil emui 2; trips extend to ciii In Cider.tolsalalo glass r,oalsnl 9peBrbflde. lnal8il sealant bck- sian; pecking - poiyeth)'.one learn, block pAnel horn adjacent ontriôlion. Ing ,c.dln.otrri to ftouirtd depth. Ac. ylot prena. Or 1111cr Compatible v111h joint sosient; Mortar Mixes: Mix Ironer mtertals mini. to Iinl 4nd tol concave. trtrnove sealanj non.sletn!rrg, wIcrprOOi joiht mum 3 minutep with maximum amotritu of tape alter (nilisi set ho been schie'#d. aeelprt; water rapeIler Ctinp - solvent watrrr to pleduce wor1ab'e consistency In Icnces:JeintwicJtrt-unitormIy' ri. C 14 type penetratIng creer. rnethonical blth atteer, to comply with ln, vanrttlon from piano of unit to adlacani $kSTM CVO. Fr Rated Penels-Type S 1 unli-maxirnOrn %r In: ariatlort troi panel INSTALLATION OF part masonry corr)ent, t/ part portIari Ce- to plane-mBY.tmnumn '/,c In, meni, ear.d minimum 2'4 to maxlmirn 3 SOLARIS GLASS BLOCKS times vorurrie of Compril Ncn'tu, Rated Panels; I part Masonry ccmeni. /a part porl- Ask tm dtolICd Design Qulitsilnes, • Preparelborr: Verily Itrr ft iilt.lr, land cement. hpanl Irma, sarrd mli's. /. to Suggested pecliIcaUone and iitlln. .: pocket r chases to receive mac. 3 times volume t comani rind limo. lion Outline. '/.- •• -.-._ The dstc .nd OU%liflt! 5bOv5 are to the 1s551 çt our krsawladgc calmed, W. since hits IrtetaIralions mdri, the acearo'Ic's used ond the cirturt,btenoee L'wervef lit tho mppflcsticn of ow podudts are not svpereed of con trolcrd by us, no 0xpres5ed or Implied weire.IlIy or r€drrO5'r10110n, either to merchantability Or Illness. 18 marts with rxpet to the poriormnerice or reuhtt of Sny tastaflartersa oonte!rwrp Wotcrwold'i produ'tC encepl tot the hete pfovirioq. -. watEs I, (C$ LU I CUT -CUT MA MAAK( -- - — II 'I OUEMSOfl . . — L IL]E F IrL. y Tr-r :I Im • dr — Id . I • — — ;Tz.: ill -•t c. •.: .- . :POT/i13L __ — • __ . _____ _____ . . - . Cfo2. WITH (4)• 'Lrs i-ro vwx'. UAF AAT1t :r I1HTAN ArAL ORCE DIMENSON It.ENI `\07UT O550, M1G4 01 TITLE /OUT \ GUARDRAIL MAMC MARK Li t WT OdU 40- 6 .- •- .• .• :. . :•;-. X. 3 - - r - 3 . STRUCTURAL . . '. CALCULATIONS . . - . Project: . Muhe Residence Engineer: Schmit Engineering., . 1965 Rohn Rd. Escondido, Ca 92025 (619) 743-0592 Code 1991 U.B.C. ofESSi I'S ate:,July 1, 1995 No 35417 'fY76 Diagrams............................................. ........... 1-3 Bld'g Loads....................................................4 Roof Analysis..................................................5-28C Floor Analysis ................................................. 29-57 Foundation Analysis.........................................58-64 Lateral Analysis ............................... ................. 65-73 SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 rjhhi"t"t :-' 11TI I r-h'-- T 4 - 1—r1 4 jTt tt t -- r'11 Ttt1r I i-jri - T t tT0L±t't ' i :i4TTf 11td tt tJuii iTP4 J 4iT t Project By T.S. Date _ Sheet No. Of Subject ,Q0 F D)AM/),.Job NO. EI 1 ±1 F11- I TV L: I tir F13J FEJ 20 _17- 14 ?1' 'l ftff t__1: Itt - L t :-{ Wit-I L24 _Trr!4- -1 R- - 0 14 .4 t' t J -u.I LL I •Ki1_ j_,_I I. - I- - ' - ,/ -- .• _4___ - - . . 0 - r r - - - +1- 4 I 0 - - --.--, -- - L • - . -.-- - - 0 • • 0 4 1 _. ._._. • • F- 4' ' - /QF DIrrtr)-I 1.1 - -- t -• __i F 1 :-J I 1 • - L. L -- +it 4 '_7 t:. I)4 J 1i_i0I r1 - - LIL.JL__LI_1L....3OLIL F ' H-i-+4--- -i 44.L4 I_LI_i 1-! H- i--H--, L iTttttiiti rfl nj±i.y I ±ftTht t LLL' I4444j. L.LL4.. LL all, L4 L ILLL4_L 44 J4 LJ Z4 SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project By -Zfl . Date - Sheet No. Of Subject ,FL9Lc5 D/çfl/Job NO. ±t:4 4±j: 1 r---4-i-H. '--'--- rr I t .i ThtTL r 1). =L r }k FIT T-F Tli 11 . I; :t:'-': 4 . - - . -f--.-4 '' ' . '-4-r--'r ' •---f -' : --tH --4-1--*-. -' - -1--I-- - Li._ ,... . '- ---I -'-.-4 -•. -.4. . 4'-f'---i----j - -f t 1 L - ;-F -- 7 t 4 t 4 -+ -*-- i t-I- - -- - I-- -t..74 - . t. - 4• ' ----- -4 'T---- - + T - 1 H ftL 1. -11 SCHMIT ENGINEERING Project STRUCTURAL DESIGN By Date1/2-s-Sheet No. Of - 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Subject F'-'-- /'21 Job NO.. L7 fi - JjJt - ftr4 -itr t TfTtq4t. fli .t4: .:t 4j zri4.iJj 1-4 T:tfttjt 4L..j HET EHu1 iH LI tHrL±th 4. -j+f_LLf f ELL4jj -. i4.- t4 t4 4.1 fl Ti t r1- T---H r-rtIO-f- ttj-h -- 1t1 *jr: 4: L4rr so r -. --- - .4.. H - - -I - .j4:4 iT:.tIt. fftT1:, Li L :4: * - _.. - • . . -. - -r 4 '- .• .t .•-.-- 4 - - - - _ • - - ETH . . : :. i j i jj..I • t :tt:;t . 1..__.. - - - - - ti 4: T ..4j-..4..-f __i1---Tfi-__rt f21 ___ Ht' t L,-..LL,j _• tit ______________________________L SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite w By - Date _ Sheet No. .it o San Diego, CA 92127 (619) 673-1612 Subject L_DfliDS Job NO. _____ ci C, O79 0-psi, : 4 1•— - -- . 4- . - -. 4_•4• - f4 I 4,3 t -IH I-. )A ruL : •. -t--•-1 --- - CLCJ . -, - 11. I -. 1--t•-- - . L1 r---. '-r - - -• if LLCD 2n-1 n Lo tL-L -4 O 71 f- r-- r j - UJI, SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 :;H i FF1 Project By Dat/5. Sheet No. Of Subject 2-00 r— Job NO. __ h±ET[TjET I 2.c:1[ IA .Jz i± r 1.z Z- 5 t. .• t. : - - -[!- • - rt ',- .- . l-.-.t-.,. '-- •21.73' 3 •. .L-1_..... .,-_-. - - -- .. il-- LL -H • - •.• . . L. .. •_, -. L 14. - ':;.';Y:..us 4 T . - • ..1 _____________ 1 - _i • - . -f f-i---•-f "t - -- -t t ---' •-1 • •--:-r----- - . .T ZcLT. 11 * 1 4 - -- - - - 4• + - - ry â32x1 S)(5)3 () 35 j 1 - -4- 4 . 4_.i.____+ - .- • •-- - - I • -i - I I 4.-- 4- --'-- j---r-i' ---. ---1-'- 1--- til 11 41+rIlfjH*+t 1' 'LII4H 41flf - - L .ThL SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project / By 'S Date 5 "25 Sheet No.Of Subject ________________ Job NO. - - I I 5t4 it e I G 3 JL7Z /0 2 1 ,el I 4) 60 CD /4 D TOPsr :: • . 'Ti ft '1 14,-- _______ 7 05-09-1995 'J-Spec(TM) ' '. Page 1 o i 08:17:55 114.41 145010250 1001 TJSPEB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 Roof Deck Joist .• Name: John Schmit Project Name: Page Title: - Based on Allowable Stress Design (ADD) UBC building code for TJM products available through Distribution(Residential)' Application ........Floor - Res. Deflection Criteria (MR) Member Use ..................JOIST Load Classification .......Floor LL Defl TLDefl Member Top Slope(in/ft)... 0.000 Load Duration Factor.......1.00 Span 1 L/474' L/240 ' Roof Slope(in/ft) ..........0.000 Live Load(psf) .............40.0 .'• Floor Decking ...................0 Dead Load(psf) ................20.0 - Repetitive Member Use .........Y ,' Reinforced-Overhangs... N/A LOAD: Class LDP Begin End , Live Load Dead Load, Comment 1 Conc(plf) Floor,1.00 5'. 0.00" : 40 100 Add -. 2 Unif(psf) Floorl0Ô 01 - 0.00" 5'- 0.00" . 0 " 20 Repl 3 Unif(psf) Floor 1:00 5'- 0.00" 131 - 3.00" 40 240 .Repl : 14" TJI(R)/35DF JOIST @.8'.O".o/c 19'- 9.00" ----------------------------SIZE ANALYSIS - A S D ------------------------------- - - -------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member.. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 999 999 < 1710 171% LT. end Span 1 under Floor loading Reaction(lb) 999 999 < 1160 116% Bearing 1 under Floor loading Moment(ft-lb) 6716 6716 < 7405 110% MID Span 1 under Floor loading Live Defl.(in) - 0.143 < 0.500 L/999+ MID Span 1 under Floor loading Total Defl.(in) 0.778 < 0.988 L/305 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 999 961 Live(lb) 167 253 Required Erg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 41 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. E3, 05-09-1995 TJ-Spec(TM) Page 1 of .;1', 08:15:13 .• v4.41 145010250 1001 TJSPEcB Schmit Engineering.. 1965 Rohn' Road Escondido, Ca 92025 USA Phone: 743-0592 Roof Deck Joist Name: John Schrnit Project Name: Page Title: . . Based on Allowable Stress Dedign (ASD) UBC building code for TJM products available through Dietribution(Residential) Application.........Floor - Res. Deflection Criteria (MR) Member Use ..................JOIST Load Classification .......Floor . LI., Defi 'IL Defl ' Member Top Slope(in/ft)... 0.000 Load Duration Factor.......1.00 - . Span 1 L/474 L/240 Roof Slope(in/ft) ..........0.000 Live Load(psf) . ............4O. Floor Decking .................. G Dead Load(psf) 20 0 Repetitive Member Use Y . . .• . . , , . .• . Reinforced Overhangs-..........-. N/A LOAD Class LDF .- 'Begin End . LiveLoad Dead Load ,Comment 1 Conc(plf) Floor-1.00 S'-.—,0..00" 40 100 Add 27nif(psf) Floor 1.00 0'-0.00" 5- 0 .00i 0 - 20 Repl •• -. 14"- TJI(R)/25DF JOIST @ 1-9.2" .0/c. 191 - 9.00" - SIZE ANALYSIS - ASD IMPORTANT! - The analysis presented below is output from software developed by Trus Joist MacMillan(TJN). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control • . - Shear(lb) 964 • 964 < • 1710 17796 RT. end Span '1 under Floor loading Reáction(lb) 964 964 < - 1015 105% Bearing 2 under Floor loading Moment(ft-lb) 4842 4842 < 5564 115% MID Span 1 under Floor loading Live Defl.(in) 0.390 < 0.500 L/608 MID Span 1 under.Floor loading Total Defl.(in) 0.663 < 0.988 L/357 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 836 964 - Live(lb) 400 608 Required Erg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 32 - Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TN) is a trademark-of Trus Joist MacMillan. 7 05-09-1995 TJ-Spec (TM) Page 1 of 1 08:15:25 - v4.41 145010250 1001 TJSPEcB Schmit Engineering 1965 Rohn RoadL Esâondido, Ca 92025 USA Phone: 743-0592 Roof Deck Joist - Name: John- Schmit Project Name: Page Title: . Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution(Residential) Application........Floor - Res. Deflection Criteria (MR) -------------------------------------------- - Member Use ................... JOIST Load Classification........'. Floor LL Defl TL Defl Member Top Slope(in/ft)..: 0.000 Load Duration Factor ....... 1.00, Span 1 L/474 L/240 - Roof Slope(in/ft) ...........0.000 Live Load(psf) .............. 40.0 " . . ' . . Floor Decking ....................G Dead Load(psf) .................20.0 Repetitive Member Use'. : .: ..... Y Reinforced overhangs.. .... N/A LOAD: Class LDF Begin End Live Load Dead Load . Comment 1 Conc(plf) Floor 1.00 51 - 0.00" 40 100 Add . -. 2 Unif(psf) Floor 1.00,0 0.00" 5 0.00. 0 20 Repl 11.875" TJI(R)/25DF JOIST @ 16.0" o/c . 19— 9.00" . . . . . . . ------------------------S I Z B A N A L Y S I S - AS D ---- --------------------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted :design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the, controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Specifier guide span exceeded for span 1. Strength and selected stiffness criteria have been met. Maximum' Design Allowable Control Shear(lb) 804 804 < 1420 177% RT. end Span 1 under Floor loading - Reaction(lb) 804 804 < 1015 - 126% Bearing 2 under Floor loading Moment(ft-lb) 403S 4035 < 4550 1139d MID Span ,1 under Floor loading Live Defl.(in) 0.476 < 0.500 L/498 MID Span 1 under Floor loading Total Defl. (in) 0810 < 0.988 L/293 MID' Span 1 under Floor loading - Span . Max. Reaction Total(lb) 696 804 Live(lb) 334 - - 506 Required Erg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 32 - Copyright (c) 1994 by Tx-us Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Tx-us Joist MacMillan. 05-09-1995 TJ-SpeC () -. . Pae of 1 08:12:58 v4.41 145010250 1001 TJSPECB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 Roof Deck Joist Name: John Schmit Project Name: Page Title: Based on All Stress Design (ASD) UBC building code for TJM products available through Distribution (Residential) ----------------- Application,.;......Floor - Res. Deflection Criteria (MR) Member Use ....... ..........JOIST Load Classification ........Floor '.LL Defl TL Defi Member Top Slope(in/ft) . . . 0.000 Load Duration Factor ....... 1.00 Span 1 L/474 1.1240 Roof Slope(in/ft). ...... .....0.000 Live Load(psf) .............40.0 Overhang 2L/360 21.1240 Floor Decking ........ .......... G Dead Load(psf) ............. 20.0 ., . Repetitive Member Use ...... ...Y Reinforced Overhangs. ...... N/A LOAD: Class LDF Begin End Live Load Dead Load Comment . . - 1 Conc(plf) Floor 1.00 51 - 0.00" 40 100 Add . 2 onc(plf) Flor 1.00 . 221 - 9.00" . 140 230 Add 3 Unif(psf) Floor 1.00 0-0.00" 5— 0.00" 0 20 Repl 14" TJI(R)/25DF JOIST @ 19.2" b/c 19— 9.00" . 3— 0.00" -----------------------------S I Z B A N A L 'i S I S - A 5 D ......................................... IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The load conditions considered in this design include Alternate member loading. The maximum unbraced length(s) shown are based on the controlling compresive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Right overhang may require bottom chord bracing. Maximum Design Allowable Control Sheàr(lb) 1076 964 < 1710 177% RT. end Span 1 under Floor loading Reaction(lb) . 1956 1956 < 2030 104% Bearing 2 under Floor loading Moment (ft-lb) 4250 4250 < 5564 .131% MID Span 1 under Floor ALTERNATE span loading Live Defl.(in) . 0.390 < 0.500 1.1608 MID Span 1 under Floor ALTERNATE span loading Total Defl. (in) 0.563 < 0.988 L/421 MID Span 1 under Floor ALTERNATE span loading Span 1 Overhang Max. Reaction Total(lb) 773 1956 Live(lb) 400 1072 Required Erg. Length(in) 1.75(W) - 3.50(W) Max. Unbraced Length(in) 34 48 -. Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. - TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. 05-09-1995 - TJ-Spec(TM) page 1 o 1 08:13:15 v4.41 145010250 1001 TJSPEcB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 f)JDl; Roof Deck Joist Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution (Residential) Jpp1ication ......... Floor - Res. Deflection Criteria (MR) Member Use ................JOIST -Load Classification Floor LL Defl TL Defi Member Top Slope(in/ft) 0.000 Load Duration Factor ....... .1.00 - Span 1 - L/474 L/240 Roof Slope(in/ft) .........0.000 Live Load(psf) .............40.0 Overhang 2L/360 2L/240 Floor-Decking ..................(3 Dead Load(psf) .............20.0' - - Repetitive Member Use ...........Y , - - - - - Reinforced Overhangs ........N/A - - LOAD: , - Class LDF Begin End Live Load Dead Load - Comment - 1 Conc(plf) Floor 1.00 51 - 0.00' 40 100 Add . - - 2.Conc(plf) Floor'l.00 221.- 9.00" 140 230 Add 3 Unif(psf) Floor, 1.00 0'- .0.00" 51 - 0.00" 0 20 Repl - - , 11.875" TJI(R)/25DF JOIST @ 16.0" 0/-c 191 - 9.00" 3'-- 0.00" - ----------------------- ---------------- S I Z B A N A L Y S I S - A SD ------------------------------------- IMPORTANT! The The analysis presented below is output from software developed by True Joist MacMillan(TJM)'. TJM warrants. the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided ,by the software user. This output has not been reviewed by a TJM Associate. The load conditions considered in this design include Alternate member loading. The maximum unbraced length(s) shown are based on the-controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Right overhang may require bottom chord bracing. Specifier guide span exceeded for span 1. Strength and selected stiffness criteria have been met. Maximum Design Allowable Control Shear(lb) 897 817 < 1562 191% RT. end Span 1 under Floor loading Reaction(lb) 1630 1630, < 2030 125% Bearing 2 under Floor loading Moment(ft-lb) 3541 3541 < 4550 128% MID Span 1 under Floor ALTERNATE span loading Live Defl. (in) , 0.476 < 0.500 L/498 MID Span 1 under Floor ALTERNATE span loading Total Defl. (in) 0.687 < 0.987 L/345 MID Span 1 under Floor ALTERNATE span loading Span 1 Overhang Max. Reaction Total(lb) 644 1630 Live(lb) 334 894 - - - Required Erg. Length(in) 1.75(W) 3.50(W) - - Max. Unbraced Length(in) - 34 48 Copyright (c) 1994 by Thus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist. MacMillan. SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 lr ---•- Project By S Date 45 Sheet No. Of Subject _________ Job NO. it NJ irft i 4 L jnLtJ T4It4 +T .1 ..Lj..7._. -.-4 .±::ttt4T ±i _ r-T f+• • 41 j LfJ,Q' 4.?L) 4 - , 4-• -..-. -,f . 1JE 2 ; 11/ i ç -w ci& / - -- '- L I ._. 4 \. __ 4 • ___l -4 --'± . -_ : ...L,.( , . . _________________ . : - .,.. 1 ..:_.. '11 4 ( /zsoF sr'c/2?o , ..+ ,.,.. _•f. -----.t - - - . - - - - .,-., . --. '1' •-I.-'' 1---i-t -I- • i. - I ----- . r • , - : J' • - t7 -;v 7 r :'i J •-,; .V VV L V 'V. V4 V •V - 05-09-1995 - TJ-Spec (TM) Page 1 of 1 08:09:07 - ' v4.41 145010250 1001 V TJSPECB V V Schmit Engineering V V V V 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 V Roof Deck Joist V V V V *V V V V V VV Name: .John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution (Residential) V Application ........Floor - Res. Deflection Criteria (MR)' V Member Use .................'. JOIST Load Classification.......Floor , . LL Defl TL Defl V Member Top Slope(in/ft)..: 0.000 Load Duration Factor:....--, 1.00 Span 1 L/474 V L/240 ROOf Slope(in/ft) .......... 0.00p 'Live Load(psf) ..............40.0 VV Overhang 2L/360 2L/240' V Floor Decking................. V . Dead Load(psf) .............20.0 Repetitive Member Use ...........y Reinforced Overhangs N/A LOAD: V: V Class LDP -Begin V End Live Load - Dead Lod Comment - V 1 Conc(plf) Floor 1 00 22 - 9-00" 140 230 Add 11 875" TJI(R)/35DF JOIST @ 16-.011 0/c 191 - 9.00" ' 31 - 0.00- ------------------------------------------- S I Z a ANALYSIS - A S D ---------------------- ------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). T'1 warrants V the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, inputdesign loads, and stated dimensions have been provided by the softwareuser. This output has not been reviewed by a TJM Associate. V The load conditions considered in this design include Alternate member loading. V The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Right overhang may require bottom chord bracing. V Maximum Design Allowable Control V V Shear(lb) V 883 737 1420 193% LT. end Span 1 Vunder Floor ALTERNATE span loading Reaction(lb) 1616 1616 < 2320 144% Bearing 2 under Floor loading Moment(ft-lb) 3398 3398 e 6053 . 17896 MID Span 1 under Floor ALTERNATE span loading Live Defl.(in) 0.427 < 0.500 L/555 MID Span 1 underPboor ALTERNATE span loading + V Total Defl. (in) V V 0.540 < 0.988 - L/439 MID Span 1 under Floor ALTERNATE span loading Span 1 " Overhang V V Max. Reaction Total(lb) 737 1616 Live(lb) 527 914 Required Erg. Length(in) 1.75(W) 3.50(W) V Max. Unbraced Length(in) 53 V 72 - Copyright (c) 1994 byTrus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. V V TJ-Spec(TM) is a trademark of Trus Joist, MacMillan. V V ;r:-- , St -05-09-1995 - TJ-Sëc(TM) . ... pagi of, i 08:08:41 • v4.41 145010250 1001 - TJSPEcB SOhmit Engineering - 1965 Rohn Road .Escondido, Ca 92025- USA Phone: 730592 - - . Roof Deck Joist Name: John Schmit Project.Name: Page Title: Based on-Allowable Stress Design (ASD) USC building code for Tm.! products available through Distribution(Residential) ------ Application... .....Floor - Res. Deflection Criteria (MR) Member Use .................JOIST Load Classification...... .Floor : - LL Defl TLDefl . - Member Top Slope(in/ft) 0.000 Load Duration.Pactor.......1.00 -. ', Span 1 'L/474 L/240 Roof Slope(in/ft) .........'. 0.000 Live.Load(psf) ............1. 40.0 Overhang :2L/360 2L/240 •. . plo,i Decking .................G Dead Load(psf) ........... ...- 20:0 .. - . Repetitive Member Use... t ...... Y - .. . , -. .- - - - - Reinforced Overhangs .......-. N/A LOAD Class LDF Begin End Live Load Dead Load Comment 1 Conc(plf) Floor 1 00 '221 - 9 00 140 230 Add TJI(R)/25DF JOIST @19:2' a/c. - - - - - 19-900 3 000 - SIZE ANALYSIS - A S D * IMPORTANT! The analysis presented below is output from software developed by True Joist MacMillan(TJM). TJM warrants the sizing of its products, by this software' will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The load conditions considered in this design include Alternate member loading. The maximum unbraced- length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Right overhang may require bottom chord bracing. - Maximum Design Allowable Control Shear(lb) - 1060 948 < 1710 180% RT. end Span 1-under Floor loading Reaction(lb) 1940 1940 < 2030 105% Bearing-2 under Floor loading Moment(ft-lb) - 4078 4078 < 5564 136% MID Span 1 under Floor ALTERNATE span loading Live Defl. (in) 0.428 < 0.500 L/554 MID Span 1 under Floor ALTERNATE span loading Total Defl. (in) 0.542 < 0.988 L/437 MID Span 1 under Floor ALTERNATE span loading -. Span 1 Overhang - Max. Reaction Total(lb) 885 1940 Live(lb) 632 1097 Required Erg. Length(in) 1.75(W) 3.50(W) Max. Unbraced Length(in) 35• 48 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. 05-09-195 TJ.- Spec '() .' Page 1 of 1 08:13:56 : v4.41 145010250 1001 .TJSPBcB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 . Roof Deck Joist Name:John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution(Residential) Application, ......... Floor - Res. Deflection Criteria (MR) . Meber, Use .................JOIST Load Classification ........ . 'Fl oor LL Defl TL Defl Member Top Slope(in/ft) 0.000 Load Duration Factor ....... l.d0 Span 1 L/360 L/240 Roof Slope(in/ft) ...........0.000 LiveLoad(psf) ..............40.0 . . Floor Decking.................... G Dead Load(psf) ..............20. 0., . . - Repetitive Member Use .........Y Reinforced Overhangs .......N/A 11 875's TJI(R)/15DF JOIST "@ 24 0" 0/c ........................................ - ------ -------- ---------------- ------- - -----SIZE ANALYSIS ---- - - ------------- -. -------------------- XrlPORTp,1'r! . The analysis presented below is output from software developed by True Jdist MacMillan(TJM). TJN warrants the sizing of its products by this software will be accomplished inaccordance with TJMproduct design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Shear(lb) 885 Reaction(lb) 885 Moment(ft-lb) 3263 Live Def 1. (in) Total Defl. (in) Design Allowable 885 < 1420 885 < 945 3263 < 3864 0.278 < 0.492 0.417 < 0.738 Control 160% LT. end Span 1 under Floor loading 10796 Bearing 1 under Floor loading 118% MID Span 1 under Floor loading L/636 MID Span 1 under Floor loading L/424 MID Span 1 under Floor loading Max. Reaction Total(lb) 885 885 Live(lb) 590 590 Required Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 28 Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TN) is a trademark of Trus Joist MacMillan. 05-15-1995 .. . TJ-Spec (TM) Page 1 of 1 07:46::L3 . v4.41 145010250 1001 '. , TJSPECB Schmit Enginëëring." . . 1965 Rohn Road Escondido, Ca .92025 USA Phone: .743-0592 Deck Joist iUT0 1 Name: John Schrnit Project Name: - Page' Title: . Based on Allowable Stress Design (ASD) USC building code for TJM products available through Distribution (Residential) .Aplication ........Floor - Pea. Deflection Criteria (MR) Member Use ..................JOIST Load Classification ........Floor . LL Defi TL.Defl Member Top, Slope(in/ft) ... 0.000 Load Duration Factor: ......1.00 Span 1 L/468 'L/240 . ,. Roof Slope(in/ft) .........0.000 Live Load(psf) ............. 40.0 - . . Floor Decking ....................:. G Dead Load(psf) . ............20.0 ' -, . -. , Repetitive Member Use .......... Y. Reinforced overhangs....,—.—, LOAD: Class- LDF Begin End Live Load Dead Load Comment 1 Coñc(plf). Floor 1.00 14— 9.00' ' •, -.40 100 Add 2 onc(plf) Floor 1.00 19'- 6.00" 40, 50 Add 3 Unif(psf) . Floor 1.00 0— 0.00" 141 - 9.00" 40 20 Repl 4 Unif(psf) Floor. 1.09 14'--9.00" 191.- 6.00" 0: 20 .'Repl . . 14" TJI(R)/25DF JOIST @ 19.2-"- o/c • 19— 6.00" . -------- ------------ ---------- -SIZE ANALYSIS - A S D ---------- - ------------------------------ IMPORTANT' The 'analysis presented below is output from software developed by True Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member.. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 982 982 < - 1710' 174% PT. end Span 1 under Floor loading Reaction(lb) 982 982 < 1015 103% Bearing ,2 under Floor loading Moment(ft-lb) 4736 4736 < 5564 117% MID Span 1 under Floor loading Live Defl.(in) . 0.375 < 0.500 L/623 MID Span 1 under Floor loading Total Defl. (in) 0.635 < - 0.975 L/369 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 954 982 Live'( lb) .603 469 Required Erg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 33 -. Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of True Joist MacMillan . - . TJ-Spec(TM) is a trademark of True Joist MacMillan. / SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite W By T'S bate Sheet No.17 Of San Diego, CA 92127 (619) 673-1612 Subject 1.3Oi=- Job NO, ____ - -4- - ' ' t - j - - ti-. •---• -i '-r -7-- -.. _r4 rF I - -j--ti 3 J: W )5o$3 41, tj-- - J I i i4 4 4.4 ±t .. _ .__ I r4 ' --• ________ __________ . : -. ( r -t ;hr-j---- 'r'--- I----- -----j--t- . I'-t - .,_fT iHt4ti44 XL_ 1LL +4EI / / /8 0S-09-195 V TJ-Spec (TM) : V rage 1 of 1 08:40:05 V v4.41 145010250 1111 TJSPBcB V Schmit Engineering V 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 V V • RH-#1 V : Name: John Schmit Project Name: V Page Tit1e •' ..' V Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution Application ..................Roof 'Deflection Criteria (MR) . Member Use .................HEADER Load Classification ........Roof ' LL Defl TL-Defl V Member Top Slope(in/ft)... 0.000 Load Duration Factor ....... 1.25 ' V Span 1 L/360 L/240 Roof Slope(in/ft) ..........V 0000 Live LOd(PBf)V. ..............16.0 V ' . ' V Floor Decking ....................N/A Dead Load(psf) ...............20.0 Repetitive Member Use ......'. N/A Tributary Width(" -").... 1- 0.00 ' V V V Reinforced Overhangs .........N/A LOAD: - ' Class LDF Begin. ' End Live Load Dead Load Comment 1 tJnif(plf) Roàf 1.25 V 01V_ 0.00" 161 -' 6.00" 180 " 280 ' Repl V V, V ' 3•" X 14" Parallam(R) WS'PSL 2.OE V " 16— 6.00" V • V ------ -- ------------------ - ------------- SIZE ANALYSIS A S D IMPORTANT! The analysis presented below is output from software developed by Trus Joist' MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output Vhas not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. V Design assumes adequate continuous lateral support of the compression edge. V Maximum Design Allowable Control Shear(lb) 3911 3358' < 11842 353% LT. end Span 1 under Roof loading Moment(ft-lb) 16133 16133 <• • 33952 210% MID Span 1 under Roof loading Live Defl.(in) 0.202 < 0.550 L/980 MID Span 1 underRoof loading . Total Defl. (in) 0.532 < 0.825 L/372 MID Span 1 under Roof loading. Span V Max. Reaction Total(lb) 3911 3911 Live(lb) 1485 1485 ' Required Erg. Length(in) ' 1.86(W) V 1.86(W) V Max. Unbraced Length(in) 342 • V Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. V V TJ-Spec(TM) is a trademark of True Joist MacMillan. • V 1 057-09-1995 - TJ-Spec () '. : ': Page 1 of 1, 08:49:03 - v4.41 1450102501111 TJSPECB -Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 RH3 Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution - 'P.pplication .........Floor - Res. Deflection Criteria (MR). '. Member Use. HEADER Load Classification .........Floor : LL Def 1 II Def 1 .-.- MemberTop Slope(in/ft)... 0.000 Load Duration, Factor ........1.00 - Span 1 L/360 L/240 : Roof Slope(in-/ft)..'. .......'0.000 Live i.oad(psf) ...............40.0 ., Floor Decking ................. .N/A Dead Load(psf) .................12.0 Repetitive Member Use ........N/A Tributary Width(-) 1- 0.00 Reinforced Overhangs N/A LOAD Class LDF Begin End Live Load Dead Load Comment l'Unif(plf) Floor 1.00 01- 0.00' 61 - 6.00" 300 1360 lie' -- 0 3511x:9511parallam(R)WSVPSL20E - '6'- 6.00" - SIZE ANALYSIS - A S D --------------------------- -------------- IMPORTANTI The analysis presented below is output from software developed byTrus Joist MacMillan(TJM). TJN warrants the, sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application,' input design loads, and stated dimensions'have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length (8) shown are based on the controlling compressive forces on either the top-or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. - Maximum Design Allowable Control Shear(lb) 5426 4104 < 6428 , 157% LT. end Span 1 under Floor loading Moment(ft-lb) 8817 8817 < 13057 148% MID Span 1 under Floor loading Live Defl.(in) ' 0.030 < 0'217 L/999+ MID Span 1 under Floor loading V Total Defl.(in) 0.165 < 0.325 L/474 MID Span 1 under Floor loading Span - V Max. Reaction Total(lb) 5426 5426 V V V V Live (lb), 975 - 975 V V Required Erg. Length(in) 2.58(W) 2.58(W) V V Max. Unbraced Length(in) 424 , V Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. V / / SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 - Project By 'Y Date-4-5 Sheet No.' Of Subject Job NO. 11T Pf 2Q l-j-4-4-4 : : T T- 7-1 1±Ht 4:tttr I- 17- c .; 4 LLH44 LLr t4 ]iT1 H- 5- -J •-.,•'-- t -L •1•- L I • • Lff:f:qLX '9 (3 ' re t. 4tL1 J L •----- _ jL ftt —t -{ 4- :4-1- .4 '+r— •- -i---i- r- - -•---- ---. 1 t I •••- •- .--• •i- I •t r- f ¶-4--r-j I- t --- - isE__ t t T - t . : t * •H _/5 V I - - i • - . • • 4j..j.#. •- - • -tr- j4 - -----j- -- - . • • - .4-I- t -- --• -- 1-7 t __ __ i I - L . r: L.L 4JL - - 4 4 I - •- - - - -3 - - - • - 4 I - - -- • - I4f'-f ; ii --- j-i • ,++_t----+--j-, -t--f--t-f----i-- 141 J LL 4 it E4!It 1:L pi±EE -f-44 fl 7-T flf FE tr Ltn1Tcr-1r11±f- -r--fti it HH±t SCHMIT. ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite San Diego, CA 92127 (619) 673-1612 Project .5/ By T-. S. Date - Sheet No.Of Subject gooi=- Job NO. I / (V rdr hrr IN p L 44~- 1' .4...4_L Lt $ CD $-1--' ---4.-.-- ---f-4-.-r H+H tt -r- - J •t H It 44 17 4 EJff T ± iTH j r 1 L, ,. J*A- ______' -'- 44- - I j iFIrz -4 41 t7r4 1-32/ r, ---Tt -t -'-4 iH±1rPT- J1I1TT -334 ,- L' PL °ti -iL1 --- --- ---._ 1 -H--- rT 1-1:1 .±-.!:-.-. i 1J-I.. - —I--, - -T H-1 H- j !--'- --'-i L:L: -r: t"r -'-----I--t-'-- - .--- .-,- I I -E+- i-- -± 22 06-15-199S TJ-SpeC (TM) Page 1 of 1 07:28:28 v4.41 145010250 1111 TJSPECB Schmit Engineering S 1965 RohnRoad Escondidö, Ca 92025 USA Phone: 743-0592 RB-#1 Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution - Application. ........ Floor - Res. Deflection Criteria (MR) Member Use ..................BEAM Load Classification..........Floor LL Defi TL,Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor........ 1.00 Span 1 L/360 L/240, .. Roof Slope(in/ft) .......... 0.000 Live Load(psf) ... . ........ 40.0 . - Floor Decking.:.::............N/A Dead Load(psf) 12.0 Repetitive Member Use N/A Tributary Width( ) 1 0.00 Reinforced Overhangs N/A LOAD: Class LDF . Begin End Live Load Dead Load Comment lUnif(plf) Floor 1.00 0'- 0.00" 18— 9.00" 450 370. : Repi 7" x 14" Parallam(R) WS PSL 2 OE 18'- 9.00" . . . . --------------------------S I Z S A N A L y S I - D --------------------------- IMPORTANT! The analysis presented belowis output from software developed by Trus Joist MacMillan(TJN). TJM warrants the sizing of its, products by this software will be accomplished in accordance' with TJN product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJN Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and. positioned to achieve stability., Maximum Design Allowable Control Sheer(lb) 7952 6962 < 18947 - 272% LT. end Span 1 under Floor loading Moment(ft-lb) 37275 37275 < 54323 146% MID Span 1 under Floor loading Live Defl. (in) 0.414 < 0.625 L/543 MID Span 1 under Floor loading Total Defl.(in) 0.781 < 0.938 L/288 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 7952 7952 -- Live(lb) 4219 4219 Required Brg. Length(in) 1.89(W) 1.89(W) Max. Unbraced Length(in) 1185 . . Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. ' Parallam(R) is a registered trademark of Trus Joist MacMillan. - TJ-Spec(TM) is a trademark of Thus Joist MacMillan. S - 05-15-1995 TJ-Spec (TM) page 1 of 1 07:59:37 v4.41 145010250 1111 - - TJS?BcB Schmit Engineering 1965 Rohxi Road Secondido, Ca 92025 USA' Phone: 743-0592 - RB-#2 Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASP) DEC building' code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application .........- Floor - Res. Deflection Criteria (MR) Member Use .................BRAN Load Classification ....... Floor LL Defl TL Defi MemberTop Slope(in/ft) 0.000 Load Duration Factor ........ 1.00 - Span 1 L/360 L/240 Roof Slope(in/ft) ..........0.000 Live Load(psf).. ............... 40.0 ' ' . Floor Decking ................N/A Dead Load(psf) .............• 20.0 . Repetitive Member Use ........N/A Tributary Width(,-")_ 1- 0.00 . . ' . . Reinforced Overhangs .........'N/A LOAD: Class LDP' ' Begin End ,- Live Load Dead Load Comment 1 Unif(plf) - Floor 1.00' 0'- 0.00" '181 - 3.00" 290 . 330 RePl . 5.2511- x 1411. Parallam(R) WS PSL 2. OE 18'2 3.00" ". S I Z B A N A L y S I S - A SD IMPORTA}T! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code Accepted design-values. 'The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) . 5850 5102 < 14210 278% LT. end Span 1 under Floor loading Moment(ft-lb) 26692 26692 < 40742 153% MID Span 1 under Floor loading Live Defl.(in) - 0.320 . 0.608 L/684 MID Span 1 under Floor loading Total Defl.(in) 0.708 < 0.913 L/309 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 5850 5850 Live(lb) 2646 2646 - - Required Brg. Length(in) 1.86(W) - 1.86(W) - Max. Unbraced Length(in) 698 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. - - TJ-Spec(TM) is a trademark of Trus Joist MacMillan. 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 RB #3 Name John Schmit Project Name Page Title Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution Application ........ Floor - Res. Deflection Criteria (MR) Member Use.: ................ B13M Load Classification Floor LL Defi TL Def 1 Member Top Slope (in/f t) 0.000 Load,Duration Factor........1.00 Span 1 L/360 L/240 Roof Slope(in/ft) ..........0.000 Live Load(psf) 40.0 Floor Decking N/A Dead Load(psf) :12.0 Repetitive Member Use N/A Tributary Width(-) 1- 0 00 Reinforced Overhangs N/A LOAD Class LDF Begin End Live Load Dead Load Comment 1 Conc(lbs) Floor 1.00 3'- 6.00" 150 330 Add 2 Conc(lbs) Floor 1 00 71 -9.00" 180 Add 3 Unif(plf) Floor 1.00 01 - 0.00". 7 9.00" 450 260 Repl 4 Unif(plf) Floor 11.00 7 9.00" 13 6.00- 320 190 Repl 3 51t x 11.87511 Parallam(R) WS PSL 2-_0E 13'- 6.00" - -SIZE ANALYSIS - A S D __________________________________________ IMPORTANT! The analysis presented below is output from software developed by True Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design.values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 5205 4491 < 8035 1791k LT. end Span 1 under Floor loading Moment(ft-lb) 17143 17143 < 19902 116% MID Span 1 under Floor loading Live Defl.(in) 0.375 < 0.450 L/432 MID Span 1 under Floor loading Total Defl.(in) 0.618 < 0.675 L/262 MID Span 1 under Floor loading Span Max. Reaction Total(lb)., 5205 4391 Live(lb) 3134 2683, - - Required Erg. Length(in) 2.48(W) 2.09(W) Max. Unbraced Length(in) 227 Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. SCHMIT ENGINEERING Project - STRUCTURAL DESIGN 16981 Via Tazon, Suite By T- Date /7.5 Sheet Nc!fQ Of San Diego, CA 92127 (619) 673-1612 Subject £'o- Job NO. ' 3O/L 3 - H44-t- / i4iTh4.J4 H-4--±- f—L / --t4 iJ± ftit :R:Frmi -4. t4T4±j1 fttt - 444_L,i - i-s rtft-i _H ftftffl -ft; -t iifrLt:i TLLLLLt rt1V r ±rH4i iIt:rditit±L F-ft--i -j5 .- VV.VVV.I H * IVVVV , V 1 :1: - V5VV - rl V.- V i-i- .: J44f1.: ;i. jIL1ft 06-22-1995 TJ-Beam(TM) . - Page 1 of 1 08:44:52 v4.42 215001125 1111 . TJBEAND Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: (619) 743-0592 RB-#2 Name: John Schmit Project Name: Page Title: Based on Allowable stress Design (ASD) USC building code for TJM products available through Distribution Application ........Floor - Res. Deflection Criteria (MR) Member Use .................BEAN LoadClaseification .......Floor LL Defl TL Defi Member Top Slope(in/ft) 0.000 - Load Duration Factor ......... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft) .........0.000 Live Load(psf) ..............40.0 Span 2 L/360 L/240 Floor Decking ................N/A Dead Load(psf) .............12.0 - - Repetitive Mexñber Use .......N/A Tributary Width-('-").... 1- 0.00 . Reinforced Overhangs ..........N/A LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1.00 0'- 0.00" 18'- 6.00" 290 330 Repl 3.5" x 9.511 Parallam(R) WS PSL 2.OE 8' 6.00" 10— 0.00' ----------------- ------------- SIZE ANALYSIS - A S D --------------- - This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan (TJM). TJM warrants the sizing of its productsby this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The load conditions considered in this design include Alternate member loading. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 3834 3336 < 6428 193% LT. end Span 2 under Floor loading Moment (ft-lb) 6866 6866 < 13057 190% RT. end Span 1 under Floor loading Live Defl. (in) 0.098 < 0.333 L/999+ MID Span 2 under Floor ALTERNATE span loading Total Defl.(in) 0.181 < 0.500 L/663 MID Span 2 under Floor ALTERNATE span loading Span Span Max. Reaction Total(lb) 2098 7318 2581 -Live(lb) 1091 3371 1254 Required Erg. Length(in) 1.50(W) 3.48(W) 1.50(W) Max. Unbraced Length(in) 32 32 32 Copyright (c) 1995 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of True Joist MacMillan. TJ-Beam(TM) is a trademark of True Joist MacMillan. + I 1--4 1. i4L4 4 j L $CHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Town, Suite W By 'T- Date%~ Sheet No. Of San Diego, CA 92127 (619) 673-1612 Subject 12F: Job NO. T it ~Hl F~ . :c ( r(rsti/,zoi as) ;f i±Tr±t ii±t i4E4. 44 L1r+.LLL4I ULt4. - - 4 1, 1 C tt I11T -- -H--k-i- t - - - ±t +ry 'Tl4 ' 44 -r: Ii it j- rr - 7T F I L 1 I +4 (4j1L4_H1 i± LL Ifi 14d:ii'H J: H7{f 4 OOt3L Oo' O t 4: tL H t t L J hi 1* tiI tjrL41l 1 , I ,i1trr -'1' 4 I ] - z + 4 ---- : :T T44 Fttt - 4 4t: F1 jjj -14 fill T Elt t-r_tH l JL 7 3 ( i ri Ii r I - - 1 - - .-T - - - nHL r Hi1 JFftfLi W[i Th!' iI1iIifhWH F .t...i..tIiLfJ1 I t Ii LfF f ...fJ.i ti: f i :If LLfl4i 'tHf --i- -' --w-' --- --i-J W H. I sD/ 4)6L*4 tlJ+LiJ_LLJrrTtt .LtT t 1TIJJTJ r Ti1 t ttt :t tr' J -S 1-,-. t 75 3• th It J I A#+ tIItf-11-____ 1+-J. 4$rU k4i I ri -H-ti + r-t- n'-tH rI' t+-t-4--Hi hi . r isc t4x__1//?qc1 1rLZtLtL j4 i4r rTt :i ___ ___ •1 t::Hda±t tij_I H,' -H--i-+-'- ______ 71-1 .{4 )I1J) IIl6i0)rzL 1-V 4 t 4-, 32X o )3ef h- - Ttt1 LI 1 ' ' ' r -- . . ±-- _ ffid 17-41 _414+--T / (?F SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project J, By T- Date 5"-'s Sheet No. Of Subject gooF- Job NO. w. zy 05-15-1995 TJ-Spec (TM) age 1 of -1 08:08:47 v4.41 145010250 1111 TJSPECB Schmit Engiñeeing 1965 RohnRoad Escondido, Ca 92025 USA Phone: 743-0592 RB-#8 Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution - Application ........ Floor - Res. Deflection Criteria (MR) Member Use ......................BEAN Load Classification.; Floor LL Defl TL Defl Member Top Slope(in/ft) 0.000 Load Duration Factor ....... 1.00 Span 1 L/360 - L/240 Roof- Slope(in/ft) .........0.000 Live Load(psf) . . ........... 40.0 - . Floor Decking. ;................. N/A Dead Load(psf) .................20.0 - . Repetitive Member Use ........N/A Tributary Width( - ) 1- 0 00 Reinforced Overhangs N/A LOAD: Class LOP Begin. End Live Load. Dead Load Comment 1 Conc(lbs) Floor. 1.00 V-6.00. 3960 3250 Add 2 Unif(plf) Floor 1.00 • 0— 0.00" 7-6.00" 0 50 Repl 35" x. 11.875" Parallam(R)'WS PSL 2.OE .. .. - . 71 - 6.00" SIZE ANALYSIS - A S D IMPORTANT! The analysis presented below is output from software developed by True Joist MacMlllan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum - unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly, attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 4558 4497 < 8035 179% RT. end Span 1 under Floor loading Moment(ft-lb) 13396 13396 < 19902- 149% MID Span 1 under Floor loading Live Defl.(in) 0.076 < 0.250 L/999+ MID Span 1 under Floor loading - Total Defl.(in) 0.144 < 0.375 L/627 MID Span 1 under Floor loading - - " Span Max. Reaction Total(lb) - 3116 - 4558 - Live(lb) 1584 2376 - Required Erg. Length(in) 1.50(W) - 2.17(W) Max. Unbraced Length(in) 350 - Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. - - Parallam(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project L By DateS "-'s Sheet No.Of Subject ROOT Job NO. - 1t4±P::i TftLj 1Th:!. tiL 1±t ETE1 rt4 LIT.1 nirq ±L:LftttL I j -'- i±F±t+t-t 4-+HiHH- F-H ;m4 LL1±i+1th.J 1 V 4 tL~L.H jQ+3X );%2o P 4 17 7d1 tT: - .-t- IirE-44 iiet- t r -~ ff4: 1H4,4ffL 1 t4*± y4&)bL 270 C1),00 l3b71J I 7' . ±4/2 H±H1 r 4 t Q1 4Oi - 4-1- 4f14 r .1-)7t 44 4 :thi4 Lij t±h tL 44; 4±t LL:LL . i ••1 k- J H- ----- - I±- 47 t T.4-1 ;j 4- Li ';141t4T ftTt ii ' -'Li I44. 1.-LJith LtFE -4J L tJ: I TJ-SpeC.(TM) Pàg l of 1 09:05:04 v4.41 145010250 1111 TJSPECB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA phone: 743-0592 RB-#B Name: John Sèhmit Project Name: Page Title: Based on Allowable Stress Design (ASD) DEC building code for TJM products available through Distribution Application ........Floor - Res. Deflection Criteria (MR) Member Use ..................BEAN Load Classification ........Floor . LL Defl TL Defl Member Top Slope(in/ft) 0.000 Load Duration Factor ...... ..1.00 Span 1 L/360 L/240 Roof Slope(in/ft) ........ 0.000 Live Load(psf) .............40.0 Floor Decking— .......... NIA Dead Load(psf) .............12.0 Repetitive Member Use .........N/A Tributary Width('-") 1- 0.00 Reinforced Overhangs..,_:,.. N/A LOAD: Class LDF Begin End Live-Load Dead Load Comment / 1 Conc(lbs) Floor 1.00 71 -,6.00" 900 450 Add 2 Unif(plf) Floor 1.00 :01 - 0.00" 71 - 6.00" 60 40 Repl. 3 Unif(plf) Floor 1.00 71 - 6.00' 191 - 9.00" 160 270 Repl - 5.25-".x 14" Parallam(R) WS PSL2..OE 19'- 9.00 ---------------------------- SIZE ANALYSIS -- ASD ......................................... IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 4498 3971 < 14210 358% RT. end Span 1 under Floor loading Moment(ft-lb) 22420 22420 < 40742 182% MID. Span 1 under Floor loading Live Defl.(jn) 0.295 < 0.658 L/805 MID Span 1 under Floor loading Total Defl. (in) 0.675 < 0.988 L/351 MID Span 1 under Floor loading Span Max. Reaction Total(lb) 3287 4498 Live(lb) 1531 1779 Required Erg. Length(in) 1.50(W) 1.50(W) - Max. Urtbraced Length(in) 831 Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. Z6 '06-1S-1 1 9 1 95 TJ-Spec (TM) Page 1 of 1 08:05:37 - - v4.41 145010250 1111 - TJSPECB Schmit Engineering - 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 RB #8 Name John Schmit Project Name Page Title Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution - Application Floor - Rae Deflection Criteria (MR) Member. Use BEAM Load Classification Floor LL Defi TL Def 1 Member Top Slope(in/ft) 0.000 Load Duration Factor 3. 00 Span 1 L/360 L/240 Roof slope(in/ft) 0.000 Live Load(psf) 40.0 Floor Decking N/A Dead Load(psf) 12 0 Repetitive Member Use N/A Tributary Width( - ) 1- 0 00 Reinforced Overhangs N/A LOAD Class LDP Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1 00 01 - 0.007 7 6.. 00 60 40 Repl 2 Unif(plf) Floor 1 00 -,7,!-- 6 00 19 - 9 00 160 270 Repl 3 5" x 14" Parallam(R) WS PSL 2 OE 19-900 - ---------------------- ------------------------ -S I Z B A N A LY S I 9 As D IMPORTANT! The analysis presented below is output from software developed by Tr'.is Joist MacMillan(TJM) . * TJM warrants the sizing- of its products by this software will be accomplished In accordance with TJM product design criteria and code accepted design -values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraéed length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control - • - - Shear(lb)- 3915 3397 < 9473 2791k RT.- end Span 1 under Floor loading - Moment(ft-lb) - 17259 17259 < 27161 157% MID Span 1 under Floor loading - - Live Defi. (in) • 0.291 < 0.658 L/815 MID Spani under Floor loading - - - - - Total Defl.(in) • 0.770 < 0.988 L/308 MID Span ,1 under Floor loading - - . - Span ' . .• - Max. Reaction Total (lb) - 2380 3915 Live(lb) 972 - 1438 - - - - Required Brg. Length(in), 1.50(W) * • 1.86(W) • - , - Max. Unbraced Length(in) 320 - • - -• • - Copyright (c)-'1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. - Parallam(R) is a registered trademark of True Joist MacMillan. - - TJ-Spec(TM) is a trademark of Trus Joist MacMillan. - - Schmit Engineering 1965 Rohn Road Escondido Ca 92025 USA Phone 743 0592 RB-# Name John Schmit Project Name Page Title Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution A,plication Floor.— Res Deflection Criteria (MR) Member Use BRAN Load Classification Floor LL Defl TL Def 1 Member Top Slope(in/ft) 0.000 Load Duration Factor 1.00.. Span 1 L/360 L/240 Roof Slope(in/ft) 0.000 Live Load(psf) 40.0 " Floor Decking N/A Dead Load(psf) 12 ..0 Repetitive Member Use N/A Tributary Width( - ) -1-,;0. 00 Reinforced Overhangs N/A LOAD Class LDF Begin End Live Load Dead Load Comment / 1 Unif(plf) Floor 1.00 0'- 0.00" 7 6.00-, 60 40 Repl 2 Unif(plf) Floor 1.00, 7171 6.00", 19 9.00 60 40 Repl 3 Conc(lbs) Floor 1.00 71 - 6.00 900 450 Add 3 5" x 11.87511 Parallam(R) WS PSL 2-0E 19'- 9.00 ---------------------------------------- SI z ANAL YSS - ASD, IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This outputhas not been reviewed by a TJN Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 1943 1832 < 8035 439% LT. end Span 1 under Floor loading Moment(ft-lb) 11422 11422 < 19902 174% MID Span 1 under Floor loading Live Defi. (in) 0.464 < 0.658 L/511 MID Span 1 under Floor loading Total Defl. (in) 0.776 < 0.988 L/306 MID Span 1 under Floor loading Spell 1 Max. Reaction Total(lb) 1943 1618 Live(lb) 1151 934 Required Erg. Length(in) 1.50(W) 1.50(W) Max. Unbraced Length(in) 410 Copyright (c) 1994 by Trus. Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan-. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite By T- Date '5 Sheet No.2 Of San Diego, CA 92127 (619) 673-1612 Subject Job NO. 4.. kti:. 1± LFLA BZOY F7T 7- 4- - - VIV 4V. .. •-+-4--' ,,, - - V - N . L_.1_,..4 ' - r LL - • - ' --' 3)r --4-. -- ---- . - V 4 _-r--- 4' - -+ - -t - - • - - - r t• V :- •,i...IV - t . V V • VV VV,t V V V •_V3VV V I. ' ' I 1 '1 • ' - V r - tV2LV.iJ . ViV VI.iJV-:V L 1.- - - --F .4 '-..4 V •' V 4.V .:., f4 41 V V_I j_V - V , .I .- --, +1-- • V. 4 4r -r ''t -1--••4-- • V. , - 4 - r-- - •- ' • --4-VV'_ V V4 I • I - TT' 4U rif' ----'--- • tr I - T _ o 30 05-09-1995 TJ-Spec (TM) '1--_., Page 1 of .1 13:53:55 v4.41 1450102501001 - - - TJSPECB Schmit Enineering 1965 Rohn Road- Escondido, Ca 92025 USA Phone: 743-0592 Floor Truss's - Name: John Schmit Project Name: Page Title: -Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution (Residential) Application ........ Floor - Res. Deflection Criteria (MR) Member Use. . . .: ...........JOIST Load Classification ........Floor LLDefl TL Defi Membér Top Slopé(in/ft) 0:000 Load Duration Factor.......1.00 Span 1 L/468 -L/240. Roof Siope(in/.ft). .........ô.000 Live Load(psf) .............40.0 . F1oorDecking ...................G Dead Load(psf) .............. 12.0 .- Repetitive Member Use ............Y Reinforced Overhangs ..........N/A 14" TJI(R)/25DF JOIST @ -19.2" 19'- 6.00" - ------------------------------------------- SIZ,gANALYSIS --ASD --- _____________________________ IMPORTANT! The analysis preeented below is output from .software-developed by Trua'Joist.MaèMillan(TJN). Tim 'warrants the sizing of its products by this software will be accomplished in accordance with TJM- product design criteria and code accepted design values. The specific-product application, input design loads, arid stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length (s), shown are based on the controlling compressive forces on either the .top.or bottom edges; of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 811 811 < 1710 211% -• LT. end Span 1 under Floor loading Reaction(lb) 811 811 < 1015 125% Bearing 1 under Floor loading Moment(ft-lb). 3955 3955 < 5564 141% MID Span 1 under Floor loading • - Live Defl.(in) .0.408 < 0.500. L/574 MID Span 1 under Floor loading - - Total Defl. (in) - . 0.530 < 0.975 - L/441 . MID Span 1 under Floor loading -- -. - - Span Max. Reaction Total(lb) 811 811 - - - Live(lb) 624 - 624 Required Brg. Length(in) 1.75(W) - 1.75(W) Max. Unbraced-Length(in) - 36 - .Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. - TJI(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. . . . . SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite W By ST-S Date _1~5 Sheet No. Of San Diego, CA 92127 (619) 673-1612 Subject FLG)PL— Job NO. T7, 77 1-4 I ' H t±EEB ffl TL9T T tr Liz 14I E -HL ±--- H-- -- FT f I LW --t 1--J I ±Et 1 ttJtZt41 i rftftL41 * i4 LLfl -414-1-fL__4_4.f4j---I41 ±tP4 JJL tLpt _L'j 4 - ifT i rr t-±4 t--j,tj * TTtf1 t - ± .t—.f - -+------ tj+t-i-'+i'- -- 4 U *_-ft-±-- ' T __1LZ t_4± II .r4 .rrair.,__ t, 'I - r--- I -* f'' J T'f I - 4 - - -. L I ~ _.i_ - - . - . . . er v. *'ff- .4 -H H -. . -.--• ii I - )II :. t , (/a'a/.) I/2 •/3.7cm' HI - 122' 4 -' *------ . -•-i--• *:-'---'-- --* - +'-r-- -' -1-- 4. i'I I 4 I - 1 --r-t * -î H -i--hi 3a 05-18-1995 TJ-Spec (TM) : Page 1 of 1 08:54:20 v4.41 145010250 1001 TJSPECB Schmit.Enineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 - • Floor Truss's Name: John Schmit Project ------------------------------------------------------------------ Name: Page Title: Based on Allowable Stress Design (ASD) UBC buildiiig code for TJM productsavailable through Distribution(Residential) Application ........Floor - Res. Deflection Criteria (MR) Member Use .................JOIST. Load Classification.,.......Floor - LL Defl .TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor........1.00 Span 1 •- L/468 L/240 Roof Slope(in/ft) .........0.000 Live Load(psf) ..............40.0 Overhang 2L/360 2L/240 Ploor Decking .................G Dead-Lo ad(psf) .............12.0 . Repetitive Member Use... ...... Y • Reinforced Overhangs ........N/A LOAD: . Class' LDF Begin End Live Load Dead Load - Comment - 1 Conc(plf) Floor 1.00 241 - 0.00" ' 0 - 100 Add - 14" TJI(9)/25DF JOIST @19.2" 0/c 191- 6.00"-' 4- 6.00" 0 - -S I Z E A N A L y - A S D IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMjllan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads; and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The load conditions consideredin this design include Alternate member loading. The maximum unbraced length(s) shown are based on the controlling, compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. p,).,$. overhan ,,,,re ire bottom clo Maximum Design Allowable Control Shear(lb) 891 794 < 1710 215% WI. end Span 1 under Floor loading Reaction(lb) 764 764 <- 1015 133% Bearing 1 under Floor ALTERNATE span leading Moment(ft-lb)' 3511 3511 < •5564 15891 MID Span 1 under Floor ALTERNATE span loading Live Defl.(in) 0.408 < 0.500 L/574 MID Span 1 under Floor ALTERNATE span loading Total Defl. (in) 0.458 a 0.975 L/S10 MIDSpan 1 under Floor ALTERNATE span loading Span 1 ' Overhang Max. Reaction Total(lb) • 764 1426 Live(lb) 624 945 Required Erg. Length(in) 1.75(W) 3.50(W) Max. Onbraced Length(in) 38 6 57 '-S Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. SCHMIT ENGINEERING Project STRUCTURAL DESIGN By 'ZT Date /5 Sheet No. Of 16981 Via Tazon, Suite San Diego, CA 92127 (619) 673-1612 Subject )0'Z_ Job NO. TTT- TTTTrT:I - J. ItI I ± TLfr [AJ 7 f' iA t ii:T Ly I TJ±L L44tr:Lftr2: f 14 r 4-I Li=_.--.,.- L -Tr- FT i x 4 I J*iJ r€11 FLLJ tT? r'iy ErL ,Tm: _- Th LJ4.LLL..L -L4i 4t 1.L 4 . . - 4 _j_J.j..j............ ..L. :1 441_i .......4..j t-r L4PLL T 7'77:)/ 2o) •37O - - 5.7 --1 3:o(2 )/1oo: 3,Zit ) 5Ia ;Iaoi ))/e. o )L -: - - .....4,_L . ,. . , ... - . - - -4.. .. -,. - _•4. _ -__ - FI - J- 00 77i j T"1t - - - , a.--'- - - . - 4 •0 0 - 7O2 '1' 12 - - -. •1 usc - - • 4.X• - 0 0 - • .0 - - - --I - • &..r 1 - 1- ------ - - - - ........- .- 0 - - -i--'-- _t_'_ +-- -'- - - - ,•_ --,--,-- • - +_1 - - ,:1 - 0 . 0 - - - - 4 ' i 'r • ' - 0 I - - •- -1 -Ft--- - F I rLtt 2: ! 'r SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, SuiteW By Ts- Date Sheet No3Of San Diego, CA 92127 (619) 673-1612 Subject •Fwo& Job NO. _____ . - r ± o' :-- • W2O } o(I, ('% 4-f.1 -7.$- j - .1 -+-.+ ._.._T_ -------------Tl--_.Li4 i4 rç t 100 60 I$- - i Io(2/'9s) * oo7 TZJ 1 : t I 1 ; - 1 - ----------• 1 "1 1 _________ I .......•I II ''l - -r- _i •!.,_!._ --- h--H-'-- .1 ------ -..--L.4 - -- + i-.- ---•- 4_., .-,-••1 .J.{ r' -1 r -, -4-.1 '•--t-•--• 4 ...--t' _1hi1,P_rf, -'-.11 ••• -i-- '-•'--r 71. :iI: i--I -'•_ '.--.!-- 1. 1.._ - ?39 06-22-1995 - TJ-Beam(TM) " Page 2 of 2 08:50:20 v4.42 215001125 1111 TJBRAIID Schmit Engineering 1965 Rohn Road Escondido, Ca-9202S USA Phone: (619) 743-0592 RH-#5 5.25"-x 9.5" Pàrallam(R) WS PSL 2. OE ' 8'-,3.00. 81 - 3.00" - ------SIZE ANALYSIS - A S D --------------------------':J This analysis for TJM products only Substitution voids this analysis IMPORTANT! The analysis presented below is output from software developed by True Joist MacMillan(TJN). TJM warrants the sizing of its products by this software will be accomplished in accordance with WK -product design" criteria and code accepted design values The specific product application input design loads and stated dimensions have been provided by the software user. This output has, not been reviewed by a TTh Associate. The load conditions considered in this design include Alternate member loading. The maximum unbraced length(s) shown are based on the controlling compresBive' forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability.' Maximum Design Allowable Control • • • Shear(lb)' 10199 • 8557 < 9642 , 1131d LT. end Span '2 under Floor loading Moment(ft-lb) 11871 11871 < 19586 165% RT. end Span 1 under Floor loading - Live Defl. (in) 0.119 < 0.275 L/835 MID Span :2 under Floor ALTERNATE span loading Total Defl.(in) 0.163 < 0.413 L/608 MID Span 2'under Floor ALTERNATE span loading Span Span Max. Reaction Total(lb) 3288 27190 4075 Live(lb) 2527 ' 17120 2785 Required Erg.- Length(in) 1.50(W)' 8.63(W) - 1.50(W) Max. unbracedLength(in) 32 32 32 - Copyright (c).1995 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of True Joist MacMillan. ' V TJ-Beam(TM) is a trademark 'of True Joist MacMillan. • '. 06 22-1995 TJ -Beam (TM) Page 1 of 2 08:50:20 - - - v4.42 215001125 1111 - - -. TJBRAMD • Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: (619) 743-0592 RH-#5 - -. Name: John Schmit Project-Name: - Page Title: - - Based on Allowable. Stress Dsign (ASD) --------------- USC building code for TJM products available through Distribution Application ........Floor - Res. Dflection Criteria (KR) - -. Member Use ....................BRAN Load Classification .......°. -Floor LL Defl -TL Defl - Member Top Slope(in/ft)... 0.000 Load Duration Factor......... 1.00 - - Span 1 L/360 -L/2461 Roof Slope(in/ft) ............ 0.600 Live Load(psf) ........ ... ... 40.0 - Span 2 L/360 L/240 - - Floor Decking ........... ... N/A Dead Load(j,sf)-. ........ ....... 12.0 - _ - - - - Repetitive Member Use. .......... N/A - - Tributary Width('-").... 1- 0.00 - _ _ -_ - _ .Reinforced .bverhängs .......... N/A LOAD: - Class LDF- Begin - End -. Live Load Dead Load. Comment • _ - :1 Conc(lbs) Floor-1.00 - 81 - 3.00" - 6310 Add . - . _ . • - _ - 2 Conc(lbs) Floor 1.00 101 - 6.00° 2670 1090 - Add . _ •_ - - 3 Unif(plf) Floor 1.00.0' - 0.00" 8'- 3.00" • - 700 280 - Repl- - - • _ _ _ 4 Unif(plf) Ploor-1.00 81 - 3.00" 10'- 6.00° 1400 660 Repl 5 Unif(plf) Floorj.00 .101 - 6.00" 161 - 6.00" 590 - 310 Repi - - - - Copyright (c) 1995 by True Joist MacMillan, a limited partnership, Boise, Idaho. . . . Parallam(R) is a registered trademark of True Joist. MacMillan. -• . -TJ-Beam(TM) is a trademark of Trs Joist MacMillan. - _ -- SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project 51. By J--5- Date ____ Sheet Nci Of Subject /---- Job NO. 4- 5G------ - i T . H :.. 1 L 3&S -I . LiSG /1X 1//Z5 Z0G'..i.1 - ., -.- •I • - . -' ., ' •..-,-.i--t -, ."- •'- r 4 f-- 4!- . .. k 1- •1' -1 :t 4 ___ - ., --t-• .- -4---•--------i- ------- 1-i-I-. -: . 1., t • .- i. -----''!-'---i - . , ,• TtTt t ..•--.•---" :-' -tt--.: :i:: 4. I 1 T WLta '1 • • - . ._ ,. * ............4 . • .3. ... .4._.... 1 --. --- -'--'r-'4----'i - -- -- I - I • . 2..oc I . . '- .t.••... .i':' t 1 1 - I - . •' 11"I - -I .-.. -: , • ' ' • .i i II r- 3 . 06-17-1995 .. . - .TJL Beam () . ..., '. 1 of 1 16:22:12 - 74.42 215001125 1111 TJB5AX1D Schrnit 'Engineering . 1965 Rohn Road Eocóndido, Ca 92025 USA Phone: (619) 743-0592 PB-#2 - - Name: John Schmit Project Name: '. Page'Title: . . Based on Allowable Stress Design (A.SD) UBC building code for TJM.products- available through Distribution Application .........Floor'. - Res. Deflection Criteria (MR) Member Use .................SHAll Load Classification.......Floor - LL Defi TL Defl Member'Top Slope(in/ft)'... 0.000 Load Duration-Factor ...... .1.00 . Span 1 L/360 L/240. . Roof Slope(in/ft) ...........0.000 Live Load(Psf) ................4OO . . . . . Floor Decking .................N/A Dead Load(psf) ...........;..'... 12.0 . . . Repetitive Member Use...,.... N/A Tributary W'idth('-").,...1- 0.00 . . .. Reinforced-Ovrhangs ..........N/A LOAD: -. Class, LDF Begin End 'Live Load Dead Load . -. Comment / 1 Conc(lbs) Floor 1.00, 7 9.00" 340 110 Add - 2 Unif(plf) -Floor 1.00. 0'- 0.00" 71 - 9.00" 46,0 - .140 ....'Repi 3 Unif(plf) Floor 1.00 7 9.00" 13'- 6.00" . - 380 - 120' Repi. . , .. . 525" 'x 11.875" -Paällam(R) S'. PSL2.OE 0 13'- 6.00" . -----. ---- SIZE ANALYSIS - AS'D This analysis for TJM products only!, Substitution voids this analysis. IMPORTANT! , The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values,. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed' by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and'positioned to achieve stability. Maximum Design Allowable Control Shear(lb)' 4240 3629 < 12053 332% LT. end Span 1 'under Floor loading -. - Moment(ft-lb) 14548 14548 '< ' 29854 - 205% MID Span 1 under Floor loading Live Defl.(in) ' ' .0.259 -< 0.450 -L/626 MID Span 1 under Floor loading . . Total Defl.(in) 0.349 < 0.675 L/464 MID Span 1 under Floor loading Span Max. Reaction Total(lb) 4240 ' ' 3977 Live(lb) 3152 2938 Required Erg. Length(in) 1.50(W) ' 1.50(W) Max. Unbraced Length(in) 32 Copyright (c) 1995 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Thus Joist MacMillan. TJ-Beam(TM) is a trademark of Trus Joist MacMillan. 05-11-1995 TJ-Spec (TM) Page 1 of 1 07:54:09 v4.41 145010250 1111 -TJSPEcB Schmit Engineering. 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 f.i( FB-#3 .- Name: John Schmit Project Name: Page Title: - Based on Allowable Stress Design (ASD) UBC building code for TJM products available. through Distribution Application ........ Floor - Res. Deflection Criteria (MR) Member Use— ......... BEAu Load Clasoification .......Floor LL Defi TL Defl Member Top Slópe(in/ft)... 0.000 Load Duration Factor.......1.00 Span 1 L/360 L/240 Roof Slope(in/ft) ...........0.000 Live Load(psf) ...............40.0 - Floor Decking ................N/A Dead Load(paf)... ............12.0 . Repetitive Member Use ........N/A Tributary Width('-")....l- 0.00 . . Reinforced Overhangs .........N/A LOAD: . Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1.00 01 - 0.00" 121 - 0.00" 480 150. Repl' . . 3.5" x 11.875" Parallam(R) WS PSL 2. OE 12' 0.00" S I Z B •A N A L Y 'S i s A S D -------------------------- L ---------------- IMPORTANT! The analysis presented below is output from sftwáre developed by True Joist MaMillan(TJM)., TJM warrants the sizing of its products by this software-will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions-have been provided - by the software user. This output has not been reviewed by aTJM Associate. The maximum unbraced length(s). shown are based on the controlling compressive forces on either the top or bottom edges of the-member. Lateral bracing needs to be properly attached and positioned to achieve stability. - Maximum Design Allowable Control Shear(lb) 3852 3216 < 8035 25096 LT. end Span 'l. under Floor loading Moment(ft-lb) 11555 , 11555 < 19902 172% MID Span 1 under Floor loading . Live Defi. (in) 0.253 < •0.400 L/569 MID Span 1 under Floor loading Total Defl.(in) 0.339 < 0.600 L/425 MID Span 1 under Floor loading - - . Span 1 Max. Reaction Total(lb) 3852 3851 - Live (lb)' - 2880 2880 Required Brg. Length(in) 1.83(W) 1.83(W) - Max. Unbraced Length(in) . 405 Copyright (c) 1994 by Thus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. - TJ-Spec(TM) is a trademark of Thus Joist MacMillan. - • - - SCHMIT ENGINEERING Project STRUCTURAL DESIGN 5L 16981 Via Tazon, Suite W By Date Sheet No. Of San Diego, CA 92127 (619) 673-1612 Subject FL.cX)f&. Job NO. Al FT TIT 1 4 7 f Rft r c:?4 L1 I:t.t n...t- -. , ii -f :j E4 1 tjt1 'Th 'J [ 17 J. L t± r-- ±ri L L4tLL4 r it 4-4 f2ai ; : ttti4tT.J 1 - - U 5G 3X X'OC P L . .t •1, .. .. + - —t----H- - r.i:4.:J t • . ' t • .•.••.f. ..- .• - L • . : .. m'5 ° ob& I ... ..t+H •• H:-v''9.° /Qd.# •1 -- ,• - * 17?o. • &37O- L I t4,2Lff i - .. • •. ... .. . . o/— .. /00 , 3 •1- ;&Jp /L43-/oot 5&(I) 8S3 1,i7Oo iL. I 12, Ll USc' 'X !6.' .2.QG •Y'L. 13Y> . -• * .-.-• - + .• * .• . I I I "t- - 1 . nr-F -- --r .;---.1 -,•.-•-*+•'.• -• * * • . -- , • ---- .. 1 __l • •. •.. * •, 05-15-1995. TJ -Spec() OM4 Page 1 o 1 08:25:52 .v4.41 145010250 1111 TJSPECB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 FB-#5 Name: John Schmit Project Name: Page Title: - Based on Allowable Stress Design (ASD) USC building code for TJM products availble through Distribution - Application ......... Floor - Res. Deflection Criteria (MR) Member Use .................BRAN Load Classification.......Floor LL Defl 'IL Defl Member Top Slope(in/ft) 0.000 Load Duration Factor ....... 1.00 Span 1 1,1360 L/240 Roof Slope(in/ft) .........0.000 Live Load(psf) ............. 40.0 Floor Decking ..................N/A Dead Load(psf) .............12.0 Repetitive Member Use ........N/A TributaryWidth(' -") 1- 0.00 - Reinforced Overhangs .........N/A LOAD: Class LDF Begin End Live Load Dead Load Comment- 1 Conc(lbs) Floor 1.00 51- 3.00" 2710 2060 Add 2Unif(plf) Floor 1.00 01 - 0.00° 15— 0.00" 70 50 Repl 3.5" x 11.875" Parallam(R) WS PSL 2.OE 15— 0.00" ----- ---------- --------------- -----SIZB ANALYSIS - A S D ---------- -------------------------------- IMPORTANT!, The analysis presented below is output from software developed by Trus Joist MacMillan(TJN). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. - Maximum Design,,Allowable Control Shear(lb) 4090 3959 < 8035 203% LT. end Span 1 under Floor loading - Moment (ft-lb) - 19654 19654 < 19902 101% MID Span 1 under Floor loading Live Defl.(in) 0.406 < 0.500 L/443 MID Span 1 under Floor loading Total Defl.(in) 0.726 < 0.750 L/248 MID Span 1 under Floor loading Spanl - - Max. Reaction Total(lb)- 4090 2659 Live(lb) 2286 1473 . Required Erg. Length(in) 1.95(W) 1.50(W). : Max. Unbraced Length(in) - 52- Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Thus Joist MacMillan. - - TJ-Spec(TM) is a trademark of Trus Joist MacMillan. SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Subject 1FDo,2 Job NO. By - Date '4-5 Sheet No. Of Project -4- I - - -4 -'4- 1- -'-•-I-' - .' F 4__• I - •' ---: '—i--- F - ,-f- I - 1- .-, • I •. i -F- 1. •- - - 's - - . - . -i-i -'---4-3 3- ., L j , . r- '- ' I L -Y 1 T- T -- - 1 - -t------i -- - - i' •----4------ -+-1----- -- i t' 4 4- tF '- • ' j ' - - -._ -k- ..4--.s* ------------•- 't'" 7. _j. -I--• . , 4 3--. - -F .L . . . - , .-- - '-4- -- - - - ,. .3._4. , • • ... — — I -- p • 1-- , . • -: - , •_ _ . -, -• • - I-i •• •I_1: I ,;, 3 -'--.44. . • • • • i- r -i•+- - • 1: ' • 'I - •-'-1--'--•-- - L +— , - $-•p_I , ''I - k--- 4- - • _ • _ - ..: .._J .I. .L., ; t , + • l-' -- • - , j I If 05-15-1995 TJ-Spec(TM) Page 1 of 1 07:27:58 v4.41 145010250'llll TJSPBCB Schmit Engineering 1965 Rohn Road 'Escondido; Ca 92025 USA Phone: 743-0592 - PB-#6 - Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) USC building code for TJM products available through Distribution Application....Floor - -------------------------- Res. Deflection Criteria (MR) Member Use ..................BRAN Load Classification .......Floor LL Defi TL Defl- MemberTop Slope(in/ft) 0.000 'Load Duration Factor ....... 1.00 . Span 1 L/360 L/240 Roof SlOpe(in/ft) ..........0.000 Live L,oad(psf) .............40.0 Floor Decking ..............N/A Dead Load(psf) ...............12.0 . Repetitive-Member Use ........N/A. Tributary Width(' -") .....1-- 0.00 Reinforced Overhangs ........ N/A LOAD: Class LDF Begin End - Live Load Dead Load Comment- - - 1 Conc(lbs) Floor 1.00 1'- 3.00" 1540 1050 Add :2 Unif(plf) Floor 1.00 0'- 0.00" 1'- 3.00" 290 190 Repl 3 Unif(plf) Floor 1.00 1'- 3.00" 21 - 6.00" 480 250 Repl 4 Unif(plf) Floor 1.00 2'- 6.00" 19— 0.00" 480 150 Repl - .: 7" x 14" Parallarn(R) WS PSL 2. OE ... ' " 19— 0.00- ---------------------------------------S I Z E, ANALYSIS - A S D ----------------- ------------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not, been reviewed by .,a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control . Shear(lb) 8604 .8011 < 18947 237% LT. end Span 1 under Floor loading Moment(ft-lb) 31403 31403 <, 54323 .173% MID Span 1 under Floor loading Live Defl.(in) 0.488 < 0.633 L/468 MID Span 1 under Floor loading Total Defl.(in) 0.680 < 0.950 L/335 MID Span 1 under Floor loading. Span - Max. Reaction Total(lb) 8604 6430 Live(lb) 5769 • 465,3' - - - Required Erg. Length(in) 2.05(W) 1.53(W) • Max. Unbraced'Léngth(in) 1406 - - - • - Copyright' (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TN) is a trademark of Trus Joist MacMillan. • - SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project By Date _____ Sheet No. it Of Subject Job NO. __.Err_7 T_r_r r_r..r.. t4LH !T • •-i..--r ——-j.-- .__p_ i irr -r- _______ LT rr +-' ••.- . • 4 -j F :rlt ic:rn r,i 44 Li iti d4W1 r-4Tr- ±E4L 1 r •__ 1i1_._...r1 •._ ii - 4Ir: ttttft: tht4: -_J-4t_i H.i Tc i-F. 141-9 J - .4 •.... .1 ... .. 1 - '''1' I •-- .. I 7o .t •.1H:. rL 1 G3)' 20G • -. - . ... 1. . -. I..-L. • •..j. , - -- • . "---4-- I. t ' - 1. •.:. • , .: .:.. .. T±4..L.:.L .: . FI° : , WIz '.• = . . • . - . t TL 73 )2 - 4- ••- .. .4 • r • , TL -j- i4 _2oc L'fl7: ;ttiH . :ç - .-. - .• r -- - •-• -' --- - •t I - t - - L ... '-+i- 4---T ) - - r • -j-•-- 4 ' - -, i-- t- - . :-'-i - • - -p - - tt'- -r;i- -• • - -1 -F -. 4-i-- - -1-4 t -- 1- 1 • - I--f-- -' - • L 4 - - - - • •i: •_ - I • - - _t t - ' I 05 16-1995 TJ-Spec (TM) Page 1 of 1 07:38:44 v4.41 145010250 1111 ., '' TJSPEcB Schmit Engineering .. 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through'Distribution Application ........ Floor - Res. Deflection Criteria (MR) Member.Use ......... . ....... BEAM Load Classification ...........Floor . : LL Defl TL Defl Member Top Slope(in/ft) 0.000 Load-Duration Factor ....... .1.00 Span 1 L/360 L/240 Roof' Slope(in/ft) .......'...,O.00O Live ,Load(psf) ..............40.0 - S Floor Decking. ...............N/A Dead Load(psf).. ............ ...... .12O Repetitive Member Use.'... ' N/A Tribuaxy Width('-")..: l-0.00 --' S '• - Reinforced Overhangs......... ' N/A LOAD: .; Class SLOP Begin End Live Load Dead Load, Comment lConc(lbe) . Floor 1.00: 3'7 .6.00, - 5770, 2840' Add 3.511 x 11 875" Parallam(R) WS PSL 2 OE 6 300 ---- - SIZE AN'AYSIS - ASD ----------------------- ---------- I --------- 7 IMPORTANT! The analysis presented below is output from-,software developed by Thus Joist MacMillan(TJII). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code' - S accepted design values. The specific, product application, input design loads, and stated dimensions have been provided by the software user. , This output has not been reviewed by a TJM Associate. - The maximum unbraced length(s) shown are based on the, controlling compressive forces on either the top or bottom edges of the'member. Lateral bracing.needs tobe properly attached and positioned to achieve.stability. . S Maximum Design Allowable Control S • . . Shear(lb) • • 5021 4958 < 8035 162% RT. end Span '1 under Floor loading Moment(ft-lb) 13567 13567 < 19902 1471k MID Span 1 under Floor loading -- S - Live Defl. (in) , 0.076 < 0.208 L/991 'MID Span'l under Floor loading , ;Total Defl.(in) 0.113 < .0.313 'L/663 MID Span 1 under Floor loading S Span 1-.- Max. Reaction Total(lb) 3988 ' - 5021 S •' S Live(lb) 2664 3356 - - Required Brg. Length(in) 1.90(W) 2.39(W) - Max. Unbraced Length(in)'345 Copyright (c)'1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. - - - TJ-Spec(TM) is a trademark of-Thus Joist MacMillan. 05-11-1995 TJ-'Spec(TM) : ge lof 1 08:33:33 v4.41 145010250 1111 . - . TJSPEcB -f Schmit Engineering . .1965 Rohn Road Escondido, Ca 92025 -USA Phone: 743-0592 Name: John Schmit Project Name: Page Title: . Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution- --------- . -. Application........Floor - Res. Deflection Criteria (MR) Member Use ...................BEAN Load Classification ........Floor LL Defi TL Defi - Member Top Slope(in/ft) 0.000 Load Duration Factor........v.00 . Span 1 L/360 L/240 Roof S1oe(in/ft) ............0.000 Live Load(psf) .............40.0 . . . Floor Decking..:: ..... - N/A -: Dead.Load(psf) ..........-. . 12.0- • •- - -. -- Repetitive Member Use.,: ......N/A Tributary Width('-) .....1- 0.00 . . . . . . . -. . Reinforced Overhangs.... N/A LOAD Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1.00 0'.- 0.00" 10— 000" 540 310 Repl 3 5" x 9.511 Parallam(R) WS PSL 2 OR 10— 0.00" -------------- - ----SIZE ANALYSIS A S D --- IMPORTANT! The analysis -presented below is output from software developed by Trus Joist MacMillan(TJM) . - TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. -The specific product application, input design loads, and stated dimensions have been provided by the software user. This output-has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces.on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. - Maximum Design Allowable Control - • -• Shear(lb) - 4298 3617 < - 6428 • 178% LT. -end Span 1 under Floor loading Moment(ft-lb) - 10744 10744 < 13057 12294 MID Span 1 under Floor loading - Live Defi. (in) - 0.266 < 0.333 L/451 MID Span 1 under Floor loading . -. Total Defl.(in) - 0.424 < 0.500 L/283 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 4298 4298 - -- -• Live (lb) • 2700 - • 2700 - - - Required Erg. Length(in) 2.05(W) 2.05(W) - - Max. Unbraced Length(in) - 302 - - - Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. - Parallam(R) is a registered trademark of True Joist MacMillan. - TJ-Spec(TM) is-.4 trademark of True Joist MacMillan. - - - -• - 4f4() 06-17-1995 TJ-Beam(TM) - Page 1 of 1 16:31:37 v4.42 215001125 liii TJBEAND Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: (619) 743-0592 FB-#9 Name: John Schmlt Project Name: Page Title: Based on Allowable Stress Design (ADD) UBC building code for TJM products available through Distribution - Application ........Floor - Rea. Deflection Criteria (MR) Member Use... .......... BEAM Load Classification ........Floor LL Defl TL Defl Member Top S1ope(in/ft).. 0.000 Load Duration Factor ....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft) ..........0.000 Live Load(psf) .............40.0 fl Floor Decking ...............N/A Dead Load(psf) ..............12.0 Repetitive Member Use........ N/A Tributary Width('-")...: 1- 0.00 Reinforced Overhangs ..........N/A LOAD: Class LDF Begin End Live Load Dead Load Comment lUnif(plf) Floor 1.00 0'- 0.00" 7'- 9.00" 690 280 Repl 3.5" x 95" Parallarn(R).WS PSI1 2.OE 7'- 900" - --------------- -------------- SIZE ANALYSIS - A S D -------------------------------------- this analysis analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by True Joist MacMillan (TJM) TJM warrants the sizing of its products by thissoftware will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 3796 3020 < 6428 213% RT. end Span 1 under Floor loading Moment(ft-lb) 7354 7354 < 13057 178% MID Span 1 under Floor loading Live Defl.(in) 0.130 < 0.258 L/716 MID Span 1 under Floor loading Total Defl.(in) 0.184 < 0.387 L/504 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 3796 3796 - Live(lb) 2674 2674 Required Erg. Length(in) 1.81(W) 1.81(W) Max. Unbraced Length(in) 32 Copyright (c) 1995 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of True Joist MacMillan. TJ-Beam(TM) is a trademark of Trus Joist MacMillan. .-. -. 'I ... 06-17-1995 TJ-Beam(TM) Pge 1 of 1 16:34:32 -v4.42,215001125 1111 TJBEAXID Schmit Engineer1Iig 1965 Rohn Road Escondido, Ca 92025 USA 'Phone: (619) 743-0592 FB-#10 Name John Schmit Project Name Page Title Based on Allowable Stress Design '(ADD) C building code f or TJM roducts available through Distribution Application li es. es Deflection Criteria - (MR) Member Use BEAN Load Classification. Floor ,' LLDefl TL Defl . '- :. Member Top Slope(in/ft).. 0.000 Load Duration Factor 1.00 Span 1 L/360 L/240 ' Roof Slope(in/ft) 0.000 Live Load(psf) ............4O.O FloorDecking .................-.N1A Dead Load(psf) .............12.0 '. Repetitive Member Use..!. .... N/A Tributary Width('-").';:. 1- 0.00 . .. ,.,'. Reinforced Overhangs ........N/A LOAD:. Class LDF Begin End. -'Live Load Dead -Load ,' Comment.', -, . , . .(. . . . r • •-' . - . -. 1 Unif(plf) Floor 1.00 0'- 0.00" 18'- 9.00" 600 . 180-,' - Repl 71t x 14" Parallam(R) WS si 2 OE 18— 9.00" SIZE ANALYSIS - A'SD -------------- -------------------- This analysis for TJM.products only! Substitution voids .this analsis. IMPORTANT! The, analysis presented belowis output from software developed by Trus Joist MacMillan(TJM). TJMwarrants the sizing. of its products by this softw're ,will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific prOduct application,' input design loads, and stated dimensions have been-provided by the software user. This output has not been reviewed by a TJM Associate.. .. . . . The maximum unbraced length(s) shown are-.based onthe controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. . .. Maximum Design Allowable Control . . Shear(lb) , 7577 6634 < 18947 286% LT. end Span 1 under Floor loadiñg , Moment(ft-lb) .•3551 35518 < 54323 153% MID Span 1 under Floor loading " Live Defl.(in) -, .'' 0.552 < 0.625 - L/407 MID Span 1 under Floor loading Total Def'l.(in) . 0.744 < 0.938 L/302 MID Span 1 underPboor loading . Span Max. Reaction Total(lb) -7577 7577 . . Live(lb) . 5625 5625, Required Brg. Length(in) 1.80(W) - 1.80(W) . Max. .Unbraced Length(in) - 32 .-. ' . . .' . " ":.' ,: • Copyright (c) 1995 by Trus Joist MacMillan, a limited partnership, Boise,' Idaho. - Parallam(R) is a registered trademark of Trus Joist MacMillan. .. - TJ-Beam(TM) is a trademark-of Trus Joist MacMillan.'- • I • *. - . SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Ft -T!J -fliFfFEFLF H% LJ- h T t L1 f FT ff'-ft HT ff4 +PH-1--H-- Project 6~6 By TS Date Sheet No.'V Of Subject Fo Job NO. ZLJ f - li_ -- $ 7L.- iO.4 1 I F 'F U&d 1fie5 2O (L. '731Y - • I • .4 . --'--' . - 1 F 4-1 . I • - 4 1 r 4j --1--i--1 -" -t i + ---- .-- i- - 1 1 4 -I- - -i..- ji 4..4.---i- •1-----1 4.1 1 I 41_{ I - • :t • . .• - :t± t iJ.i1 I J. - 4 - - f.. I_L..L - - - • -t ,. .2 - +- . - F . '''-1 t r - -.- • - --,--. - -. - - 41-- • + -4-4 + 4 L • 2 - • 1 • - I I--' 4 - - I .Fr--$ +. ---4--- t_• I _.!•r--:-1..-, - -!1$ 4-- -f t . . --'• -+ ...... L- .•:4.L 'F- • •. 'ItI i tL4H.-.._.4L F -.4-_. - 4-i4-L- -. --4 FF FF_ - • ------• -' -' _L 4_fttU+ 1-1, -U rt ij i4 JT iT-irkii 60 06-22-1995 5 . S TJ-Beam(TM) - S Page 1 of 1 09:35:14 - 5 S v4.42 215001125 1111 - TJBRAIID Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: (619) 743-0592 S S S FB-#11 , Name: John Schmit 'Project Name: Page Title: S S Based on Allowable Stress Design' (ASD) UBC building code for TJM products available through Distribution S Application ......... .Floor - Res Deflection Criteria (MR) , Member Use.... ............. BEAM Load Classification .......Floor . LL Defl TL'Defl , Member Top Slope(in/ft)... 0.000 ' Load Duration-Factor ........ 1.00 , 'Span 'l L/360 L/240 , Roof Slope.(in/ft) ......... 0.000 Live Load(psf) ............. 40.0 ' S . Floor Decking ......... ...... N/A Dead- Load(psf) ..,.. .. '.......12.0. ' S " Repetitive Member Use ........N/A Tribut.ary.Width('-").... 1- 0.00 ' S , , , Reinforced Overhangs ........N/A LOAD: Class LDF Begin . End Live Load- Dead Load Comment 1--Unif(plf) Floor 1.00 0'- 0.00" . 71.- 6.00" . .. 240, . ' ' 80. ' Repl 3.5"x'9.5" Parallam(R) WS PSL'2.OE 7' 6.00" - ------------------------------------------- -SIZE ANALYSIS - -ASD ----------------------------------------- This analysis fOr TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software' developed by Trus Joist MacMillan (TJM) TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design-criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 1236 976 < 6428 6596 LT. end Span 1 under Floor loading Moment(ft-lb) 2317 2317 < 13057 564% MID Span 1 under Floor loading Live Defl.(in) 0.040 < 0.250 L/999+ MID Span 1 under Floor loading Total Defl.(in) 0.055 < 0.375 L/999+ MID Span 1-under Floor loading - Span 1 Max. Reaction Total (lb) 1236 1236 ' -- - - - - - Live(lb) 900 .900 Required Brg. Length(in) .1.50(W) - 1.50(W) Max. Unbraced Length(in) - 32 - - -- - - Copyright (c) 1995 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. - TJ-Beam(TM) is a trademark of Trus Joist MacMillan. - -, 06-2-1995 TJ-BeaffL(TM) page jof'l 08:36:06 v4.42 215001125 1111 TJBEAND Schmit' Engineering - 1965 Rohn Road Escondido, Ca 92025 USA Phone: (619) 743-0592 - FB-*12 Name: John Schmit Project Name:,- , Page Title: Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution •• - Application ........Floor - Res. Deflection Criteria '(MR) Member 'use ..................BEAN' Load Classification Floor LLDefl TL Defi , Member Top Slope(in/ft)... 0.000 Load Duration Factor ........ 1.00 Span 1 L/360 •L/240 Roof Slope(in/ft) ........ . .'. 0.000 Live- Load(psf) ..............'40.0 S , Floor Decking..:: ..........' N/A Dead Load(psf) ...............12.0 Repetitive Member Use ........ N/A Tributazy Width(' -").... .1-. 0.00 Reinforced Oirerhangs.......... N/A LOAD: , Class LDF Begin - End Live Load Dead Load Comment 1 Conc(lbs) Floor 1.00 i'- 0.00' 900 - ., 300 - Add 2 Unif(plf) Floor 1.00 01 - 0.00" 19'- 6.00" 30 '. 30. Repl 3 5" x 11 875" Parallam(R) WS PSL 2 OE - - 191 - 6.00" ---------------- ------SIZE ANALYSIS - ASD --------------- This analysis for TJM products only! Substitution voids this analysis.. IMPORTANT! The analysis preBented below is output from software developed by Trus Joist MacMillan(TJ'M). TJM warrants he sizing of its products by this software,will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) • 1440 1369 < 8035 587% RT. end Span 1 under Floor loading 'Moment(ft-lb) 8775 8775 < • 19902 - 227% MID Span 1 under Floor loading - Live Defi. (in) 0.342 < 0.650 L/683 MID Span 1 under Floor loading • S Total Defl.(in) • 0.567 < 0.975 L/413 MID Span 1 under Floor loading Span • , Max. Reaction Total(lb) 1163 - 1440 - Live(lb) 639 846 - - Required Brg. -Length(in) 1.50(W) 1.50(W) Max. Uribraced Length(in) • ' 32 5 - Copyright (c) 1995 by True Joist MacMillan, a limited partnership, Boise, Idaho. - Parallam(R) is a registered trademark of True Toist MacMillan. S • - 5' TJ-Beam(TM) is a trademark of Trus Joist MacMillan. - '. - -• S - SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite W By Date J25 Sheet No.' Of San Diego, CA 92127 (619) 673-1612 Subject E( DCin Job NO. I ' '' ff? 4, J'r 1-7 f'1l' - r ;- ji Ffr H 1ITL i T:i-::L irr s4 L41r: f k: I --'7-4 11 - / - --! - I I '- --r 132 . :- H H . P.L. 44, 4 -•.- -4. __. . _ .. ,,.• , - , . , It T • 1 . - .'- r . . - -. . 1 , - - , • V, - r - 1 1 r _ 4 L1 i 1 53 05-18-1995 TJ-Spec'(TM) Page 1 of I 10:48:46 v4.41 145010250 1111 TJSPEcB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 Qfr PB-#1A, Name: John Schmit Project Name: Page Title: . . Based on Allowable Stress Design (AsD) UBC building code for TJM products available through Distribution -. Application., ........ Floor - Res. Deflection Criteria (MR) Member Use. ................BEAM Load Classification ....... Floor LL.Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor.......1.00 Span 1 L/360 L/240 RoofSlope(in/ft). ........ ... .0.060 - Live Load(psf) . . . . .........40.0 Floor Decking ...................N/A Dead Load(psf)....... ........ .12.0 . . . •: . Repetitive Member Use...., .... N/A Tributary Width('-") 1- 0.00 . Reinforced Overhangs..'.:. .... N/A LOAD: Class LDF Begin End Live Load Dead Load Comment - 1 Conc(lbs) Floor 1.00 1'- 9.00" . .3240 1590 Add 0 2 conc(lbs) Floor 1.00 81 - 0.00" . 2540 . 1250 Add - 3 Unif(plf) Floor 1.00 0'- 0.00" 201 - 0.00" . 70 30 Repi 5.25"x 1411 Parallarn(R) WS PSL 2. DE .. 20- 0.00" -------------------- SIZE ANALYSIS - -ASD ---------- ------------------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan (TJM)'. TJM warrants - the sizing of its products by this software will.be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the. software user. This output has not been reviewed by a TJM Associate. 0 The maximum unbraced 'length (s) shown are, based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control . . . Shear(lb) 7893 7751 < 14210 183% LT. end Span 1 under Floor loading Mornent(ft-lb) 29078 29078 < 40742 140% MID Span 1 under Floor loading Live Defl.(in) 0.523 < 0.667 L/459 MID Span 1 under Floor loading: - Total Defl.(in) 0.807 < 1.000 L/298 MID SpSn.1 underFboor loading Span Max. Reaction Total(lb) 7893 3150 Live(lb) 5180 1999 Required Erg. Length(in) 2.51(W) Max. Unbraced Length(in) 638 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. OS-18-1995 TJ-Spec (TM) Page 1 o ' 1 10:50:19 v4.41 145010250 1111 '- TJSPEcB Schmit Engineering 1965'Rohn Road Escondido, Ca 92025 USA Phone: 743-0592 orn PB-#2A Name: John Schmit Project Name: Page Title: Based on Allowable Stress Design (ASD) UBc building code for TJM products available through Distribution - Application ........Floor - Res. Deflection Criteria (MR) Member Use.. ................ BEAM Load Classification ......Floor LL Defl TL Defl Member Top Slope(in/ft).' 0.000 Load Duration Factor ....... 1.00 - Span 1 L/360 L/240 Roof Slope(in/ft) .........0.000 Live.Load(psf) ................40.0 FloorDecking ................N/A Dead Load(pef) ................12.0'-'.., - Rpetitive Member Use ........N/A Tributary width(,--) 1- 0.00 Reinforced Overhangs ........N/A LOAD: Class LDP Begin End Live Load Dead Load Comment 1 Conc(lbs) Floor 1.00 141 - 6.00° - - 1160 590 Add - 2 Unif(plf) Floor 1.00 01 - 0.00" 14'- 6.00° 70 30 Repl - 3 Unif(plf) Floor 1.00 14'- 6.00" 20'7 0.00° 70 230 Repl ':3,5" x 11.875" Parallam(R) WSPSL 2OE 201 - 0.00" SIZE ANALYSIS - A S D ------------------------------- ----------- IMPORTANT! The analysis presented below is output from software developed by True Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges' of the member. Lateral bracing needs to be properly, attached and positioned to achieve stability. Maximum Design-' Allowable Control • - Shear(lb) 3337 3028 < 8035 265% RT. end Span 1 under Floor loading - Moment(ft-lb) 13634 - 13634 < 19902 146% MID Span 1 under Floor loading Live Defl. (in) 0.532 < 0.667 L/451 - MID Span 1 under Floor loading Total Defl.(in) 0.961 < 1.000 - L/250 MID Span 1 under Floor loading - - Span - Max. Reaction Total(lb) 1752 3337 - Live(lb) 1019 1541 - Required Erg. Length(in) - 1.50(w) 1.59(W) - Max. Unbraced Length(in) 343 , ' • -' ' Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. ' • - Parallam(R) is a registered trademark of True Joist MacMillan. • - - -' ' TJ-Spec(TM) is a trademark of True Joist MacMillan. SCHMIT ENGINEERING Project STRUCTURAL DESIGN S SI 16981 Via Town, Suite W By. cTS Date _____ Sheet No.' Of - San Diego, CA 92127 (619) 673-1612 Subject fccxm.. Job NO. ± _____ TL Hø4r4i r T ft Lt. ~_:El. FJ tYE H444 r' 4L41 1 H iH -f--r--i -4- rt-is--TTPi T4 tLtF} T ij-1± T UI E iFi +E ±LLLEE ftb LTL LL ~ I i f 17 }... -t -itj_r . ; .L_... T4ft. - 441 :L . * 1 R3o1 j, . : - .j. . . 4 4-4--. . • f..f . . . -f - 2h -. •.4__ iI-t . _______________________ ________________ ------.-I- -•-4 4 - -•--- ... t'l-------I-- • -t . -.-- S I- ---- I. -- -. f. . , * . ---i- . __4 I - -H-- 4 .. . . . L 4 4 • - 4 - . - , - - - f-i- . - —+ - - 4- 5 e - - '-i...- - -. • --•.----.---•------, -f+-- S * S -- .• . 5 .. S . - - 4A, S * I - S - -.5;. ,t --fl ,- ; - :1 ; ;i4:i -, -•. -H i-4--- f-iI L,._1 - • iT4-'' 4__._S_._.S f. HI ............ -- + 4 .. - - - -- - - . i... •. St. - .+ -..-4. -'--H---4 -1-- FB-#3A Name: John Schmit Project Name:, Page Title: Based on Allowable Stress Design (ADD) UBC building code for TJM products available through Distribution Application......... Floor - Rca. Deflection Criteria (MR) Member- Use ..................BRAN Load Classification Floor LL Defi TL Defl Member Top Slope (in/ft) 0.000 Load Duration Factor 1.00 Span 1 L/360 L/240 Roof Slope(in/ft) 0.000 Live Load(psf) 40.0 Floor Decking N/A Dead Load(psf) 12 0 Repetitive Member Use N/A Tributary Width( ) 1- 0 00 Reinforced Overhangs N/A LOAD Class LDF Begin End Live Load Dead Load Comment 1 Conc(lbs) Floor 1.00 21- 6.00" 580 900 Add 2 Unif(plf) Floor 1.00, 0 - 0 00 2 6.00" 70 230 Rep! 3 Unif(plf) Floor 1.00 21 - 6.00" 9 0.00" 70 30 Repi 3 5" x 9.511 Paral]am(R) WS PSL 2 OE 9'- 0.00" ------------------- SIZE ANALYSIS - A S D ------------------------------------------ IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. Thespecific product application, input design loads, and stated dimensions have been" by the software user. This output has not been reviewed by a TJM Associate The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 1992 1747 <. 6428 368% LT. end Span 1 under Floor loading Moment(ft-lb) 4014 4014 < 13057 325% MID Span 1 under Floor loading -- Live Defl.(in) 0.049.< 0:300 L/999+ MID Span 1 under Floor loading - Total Defl.(in) - 0.113 < 0.450 L/9S3 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 1992 973 - Live(lb) 734 476 Required Erg. Length(in) 1.50(W) • 1.50(W) Max. Unbraced Length(in) 933 - Copyright (c) 1994-by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Parallam(R) is a registered trademark of Trus Joist MacMillan. • - TJ-Spec(TM) is a trademark of Trus Joist MacMillan. - - 05-18-1995 TJ-Spec(TM) Page, lof 32 10:53:15 v4.41 145010250 1111 TJSPEcB Schmit Engineering 1965 Rohn Road Escondido, Ca 92025 USA Phone 743-0592 yY) I FB-*4A Name: John Schmit Project Name,: PageTitle: Based on Allowable Stress Design (ASD) UBC building code for Tim products available through Distribution - Application Floor -Res. ------ Deflection Criteria (MR) Member Use BRAN Load Classification Floor LL Defi TL Defi Member Top Slope(in/ft) 0.000 Load Duration Factor 1.00 Span 1 L/360 L/240 Roof Slope(in/ft) 0.000 Live Load(psf) 40 0 Floor Decking N/A Dead Load(psf) .............12.0 - Repetitive Member Use....... N/A Tributary Width( - ) 1- 0.00 Reinforced Overhangs N/A LOAD: Class LDF Begin End Live Load Dead Load- Comment 1 Conc(lbs) Floor. 1.00 2 6 00 580 900 Add 2 Conc(lbs) Floor 1.00 V - 67 00" 2880 900 Add 3 Unif(plf) Floor 1.60 0 0.00" 9 0.00" 70 230 Repl 3.511 x 11.87511 Parallam(R) WS PSL 2 OE 9'- 0.00" _____________________________S I Z B ANAL Y S I S - A S D .......................................... IMPORTA1T! The analysis presented below is output from software developed by True Joist MacMillan(TJN). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values The specific product application input design loads and stated dimensions have been provided by the software user. This output has not been reviewed by aTJM Associate. The maximum .mbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) - 4363 4054 < 1 8035 198% LT. end Span 1 under Floor loading Moment(ft-lb) 13513 13513 < 19902 147% MID Span 1 under Floor loading, Live Defl. (in) 0.121 < 0.300 L/890 MID Span 1 under Floor loading Total Defl.(in) 0.216, < 0.450 L/S01 MID Span 1 under Floor loading Span 1 Max. Reaction-Total(lb) 4363 3705 Live(lb) 2174 1916 Required Brg. Length(in) 2.08(W) - 1.76(W) Max. Unbraced Length(in) 346 Copyright (c) 1994 by True Joist MacMillan, a limited partnership, Boise, Idaho. Parl1am(R) is a registered trademark of True Joist MacMillan. TJ-Spec(TM) is a trademark of True Joist MacMillan. SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project By T--S- Date 5~-s Sheet No.. Of Subject FoUA)2c? T7oIJ Job NO. 00 ---------------------------- ----------- + -- -- ----- -------------------- ------ - -. - - - . - - • . . /07 l 84~ )1 f I L_ .1 , . . ,. , ,_..". . ._- . - I ,. fLLbLLFOr Lan OA.) ico..sLi: - -. . 1--1 --- I I - - n:r - T . .................... 2 Sob io --5 3C I I (fO z _ SCHMIT ENGINEERING Project STRUCTURAL DESIGN. 16981 Via Tazon, SuiteW By -S Date Sheet No. Of Son Diego, 0A92127 (619) 673-1612 * . Subject L-Dfl? T7& Job NO. - I I . * ...... - I , a - , . .. . —.c - Ii. tTL . a ' .., • I - ........ .• . a.. 14, I. .L —,.— • '4 '4 ........- -,.-•... ....t_ _,,. ,_ ....... - - - - - _--4. • -. ._. I . •• I ,-..,-,. ;' --'a .' i'•*-7 —'"j'4 t--t—-4 - j....*.4.._._ . SCHMIT ENGINEERING Project STRUCTURAL DESIGN By Date "S Sheet No4 Of 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Subject WPCL.L_ Job NO. T— WeLTL ti kLcSA3 riLJz m1 ; ___ I .... - •4 4j.i, .. _____ r t44-- ----• - ._ I. -- .----.----, -- - . Tr T2 -f--- - -, - LLWL I(PtItJ i FE jlr Jh r,L 4 4' LL :ft ft !1rEI JH '.II' . L 11tLQLI 4-1 iJN _LLJJL -4 L± i +__LI._4 L f I+J..L ..i4 Li L7 TL1JTt L Q13LO°i i:t-i t ~il i7 rii Uki:c -±it TIT 4: u I t f-- 1 i- •- - CA4Jr/Lc5?a CoDn7o&) 1 - • - t I - xs(i& rz/oa T. src3t* --d-- +Al. - --2oc -4.'--rc000p.i 772 4 - - + - I-- 1'4+ - . ------, Q9m/p co'7-a n_- )/Fst - j--- - 2- I 'Z2 3 I 4 "0 22-) 2Zj,Q00 P? -01c_ - . - - - -1'' C ) P. Co xi C. 3 -m LL - , j/ --1 R_R)uGO C?i1O • - -fl?A (1s:3)/.J /23Os)± 4) )2 23 1 - - - - - •'T7 6I212 c o/a+Y bHi -:d''.&' -- - • : - - - - :.4 1i -.. - . - .., - •. - • SCHMIT ENGINEERING Project STRUCTURAL DESIGN 6/9 516981 Via Tazon, Suite W By Date _ Sheet No. Of San Diego, CA 92127 (619) 673-1612 Subject LJ-)&1L Job NO. - I i I. mm v 4 457 2M , 1iC' o3s + Io/3)S5) * 1GOr. !o 4-: 21 z so - 2 - Lbi _3 1 1I 1 - Usc s-C W)Dc 23 )(s/)'()(ss) Z 5 40 y d o' . 0 2C5 C - 0 0033 - C cc O'- 3PS 2-cf30 p SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon. Suite W By TS Date Sheet No. (:-,2 San Diego, CA 92127 (619) 673-1612 Subject LiJRLL- Job NO. - L 41 1-7 4.4 It T -TTEflT . L 4 L4_ - 4.4144JJ. L4 ftiJ±WHtt4t1± Ut Li4TEE J.LJ L'.il . 4.I ~LZ&jEEV 4EH1 :4 IItY HUt _ if*tfHt: Lth u -F -t :ftJd j- - it 'H tEII iitftE - I ......4 - ' - - • - F - - -. . l (b,q-o.mL/r4 e6Oo1-.' i-'- -'--f-t ' i -: --T---T----.-H--- -•-- -±---- -. - - pL X F IA _1JU 10 CflkP cc -4' -I. - j . -. . 4 . - . . . . 4 , . 4 • .4..... Ic -n CODq7o3 I I, LI (io*U 723(10 : r- - - - --.- - c- 2Z 2 -- •-. t Coc :Y ; s1 afuz : tt SCHMIT ENGINEERING Project STRUCTURAL DESIGN . . By r-s Date _____ Sheet No. Of 16981 Via Town, Suite W San Diego, 0A92127 (619) 673-1612 Subject u_L. Job NO. Jftj T p - L v I cLJi oro4-lo :; mm t Jt1 1Q.11 t 1-7 I Hri Ji LT TH H± Tft t--4 -- ---- I-- IFT 'JL4L 'c TI, V4 rEj44 i 1j±4f i it Ti- 7 4 j 44R$ 4e:hIp1ttG) _ 4-Lt 4L L 4 . 444L. :.Li4 Li- C 1 -rl 4J ,iJL±14 'F± Tftt/ J --- /0 - 2S(33 -SO(33% )da I I 4 i. SGG C/iL /-,z1oU (fj 41 73/ . B11(2-•1c. 0/(:L •1 I - t I: ;•t•i - - , I . - - 4. • - . - , • 4. . . . , . .4_ 4..-- - Li - •. . • j -. . J 'ôr .Sf/Z.j (T)S)2:Io'L3FIuL. 1 '112Y Lr 555 Th, 1/CC!") 'io(i) -- * 5a (1--s ) 11&'i- F-.- 182;-s , I .• , , . /- 77?3 c-- O-7'7Y1- •4J7 -i - Jai ~sJ H :T=J2a=H-. - . ----••-.- •'----- - r' V)sc ''-F&•-- 5)7S , , I • - •- II ' -I-'-, '-4--t-4- • I t- ci - • I -j - - -I- F-L. • )--/ 41---- -v 4-i4'- ) OOpO1c (I f -.. - -"H } . i - 1i -t- - 1-j tt L LT I tLflit 1 1 SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612' Project c,I By 'T-. Date /9s Sheet No.4± Of Subject k/-LL Job NO. - I ,_4J rL 1- t 4 ,.-4.'_' —:--— I, -, .- I-. - t ---. - r-- -i I --s'•'* ± ' I-, 1- 1 I - -. H ..- ... -I--'. 'I- . --'.i -NV.-- -...-..-.... .L.._1. - - •'4 -t -----I--4-- -- -" I : -•------i i - _ , . - . . V : I • .,- + it .1 - i--- - - I ••- I •—I-- - —-t•j I II1'_.Tlf1 . Ti 77"1 il : ttI1±i; (.5 SEAR WALL SCIIEDUU (DFIL SILL PLATI?S) Material Edge Allowable Shear Transfer Sill 'Anchor Bolt Nailing Shear Nailing (Top Plates). Plate S acing Nailing 1 3/8" Ply 8d @ 6" 276 #/ft 16d @ 6". ø.ç. or 16d @ 6" 1/2" III @ 36" o.c Str. I O.C. A35 @ 24" p.c. 'o.c. or 5/8" l @ 54" O.C. 3/8" Ply 8d @ 4" 432 #/ft 16d @ 4" o.c. or . 16d @ 4" 1/2" 4 @ 24" o.c: Str. I . O.C.' ' A35 @ 16" o.c. O.C. or 5/8" P @ 36" 3/8" Ply 8d @ 3" 552 #/ft 16d @ 3" o.c. or 16d @ 3" 1/2" @ 18" o.c. Str. I O.C. A35.,@ 13" o.c. :o.c. or 5/8" 4 @ 28" O.C. 3/8" Ply 8d @2.5" 642 #/ft 16d @2.5" o.c- or 16d'@ 2.5" 1/2" 4@ 16" o.c. Sir. I O.C. A35 @ 11" o.c. P.C. or 5/8" 0 @ 24" O.C. 3/8" Ply 8d @ 2" 732 #/ft 16d @ 2" o.c. or 16d @ 2" 1/2" i1 @ 12" o.c. Sir. I O.C. A35 @ 9" o.c. . O.C. or 5/8" fJ @ 18" o.c. 1/2" Ply lOd @ 6" 340 #/ft 16d @ 5" o.c. or 16d @ 5" 1/2" @ 30" o.c. Sir. I O.C. A35 @ 20" o.c. o.c. or 5/8" @ 42" O.C. 1/2" Ply lOd @ 4" 510 #/ft 16d @ 3" o.c. or 16d @ 3" 1/2" @ 20" o.c. Str. I O.C. A35 @ 14" o.c. o.c. ' or 5/8" @ 30" O.C. 1/2" Ply' lOd @ 3" 665 #/ft 16d @ 2.5" o.c. or 16d @ 2.5" 1/2" 'p @ 16" o. C. Str. I O.C. A35 @ 10" o.c. O.C. or 5/8" @ 24" O.C. 1/2" Ply lOd @ 25" 767 #/ft 16d @ 2" o.c. or 16d @ 2" 1/2" 6 @ 12" o.c. Str. I O.C. () . A35 @ 9" o.c. O.C. or 5/8" @ 20" O.C. 1/27 Ply lOd @ 2" 870 #/ft 16d @ 2" o.c. or 16d @ 2" 1/2" 0 @ 10" o.c. Str. I O.C. A35 @ 8" o.c. O.C. .. or 5/8" @ 18" O.C. Stucco Per Table' 180 #/ft 16d @ 8" o.c. or 16d @ 8" 1/2" @ 42". 6. c. () ® 1 - U.B.C. A35 @ 24" o.c. O.C. or 518" @ 72" - . L ' . I 2 3 4 5 6 Foundation sill plates to be pressure treated Douglas Fir I Larch #2 or better. Anchor bolts a minimum 10" in length (7" minimum concrete embedment) ' Expanded metal or woven wire lath and portland cement plaster per U.B.C. table 471. No. 11 gauge, 1/1/2" long, 7/16" bead @ 6" o.c. or No. 16 gauge staples 7/8" legs @ 6" o.c. Applies to nailing at all studs top and bottom plates and blocking. Field nailing is 12" o.c. typically @ plywood shear wall's. Framing at adjoining panel edges shall be 3" nominal or wider 'and shall be staggered. Use Common Nails at all plywood shear panels ' SHEAR WALL SCHEDULE (TRUS-JOIST DF/L SILL PLATES) Edge Allowable Shear Transfer Sill Anchor Bolt Material Nailing Shear Nailing (Top Plate Spacing () Plates) Nailing 01 3/8" Ply 8d @ 6" 276 #/ft 8d @ 6" o.c. 16d.@ 6" 1/2" 4) @ 36" • Str. I O.C. O.C. o.c or-5/811 4) H @. 54" o.c. II 3/8" Ply '8d @ 4" 432 #/ft 8d @ 4" o.c. 16d @ 4" 1/2" 4) @ 24" Str. I O.C. , O.C. o.c. or 5/8" _______________ __________ 4) @ 36" o.c. '3/8" __ Ply __________ 8d @ 3" 552 __________ #/ft 8d @ 3"o.c. 16d @ 3" 1/2" 4) @ 18" Str. I O.C. O .C. o.c. 'or 5/8" ! 28"o.c. 3/8" Ply . 8d @ 2.5" 642 1/ft 8d @ 2.5" o.c 16d @ 1/2" 4) @ 16" Str. I O.C. S 2.5" o.c. H o.c. or 5/8" Q 50, 4) @ 24". o.c. II 3/8" ply 8d'@ 2" 732 #/ft 8d @ 2" 16d @ 2" 1/2" 4) @ 12" I Str. I O.C. . O.C. O.C. or 5/8" . @ 18" o.c. 1/2" ply lOd @ 6" 340 __________ #/ft ______________ lOd @ 6" o.c. __________ 1:6d @ 5" 1/2"4) @ 30" Str. I O.C. . . . o.c. O.C. or'5/8" 4) @ 42" O.C. 1/2" Ply lOd @ 4" 510 #/tt 'lOd @ 4" o.c. 16d @ 3" 1/2" @ 20" Str. I O.C. O.C. o.c. or 5/8" H @_30"_o.c. 1/2" Ply lOd @ 3" 665 #/ft lOd @ 3" **o. c.. 16d @ . 1/2" @ 16" P Str. 'I O.C. 2.5" o.c. o.c. or 5/8" U 4, @ 24." o.c. U 1/2" Ply lOd @ 767 41/ft lOd @ 2.5" 16d @ 2" 1/2" 4) @ 12" Str. I 2.5" o.c. O.C. . O.C. o.c. or 5/8" @_20"_o.c. 1/2" Ply lOd @ 2" 870 #/ft' lOd @ 2" o.c. 16d @ 2" 11 1/2" 4) @ 10 Str. I O.C. O.C. o.c. or 5/8" @ 18" o.c. Stucco Per Table 1-80 41/ft 8d @ 6" o.c. 16d @ 8"' 1/2" 4, @ 42" 471 - o.c. o.c. or 5/8" ,, B.C.) '' I; I 7 -I- 2 3 No 11 'gauge, 1/1/2" long, 7/16" bead @ 6" o.c. or No. 16 gauge staples 7 legs @ 6" o.c. Applies to nailing at all studs top and bottom plates an blocking. S 4 Field nailing is 12" o.c. typically, @ plywood shear wall's. 5 Framing'at adjoining panel edges shall be 3" nominal or wider and shall staggered. L. 'J j \) U. L. ' '.)..... Foundation sill plates to be pressure treated Douglas Fir [Larch or better. Anchor bolts a minimum 10" in length ( 7" minimum concrete embedmer Expanded metal or woven wire lath and portland cement' plaster per U.B.C. table 471. SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon, Suite By Date Sheet No. Of San Diego, CA 92127 (619) 673-1612 Subject L 1Job NO. L' 11-Ji11 Lii4. 25 ZT • r j 1 + 4 1 t h 1t If 331-4 25-5p)l r JItt;tir4 , -1 1: ;.. -i:1:-i l L .1 TttBi:j: LJJD . rpo3vijJci4: eec i4Lr4 L . Ce.-/-O-.4 .. -c! .t 4 4..J . im r "---- - -- -t4 — I rt . - .. . . •iH :4; t rH .1- 141 If 44H-H- , 4 . ii..ijtUtt±w:rt.tt ttiijt, t T4-ItL L fj4fJ44. .4tt. SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project By Date 4S Sheet No.'! Of Subject Ln 7?22/'9 (- Job NO I itiJt±iWi±tfi f JLl .t.4_:c-4_L --8-- 'r H tHH±±N 4 ±t T) FH+J,44 3o/( 715 --Lt +-- 4• _LL -',J'.. L._ - - j. i , rTT i LL . ----f-' -t 7,.L. f-)r- -. -- - 4,---- . --4-- --'- -r - I------- 4- Jc ..4_L r r- tui f.4 .LI or- Y, - ' _)./ '-p' - --8-1-4 k: 4%L L44 i_._....,. -iii 4 1 LLJJL1fl t:: ttri -t--44 +-i--I Ji- t i- C. 4•---•-•:• ..z_. S. 4 . f4_j I- -- • r - - - -r --- - -H --t-i •-- i---' , .• v: - r - -J-- LJR LU 0 i2 --f-- - •---4-• -4-r'- - 4"0.- 41114. -i---f-c1-[-- 'yicmH't '-hT- _4 j1+4;_j. •-.' T -1 - c-H :1 I; -4-- 1 8 3/3 PLy •• S ' 2J:-ijD Tt ht •' Lk -j - - --- •- tt-18 4" - - ' . , 1;1XtZ flPJ1MOj- L Tri ttti:fti±Et±tt Tt7- :. - SCHMIT ENGINEERING Project STRUCTURAL DESIGN By TS Date Sheet No. !Of 16981 Via Tazon, Suite W San Diego, CA 92127 Subject 4,/9 77_. L Job NO. (619) 673-1612 / t -r •-i- lT1 F .2 SL o) o . •t-:y- 1::t 41;) 2bOa)c dO+ _ L - I10 TQ -.se )(3)i: L5"rO - . . o/o32 5V+ Thor 335 /b) ioso':, -- UT'L1F-Y335,' -.'• 1 ./-5f?.. c i-f---' . - - - - - - ....... - -f- - I f .-.*. .--.-- I- -44 -f - -t -- -------—h-1----:-:-: :t:T "1i -r - . .4 • --I 1 - ---- - - -.---{- if 44 3 4•+ 1 1 rr 4 * 1r1'-L ---- I 1-4 r'. . SCHMIT ENGINEERING Project STRUCTURAL DESIGN 16981 Via Tazon. SuiteW By S Date'45 Sheet No. 7Of San Diego, CA 92127 (619) 673-1612 Subject Z-9721- Job NO. J -1 ry 4 Ii LT:4JJj. Fl H JJ- rr I ti4Tt T1T t 1T 1 1 i •i , -- --------- ---r-t--i-r- - T iE4L / i :a1iLl fl:tRfttt4 EIT Li4 qtQ (r) S ) LLb5F ft1Jj iiiJT4EiL L l---±i-4--J r+4Hm+ft HJ1+fhr 1)t p1t, F7t 2S' 4Jcô P1 fl 1-4 içi /Tt±i/s ttLL! p,if . TTLT n:p :: TY)- 4 -.--f- -4_--L!.. L4_L,l_+ 1-- z - r -4r —-4—- c;tr1 •. . f .. I • -t +... . L. 4---.—. 4 .---• . '• - ----;----D---t 4. -. -1--- ----*- .. .L ---4--- 4-+4 4-:- - -- - r - . • .,. ----------L..4 .1.4 '.LT d. FL t! LLTI t-4 1 - '.-. 1 • + LJ4_4._4 . __L -1 . -.-- .. - -- +.i ..4LtL.JL14 AJ17,/,9c..0 I- f 4 i-ti r L • •. . 4-.._-+_1 .. .4 • t . -. - -t - rn Si5c 4J. :... LPL/Fr 3i CD71 lit I --+-., 1 t4 -H i4 ii j±11 4It44iL : -- 4 H1:1 j1-1-+--±-t-4---H4-1------4-t--I----. 1i -.L+--4--H --1 L SCHMIT ENGINEERING Project STRUCTURAL DESIGN . 16981 Via Tazon, SuiteW By -T- Date Sheet No. LOf San Diego, CA 92127 (619) 673-1612 Subject 1-f? 7?2RL_ Job NO. 4 ... ..:i:..r I7-11 it I if i?4 r I bL1i} rIW tT1 WI F u1[iT11T' r1 riFt2 itr r' T 1i 4 4j, f 1I4i1i! 4o ZLI- 1 I ±i4 ?I:iL351- - r --±---t- •- -----f LI3 -I -----'---i--rt+ i--i--i-1--+. o- -----~j -'"'--H--- rr If I -I-H- i52l '41 4 L - ; ii: jPLiF?1 C9.) I t1 41tL1 t jJqiJ)2 4L1 ~uPc -t fLfILH 4+L t4±WH r - -1- 1 • 4I---; * •i t - -------------•* LL: rH' ' I I r t r -'- I I rj :f 17 r :tl-t LTru3 I4 t1 T 4:: L-f-J-- $ H- - 1 1EE-i T2JJJ±i 11 Lrft ___ SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project SI By ZS - Date ''-' Sheet No. Of Subject L,i 72J-t- Job NO. T 44J iff H- fL_j i.- "L/--t--i---i--t--f- I 21 -br'--±-,-FL-I I-I -IL itz----t -i I -. '-i 4- l-+-14-f U t-I (f-4--+- -'-"-'' '-'-'-"•' .-. ---t -- -{--4---4-1---H -i-• -4 -I- Fi H-ft±-H ih1H HT go LA tfti L4 1 fti :I -i---'1r ------- .4f_. _L. 44.t.:Ij- L _77 ti I .- -•H--' ---r I I----. ,_ ----4- IJ-i---i1 -4--------- , -; J. - 4L.IJ_.i --L - --r-f--+ I -+.------[ -t 4- _f___-t_4) . 1 4_i . .4 +J --------H + .-:- --- ---L -, I ..L_. I 1 If--r -f--4- r: It -- p -----,-' ---t 4- -4--- : - 17 1 I I -.f-t-- -r--rf-±--r- 4-----4- 4E 44.. I H :L 4 •t j :* , U 4i4 4TR4t 4 LHI F 4 1 U J..f t SCHMIT ENGINEERING STRUCTURAL DESIGN 16981 Via Tazon, Suite W San Diego, CA 92127 (619) 673-1612 Project By TS. Date _____ Sheet No. Of Subject Job NO. Al ~ I -T L Li4, ftT11rttt ff I fLf4ji F i4 r f H j Mt 1 i t H h H It; H itUf H *1 Li tH1 H1W W 4_1 -4- L1 7 4- ±+jIt1 j±tTHt; H -_ 4 H it - k..-,, ..f[t Ii ----• : j44 4J1- ijI .4t-i-1 4 J. i T .1 .+.. .L. tiT . H-ih tTi:; r:'. iir4:i:4:niifr ±t 1 t±tj t i 21L t l i...-' !. 'f --• r4 4 4, : H - I -• . . i_.,. - 0' - •0 .. to T .4 --: • .. . . , -, 1 ft j J .Lt I I tr - . -, I I 44L .. 1 • ,. .. 1' -- 1 -- 1' "- .... L44 i4i 4; :L --- . 1T 4+i:..HTL' +I -, 4'L±j.1 t4H-ti+t_1t 34 .t. —1-1-1 ±rth± Jii±fttjF; I. r! h:c :ctffr°tI: 0 SOUTHERN CALIFORNIA SOIL & TESTING, INC. • 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 - S 619-280-4321,FAX 619-280-4717 July 10, 1995 'Mr. Daniel Muhe •" - SCS&T 9511134 4014 Aguila Street, #1 - ' Report No. 1' Carlsbad, California 92008 SUBJECT: Update and Foundation Plan Review Letter, Muhe Residence, Jefferson Street, Carlsbad, California. ' REFERENCES: 1) "Grading Plans for Dan Muhe;" Sea Crest Engineering, Inc.; June 12, 1995. 2) Architectural Drawings, Unknown Origin, Undated. - ' 3) Foundation. Plan, Sheet Si; Unknown Origin; July 3, 1995. 4) ' "Report of Preliminary Geotechnical Investigation, Proposed Residential Site;!' Southern California Soil and Testing, Inc.; March 27, 1992 , (SCS&T 9221004). 'Dear Mr. Muhe: " •: , In accordance with your request we have prepared this update and foundation plan review letter' - for the subject project. The scope of this additional work consisted of a site reconnaissance; review of the referenced plans and report, and preparation of this letter. PROJECT DESCRIPTION The subject project will consist of the construction of a split level one and three story residential structure. The building will be of wood-frame and masonry construction. Shallow foundations and conventional slab-on-grade floor systems are anticipated. Masonry retaining walls up to, 15 feet high are proposed for the structure. ,Exterior masonry and keystone walls 'up to six feet in • height are also proposed. Grading will consist of cuts and fills up to 14 feet and six' feet deep,. respectively.' • • ' EXISTING CONDITIONS ' A site reconnaissance indicated that the existing conditions at the site remain unchanged from those encountered during our preliminary investigation. ' S • r • SCS&T 9511134 July 10 1995 Page 2 CONCLUSIONS AND RECOMMENDATIONS -. • •. - .. . -- .• a • - GENERAL In general, it is our, opinion that the recommendations contained in the referenced report are still applicable and should be implemented However, additional recommendations are presented herein to account for changes in the proposed project TEMPORARY CUT SLOPES Temporary cut slopes up to 14 feet in height are proposed The subject preliminary report recommended an inclination of 0.75:1 (horizontal to vertical) for such slopes This configuration would require off-site grading at the northeastern corner, of the garage where a- ten-foot-high temporary cut slope will be required. In lieu of this and inconsidration Of, the geometry of the proposed cut, it is recommended that the temporary sloe be constructed at a 0.5: 1 inclination The steeper configuration only applies to the specific area previously described It is imperative that all temporary cut slopes be observed by ,a representative from this Office to ascertain that no unforeseen adverse conditions requiring additional recommendations are • encountered. ' • • ,• FOOTING DEPTHS It is recommended that the footings for the three story section of the structure be extended to a minimum depth of 24 inches below lowest adjacent finish pad grade All these footings should be founded on firm natural ground FOOTING SETBACK A. minimum horizontal ,setback of ten feet should exist between the • western basement footing and the face of the slope • •- • 4" •- . GARAGE FOOTING REINFORCEMENT It is .recommended that the minimum reinforcement for east-west garage footings be increased to two No 5 bars top and bottom 4 4 GARAGE SLAB.,ON-GRADE: It is recommended that the minimum reinforcement for the proposed garage slab-on-grade be increased to No. 3 bars placed at 12 inches on center each way PROPOSED KEYSTONE WALL A six-foot-high keystone wall is proposed along the western . a and a portion of the northern property lines. This area is apparently underlain by upto five feet of old fill This condition will be evaluated during grading, and may require the removal of the existing fill and its replacement as compacted fill .4 4 - • • • ,. • - $ [ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 July 24, 1995 MrDanie1 Muhe SCS&T 9511134. 4014 Aguila Street, #1 Report No 2 Carlsbad, California 92008 SUBJECT: Revised Foundation Recommendations, Muhe Residence, Jefferson Street, S Carlsbad, California. REFERENCE: 'Update and Foundation Plan Review Letter;" Southern California Soil.añd Testing, Inc.; July 10, 1995. Dear Mr. Muhe In accordance with your request we have reviewed an alternative footing detail for the outside.. basement footing prepared by Schmit Engineering. This detail incorporates a six-foot to daylight setback from the face of the slope with an eight-inch-thick thickened slab section It is our opinion that this configuration may be used in lieu of the ten-foot to daylight setback recommended in the referenced report. If you should have any questions regarding this letter, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully Submitted, SO ERN. CALIFORNIA SOIL AND TESTING, INC. T*# 3603 Daniel cc (6) Submitted ;Pç 3CH. e / ?F/ 1T1 LL- P@. tFt ?IIJ Sfl(1.4 /77~ ThlC;; 3Lcs -'4 - SOUTHERN CALIFORNIA ck- T / SOIL & TESTING, INC. . '•. 6280 Riverdale Street, San Diego, CA92120. S P.O. Box 600627, San Diego, CA 92160 619-280-4321,FAX 619-280-4717 Y. aim March 27 1992 SCS&T 9221004 Report Number 1 Daniel Muhe do Gary Satérbak * 8995 Crestmar Point San Diego, California 92121 , Subject Report of Preliminary Geotechnical Investigatio n P r o p o s e d R e s i d e n t i a l S i t e , - Jefferson Street (North of Las Flores Drive), Carl s b a d , C a l i f o r n i a Gentlemen:' - -S In accordance with yourreqiest, we have perform e d a g e o t e c h n i c a l i n v e s t i g a t i o n f o r t h e s u b j e c t project. We are presenting herewith our finding s a n r e c o m m e n d a t i o n s : - In general we found the site suitable for the p r o p o s e d d e v e l o p m e n t p r o v i d e d t h e recommendations presented in the attached rep o r t a r e f o l l o w e d . T h e p r e v a l e n t ' g e o t e c h n i c a l •. - conditions affecting the proposed Constructio n a t t h e s i t e a r e t h e r e l a t i v e l y s t e e p s l o p e s between the upper and lower pads and the rel a t i v e l y h i g h t e m p o r a r y c u t s r e q u i r e d f o r construction. These conditions will require spe c i a l g r a d i n g a n d f o u n d a t i o n c o n s i d e r a t i o n s . ._ If you should have any questions after reviewin g t h e f i n d i n g s a n d r e c o m m e n d a t i o n s c o n t a i n e d i n the attached report,,please do not hesitate to contact this office. 'This opportunity to be of professional service is sincerely appreciated Respect-fully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING IN C t • William A. Stevens, R.C.E. #43010 Ctis A. urdett,'C.E.G. #09 . GE0 WRS CR6 wrs Office Liu - TABLE OF CONTENTS Introduction and Project Description 1 Figure 1 - Site Vicinity Map , Scope of the Investigation 2 Findings - -: - S S. Site Description 3 General Geology and Subsirfce Conditions 5 3 Geologic Hazards - Table 1 - Earthquake Magnitudes and Bedrock Accelerations - Table 2 -Probability of Occurrence of Accelerations S S Conclusions and Recommendations_- : 6 General Grading •1 76 :6 SlopeStability _________•7 - Shallow Foundations' 5 - 9 ri S ConcreteFloor Slabs 10 • Earth Retaining Walls ' S Limitations S 12 Field Explorations S - 14 Laboratory Testing 115. S - * •. S Plates •• . .• . - Plate 1 Plot Plan oil Plate 2 Subsurface Exploration Legend - • - - - S -- Plates 3-5 Subsurface Exploration Logs Plate 6 Grain Size Distribution -: - .. • •. Plates 7-10 Direct Shear Test Results - • - - S. Plate 11 Retaining Wall Subdrain Detail S Appendices - S - • -• - '- • S - S Appendix A Recommended Grading Specifications and Special Provisions Appendix B Slope Stability Analysis Input and Output Tables Appendix C Slope Stability Analysis Graphical Results S • . S 4 5 SOUTHERN CALIFORNIA - 6280 Riverdale Street, San Diego,CA92120 P.O. Bx 600627, San Diego, CA 92160 - - 619-280-4321, FAX 619-280-4717 Report of Preliminary Geotechnical Investigation - - Proposed Residential Site Jefferson Street (North of Las Flores Drive) - . - Carlsbad; California - -. --•- INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of bur geotechnical investigation fora proposed residential site , to be located on the northwest side of Jefferson Street approximately 200 feet north of Las Flores Drive in the City of Carlsbad California The site location is illustrated on the following Figure 1. - - - - It is our understanding that the proposed lot will be split into two residential parcels, with single family, residences proposed for each parcel. 'The property contains two level pads separated by : about 20 feet of elevation difference. Both residences are anticipated to be constructed on the - upper pad at Street elevations, two stories high, and of wood frame construction. Shallow •foundations and concrete floor slabs are expected. Grading will consist of Cuts up-to 15 feet - deep, and 15-foot-high retaining walls are ntiipated. The site configuration, approximate topography; locatidn of the p'roposed improvements, and the approximate locations of our . all. subsurface explorations are shown on the attached Plate Number 1 - -,:-•--- - •: 11 SOUTHERN. CALIFORNIA PROPOSED RESIDENTIAL SITE SOIL & TESTING INC WRS/WDW DATE 2-26-92 • SCS&T 9221004 March 27, 1992 S Page2of15 SCOPE OF THE INVESTIGATION The scope of this investigation consisted of: surface reconnaissance; subsurface explorations, obtaining representative samples ,'t geologic literature search, analysis of the field, laboratory, :4 and geologic data, and preparation of this report. More specifically, the intent of this analysis j . was to: Explore the subsurface conditions to the depths influenced by the proposed project; Evaluate, by laboratory tests, the engineering properties of the various strata which ma y influence the proposed construction; Describe the general geology and the possible geologic hazards affecting the site, and determine the impacts, if a to the project from these hazards; Develop soil engineering criteria for site grading and provide recommendations for temporary cut slopes; Evaluate and address the stability of the existing slope; S • Provide design criteria for earth retaining structures; Address potential construction difficulties that may be encountered due to soil conditions, groundwater, or geologic hazards, and provide recommendations concerning these problems; S • S • • • 8) Recommend an appropriate foundation system for the type of structures proposed and develop soil engineering design criteria for the recommended foundation design IF • SCS&T9221004 . S March 27, 1992 . . Page 5of 15 • . Geologic Hazards . . NO such General:. The site is located in an area which is relatively free of geologic hazards. Hazards as tsunamis, seiches, liquefaction, or landsliding should be considered to be negligible or S nonexistent.. . . •0 • . Groundshaking: One of the more likely geologic hazards to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. The maximum bedrock accelerations that would be attribUted to a maximum probable earthquake occurring along the nearest portions of selected fault zones that could affect the site are summarized in Table .1- on the following page. This table also summarizes our opinion of the maximum and "design accelerations. Design accelerations are commonly a fraction (usually 2/3) of the peak bedrock F__I1 accelerations. . Table 2 summarizes our opinion of the probability of events which would. result in the associated maximum and "design" accelerations. Probability of occurrence is defined as the probability of any given event occurring during the life of the proposed structure (50 years) 5 which would result in accelerations of that level. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life Of the proposed structure. Construction in accordance with the minimum standards of the Uniform Building Code and other _ governing agehcies should minimize damage due to seismic events. S • Slope Stability: The subject site is situated in an area that has not been mapped as having slope instability problems The terrace deposits and the Santiago Formation at the subject site were found to be relatively dense and hard, and should not pose an undue hazard due to deep seated slope failure However, the loose colluvial material along the. slope face may creep with changes • in moisture variation. A slope stability analysis was performed for the site, and will be • discussed later in this report 1ff .. 9221004 Jefferson Street Carlsbad California Table 1 -Earthquake Magnitudes and Bedrock Acdëlerations Nameof Distance . ::Mi.Probable MI,L Bedrock Design from Site Magnitude Acceleration Acceleration Fault Zone (miles) (Richter) (fraction of g) (fraction of g) Rose Canyon 6.0 . 6.5 0.42 0.28 Coronado Banks 20.0 7.0 0.22 0.15 Elsinore 24.0 7.3 0.22 0.15 San Jaci nto 44.0 73. 0.10 0.07 Table 2 - Probability of Occurrence of Accelerations Peak Design Probability of Acceleration . • • Acceleration •. Occurrence (fraction of g) (fraction of g) (percentage) 0.60g : 0.40g . . • 0.01% 0.50g . • • 0.34g • S. . 0.05% 0.40 • 0.27. g • • 0.15% . 0.30g • 0.209 • • 1.00% 0.20,g •• S 0,139 . .15.00%. : OlOg 0079 100000/0 Southern California Soil and Testing Inc SCS&T 9221004 March 27, 1992 , 0 Page 3of15 FINDINGS Site Description S . 5. . The project site:is, a vacant undeveloped parcel of land located on Jefferson Street approximately 200 feet north of Las Flores Drive in the City of Carlsbad California The site is bordered by residential structures on the north and south, 'Buena Vista Lagoon on the west, and Jefferson Street on the east. Topographically, the property consists of two level 'areas and slopes descending down to Buena Vista Lagoon. The upper level pad is at nearly the same elevation as Jefferson Street, and is separated from the lower level pad by a relatively, steep slope that about to relatively area was previously drops down 20 25 feet This lower level • designated as Carlsbad Road. The area western of the site descends down to Buena Vista Lagoon approximately 40 to 45 feet. The property is covered with native grasses and weeds, with several trees and brush located near the northern end of the property. S General Geology and Subsurface Conditions : Geologic Setting and Soil Descriptions: The subject site is located in the Coastal Plains , --• Physiographic Province of San Diego ',County and is underlain by Quaternary-age terrace ' deposits, Tertiary-age sediments, and topsoil, and fill. associated artificial S • Three subsurface explorations were drilled to' depths of up to about 25 feet from existing grade. The two borings extended from'the upper pad encountered approximately two feet of topsoil overlying terrace deposits and the Santiago Formation: The topsoil consisted of brown, humid , loose, silty sand. The terrace deposit materials generally consisted of rust to brown to gray to white to tan, humid, very dense, silty sand to sand with silt. 'The Santiago Formation, which was encountered 17 feet below the existing grade, consisted of yellow to white, humid, very dense silty to clayey sand and rust brown, hard, 'sandy clay. The single boring advanced from the lower pad area encountered eight feet of artificial fill over • the Santiago Formation. The artificial fill consisted of brown, humid, medium dènse,,silty sand with trace amounts of concrete, wood, and asphalt. A clayey layer of the Santiago Formation • ,' material consisting 'of grayish green, moist, hard, silty clay was encountered between 8 to 12 •" feet (about 34 to 38 feet MSL) below the existing grade. Underlying the clayey layer to the , -- bottom of the boring was a yellow to white humid very dense silty sand to sand with silt SCS&T 9221004 March 27, 1992 Page 4of15 .. . 1 . ... More detailed information can be obtained from the subsurface exploration logs presented at the end of the report Groundwater No groundwater was encountered during our subsurface exploration and we do not anticipate any major groundwater related problems either during or after Construction However, it should be noted that minor groundwater seepage problems may occur after development of a site even where none were present before development: These are usually minor phenomena and are often the result of an alteration in drainage patterns and increased irrigation.,These types of problems can most effectively be corrected on an individual basis if and when they develop Since the residence will be constructed about 15 feet below the present grade the retaining walls should be properly waterproofed and a subdrain installed at . : . .• .- . the base of the walls. . . . UI Tectonic Setting: No faults are known to traverse the subject site, but it should be rioted that much of Southern California including the San Diego County area is characterized by a series of Quaternary-age fault zones whièh consist àf several individual, en echelon faults that generally strike in a northerly to northwesterly direction Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have5 . demonstrated movement during the Pleistocene Epoch (11 000 to two million years before the present) but no movement during Holocene time UI A review of available geologic maps indicates that the site is approximately six miles east of the off shore extension of the active Rose Canyon Fault Zone The recent seismic events along a small portion of the Rose Canyon Fault Zone generated earthquakes of magnitude 4.3 or less Other active fault zones in the region that could possibly affect the site include the Coronado ' ., S S S 'S. , S . .5.., ,,• , • , S Banks and San Clemente Fault Zones to the west and the Elsinore and San Jacinto Fault Zones 1 e0 to the northeast jJ all- SCS& T 922 0 ' March 27, 1992 ,. Page 6of 15 CONCLUSIONS AND RECOMMENbATIONS General In general, no geotechnical conditions were encountered which would preclude the co n s t r u c t i o n of the proposed residences provided the recommendations contained i6 this report are fol l o w e d . The prevalent geotechnical conditions affecting the proposed construction at the site'are the relatively steep slopes between the upper' and lower pads and the relatively high temporar y c u t s required for construction. The foundation for the residences will have to be set back f r o m t h e slope or deepened such that the foundation for the structures will not affect the stability of the near 'vertical slope. The temporary cuts along the northern and southern sides may require either off-site grading or temp6rary shoring. Additional considerations are the presence of loose topsoil and artificial fill.' Any remaining lo o s e topsoil remaining after the excavation for the residences are completed will have to be rem o v e d and replaced as compacted fill in areas to support settlement sensitive improvements. If any 'structures will be constructed on the lower pad area, the artificial fill will have to be removed and replaced as compacted fill. Grading Site Preparation: Site preparation should begin with the removal of any vegetation and all other deleterious matter detrimental to the proposed construction Any topsoil that remains after the cuts are made that underlies settlement sensitive improvements, including sidewalks, patios , and driveways, should be removed.to firm natural ground, and stockpiled for future use as fill. The depths of removal are anticipated to be approximately two feet from existing grade. The ' limits of removal should extend horizontally two feet beyond the perimeter of the settlement sensitive improvements. S Surface Drainage: All be directed from surface drainage should away the structures and the top of slopes. Ponding of water should not be allowed adjacent to any foundations. It is ' recommended that rain gutters be installed and the ensuing water piped directly into the storm :0'. , - - • - SCS&T9221004 - - - • March 27, 1992 Page 7of15 Earthwork: Earthwork and grading for site preparation should conform to the recommendations - - contained in the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the above sections will supersede those in the standard Recommended Grading Specifications. All structural fill should be compacted to at least 90 percent compaction at or slightly above optimum moisture content Utility trench - backfill within five feet Of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent of its maximum dry density. Grading Plan Review: The grading plans should be provided to the geotechnical engineer for - review in. order to ascertain if the recommendations presented in this report have been implemented and that, the assumptions utilized in the preparation of this report are valid. - Slope Stability General: The factor-of-safety of a slope against deep-seated failure is defined by the driving - forces acting to destabilize the slope divided by the resisting forces acting to stabilize the slope. A factor-of-safety equal to one defines a slope that is on the verge of failing, i.e., the driving forces equal the resisting forces. The standard practice at this time is to provide a minimum - - static factor-of-safety of 1.5, i.e., the resisting forces are 50% higher than the driving forces. Computer Program Overview: The slope stability analysis program STABR/G is the PC version of STABR developed at the University of California, Berkeley. The program was originally - written on Guy Lefebvre in 1971 and subsequently modified by S. Chirapuntuin 1972. The program was converted to PC use by Geosoft (Orange, California) in 1983. 5 STABR/G searches for the circular slip surface having the minimum factor-of-safety using the Modified Bishop Method The geometry of the slope is described in an X V coordinate system The X-coordinate increases from the top to the toe of the slope, and the Y-coordinate increases - downward (elevations are inputted as negative numbers) Tension cracks pore pressure and a - water table can be inputted into the program if desired. A maximum of 11 soil layers can be specified The soil characteristic Inputs include the total unit weight in pcf, friction angle in -1 ~ ME degrees and the cohesion in psf. SCS&T 9221004 S March 27, 1992 Page8of 15 0 The program searches for the lowest factor of safety by either specifying a point ihrough which the circle passes (usually near the toe of the slope) or a depth to which the circle must be tangent (such as a soil layer boundary). An initial circle center and the radius of the search is inputted. The search starts with calculations of factor-of-safety for the specified circle center and for .8 circle centers spaced symmetrically around the specified center. If the factor-of-safety, less than at the center is found at any point, this point becomes the new center of rotation. This process continues until a minimum factor-of-safety is found. Usually, a large radius of search (usually 5 or .10 feet, depending on the size of the slope) is inputted until the lowest factor-of-safety is determined. Then a small radius of search (usually 0.5 to 2.0 feet) is inputted to refine the analysis and for presentation ma report. Depending on the slope geometry, this procedure is repeated with a different initial circle center. For example, if the slope is benched, two or three initialcircle centers are analyzed for each specified failure • . point or tangent: one for the lower portion of the slope below the bench, the other for the : upper portion of the slope above the bench, and one for the entire slope. The point where all circles pass or the tangent for all circles is then modified, if desired, and the procedure is repeated again. The lowest factor-of-safety is usually reported for each slope. configuration. . Slope Material Strength Parameters: The soil strength parameters used in the analysis are derived from the direct shear test results and the density from the measured unit weights of the 0 • ring samples. The "residual" shear strength parameters from the direct shear test, rather than the "peak" strength values, are utilized. The following lists the strength parameters for each . type of material: LU S - • - Material Cohesion in PSF Friction Angle in Degrees Unit Weight in PCF 115 Upper Terrace Deposits 150 31 • '_11 - .- Lower Terrace Deposits 100 . 34 - 110 .Santiago Sandstone 200 . . 38 • • • : 130 Santiago Claystone 600 - 2.8 . • • • .130 . •- • S Artificial Fill . 100 0 30 • 110 The contacts between the native materials are assumed to be horizontal. It has been our experience that the terrace deposits and the Santiago Formation in the general vicinity dip at less than 5 degrees from horizontal. . • m SCS&T9221004 . 0 •.• . March 27, 1992: .. Page 9of75 . Slope Geometry: Two cross-sections, AA andBB, were analyzed, as shown on the attached Plate Number 1. •Each cross-section was analyzed for overall stability of the slope from - Jefferson Street-to the. lagoon, for the. stability, of the existing condition of the upper slope, and for the stability of the slope after the cuts are made for the residences. Results of the Slope Stability Analysis: :The input and output tables for the STABR/G program - - is contained in Appendix B, and the Appendix C contains the graphical output from the program. The analyses indicate that the overall slope has a factor-of-safety against a deep-seated failure - of over 2.0. The existing, relatively steep, upper slopes had factors-of-safety between 1.3 and - 1.6. The upper slopes, after excavating for the residences, had factors-of-safety in excess of - 2.0. - - Unshored Temporary Slopes: Temporary cuts up to 20 feet high may be required for - - - - construction of the residences. Unshored excavations up to 15 feet high exposing the terrace deposit materials should be constructed with a continuous inclination no steeper than - - 0.751-1:1.00V (horizontal to vertical). Temporary cuts between 15 to 25 feet in height should \, be constructed with a continuous inclination no steeper than 1 :oH:1 .OV . Surcharge loads - - - - / should not be placed at the top of the slope within a horizontal distance equal to,the height of -. - - the slope. - - - - - - _ 0 - - . - Cut Slope Observation: All cut slopes should be observed by a member of our engineering - - - geology staff in order to verity that the conditions exposed in the cut a re as anticipated. - •: -- - Shallow foundations -- - - -, - - - • . -. Shallow Foundations: In our opinion, the proposed structures may be founded on shallow - - - --------- --------------- -----::- 0 - 0 - - spread footings. The footings should be founded a-minimum depth of 18 inches below lowest- - -----------•- -------------- .............................................. adjacent finishgrade A minimum width of 18 and 24 inches is recommended for continuous Is and isolated footings respectively. An allowable bearing capacity of 2,500 psf may be assumed for these footings.'The bearing capacity may be increased by one-third when 0 • considering temporary wind and/or seismic forces. - - . - - 0 - • - Footing Setback The footings should be deepened such that there is a minimum horizontal distance of at least six feet from the bottom of the footing to the slope face SCS&T 9221004 .• March 27., 1992 Page 10 of 15 : Continuous Footing Reinforcement: Exterior, and interior continuoUs footings should be reinforced with at least one Nb. 5, bar positioned near the bottom and one No. 5 bar positioned near the top of the footing This reinforcement is based solely on soil characteristics and is not intended to be in lieu of structural reinforcement. ' Expansive Characteristics: The prevalent foundation materials are expected to be nondetrimentally to moderately expansive The recommendations contained in this reflect a moderately expansive condition. Settlement Characteristics: The anticipated total and/or differential settlements for the proposed structure maybe considered to be within tolerable limits provided the recommendations presented in this report a re followed. It should be recognized that minor cracks normally occUr. in concrete slabs and foundations, due to shrinkage during curing or redistribution of stresses; hence, some cracks may be anticipated. Such cracks are not necessarily an indiction of excessive vertical movements. S " Foundation Plan Review: The foundation plans should be prOvided to the geotechnical engineer for review in order to ascertain if the recommendations presented in this report have been implemented and that the assumptions utilized in the preparation of this report are valid. Foundation Excavation Observation: All foundation excavations should be observed by a representative from this Office prior to the placement of forms or reinforcement. S Concrete Floor Slabs. • • S Floor Slabs: Concrete floor slabs should have a minimum, actual thickness of four inches. The _-_- •.••'-•-••• •••.•--• •.,. .•• -- concrete slab should be reinforced with at least No 3 reinforcing bars placed at 24 inches on center each way, extending-at least 12 inches down into the perimeter footings. The reinforcement should be positionednear the center of the slab. • - • 5 5 Sand Blanket and Moisture Barrier: A minimum four-inch thick layer of coarse, poorly graded sand or crushed rock should be placed underneath the interior slabs This layer should consist of material with 100 percent passing the 1/2 inch sieve and not exceeding ten and five percent ____ • SCS&T 9221004 March 27. 1992 .. Page 11 of 15 . . . . passing the #100 and #200 sieves respectively. Where moisture sensitive floor coverings are planned the slab should be also underlain by at least a 6 mil visqueen moisture barrier. This barrier should be placed one to two inches below the top of the sand blanket to allow proper curing of the concrete Earth Retaining Walls Passive Earth Pressure: The passive pressure for the prevailing soil conditions may be, considered to be 350 pounds per square foot per foot of depth up to a maximum of 2,000 psf. This pressure may be increased by one-third for seismic loading. The Upper foot of passive - resistance should be neglected unless the ground is covered by concrete or asphalt for a distance often feet horizontally r frOnt of the retaining wall. The coefficient of friction for. Ai concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by one-third. I al Retaining wall footings located parallel and adjacent to or within slopes should be extended to a depth such that a minimum distance of eight-feet exists between the bottom of the footing and the face of slopes. .. ... • - Active Earth Pressure: The active soil pressure for the design of earth retaining structures with backfills be fluid 32 50 level may assumed to be equivalent to the pressure of a weighing and pounds per cubic foot for unrestrained and restrained walls, respectively. These pressures do not consider any. surcharge loads. If any ère anticipated, this office should be contacted for the - - necessary increase in soil pressure. Waterproofing details, if required, should be provided by . the project architect A recommended subdrain detail is provided on the attached Plate Number Retaining Wall Backfill Material All backfill soils should be compacted to at least 90 percent relative ôompaction. Expansive or clayey soils should not be used for backfill material. The wall ____ • .. -should not be backfilled until the masonry orconcrete, if applicable, has reached an adequate strength - . 'Factor-of -Safety: The above values, with the exception of the allowable soil bearing pressure,- do not include a factor-of-safety. Appropriate factors-of-safety should be incorporated into the - • design to prevent the walls from overturning and sliding. . - . - .• -, :-. •... •- - . -. -H :. .: • . SCS&T9221004 S • March 27, 1992 . Page 12of15 ___ 4 ' 0 •, LIMITATIONS".,•. Review, Observation, and Testing ••. a The reáomrnendations presented in this report are contingent upon ou review of the final plan's and specifications: Such plans-and specifications should be made available to the soilengineer and/or engineering geologist so that they may review and verify their compliance with the report and Chapter 70 of the Uniform Building Code. It is recommended that Southern California Soil and Testing, Incorporated be retained to 'provided continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts specifications or recommendations and to allow In design changes in the event that subsurface conditions differ from those anticipated prior to the: start of construction =41 •• Uniformity of Conditions ME .5. . - . . The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably form those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations • in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual - conditions not covered in this report that .my be encourtered during site development should be brought to the attention of the soils engineer so that modifications can be made if necessary. Change in Scope This office should be advised of any changesiñ the projct scope or proposed site gradingso. ttat it may be dthermined if the recommendations contairiedherein are appropriate. This should be verified in writing by or modified a written addendum . 4 0 *• :'' .5 '.' '5 SCS&T 9221004 March 27, 1992 Page 130! 15 Al Time Limitations The findings of this report are valid as of this date. Changes in the conditions of a property can, however, occur with the passage of time, whether they be due to natural processes or the w o r k • of man on this or adjacent properties. In addition, changes in the State-of-the-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be • invalidated wholly or in part by changes beyond our control. Therefore, this report should n o t m be relied upon after a period of two years without a review by us verifying the suitability of t h e • conclusions and recommendations. Professional Standard ' EZIE[ In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions EM and in the same locality. The client recognizes that subsurface conditions may vary fro those encountered at the locations where our borings surveys and explorations are made and that our data, interpretations, and recommendations are based solely on the information obtained by We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultations and observation only, and no warranty of any kind whatsoever, expressed or implied, is made or intended in connection with the work perfor m e d or to be performed by us, or by our proposal for consulting or other services, or by furnishing of oral, or written reports or findings. . . in ,. .• . • Client's Responsibility. . . . . ERR It is the responsibility of the client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and/or archit e c t for the project and incorporated into the project's plans and specifications. It is further their : responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. . • .• IIt ,L' .' '• • " . • ' ' . SCS&T9221004 - - : •- - March 27. 1992 . Page14bf15 FIELD EXPLORATIONS Three subsurface explorations were made at the locations shown on the attached Plate Number 1 on February 5, 1992. These. explorations consisted of borings advanced with a drill rig. The field work was conducted Under the, supervision of our engineering geology personnel. The -soils are described in accordance with the Unified Soil Classification System, as illustrated on the attached simplified 6hart on Plate Number 2. A verbal textural description, the wet colOr, the apparent moisture condition and the apparent density or consistency are also provided The moisture condition is given as dry humid moist very moist, or wet The density of granular soil is given as very loose, loose, mediumdense, dense, or very dense. The - consistency of silt and clay is gien as very soft, soft, medium stiff, stiff or hard. . LU Disturbed and relatively "undisturbed" samples of typical and representative soils were obtain e d -. and returned to the laboratory for testing. Bulk samples of disturbed soil samples were -.• - collected in bags from the auger cuttings collecting at the top of the boring during auger advancement. The relatively "undisturbed" samples were collected by driving a nominal 2.5 inch diameter split tube sampler with one-inch thick sampling rings. All samples were carefully transported to the Southern California Soil and Testing Inc geotechnical laboratory. -( - N 1 / SCS&T 9221004 • March 27, 1992 -. Page 15of15 . ___ • LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing Materials (ASTM), the Uniform Building Code (UBC), tests and and other suggested _____ - methods. A brief description of the tests performed is presented below: Classification: Field classifications are verified in the laboratory by a visual examination per - ASTM D2487. The final soil classification's are in accordance with the Unified Soil Classification System dry determined for . Moistue -Density: In-situ moisture contents and densities are LE . representative soil samples. This information is an aid to classification and permit recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-situ moisture content is determined as a percentage of the dry unit weight. The results rnare summarized in the exploration logs. Grain Size Distribution: The'grain size distribution is determined for representative samples of the native soils in accordance with ASTM D422. .The results of the sieve analyses are contained in Plate Number 6. .- . Direct Shear Tests: Direct shear tests are performed to determine the failure envelope based on,yield shear strength. The shear box is designed to accommodate a sample having a diameter of 2.375 inches or 2.5 inches, and a height of 1.0 inch. Samples are tested at saturation and at FI • different vertical loads. Thé shear stress is applied at a constant rate of strain of approximately • 0.05 inches per minute. The results of the direct shear test are contained in Plate, Number 7 through 10 i 3 •. - .. -• SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW More than half of coarse fraction is larger than No. 4 GP sieve size but smaller than 3. - GRAVELS WITH FINES GM (Appreciable amount of fines) GC. SANDS CLEAN SANDS SW More than half of coarse fraction is SP smaller than No. 4 sieve size. SANDS WITH FINES SM (Appreciable amount of fines) Sc FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Liquid Limit CL less than 50 OL SILTS AND CLAYS MM Liquid Limit , CM greater than 50 OH HIGHLY ORGANIC SOILS PT - Water level at time of excavation - or as indicated US - Undisturbed, driven ring sample or tube sample TYPICAL NAMES Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no. fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly' graded gravel-sand, clay mixtures. Well. graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts' and organic silty clays' or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. CK -, Undisturbed chunk sample BG - Bulk sample ,SP - Standard penetration sample SOUTHERP CALIFORKIA ' PROPOSED RESIDENTIAL SITE SOIL t TESTIXG,IKC. BY: .WRS DATE 2-26792 JOB NUVEER: '9221004 Plate No. 2 Im : BORING NUMBER 1 ELEVATION 69 0.. 0 U). . -' DESCRIPTION U - - BG SM TOPSOIL, Brown, SILTY SAND US SM TERRACE DEPOSITS, Rust - . Brown, SILTY SAND to US SAND WITH SILT BG 8 10. • US Gray to Rust Brown 12 14 US SP White to Tan SAND 16 - -. SM/ SANTIAGO FORMATION, 18 - SC Yellow to White, SIL 20 - us to CLAYEY SAND 22 CL CL Rust Brown SANDY CLA _ 24 - US SP White SAND .. 26:\______ - Bottom of Boring at Feet SOUTHERN CALIFC . > SOIL &TESTIPG, -u z W iu —J (I) Z W n W CC *ZV U)cc . - Z lU I- U) cc cm I-U) Z Co - U) W 0 )( lU U 0.— 0.0 IL co 0 O-Z w z" —- 0. >' — 0 ,- z . —. 00 CL .2 0 0 0 uJ U Humid Loose 68 Humid Very 100+ 115.4 Dense 100+ 108.8 1.6.6 4.6 64 100+ 62 60 58 56 Humid 54 IVery I. Dense 1100+ 1110.2 11.6 52 Humid Very ry Dense 50 109+ I 119.9 8.5 48 Humid Hard - 46 - . - ipO+ ------ 'ii Humid Very Dense .124.5 9.8 25.5 RPflA SUBSURFACE EXPLORATION LOG IKC LOGGED BY: RF DATE LOGGED: 2-05-92 JOB NUMBER: 9221004 Plate No. 3 -ui -is 'U o > z • >. Cl) K . ;BORING NUMBER 2 '• - -1- z Z -_ I-Z U) cc ELEVATION 69 z . O ______________ _ _ (U) I-U) •Ou Cl) 'U 0 . II. - W 0V) .c. - O..U)0 u -- a - I- 0 •( • IL 0 IL Z Z > O CC -J jr W DESCRIPTION 0 0. 0. BG SM TOPSOIL, Brown, SILTY Humid Loose [ SAND 2 ,68 66- fl SM TERRACE DEPOSITS, Rust Humid Very 100+ 101.0 3.2 Brown SILTY SAND t0 Dense US SAND with SILT 100+ 64 6 62: DO 10 US 100+ 108.3 5.0 - 58 12 - _ - 56 14. SP Humid Very 16 US Tan to White SAND Dense 94 105.9 1.5 54 18 SM/ SANTIAGO FORMATION, Humid Very 52- Sc Yellow to White SILTY Dense to CLAYEY SAND 50 - 20 1us ioo+ - 2 - 48 2 - S 100+ 46 ., 24 US Yellow to White 101.7 7.7 - ------- - - _ _ Bottom of Boring at 24.5 - U1L 126 - • Feet SUBSURFACE SOUTHERN CALIFORNIA EXPLORATION LOG rr' SOIL &TESTIP1G,INC LOGGED By: RF IDATE LOGGED 20592 .5.- 04 Plate No. 4 _ = w - ;BORING NUMBER3 .. w ).•Z 1 ;•>. 1.2 I w UJ ELEVATION 46 0. 0 ___________________ 0. .__w . VI) W - 0 U. -. • .( U) U) . 0.0 2 z U)• ->. 0 z 0 CL II -J DESCRIPTION 0 0. Ix Au SM ARTIFICIAL FILL, Brown, Humid Medium BG .,SILTY-SAND with Trace Dense I 2 Amounts of Concrete, Wood 44 US and Asphalt 33 103.8 3.1 4 BG 42 I US . . Dense 73 103.,JL 2.7 16 40- .8 -, O 'CH SAN TIAGO F0RMATI0Nrayish Moist Hard Green, SILTY CLAY .. 10 US 100+ 113 1 148 J3 - SM. Yellow to White SILTY Humid Very SAND to SAND with SILT Dense 14.- 32 .1 us . 100+ 106.6 7.3 16 Bottom of Boring at 15.5 . . . - Feet El _ = SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING, INC. LOGGED BY: RF IDATE LOGGED 205-92 JOE NUMBER: 922100j[P1ate No. ..'.r,,j.V.., V.:. fl er.:T' e.s,a 19 W.!-'. -• - U.S. STANDARD SIEVES HYDROMETER 36 Is, 2 r I12 114 #10. 020 040 060 .1. 1.112' 314• 316 04 #8 116 #30 050 S 1 00 0200 I 2 5 30 . 180 1410 1 10 C.. I I'D 0 Jo 1< JZ 96765 4 3 2 I i 10 1000 IC -I 9 74 (I) — Z5c 10 30 20 440 (100'....) Ift C.; C) C, 0 C) — 0 z C rn cu m to C) - NJ C) (I, CD rn C) C) r'i D s —> 0 -4 r- - - Ni o i • Ni . U) , I — N)ri 967854 3 2 997654 3 2 96185 4 3 2 99765 4 3 2 967654 3 2 100 10 1 01 01 001 GRAIN SIZE (mm) PARTICLE SIZE LIMITS BOULDER COBBLE J- GRAVEL SAND SILT OR CLAY I COARSE FINE COARSE MEDIUM FINE (12') 3 3f4 No. 4 No. 10 No. 40 No. 200 U.S. STANDARD SIEVE SIZE Bi at 5 to 10 Feet, SM-SP, Sand with Silt, Terrace Deposits BI @ 25 to 25.5 Feet, SM, Silty Sand, Terrace Deposits 11 SCS&T9221004 March 27. 1992 Appendix A, 10f5 APPENDIX A RECOMMENDED GRADING-SPECIFICATIONS General Provisions General Intent The intent of these specifications is to establis h p r o c e d u r e s f o r c l e a r i n g a n d • compacting natural ground, preparing areas to b e f i l l d , a n d p l a c i n g t h e fill soils to the lines and grades shown on the accepted plans The recommendations contained in the preliminary geotechnical Investigation report and/or the attache d S p e c i a l P r o v i s i o n s a r e a p a r t o f t h e Recommended Grading Specifications and shall s u p e r s e d e t h e p r o v i s i o n s c o n t a i n e d h e r e i n ii after IJJ in the case of conflict. These specifications shall only be used in conjunctio n w i t h t h e .. " geotechnical report for whichthey are a part. No deviation from these specifications will be allowed, except where specified in the geotechni c a l r e p o r t o r i n o t h e r w r i t t e n c o m m u n i c a t i o n . signed by the Geotechnical Engineer. - - Observation and Testing: Southern Ca!ifdrnia Soil and Testing, Inc`shall b e r e t a i n e d a s t h e Geotechnical Engineer-to observe and test the e a r t h w o r k , i n a c c o r d a n c e w i t h t h s e - , specifications. It will be necessary that the Geotechnical Engine e r o r t h e a s s i g n e d - - representative provide adequate observation so tha t o p i n i o n s c a n b e p r o v i d e d a s t o w h e t h e r o r ' - - not the work was acéomplished as specified. It shall be the, responsibility of the contractor to' assist the Geotechnical Engineer and to keep th e G e o t e c h n i c a l E n g i n e e r a p p r a i s e d o f w o r k schedules, changes, and new information and dat a s o t h a t t h e s e o p i n i o n s m a y b e p r o v i d e d . I n the event that any unusual, conditions not covere d b y t h e s p e c i a l p r o v i s i o n s o r p r e l i m i n a r y - . gedtechnical report are encountered during the gradi n g o p e r a t i o n s , t h e G e o t e c h n i c a l E n g i n e e r shall be contacted for further KIM recommendations. . , - . -• ' - -.. If, in the opinion of the Geotechnical Engineer, su b s t a n d a r d c o n d i t i o n s a r e e n c o u n t e r e d , s u c h a s - - . - questionable or unsuitable soil, unacceptable moi s t u r e c o n t e n t , i n a d e q u a t e c o m p a c t i o n , a d v e r s e - - weather; etc.; construction should be stopped until t h e c d n d i t i o n s a r e r e m e d i e d o r c o r r e c t e d o r ; he shall recommend rejection of this work. Tests used to determine the degree of compactio n s h o u l d b e p e r f o r m e d i n a c c o r d a n c e w i t h t h e - -. following American Society for Testing and Materials ( A S T M ) t e s t m e t h o d s - ( - ' -. - •.- ' :.. P $ SCS&T 9221004 A , March, 27. 1992 Appendix A,2of5. A A MaximLim Density and ,O p t i m u m M o i s t u r e C o n t e n t - A S T M 0 1 5 5 7 . Densityot Soil In-Place - ASTM D1556 or ASTM 029 2 2 . All densities shall beexpres s e d i n t e r m s o f R e l a t i v e C o m p a c t i o n s d e t e r m i n e d b y t h e t o r e g o i n g A ASTM testing procedures XF A , A A •, - ' , A Preparation of Areas to Rec e i v e F i l l : ' A l l v e g e t a t i o n ; b r u s h , a n d d e b r i s d e r i v e d - f r o m c l e a r i n g ; A operations shall be removed a n d l e g a l l y d i s p o s e d o f . A l l a r e a s d i s t u r b e d b y s i t e g r a d i n g s h o u l d , A be left in ,a neat and finishe d a p p e a r a n c e , f r e e f r o m u n s i g h t l y d e b r i s . After clearing or'ênching t h e n t u r a i g r o u n d , t h e l i i i a r e a s s h a l l ' b e s c a r i f i e d t o à ' d e p t h o 1 6 ' ' inches, brought to the prope r m o i s t u r e c o n t e n t , c o m p a c t e d , a n d t e s t e d ' f o r t h e s p e c i f i e d ' minimum'degree of compac t i o n . A l l t o ' o s e s o i l s i n e x c e s s o f ,6 inches thick should be re m o v e d to firm natural ground, wh i c h i s - d e f i n e d a s n a t u r a l s o i l s w h i c h p o s s e s s e s a n i n s i t u d e n s i t y o f a t . MOP least 90 percent of its maxim u m d r y d e n s i t y A S When the slope of the-nat u r a l g r o u n d r e c e i v i n g f i l l e x c e e d s 2 0 p e r c e n t ( f i v e h o r i o n t a l u n i t s t o A one vertical unit), the ori g i n a l g r o u n d s h a l l ' b e s t a i r - s t e p p e d o r b e n c h e d . B e n c h e s s h a l l b e c u t t o a firm competent formation a l s o i l . ' T h e l o w e r b e n c h s h a l l b e a t l e a s t t e n f e e t w i d e o r 1 - 1 / 2 times the equipment width , w h i c h e v e r -is greater, and shall be slop e d b a c k i n t o t h e h i l l s i d e a t a ' gradient of not Iess'than t w a ( 2 ) p e r c e n t . A l l o t h e r b e n c h e s s h o u l d b e a t l e a s t s i x f e e t w i d e . -. The horizontal portion of ea c h b e n c h s h a l l b e c o m p a c t e d p r i o r t o r e c e i v i n g f i l l a s s p e c i f i e d h e r e i n for compacted natural ground. G r o u n d s l o p e s f l a t t e r t h a n 2 0 p e r c e n t s h a l l b e b e n c h e d w h e n considered 'necessary. b\' the' Geote'chnical Engineer: -S ' A 'A , • r A Any abandoed buried struct u r e s e n c o u n t e r e d d u r i n g g r a d i n g o p e r a t i o n s ' m u s t b e t o t a l l y ' - removed. All undergrotind u t i l i t i e s t o b e a b a n d o n e d b e n e a t h a n y p r o p o s e d s t r u c t u r e s h o u l d ' b e removed from within ten fe e t o f t h e s t r u c t u r e a n d p r o p e r l y c apped off. The resulting depressions fro n the'above des'cribed procedures'houtd be b a c k f i l l e d w i t h a c c e p t a b l e s o i l t h a t A Fa-, is compacte d t o the requirement's of the Geot e c h n i c a l E n g i n e e r . T h i s i n c l u d e s , b u t is not limited to,Asepjic tanks, fuel tanks,- sewer line s o r l e a c h l i n ë s , , s t o r m d r a i n s , a n d w a t e r L i n e s : B u r i e d structures o r utilities not to be abandoned should be brou g h t to the attention of the Geotechnical Engineer so th a t i t may be determined if any special recommendation wi l l b e necessary -- :' SCS&T9221004 March 27; 7992 Appendix A, 3of5 All water wells which will b e a b a n d o n e d s h o u l d b e b a k f i l l e d a n d c a p p e d i n a c c o r d a n c e w i t h t h e requirements set forth by the G e o t e c h n i c a l E n g i n e e r . T h e t o p o f t h e c a p s h o u l d b e a t ( e a s t f o u r feet .,,Glow finish grade or three f e e t b e l o w t h e b o t t o m o f f o o t i n g , w h i c h e v e r i s g r e a t e r . T h e type of cap will depend on the d i a m e t e r o f t h e w e l l a n d s h o u l d b e d e t e r m i n e d b y t h e Geotechnical Engineer end/or a q u a l i f i e d S t r u c t u r a l E n g i n e e r . I mi, Fill Material: Materials to be placed in the f i l l s h a l l b e a p p r o v e d b y t h e G e o t e c h n i c a l E n g i n e e r and shall be free of organic m a t t e r a n d o t h e r d e l e t e r i o u s s u b s t a n c e s The definition and disposition of oversized roc k s a n d e x p a n s i v e o r d e t r i m e n t a l s o i l s a r e c o v e r e d i n t h e g e o t e c h n i c a l report or Special Provisions. Expansive soils or soils wit h l o w s t r e n g t h c h a r a c t e r i s t i c s m a y b e FRR thoroughly mixed ,vith other s o i l s t o p r o v i d e s a t i s f a c t o r y f i l l m a t e r i a l , b u t o n l y w i t h t h e e x p l i i t consent of the Geotechnical Engineer. Any imon material shall be app r o v e d b y t h e Geotechnical Engineer before b e i n g b r o u g h t i o t h e s i t e . -. -- - Placing and Compction of Fill: App r o v e d f i l l m a t e r i a l s h a l l b e p l a c e d i h a r e a s p r e p a r e d t o receive fill in layers not to exc e e d s i x i n c h e s i n c o m p a c t e d t h i c k n e s s . Each layer shall have a uniform moisture content in t h e r a n g e t h a t w i l ( a l t o w t h e c o m p a c t i o n e f f o r t t o b e e f f i c i e n t l y • applied to achieve the specif i e d d e g r e e o f c o m p a c t i o n . Each layer stiiill be uniformly c o m p a c t e d to the specified minimum d e g r e e o f c o m p a c t i o n . C o m p a c t i o n e q u i p m e n i s h o u l d e i t h C r b e specifically designed for soil c o m p a c t i o n o r o f p r o v e n r e l i a b i l i t y . T h e m i n i m u m d e g r e e o f compaction to be achieved issp e c i f i e d i n e i t h e r t h e S p e c i a l P r o v i s i o n s o r t h e r e c o m m e n d a t i o n s contained in the preliminary, geotechnical investigation re p o r t . When. the structural fill materialin c l u d e s r o c k s , n o r o c k s w i l l b e a l l o w e d t o n e s t a n d a l l v o i d s must be carefully-filled with so i l . s u c h t h a t t h e m i n i m u m d e g r e e o f c o m p a c t i O n r e c o m m e n d e d i n WIN; the Special Provisions is achie v e d . T h e m a x i m u m s i z e a n d s p a c i n g o f r o c k p e r m i t t e d i n I. structural fills and in non-struc t u r a l f i l l s i s d i s c u s s e d i n t h e p r e l i m i n a r y g e o t e c h n i c a l r e p o r t when applicable. - . • Field observation and comp a c t i o n t e s t s t o e s t i m a t e t h e d e g r e e o f c o m p a c t i o n o f t h e f i l l w i l l b e performed by the Geotechnic a l E n g i n e e r o r t h e a s s i g n e d r e p r e s e n t a t i v e The location and frequency of thetests shall b e a t t h e G e o t e c h n i c a l E n g i n e e r s d i s c r e t i o n . When the compaction test indicates that a particular l a y e r i s l e s s t h a n t h e r e q u i r e d d e g r e e o f c o m p a c t i o n the layer shall be reworked to the sati s f a c t i o n o f t h e G e o t e c h n i c a l E n g i n e e r a n d u n t i l t h e d e s i r e d r e l a t i v e compaction has been obtaine d . - . - : •. I - 4 SCS&T 9227004 -March 27 1992 ,4ppendix.A.4Of5, ., Unless the slopes are over-built and cut-back,'the face of. fill slopes shall be compacted by means of shee'ps foot rollers or other suitable equipment. Comactioñ by sheepsfoot rollers" shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratio of 2H:1V (two horizontal to one vertical) or flatter, should be trackrolled. Steeper'fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope ,. compaction Operations shall result in all-fill material six or more inches inward from the finished face of the slope' having a relative compaction of at least , 90 pecent of maximum dry density, or the degree of compactionspecified in the Special Provisions section of this specification. T h e ' compaction operation on the slopes shall-be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. . . •, Li Density tests in the slopes will be made by the Geotechnical Engineer or the assigned representative during construction of the slopes to determine if the required comriaction is bei n g achieved. Where failing tests occur or other field problems arise, the Contractor will be notified -C' that day of such conditions by written communication in the form , of a daily field report. * *. •' *. -* -. If the method of achie'ing the required slope èbmpaction selected by the Contractor fails to produce the necessary results, the.Cohtractor stall rework or rebuild' such slopes until the required degree of compaction is obtained at no cost to the Owner or Geotechnical Engineer • 'Cut Slopes: 'Engineeririg Geologist 'shall inspect cut slopes excavated in rock or lithified formational material diring the grading operations at intervals determined at his discretion. ! any conditions not anticipated in the preliminary report such as perched water, seepa g e lenticular or confined strata of a potentially adverse nature, unfavorably inclined'bedding, joints, =0 or faults planes are encointered during grading, these conditions shall be analyzed by the I Engineering Geologist and/or the Geotechnical Engineer to determine if mitigation measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated hi g h e r o r tm-R-7, steeper than that allowed by the ordinances of the controlling governmental agency. Engineering Observation Field observation by the Geotechnical Engineer or the assigned representative shall be made during the filling and compacting Operations so that opinions regarding the conformance of the grading with acceptable standards of practice can be SCS&T 9221004 . March 27. 1892, 'Appendix A,5of5 provided Neither the presence of the Geotechni c a l E n g i n e e r o r t h e a s s i g n e d r e p r e s e n t a t i v e n o r II the observation and testing shall release the Grading C o n t r a c t o r f r o m h i s d u t y t o c o m p a c t a l l f i l l material to the specified degree of compaction. ' _ I I Season Limits: Fill shall not be placed during un f a v o r a b l e w e a t h e r c o n d i t i o n s . W h e n w o r k i s interrupted by heavy rain filling operations shall n o t b e r e s u m e d u n t i l t h e p r o p e r m o i s t u r e content and density of the fill materials can be ac h i e v e d . D a m a g e d s i t e c o n d i t i o n s r e s u l t i n g f r o m weather or acts of God shall be repaired before acce p t a n c e o f t h e w o r k Special Provisions Relative Compaction: The minimum degre of c o r i p a c t i o n t o b e o b t a i n e d i n c o m p a c t e d n a t u r a l ground, compacted fill, and compacted backfill shall b e a t l e a s t 9 0 p e r c e n t : F o r S t r e e t a n d . parking lot subgrade, the upper six inches should b e c o m p a c t e d t o a t l e a s t 9 5 p e r c e n t r e l a t i v e compaction. 0 . Expansive Soils: Detrimentally expansive soil is d e f i n e d a s c l a y e y s o i l w h i c h h a s a n e x p a n s i o n index of 50 or greater when tested in accordance w i t h t h e U n i f o r m B u i l d i n g C o d e S t a n d a r d 2 9 _ 2.:'.. : Oversized Material: Oversized fill material is ge n e r a l l y d e f i n e d h e r e i n s r o c k s o r l u m p s of soil. over six inches in diameter. Oversize materials should n o t b e p l a c e d i n f i l l u n l e s s recommendations of placement of such material i s p r o v i d e d b y t h e g e o t e c h n i c a l e n g i n e e r . ,AL least 40 percent of the fill soils shall pass throu g h a # 4 U . S . S t a n d a r d S i e v e . - 0 0• • •.. Transition Lots Where transitions between cij and f i l l o c c u r w i t h i n t h e p r o p o s e d b u i l d i n g p a d , the cut portion should be undercut a minimum of one f o o t b e l o w t h e b a s e o f t h e p r o p o s e d footings and recompacted as structural backfill In ce r t a i n c a s e s t h a t w o u l d b e a d d r e s s e d i n t h e geotechnical report, special footing reinforcement or a c o m b i n a t i o n o f s p e c i a l f o o t i n g • reinforcement and undercutting may be required 00 ' • ,4 I, 0" . • . - • • . 0 • -. fl 0 0 :-". _. ***************'*********•********************* * SLOPE STABILITY ANALYSIS : * ************* S T A B R G ***************** * * PORTIONS (C) COPYRIGHT '1§85,,.1986 * ____ •, *' GEOSOFT * 5* • •- S.., * -, Sr . * • ALL RIGHTS RESERVED * .5•S• -S • •* • ahe Lot, 922 1004, Section AA', Existing, Lower(Slope Toe; cfn=xnuhl 4 - S ONTROL DATK NUMBER OF SPECIFIED CENTERS 0 '. NUMBER OF DEPTH LIMITING T.NGENTS 0.. .. ' .• NUMBER OF VERTICAL SECTIONS An . 12 NUMBER OF SOIL LAYER BOUNDARIES 7 NUMBER OF PORE 'PRESSURE LINES. - 0 . NUMBER OF POINTS DEFINING COHESION PROFILE :0 : ''tISMIc COEFFICIENT S1,S2 '= 00 .00lm S.. ,••.H .•. • WEEARCH STARTS AT CENTER' ( 260.0,-200.0),WITH FINAL GRID OF .5.0 LL CIRCLES PASS THROUGH THE POINT ( 263 0,-104 0) IMEOMETRY SECTIONS 50.0 123.0 124.0 138.0 161.0 164.0 169.0 172.0-177.0 200.0 .209.0 263 'CRACKS. -170 0-170 0-170 0-169 0-155 0-152 0-14 6 0-143 0-139 0-137 0-129 0-104 W IN CRACK-170. 0-170.0-170.O-169.0-155..0-152.o-146. 0-143. 0-139.0 - 1 3 7 . 0 - 1 2 9 . 0 - 1 0 4 3UNDARY 1-170. 0-170.0-170.0-169.o-155.0-152. 0-146.0-143.0-139.0-137.0-12 9 . 0 - 1 0 4 3tThDARY 2-155.0-155.0-155;0-155.0-155'-0-152.0-146.0 1 -143 -0-139.0-137.0-129.0-104 -90UNDARY 3-152. 0-152.0-152.0-152. 0-152. 0-152.0-146.0-143.0-139.0-137.0-129. b 1 0 4 JOTINDARY 4-146'. 0-146.0-146.O-146.O-146.0-146.0-146.O-143.O-139.0-137.0-129.0- 1 0 4 :;OUNDARY 5-143.0-143. 0-143.0-143.0-143.0-143.0-143.0-143. 0-1 3 9 . 0 - 1 3 7 . 0 - 1 2 9 . 0 - 1 0 4 B OUNDARY 6-143.0-143.0-143.0-143.0-143.0-143.0-143.0-143.0-139.0-132.07129.0-104 BOUNDARY.7 -80.0 -80.0 -80.0 -80.0 -80.0 -80.0 --80.0: -80.0-80.0 -80.0780.o -80 .4 SOIL PROPERTIES. AYER COHESION FRICTION ANGLE DENSITY 1 150 0 31 0 115.0 2 , 100.0 ''34.0'•. ' - .110.0 . 'MUHE LOTS 3 - . '-'200 0 38.0':.-., 130.0 5 - 4 600.0 28.0 130 0 9221004 PAGE -BI OF E12 - - r 5 100 0 30 0 110 ..0 6 - 200.0 38.0 . 130.0 UMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS BISHOP) FS(ONS) 1 -104.0 96.0 260 0 -200 0 2 358 .2..2166 2 -103.7 96.3 - 270.0 ' ' -200.0 . -. 2.565 2.504 3 -103.9 86.1 ' 260.0 -190.0 ' . 2:367 2.266 ' 4 -103.1 . 96.9 '250.0 -200.0 2.500 '2.383 5 -104.0 106.0 ' 260.0. ' -210.0.' 2.386' - 2.302 , 6 -104.0 96.0 265.0 -200.0 ' 2.388' 2.308 7 -104.0 91.0 260.0 -195.0 2.356 . 2.260 8 -104.0 . 91.0 265.0 -195.0 2.427 * 2.346 FLi 9 -103.9 86.1 ' 260.0 .;190.0 ' 2.367 2.266 10 -103.6 . 91.4 255.0 . -195.0 '' '. 2.381 2.271 . . 11 . -104 0 j! 86 0 265 0 -190.01 2.501- 2.423 12 ' -103'.6" 86.4 . . 255.0 ' '.-19O.0 ' 2.368 2.251 - 13 -103..7 96 .3, 255 0 . -200 0 2.400 2.296 14 -104 0 96 0' 265 0 -200 0 2 388 2 308 F.S.MINIMU}1= 2.356 FOR THE CIRCLE OF CENTER (. 260.0,-195.0) STABRG Er' rig MUHE LOTS 9221004 PAGE E2 OF B12 * * SLOPE STABILITY ANALYSIS * ************** S T A B R * PORTIONS (C) COPYRIGHT 1985, 1986' * * .. * GEOSOFT ' _ * ALL RIGHTS RESERVED: ,. * -S '* he Lot, 9221004, Section AA', Existing, Upper Slope Toe, c f n = i n u h 2 _CONTROL DATA NUMBER OF SPECIFIED CENTERS ' . , 0 NUMBER OF DEPTH LIMITING TANGENTS' 0 NUMBER OF VERTICAL SECTIONS . ' . 10 , '• ' NUMBER OF- SOIL LAYER BOUNDARIES ' 6 NUMBER OF PORE PRESSURE LINES 0 . OF POINTS DEFINING' COHESION PROFILE 0 'EISMIC COEFFICIENT S1,S-2 , = .00 .00 ]LARCH STARTS AT CENTER ( 190.'0,-200.0'),WITH FINAL GRID OF.. 1.0 LL CIRCLES PASS THROUGH THE POINT ( 177.0,-139.,O) .OMETRY 'SECTIONS 100.0 123.0 .124.10 13.8.0 154.0 161.0 164.0 169.0 172.0 177.0 LIJU . CRACKS.-170.0-i70.0-170.b-169.o-162.o-155.,o-152.o-146.0-i 4 3 . 0 - 1 3 9 . 0 W IN CRACK-170.0-170.o-17o.o-16g.o-162.o-155.o-152.o-146.o-143.0-139.0 ellp UNDARY'1-'170.0-17O.O--17O.O-169.O-162.O-155.O-152.O-146.O-143.0-i39.0 UNDARY 2-155.0-155.,o-155.o-155.'o-155.o-155.o--152.o-146.O-143.0-139.0 s.)UNDARY'3-152.O152O_152.O.152.O..152.O...152.O....152.O....146.O_143.O _ 1 3 9 . O BOUNDARY ,.4 -146.O-146.O-146.O-146.O-146.O-146.O-j46.O-146.O-143'.O-139.O' 1PUNDARY 5 -143.0--143.o-143.o-143.o-143..o--143.o-143.o-143.O-l43.0-139.0 "UNDARY 6-100.0-100. 0-ioo.o-ioo.o-i.00.o-joo.o-ioo. 0-100.0- 1 0 0 . 0 - 1 0 0 . 0 5 IL PROPERTIES LAYER COHESION FRICTION ANGLE ' DENSITY, S - 1 150.0 31 0 115 0 2 ' ,. '' , 100.0 '. '.34.0 ' ' 1100 rTII MUIIE LOTS 5 200.0 38 0 130 0 9221004 PAGE B3OFB12 NUMBER TANGENT RADIUS (X) CENTER (1) CENTER FS(BISHOP) FS(OMS) 1 -137.'6 62.'4 190.0 -200.0 1.608 1.553 2 -137.2 ,62.8. ,- 192.0 -200.0. 1.609 1.557 3 '-137.6 60.4 -190.0 . 198.0 1.607 1.551 :- 4 ____ -137.4 1 60.6 191.0 -198,.0 .1.609.. 1.555. 5 -137.6 . 59.4 190.0 . -197.0 1.608 1.552 6 -13.7.8 60.2 189.0 -198.0, 1.608 . 1.551 7 -137.6 61.4 MR 190.0 -199.0 1.607 1.552 8 -137..3 59.7. 191.0 -197.0 1.611 1.557 9 -137.8 59.2 189.0 -197.0 * 1.608 1.550 10 -137.8 61.2 189.0 - -199.0 1.610 . .1.553 L' 11 -137-.4 61.6 ..191.0 -199.0 1.608 1.554. S MINIMUM= 1.607 FOR THE CIRCLE OF CENTER( 190.0,-198.0) WFI - * STABRG 9 44" _ * .11 WN ( MUHELOTS - 9221004 PAGE B4 OF B12 ME * SLOPE STABILITY ANALYSIS * 0*• 0*. ************** ST A B R G * PORTIONS (C) COPYRIGHT 1985, 1986 * 0* . GEOSOFT 0 000 • •.0. * ALL RIGHTS RESERVED . .. . * ********************************************* he Lot, 9221004, Section AA', With Residence, Upper SlopeToe, cfn=xnuh3. 0 ONTROL DATA -NUMBER OF SPECIFIED CENTERS NUMBER OF DEPTH LIMITING TANGENTS 0 -. NUMBER OF VERTICAL SECTIONS 10 NUMBER OF SOIL LAYER BOUNDARIES 6 0 NUMBER OF PORE PRESSURE LINES . . 0 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 . ,0 EISMIC COEFFICIENT S1, S2 = 00 00 STARTS AT CENTER (175.0,-160.0),wITH FINAL GRID OF 1.0 0 CIRCLES PASS THROUGH THE POINT ( 177.0,.-139.0) OMETRY SECTIONS 100.O 123.0 124.0 138.0 154.,0'162.0_164,.0'16'9.0 17'2.0 177.0 CRACKS -170 0-170 0-154 0-154 0-154 0-154 0-152 0-146 0-143 0-139 0 W IN UNDARY .1-l7O.Q-17O.o-154.o_154.o..154.o_i54.oL152.o_146.ô....143.o...13gb )UNDARY 2-155.0-155.0-15.4.0-154.0-154.0-154.0-152.0-146-.0-143.07139.0 bbUNDARY 3-152.0-152.O-152.0-152.0_152.O_152.0_152.0_146..0_143.0_139.0 0 BOUNDARY 4-146. 0'146.0-146.O-146.Q_146. 0-146.0-146.0-146.0-143.0-139.0 0 ;)UNDARY 5143.0-143.0-143.0_143.0_143.0...143.0_143.0_14,3.0_143.0..139.0 •0 OUNDARY •0 0 0 •0000 00 0 UDIL PROPERTIES 0 0 0 0 - 0• TkYER COHESION FRICTION ANGLE - DENSITY 1 150 .,0 31.0 115 0 0 2 0 0 oo•o . 34.0 110.0 0 0 38.0 -. 130.0 0 M . 130.01 9221004 PAGE BSOFB12 NBER TANGENT RADIUS (X) CENTER (Y) CENTER Fs(BIsHqP) FS(OMS) 1 :-138.9 . 21.1 175.0 . -160.0 . ' 2.174 2.067 2. -139.0 21.0 177.0 -160.0 2.097 . 2.005 3 . -139.0 , 21.0 178.0 ' -160.0 2.104 :. - 2.014,- 4 . -139.0 ..20.0 .. 177.0 -159.0 .. '2.098 2.001 5 -139.0 '' 21.0 176.0 • -160.0- 2.122 2.024 6 -139.0' 22.0 177.0 -161.0' 2.104 2.015 ..-. 7 -139.0 20.0 178.0 -159.0 . 2.121 2.027 . 8 -139.0 20.0 176.0 ' -159.0 2.112 2.010 9 -139.0 . 22.0 '176.0 -161.0 2.138 2.043.."' 10 -1390 . 22 0 178.0 -161.0 2.097 2.0 .12 L ii -138.9 22.1 " .179.0 -161.0 .2.121 2.036 12, -139.0 • 23.0 . 178.0 -162.0 2.099 2.017 13 -138.9 21.1 '179.0 , 160.0 2.145 , 2.056 14 -139.0 21.0. . 177.0 , -160.0 2:097 ' 2.005 •' - 15 -139.0 23.0 177.0 -162.0 2.116 . . 2.031 .• 16 -138.9 • 23.1. 179.0. ' -162.0 2.109 2.028 F. S. MINIMUM= 2.097 FOR'THE.CIRcLE OF CENTER ( 178.0,-161.0) K-5 _____ * • .- 'STABRG. ** * ** ***** **** * * p MUIIE LOTS '..9221004 PA .9221004 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * SLOPE STABILITY ANALYSIS - * ************** S T A B R G * • *,. * PORTIONS (C) COPYRIGHT 1985, 1986 * •. * GEOSOFT * * •" .,• •* * ALL RIGHTS pRESERVED - * * *•. ********************************************* uhe Lot, 9221004, Section BB', Existing, Lower Slope Toe, cfn=xntthll 4 ONTROL DATA NUMBER OFSPECIFIED.CENTERS .0 •. NUMBER OF. DEPTH LIMITING rTANGENTS 0 NUMBER OF'VERTICAL SECTIONS '13 NUMBER OF SOIL LAYER BOUNDARIES 7 * NUMBER OF PORE PRESSURE LINES 1 0 2 NUMBER OF POINTS DEFINING COHESION PROFILE 0 • . IR" EISMIC COEFFICIENT S1,S2 = 00 00 Rm____FARCH STARTS' AT CENTER ( 200.0,-20.0), WITH .FINAL GRID.OF 10.0 LL CIRCLES PASS THROUGH THE POINT ( 278 0,-104 0) EOMETRY SECTIONS 50.0 121.0 '122.0 127.0 147.0 154.0 156.0 161.0 167.0 197.0 210.0 218 Li CRACKS -169 0-169.0-169. 0-1'6'9.07167.. 0-155.0--152. 0-147 0-146.0-14'4,. 0:t 138..0-134 W IN. CRACK169 .0-169.0-169.0-169.0-167.0-155.0-152.0-147.0-146.0-144.0-138. 0-134 rIOUNDARY 1-169.0-169.0-169.0-169.0-167. 0-155.0-152.0-147.0-146.0-144.0-138.0-134 ouNDARY:2 -155.0-155.0-155.0-155.o-155.0-155.0-152.0-j47.0-146.0-j44.0-138.o-134 OUNDARY 3 -1152.0-152.0-152.0-152.0-152. 0-152.0-152.0-147.0-146.0-144. 0 138.0-:134 BOUNDARY 4 -152.O-l52.'O-j52.O-152.O-152.O-152.O-152.O-147.O-138.O-138.O-138.O -134 ARY 5-138.0-138.0-138.0-138.0-138.0-138.0-138.0-138.0-138.0-138. 0-138. -134 'OUNDARY 6134 .0-134.0-134.0-134.0-134.0-134.0-134. 0-134 .0-134.0-134.0-134.0-134 BOUNDARY 7 -50.0 -50.0-50.0 -50.0 -50.0 -50.0 -50.0 -50.0 50.0 -50.0-5O.0-50 SOIL PROPERTIES • * • '• ER .' COHESION FRICTION ANGLE DENSITY 1 150.0 31.0 115.0 2 100.0 34.0 i10.0 3 MUUE LOTS 4 : •.200.0 • 38.0 130.0 : 9221004 PAGE 'B7OFB12 5 600 0 28 0 130 0 6 200.0 38.0 130.0 MIUMBE-R. TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS) , 1 -85.6 174.4 2000 -260 0 3 664 3 313 & 2 -93.6 .166.4 220.0 -260.0 " 3.045 2.793 :3 . -99.4 160'6 240.0 , -26,0.0 :' 2.615 2.433 4 -103.0 157..0 . '"260.0 -260.0 2.480 , 2.3.61 5. -104.0 156.0 . 280.0 -260.0 •' 2.402 2.346 " 6 .-103..5 ... 156.5 290.0 -260.0 - 2.309 2.264 -102.5 . 157.5 300.0 -260.0 , '2.357 2.322 . 8 -103.5 146.5 290.0 ' -250.0 2.292 2.245 ' .,-'. 9' -102.4' 147.6 ,' ' 300.0 , -250.0 2.723 2.426 '10 -103.5 136.5 ' . .290.0 ' 240.0 2.302 .2.254' . 11'' ,..104'.O ,.146.0 ' 280.0 ' , -250.0 ' . •, 2.352 , 2.293. ' 12. ' ; 102.2 ' 137.8 ". 300.0 , -240.0 ' '2.984' 2.667 13 -104.0 '' 136.0' " 280.0.". . ' -240.0 - ' 2.309 ' 2.247 '.14 -104.0 156.0 '280.0 '-2.60.0. 2.402. 2.346. 15 -102.5 157.5 -. 3,00.0 - -260.0 ' 2.357" " 2.322' 11 s MINIMUM= 2 292 FOR THE CIRCLE OF CENTER ( 290.0,-250,0) *,STABRG N 44 MUHE LOTS 9221004 PAGE B8 OF B12 * * *.* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * *•* * * * * SLOPE STABILITY ANALYSIS * * .. *******.******* S T A B R G PORTIONS (C) COPYRIGHT 1985, 1986 * * GEOSOFT * _ • * ALL RIGHTS RESERVED * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * - uhe Lot, 9221004, Section BBS ; Existing, Upper Slope Toe, cfn=xnuhl2 W. ONTR9L DATA NUMBER OF SPECIFIED CENTERS 0 . NUMBER OF DEPTH LIMITING TANGENTS : 0 NUMBER OF -VERTICAL SECTIONS • 13 NUMBER OF SOIL LAYER BOUNDARIES 7 NUMBER OF PORE PRESSURE LINES 0 . NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1,S2 = .00 .00 . . . M_111 EARCH STARTS AT CENTER ( 175.0,-185.0),WITH FINAL GRID OF 1.0 MLL CIRCLES PASS THROUGH THE POINT ( 161.0,-147.0) . . ..- E0METRY S . SECTIONS 50.0 121.0 122.0 127.0 147.0 14.0 156.0 161.0 167.0 197 . 0- 210.0 218 CCKS -169.0-169.0-169.0-169.0-167.0 155.0-152 '.0-147.0-146.0-144.O-I38.0-134 W IN CRACK- 169'.0_169.0_169.0_169.0_167.Q_155.:0_152.0_j.47 . 0 _ 1 4 6 . 0 _ 1 4 4 . 0 _ 1 3 8 . 0 _ .134 Kp.OUNDARY' 1-169 .0-169.0-169.0-169.0-16.7.0-155.0-152 .0-147.0-146.0-144 .0-138.0-134 M"OUNDARY 2 -155.0-155.0-155.O-155.O-155.O-155'.O-152 .0-147.0-146.0-144 .0-138.0-134 'BOUNDARY 3 --l-521 .0-152.0-152.0-152.0-152.'O-'152.0-152. 0-147.0-146.-0'-144.0-138.0-134 r OUNDARY 4-152.0-152.0-152.0-152.0-152.0-152.0-152.0-147.0 - 1 3 8 . 0 - 1 3 8 . 0 - 1 3 8 . 0 - 1 3 4 4 :OUNDARY 5138.0138..O138.138.O-138.O-138.0-138.O-138.O- 1 3 8 . 0 1 3 8 . O 1 3 8 . O 1 3 4 OUNDARY 6-134.0-134-01-134..0-134.0-134.0-134.0.-134.0-1'34.0-134 . .0- 134.0-134. 0-134 BOUNDARY 7 -50.0. -50.0 -50.0 -50.0 -50.0 -50.0 -50.0 -50 . 0 - 5 0 . 0 - 5 0 . 0 - 5 0 . 0 - 5 0 SOIL PROPERTIES S - S • '' S • • S kYER . COHESION - FRICTION ANGLE DENSITY S 1 . • . 150.0 • 31.0 • 115.0 • - hR 100.0 34.0 110 -0 100.0 MIlLIE LOTS 4 200 0 38 0 130 0 9221004 PAGE B9OFB12 0 600.0 28.0 130.0 0 6 200.0 38.0 130.0 t.IUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS) 1 . -144.5 . 40.5 175.0 -185.0 1.284 1.256 2 -143.8 41.2 177.0 -185.0 1.272 1.246 3 -143.4 41.6 178.0 -185.0 1.273 1.248 - A -143.7 40.3 177.0 -184.0 1.272 1.245 5 -143.3 .-143.'6 40.7 178.0 -184.0 1.277 1.251 6 39.4 177.0. -183.0 1.275 1.247 7 7144.1 39.9 176.0 -184.0 1.272 l.-245- 8 -143.2 39.8 178.0 . -183.0 1.285 1.258 9 . -144.0 39.0 176.0 -183.0 1.271 1.243 10 -143.9 38.1 176.0 -182.0 1.273 1.244 11 -144.4 38.6 175.0 -183.0 1.273 1.243 12 -1435 .38.5 177.0 -182.0 1.282 1.254 13 -144.3 37.7 175.0 . -182.0 1.271 1.241 14 -144.4 39.6 175.0 -184.0 1.277 1.249 15 -143.7 40.3 177.0 -184.0 0 1.272 1.245 S. MINIMUM= 1.271 FOR THE CIRCLE OF CENTER ( 176.0,183.0) * STABRG * 0 - ****************** 0 •0 0 . . 0 ..: _ 0 0 UI. 0 0 OH Mull O 0 00 0, • 0 0 0 0 0 0 0• 0 0• • 0 MUtIE LOTS 9221004: -PAGE B10OF12: 0 0 0 . 4. * SLOPE STABILITY ANALYSIS * *, . . .. ************** S T A B R G ***************** * * PORTIONS (C) COPYRIGHT 1985, 1986 * * GEOSOFT * * ALL RIGHTS RESERVED * * ... * uhe Lot, 9221004, Section BB', With Residence, Upper Slope Toe, cfn=niuIl3 " ONTROL DATA NUMBER OF SPECIFIED CENTERS 0 . NUMBER OF DEPTH LIMITING TANGENTS 0 - NUMBER OF VERTICAL SECTIONS 13 NUMBER OF SOIL LAYER BOUNDARIES 7 NUMBER OF PORE PRESSURE LINES 0 rw NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1,S2 = 00 00 WhARCH STARTS AT CENTER ( 160 0,-160 0),WITH FINAL GRID OF 1 0 RXLL CIRCLES PASS THROUGH THE POINT ( 161.0,-147..0,) E0METRY SECTIONS 50.0 121.0 122.0 127.0 147.0 155.0 156.0 161.0 167 0 197.0 '210.10 218 CRACKS -169.0-169.0-154.0 -154 0-154 0-154 0-152 0-147 0-146 0-144 07138 0-134 w IN CRACK-169 .0-169.0-154 .0-154 .0-154 .0-154 .0-152.0-147 .0-146.0-144.0-138.0-134 XJNDARY DUNDARY 2-155.0-155.0-1;54..0-154.0-1,54.0-154.0-152.0-147.0-146.0-144.0-138.0-134. BOUNDARY. 3:--152 .-0-152.0-152.0-152.0-152.0-152.0-152.0-147. 0-146.0-144 .0-138.0-134 OUNDARY 4152. 0152.O-152 .0-152.0-152.0-152.0-152.0147. 0138.0138.0138.0:134 NDARY 5-138 0-138 0-138 0-138 0-138 0-138 0-138 0-138 0-138 0-138 0-138 0-134 kUe-NDARY 6-134 0-134 0-134 0-134 0-434.0-134.0-134. 0'_r134.0-134: 0-134.0-134.0-134 BOUNDARY 7 -50.0 -50.0 -50.0 -50.0, -50.0 -50.0 -50.0 -50.0 -50.0 -50.0 -50.0 -50 111 SOIL PROPERTIES -. FlAYER-COHESION FRICTION ANGLE DENSITY 2 100.0 34.0 110 MUHE LOTS 3 100 0 .30 .0 110 0 4 200 0 38 0 130.0 9221004 PAGE B11OFB12 E 600 .0. 28 .0 130 .0 6. 20O.0 38.0 130.0 . TJNBER TANGENT RADIUS (X) CENTER (Y) CENTER FS( BISHop) FS(OMS) .1- -147.0 . . 13.0 : 160.0 -160.0 - 3.018. 2.911 2 -147.0 .13.0 162.0 -160.0 . 2.734 2.658 :3 -146.7 .13.3 164.'0 . -1600 2.735 2.668 4 . -147.0 11.0 162.0' -158.0 2.672 -2584 -146.8 .11.2 163.0 -158.0. .. . 2.725 2.643 6: -147.0 '' 10.0 162.0 -157.0 2.681 2.586 7 -147.0 11.0 161.0 -158.0 2.730 2.630 8' -147.0. 12.0 M 162.0 -159.0 2.694 .2.612 9 -146.8. 10.2 163.0 -157.0 2.830 2.740 10 -147.0 10.0: 1.61.0 -157.0 . 2.692 2.585 M' 11 -147.0 12.0 .161.0 -159.0 2.783. 2.689 12'. -146.8 12.2 163.0 -159.0 2.690 . 2.615 •. S MINIMUN= 2 672 FOR THE CIRCLE OF CENTER ( 162 0-158 0) :STABRG* '. . . I [t I I "Zol FI!J MUHELOTS -. 9221004 PAGE B12 OF B12 r. * yt - LAYER COHESION FRICTION DENSITY ANGLE 1 150.0 31.0.. 115.0 2 .100.0 . 34.0 110.0 3 200.0 38.0 130.0 600.0 28.0 130.0- 5 200.0 38.0 130.0 -190.0 LLJ Of 0-140.0.... . 5 C-) • • , . CFN=MUH2 FACTOR OF SAFETY 1.61 - 200.0 •. . 250.0. X COORDINATE MUHE LOTS 9221004 PAGE C3 OF C6 - CFN=MUH3 )u ler - noo".1 ii _9, 9_1 I fl~, - hi , m m 'R RIM , F LAYER COHESION FRICTION DENSITY / CFN=MUH1 1 1 150.0 ANGLE 31.0 115.0 .29 2 100.0 34.0 100.Q . 200.0 110.0 3 30.0 38.0 110.0 4 130.0. /~A * 5 600.0 28.0 130.0 6 2000 380 1300 _18001 -1450_ 4 o-11O.O. . -75.0 .. -- . * . -40.0... . . 500 1200 1900 2600 3300 X COORDINATE MUHE LOTS 9221004 PAGE C4 OF C6 ç(. LAYER COHESION FRICTI ON..DENSITY CFN=MUH12 ANGLE FACTOR OF SAFETY 1.27 1 150.0 31.0 115.0 . . 2 100.0 34.0 110.0 3 1000 300 1100 4 2000 380 1300 5 6000 280 1300 6 2000 380 1300 260.0 330.0 MUHE LOTS 9221004 PAGE C5 OF C6 S - S S S S S S S•• S - CERTIFICATION OF COMPLIANCE .. . CITY OF CARLSBAD Plan Check No.(jjçO DEVELOPMENT PROCESSING, SERVICES DIVISION . 2075, LAS. PALMAS DR, CARLSBAD, CA 92009 '(619) 1438-1161 . . . . • . . . 0 this form shall be used to determine the amount of school fees for a project and to verify.. that the project applicant has complied with the school, fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department •SCH.00L DISTRICT: . . ... A Carlsbad Unified / )r9f" San Marcos Unified ____ 801 Pine Avenue / . •' 1290 West San Marcos Blvd. Carlsbad, CA 92009. (1434-0610) . •. San Marcos, CA 92024 (744-4776) Encinitas Union San Dieguito Union High School 101 South Ràncho Santa Fe Rd. . •. 710 Encinitas Boulevard Encinitas, CA.: 92024 (619) 944-4300. Encinitas, CA. 92024. (753-6491) Project Applicant Th Utz APN 155 - )- Project Address 7c 7.7iJ crY RESIDENTIAL: SQ. FT. of.living area number of dwelling units . / SQ. FT of coered area SO. FT of garage area3O COMMERCIAL USTR 1. A) SQ. FJ.,I7AREA Prepared by 4-q12 Date ------ FEE CERTIFICATION ' . • . (To be completed by the School District) . V' Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement ' Project is exempt from Government Code 53080 / Final Map approval' and construction started before September 1, 1986 (other school fees ,paid) Other Residential Fee Levied $__ç7'O based on y sq. ft @ Co /Indust Fee Levied:$ based on sq. ft. @ Sc~yl Distric Official Title Date AB 2.426 an I lees. are capped at $1. .2 'per square foot for residential. AB .2926 is d p t per square foot for commercial /industrial. • . . • I , , • . . ' ' '' .• . I , • . - f- -