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2791 LOKER AVE W; ; CB880066; Permit
7 .,, z 0 j:: C a: C ... ~ 0 a: I[ 8 a: I!: ... 3 I w z ~ z 0 ~ z w a. :I 0 (J .,, cc w :0:: a: 0 :I: il O I hereby affirm that I am licensed under provlalona of Chapter 9 (commencing with S.Ctlon 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I hereby affirm that I am exempt from the Contrac-tor's License Law tor the following reason (Sec. 7031.5 Busmess and Professions Code: Any ~,ty or county whicli re-quires a permit to construct, alter, improve, demohsh, or repatr any structure, pnor to its issuance also requires the ap-plicant tor such permit to file a s1~ned statement that he 1s hcensed pursuant to the provisions ol the contractor's License Law (Chapter 9 commencmg with Sectton 7000 of D1vis10n 3 of the Business and Protessmns Code) or that 1s ex-empt therefrom and the basis for the alleged exemption Any v10tat1on of Section 7031.5 by an apphcant for a permit sub-Jects the applicant to a civil penalty of not more than five hun- dred dollars ($500) I I I, as owner of the property. or my employees with wages as their sole compensation, wilt do the work. and the struc- ture is not intended or offered for sale (Sec. 7044. Business and Professiom, Code: The Contractor's License Law does not apply to an owner of property who bwlds or improves thereon and who does such work himself or through hts own employees, provtded that such improvements are not intend- ed or offered for sale. lf, however, the building or 1mprove-m.ent 1s sold within one year of completion .. the own~r-builder will have the burden of proving that he dtd not build or im-prove tor the purpose of sale). r l 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 im-proves thereon., and who contracts for each projects with a contractor(s) license pursuant to the Contractor's license Law) [l As a homeowner I am improving my home, and the follow- ing conditions exist: t. The work is being performed prior to sale. 2. I have lived in my home for twelve months prior to completion of this work 3. I have not claimed this exemptmn dunng the last three years ~r ih~:,:~~~runderSec _______ , B&P.C. ------------- D thereby affirm that 1 have a certificate of consent to self-insure. or a certificate of Workers· Compensation In- surance. or a certified copy thereof (Sec. 3800. Lab.or Code) POLICY NO. COMPANY D Copy is filed with the city D Certified copy ,s hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is tor one hundred dollars ($100) or less) D I certify that in the performance of the worl< for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers· Compen- sation Laws of California. NOTICE TO APPLICANT: If, after making this Certificate ot Exemption. you should become subject to the Workers· Compensation provisions of the Labor Code. you must forthwith comply with such provisions or this permit shall be deemed revoked. D I hereby affirm that there is a construction lending agency for the performance of the work for which this per- mit is issued (Sec. 3097, Civil Code) Lender·s Name ____________ _ Lender's Address. ____________ _ USE BALL POINT PEN ONLY & PRE$S HARD QTY. QTY. CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad, CA 92009-1915 {619) 438-11~1 PLUMBING PERMIT -ISSUE EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER ANO/OR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH iNSTAL. ALTER, REPAIR WATER PIPE EACH VACUUM BREAKER WATER SOFTNER EACH ROOF DRAIN (INSIDE) TOT Al PLUMBING ELECTRICAL PERMIT -ISSUE $~ QTY. NEW CONST EA AMP SWT BKR 1 PH 3 PH 1 PH REMODELALHR PER TEMPPOLE 200AMPS 0 VER 200 AMPS TEMP OCCUPANCY (30 DAYSI TOTAL ELECTRICAL y D ND vD NO REDEVELOPMENT AREA YO NO MECHANICAL PERMIT -ISSUE DUCTS UP TO 100,000 BTU OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 315 HP METAL FIREPLACE VENT FAN SINGLE DUCT MECH EXHAUST HOOOIOUCTS RELOCATION OF EA FURNACE/HEATER DRYER VENT TOTM MECHANICAL MOBILE HOME SETUP CAR PORT AWNING GARAGE APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. '2907 11/04/88 y NO Not Valid Unless Machine Certified SUMMARY/ACCOUNT NUMBER PLAN CHECK 001-810-00-00-8891 TOTAL PLUMBING 001-810-00-00-8222 ELECTRICAL 001-810-00-00-8223 ..,. MECHANICAL 001-810-00-00-8224 MOBILEHOME 001-810-00-00-8225 SOLAR 001-810-00-00-8226 STRONG MOTION ·.880-519-92-33 FIRE SPRINKLERS 001-810-00-00-8227 k,D -PUBLIC FACILITIES FE!:zi ~0-810-00-00-87 BRIDGE FEE 360-810-00-00-87 40 PARK-iN-LIEU (AREA TIF 312-810-00-00-8835 LA COSTA TIF 311-810-00-00-8835 FMF Tei -MFF ~~/\f.... /J&17) 880-519-92-57 CREDIT DEPOSIT ~ u. :>, :ii 0 Q_ E Cl) I- I -0 0 (!} c l1l -~ 0. Q_ <! I ~ C: ii 0 rfJ rfJ Cl) rfJ rfJ <! I ~ .Q Q) >- (1) C) C: l1l C: u. :::. C: (1) (1) 0 0 0 (1) Q_ rfJ C: ~ J:'_ s: ·7 ______.. ~:· , ,. ,. r f r ' t·~ l:. _., V t :_: ,· . r· n,, c· ,. ft t" 1,, f. ~ .. l; rt r; ~- " TYPE BUILDING I OUNDATION EINFORCED STEEL IASONRY . IUNITE OR GROUT . F R M G s s F E UB FRAMED FLOOR D CEl41NG HEATHING D ROOF D SH'=AR RAME , XTERIOR LATH ~SULATION INTERIOR LATH & DRYWALL PLUMBING J SEWER AND BUCO 0 P~/CO NDERGROUND D WASTE D \NATER OP OUT D WASTE D WATER UB AND SHOWER PAN . AS TEST D u T T G D I WATER HEATER D SOLAR WATER ELECTRICAL J ELECTRIC UNDERGROUND DUFFER OUGH ELECTRIC D R D D I ELECTRIC SERVICE D TEMPORARY J BONDING D POOL MECHANICAL D DUCT & PLEM., D REF. PIPING HEAT AIR COND. SYSTEMS VENTILATING SYSTEMS I DATE INSPECTOR FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS REQ. IF INSPECTOR'S INSPECTION CHECKED APPROVAL /) SOILS COMPLIANCE 6;1/3-///1 Ir-PRIOR TO , FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI . /') PRESTRESSED CONCRETE ~h.rlff-IL-' POST TENSIONED I I ·1 CONCRETE FIELD WELDING - 1/t,ll~/yY ·T/1 HIGH STRENGTH BOLTS u-,h1/JIY / I I SPECIAL MASONRY PILES CAISSONS I ._ " . . .... ~ V . ' ... , .. / ' .. ., . .. V / • <>, .. CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE / ITEMS ABOVE HAVE BEEN APPROVED. / ., FINAL I I PLUMBING I l,,/ ELECTRICAL / MECHANICAL ,--~/-. r··-4 GAS / V ,. BUILDING ./' SPECIAL CONDITIONS . _ ____j (}/3 Ff$'CO&,~ -2- \. ' ·. ' INSPECTOR'S NOTES •. · A,/l. ~.v.,, /1 /1 ,/ . ' DATE .. • {'/ ,,.,;t /,')AA.1'") ~.ff1µf'. lt/1 ,f/ . . "tF~AI)~ A~/JH1 f/l~L,r_) llfi;/ ' C'..-A4 . //flt.>l/,,IV-P f ,. . • kAMJ-e A~A;, ~& JfJ~A+,nr,L,ffVJ I z/:,-..jJ - • ,,0,'().!VUS' n/,-,_/ h.//,i _.,t:) f i '-rai . . 4/,_-, '~~V/{_r-r"'11,d 5'°J r1 ' '' . '" . ' . · rrL/ .rret!.t-pe~ ~ ~~~ /1,&IL.. .;//1_.,C • ~ ,nfJ~tlK--t'-A/~ ,//.l-~ , -r /.Jp,t. c~,1,,,--, 1 /1'1-/1 / I ( I I .. , ~"/JEX:>~ p~. .• t>N $'1="1 ,. . ' lo/ --------.u. ~ . -- \1-.JA-S \JO {'h, ~ .. I-"' .' ~ . , . 1: ·,·:(~ ; : ·;,~,_: ~:· ~ ,. .:: ·~ -:-: ,:.~ • i ·1 .. ~·'. ,.. -. f. .-.:: ... .. . ' ., ~ ·, .. J DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only White -File Yellow -Applicant PLAN ID NO. C/J C?~D O fo l:, 0017 01/14 0101 05Misc-3665-36 VALIDATION AREA ESTMATED VALUATION --~-J_O~O,.__<t-e-0 __ _ PLAN CHECK FEE 001-810-00-00-8821 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. --.::Z'.l:91!!.r-titNERGY CALCS 3G -'5-..:j(;; FOR NON RESIDENTIAL BLDGS ~ 2 STRUCTURAL CALCS 0 2 SOILS REPORTS ~ 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE LA COSTA LETTER SCHOOL FEE FORM P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY Pink -Finance Gold -Assessor ~~';:•< ,~_-f{1~'~:.'~~;~~:~:::~i~~~=~ ~c~tf;~·~:··~ ~·:,:f~,1,l~:,~:~~~~~~-~ ~Jt:, ··~ .'1:·:;.::::i:i .• •· .;. \·r Gtttu of Cltarl&bab ~---_____ ...,. __ WHITE: DPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 November 3, 1988 Jay Allen <ttitu nf <trarlshah DEVELOPMENT PROCESSING SERVICES PC #880066 TELEPHONE (619) 438-1161 1300 Bristol N. #100 Newport Beach, CA 92660 2791-93 LOKER AVENUE WEST On October 12, 1988, The Carlsbad Unified School District passed and adopted Resolution #12-8889 (copy attached) concerning school of $. 25 per square foot on all commercial and industrial development. Please ,present the enclosed form to the School District Office and pay the required fees. A paid receipt is required before the permit can be issued. Should you have questions, please contact Nancy Gillespie at the School District Office ( 619) 438-571 0, 6350 Yarrow Drive, Suite II A 11 • DORIS COSMAN Technician cc: Nancy Gillespie Enc. (2) ( -z 0 H R-VALUE GRAPHICAL PRESENTATION PROJECT NO. / (p 3¢G, BORING NO. d 0.f37-Llo8.,'B-';x§)/-3' DATE ~Ml, // J /q 87 TRAFFIC_ INDEX ~ io R-VALUE BY EXUDATION __ g-L,. __ _ R-VALUE BY EXPANSION __ B-=---- 800 700 600 500 400 300 200 100 100 9G 80 70 Vl ca _J -u.J a:: ::J Vl V'l uJ a:: Cl.. a:: 0 I-u c:i:: Cl.. ~ 0 u 400 350 300 200 100 0 ~ MOISTURE AT FABRICATION 7!=:.g =~1~: ~ii~ ~~=1~ =~?.~~' ?.~:~; ~i:~ '=~~?: -~=--~ ~~ ~-±=;:i§t.:~ -==-=-=~: :;·-:: ==~!-~ ;;:(_::· a~;::.::~··. :f.E ::.::£: ~~~ -~~~---~:~-:~ ·~ ... :::.-· ~-=-~::=~:-~~.fj~ ::::.r~i-:-::t:.:· -::~-~ :-:-::~~-: :~:~~-: ~ ~~~b;;;,;~~~d~~F*-==F=;f.~~EF-~r:t ~ 60 :~~ ~f:: J]£:-:i :?:f:=; ~\:,t :==h~i ~~~;: :jj· '=· ""1 >< !XI 50 40 30 20 10 0 1.0 2.0 3.0 4.0 COVER TIUCKNESS BY EXPANSION, FT. • " ,. R-VALUE vs. EXUD. PRES. " -A ~- t EXUD. T vs. EXPAN. T .t. REMARKS .:;/6 IA1Hclle • ,\\1119\ill PROFESSIONAL PAVEMENT ENGINEERING w % MOISTURE M M T by EXUDATION A A T by EXPANSION 4.0 3.0 2.0 1.0 0 ESGIL CORPORATION 9320 CHESAPEAKE DR., St:ITE ::?08 SAN DIEGO, CA 92 J 23 (6 I 9) 5(i0· I 4<i8 DATE: MA:; JURISDICTION: 4 /<j'K'? Cm;, 01= C:.4..e..t,s.eAo n-oo 66 0APPLICANT c:tJ JmU s DI CT I OZ!:> D PLAN CHECKER PLAN CHECK NO: B FILE COPY UPS 0 DESIGNER PROJECT ADDRESS: PROJECT NAME': · 6... H.lli!E4tf1£ 13 r../5 ,o/e_s.s p,11/,z.c # Z- D 0 0 D. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified &(..,DVJ · 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 fo~ your information. The p:lans are being held at ESgil Corp. until corrected plans are submitted for recheck. · The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. ~ applicant's copy of the check list has been sent to: ~ "°,41,.4.111,AJ C,..-, p.,,g.,..,q /300 812As/D<-N Su,11E 100_ /.Jn,J: ..JA-y 4u.-E-N t./ere.uPo4!:r 8~ ,, CA-. 92.~(0 Esgil staff did not advise the applicant contact person that plan check has been completed. ad se applicant that the_plan check has ,\ erson contacted: We-s 0"'==4>-10T0 ( ~'Z.<.IEt-o/21~/e>vff'_;,1 Telephone t ( '714) 777-o ~ ~6 .N._1)_1_w_~--C,-,,--,2.._44._,-:rto'-' # It::/ 8' p /2...o v 1.0 < Fi 12£ ~ At>P.C.01/£0 8~ -r,;;, L,,,t:.-4'-Fil£L Oe.PA~JE,.,q- c e 37oz. 4,,vt:> 7'il-.c Loe,.14,,-A<i~ Oll.11:)iv,+.,./Ct/£. By: li:ftie ?(zLnclosures: ______ _;_ ESGIL CORPORATI N S-3-"ti'? " ESGIL CORPORATION 9320 CHESAPl!.-\Kc DR •. SL'ITE 208 SAN Die.CO. C.\ D:?l2:3 (6 I !J) 5<><>· l 4-(>8 DATE: JURISDICTION: PLAN CHECK NO: n-cJ O 66 5er J]I:" PROJECT ADDRESS: 279l·tZ-713 LoJ<:G.e AvE t,J PROJECT NAME':· £;_ ht=rZ. 'TE 'l:?;./:u.lFSS RJ-e..Jc #: / D D D D. D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien-cies identified _______________ 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 fo~ your information. The p~ans are being held at ESgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. T~appli~ant's copy of the check list has been sent to: ~e A~~£,,-./ ea..,,,e4-NJ11 /300 B.eJ.sn,A, /V .5:GJnr. /Do A.,,-1>1 J A y ,4~,,.1 IV e-w,oa~, 7?.f; ~~1 df '/2 ,6 o Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did been completed. Date contacted: advise applicant thaWj2he plan check has Person contacted: at<. /" L//;5/ f8 Tele;hone t(Z/ttf~.S-2.--/01, I REMARKS: ________________ ~--------- / / ~ L~-----Enclosures: GIL CORPORA!ON ----------- 4-S- CITY OF CARLSBAD PLAN CHECK NO. 88-66 RECHECK NO. 2 APRIL 14, 1988 REMAINING ITEMS FROM ORIGINAL CORRECTION LIST 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123 (619)560-1468. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed i.e,, plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. 198. Provide fire sprinkler plans approved by the local fire department. Section 506, or 3802. See also jurisdiction ordinance. 203. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifica- tions have been reviewed and that it has been determined that the recommendations in the soil report are proper- ly incorporated into the plans. (As required by the soil report). 254. Provide truss details and truss calculations for this project. Specify on the plans the truss iden- tification numbers. The City of Carlsbad requires the submittal of engineered & stamped truss plans and calculations prior to our forwarding the plans to the city for final processing. City of Carlsbad Plan Check No. 88-66 Recheck No. 2 April 14, 1988 273. Provide details of restrooms to show compliance with Section 510(b), regarding walls. Provide approval for epoxy paint, generally painted drywall is not an acceptable hard-durable surface. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619)560-1468. Thank you. D D 0 --~- D. 0 ESGIL CORPORATION 9320 CHESAPE.-\KE DR., St.:ITE :?08 S,\N DIEGO, CA 92 J :?3 (6 19) sc;o. 1 *mi The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. . \ The plans transmitted hei~with will substantially comply with the jurisdiction's building codes when minor deficien- cies identified-,--~------=----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 pJans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed tor the jurisd_iction to return to the applicant contact person. The applicant's copy of the check list has been sent to: ·-m• A"8N c.c,.,,,e"*N':I ;300 Ba1s70'-N so/TS 100 A111./ : ·J,4 y 4"'-'AJ j/S<,,cJpo;z.r /3G~CN C:,. Cfu,~o Esgil staff did not advise the applicant contact person that plan check has been completed. ~ Esgil staff fil advise applicant that,1!-}1 pl:0 check ~'! ()A _ fi ~ j. ~ been completed. Person <?ontacted: \,~.pt L4/&24¥< T:!2.f21J.. ~ Date contacted: 3/2,~/¥% . Telephone ,(714) 75:Z-1016 D REMARKS: / l - aY: Af/:Lj: c~ Enclosures: __ --:--------- ESGIL CORPORATD 5-8-S''T CITY OF CARLSBAD PLAN CHECK NO. 88-66 RECHECK NO. 1 MARCH 23, 1988 REMAINING ITEMS FROM ORIGINAL CORRECTION LIST 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619)560-1468. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. 161. Exit signs are required for exits serving an occupant load exceeding 49. Show all required exit sign locations. Section 3314(a). Exits may not pass through storage rooms. The exit sign at door 5, (Building 1 & 2) must be on the warehouse side of the door if used. 198. Provide fire sprinklers plans approved by the local fire department. Section 506, or 3802. See also jurisdiction ordinance. 199. When serving more than 20 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. See local ordiance. City of Carlsbad Plan Check No. 88-66 Recheck No. 1 March 23, 1988 203. Provide a letter from the soils engineer confirm- ing that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. {As required by the soil report). 214. Note on the plans: "On graded sites, the top of any exterior foundation shall extend above the ele- vations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907(d)5. 254. Provide truss details and truss calculations for this project. Specify on the plans the truss iden- tification numbers. 273. Provide details of restrooms to show compliance with Section 510(b), regarding walls. Provide approval for epoxy paint, generally painted drywall is not an acceptable hard-durable surface. 290. When serving more than 20 sprinklers, automatic sprinkler systems shall be supervised by an approved central, proprietary, or remote station service, or a local alarm which will give an audible signal at a constantly attended location. See correction 198 & 199 above. 300. Please provide titles for columns in equipment schedule. See M-1. City of Carlsbad Plan Check No. 88-66 Recheck No. 1 March 23, 1988 ELECTRICAL 301. Submit complete electrical plans and specifications. 7. Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits. 11. Provide the required access and entrance to working space for switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). See attached newsletter for edge of door requirements. 32. As per Section 3313 UBC provide exit illumination in the warehouse area. 31. Note on the plans "GFP" shall be performance tested as per Art. 230-9 when first installed on site. ENERGY OB-4. The Certificate of Compliance (CF-1), Page 1, must be signed in the lower right by the licensed person who is attesting that the design complies with the regulations. Signed by architect or engineer respon- sible for overall building. OB-6. The owner of the building must sign in the appropriate place on Page 2 of Certificate of Compliance (CF-1). (manual 1-14). TITLE 24: DISABLED ACCESS REGULATIONS Put notes or details on plans to show compliance with law. WALKS AND SIDEWALKS (SEC. 2-3325) 1. Walks and sidewalks shall have a continuous common surface, not interrupted by steps or by abrupt changes in level exceeding 1/2 inch, and shall be a minimum of 48 inches in width. City of Carlsbad Plan Check No. 88-66 March 23, 1988 4. Surface cross slopes shall not exceed 1/4 inch per foot. 5. Walks, sidewalks and pedestrian ways shall be free of gratings whenever possible. For gratings located in the surface of any of these areas, grid openings in gratings shall be limited to 1/2 inch in the direction of traffic flow. 7. Abrupt changes in level along any accessible route shall not exceed 1/2 inch. When changes in level do occur, they shall be beveled with a slope no greater than 1:2 except that level changes not ex- ceeding 1/4 inch may be vertical. When changes in levels greater than 1/2 inch are necessary they shall comply with the requirements for curb ramps. 9. All walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least every 400 feet. HAZARDS (SEC. 2-3326) 1. Warning curbs. Abrupt changes in level except between a walk or sidewalk and an adjacent street or driveway exceeding 4 inches in a vertical ~imension, such as at planters or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above the walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is required when a guiderail is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk; the walk is 5 percent or less gradient or no adjacent hazard exists. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619)560-1468. Thank you. SAN DIEGO AREA .t!LECTRICAL NEWSLETTER THE SAN DIEGO AREA CHAPTER o, THE INTERNATIONAL. C:ONl"ERENC:E O" BUIL.OING Ol"l"IC:IAU Al'P'ltOVES THE C:ONTCNT 0,. THIS NEWSL.ETTEJII AND REC:OMMENCS ITS AOOPTION av THE MCM&ERS 01" THE C:HAl'T£R. C:HEC:K WITH THE L.OC:AL. INSPEC:TION JURISDIC:TIO_N BEl"ORE BEGINNING ANY INSTAI..L.ATION BASED ON THIS Nt:WSI..ETTER. CODE REFERENCE 110-16(c) SUBJECT ELECTRICAL EQUIPMENT ROOMS PUBLISHED OCT 87 Section 110-16c adds new wording related to the required "entrances 0 ·to working space. It is important to note that the new wording was intended to be an addition to Exception No. 2, but was printed in error as an independent paragraph. This section as corrected reads as follows: Exception No. 2: Where the work space required by Section 110-16(a) is doubled, only one entrance to the working space is required. Working space with one entrance provided shall be so located that the edge of the entrance nearest the switchboard and panelboards is the minimum clear distance given in Table 110-16(a) away from such equipment. t The Table 110-16(a) clearance required (3 1 , 3 1/2', or 4') to the edge of the "entrance" is a radial measurement from the nearest point of the switchboard or panelboard, whether that is front, side or back. This will have a definite impact on the location of the "entrance" and/or the size of electrical equipment rooms in many cases. Table 110-16{a)I Dimension SECTION 110-16 (c), EXCEPTION NO. 2 · Switchboard or Panel board 1200_A or more and over 61 Edge of door closest to the switchboard or panelboard must be outside of the shaded area The word "entrance" is shown in quotes to emphasize the contradiction between the code wording and the purpose of these openings in Exception No. 2. For switchboards and panelboards of 1200A and six feet or longer, the intent is to provide a safe exit way in case of emergency. For this reason, the following requirements apply to doors in these openings. 1) They must open out. 2) They must utilize "lever-operated" hardware. Lever-operated hardware is a type that pennits the door to be opened without the use of hands. NOTE: The Utility Company requires that these doors be a minimum of 30" wide. .. . .. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: Ft58RuRr2'/ 9 198'[? D AP~.~_!,5:ANT JURISDICTION: C,r1 oF Ul2.c.s.Si':lc . -.~ ... ". ~ PLAN CHECKER PLAN CHECK NO: ~1?-006 6 SET: L ------"-----------.;...;....----- QFILE COPY QUPS QDESIGNER PROJECT ADDRESS: :2.7'1I f 2713 t..o~1:a Ave --"---------------------tu. PROJECT NAME: /El-Fot=/i!!.71!' 15cJs/N«.SS p-"14k. 2. D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified-=---=--------,----,--=-=---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. W The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. ~ The applicant's copy of the check list has been sent to: THe A'-'-r-,.; 4...,. P4N';j /'3oo ~,sr,:,'-N 5,nr£ /00 O Esgil staff did not advise the applicant contact person that plan check has been completed. Wl Esgil staff did advise applicant that the plan check has ~ been completed. Person contacted:_s;_~_c_~_E_r,,i._~~~.__ _____ _ Date contacted: 2-9-EP Telephone 1(11<1) 7$"2..-/IJ/( ---------REMARKS: __________________________ _ By: /21-J CI/JiL ESGIL COR~ATION t -If -tt Enclosures: ----------- '\ 8'8-006-6 PLAN aDlCI[ Im. ______________ _ .JORISDICl'ICXI: _C_,_ry_.__o_F" __ CJ---"-112.-~_.S __ .-.!$A........,_L::; __ m: -------------------- OCCDPAIICI: 'Js -Z-_;;_ ______________ _ BDILDDG USE: C)ff,c£ {,,J4-UHt,~ nn: °' wllSiidk!tIUll: __ v_tJ ______ _ ALLOWABLE AREA:. ______________ _ S'.IDllBS:. ____ "2-___________ _ 3/ I ±. BKIGHr: _________________ _ SPRIBLERS:._ft..:...i:_ .. _s ________ _ OCCDPAn LOAD: ______________ _ Rl!MARIS:. _________________ _ Date plans received by jurisdiction: /-/(/-n Date plans received by Esgil Corp.: / -l'.if ... l{;J Date initial plan check completed: 2-~ '1-C3 By: 'K, C, 1-/ut;t..r.N Applicant contact person: JA 'j 4 u...rr tJ tei.(714) ?o2 -/0/6 Plan check is limited to 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. l'he plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1985 UBC. l'he circled 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), 1985 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Io speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. List No. 80, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS ' A. G B. 0 y. PLAllS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdicti~n, to: The jurisdiction's building department. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Indicate on the Title Sheet whether or not a grading permit is required for this project. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not includea with the building permit application filed should be clearly identified as "not included" on the site plan or Iitle Sheet. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) 7/29/87 c. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Table 9-A. Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowabl-e area based on Section 506. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. Provide a reference on the site plan to any details or specifications for required site improvements to comply with the Title 24 disabled access requirements. 2 ' ,]ft<' Clearly specify minimum thickness of walls and slabs to provide ...,..,,...,,,----hour fire-resistive rating per Table 43-B and C. Clearly specify minimum cover for bonded reinforcing at_ fire-rated floors, ....,..-,----~·fire rated columns, -,--,------fire rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. yl. I. Detail all plumbing and electrical penetrations at occupancy, area, corridor or other fire separation walls as specified in Section 4304 (e). Detail all furred ceilings as-required in Section 4203. Show fire-retardant treated wood where necessary. Clearly label and identify on the plans the fire-resistive corridors, area separation walls, shafts, occupancy separation walls and floors, exit courts less than 10 feet wide and exit enclosures, along with their hourly ratings. Section 302 (a). Foam plastics shall not be used as interior finish except as provided in Section 1712. £ When walls and ceiling are required to be fire- resistive or noncombustible, the finish material shall be applied directly against such fire-resistive or noncombustible construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or fire stopped not to exceed 8 feet in any direction. Section 4203, 1. y.' When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class I or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2. Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire- retardant treated wood may. be used, Section 4203, 2. All interior wall or ceiling finishes less than 1/4 inch thick shall be applied directly against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. 7 /1.9/87 .J. ---------------- Provide a note on the plans or on the finish schedule, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 42-B.11 A _,,_....,....,..-hour occupancy separation is required between ____ occupancy and the occupancy. Iable 5-B, Section 503 ~(d'""),...,--=Ia""'b..,1-es 43-A, B, C and Chapter 43. (See exceptions in Section 503) Administrative and clerical offices and similar rooms need not-be separated from other occupancies provided they are less than 750 sq. ft., less than 25 percent of the floor area of the major use and not related to an H-1 or H-2 occupancy. Section 503 (a). Provide _...,..._-hour fire-resistive door assemblies in the ___ -hour occupancy separation. Section 503 (c). 91<'"" A B-1 occupancy in the basement or first story /' of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 702 are met: a. B-1 is Type I construction. b. B-1/B-2 is separated by a three-hour occupancy separation. c. B-1 is restricted to passenger vehicle storage, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). d. The maximum building height does not exceed the limits in Table 5-D for the least type of construction. /4 The Type I construction is required to have protected openings when located within 20 feet from a property line or centerline of a public way. Section 1803 (b). ~ In Type I construction, no openings are permitted in exterior walls less than 5 feet from a property line. Section 1803 (b). ~l openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one-half-hour assembly. Section 503 (c) 2. Tables 43-A, B, C and Chapter 43. 6 ::,Jd:6. Total width of exits in feet shall be not less than total occupant load served divided by SO. Tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. .Jtr7. No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). ~ Double acting doors are not ·allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). ~ Exit doors should swing in the direction of egrees when serving an occupant load of 50 or more or when serving any hazardous area. Section 3304 (b). See doors ______ _ D Exit doors should be openable from the inside V:.::;:,J without the use of a key, special knowledge, or effort. Section 3304(c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3304 (c).] m. Exit doors from assembly rooms with SO or more occupants shall not be provided with a latch or lock wiless it is panic hardware. Section 3318. ~All doors and gates, within the exit path from an assembly room to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3318. ~ Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet. Section 3304 (e). j.24:" The net dimension ( clear width) at doorways should be used in determining exit widths required by Section 3303 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing, etc., the required exit widths have not been furnished. See door .J.2'5: Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). 7 29/87 ~When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 (i). ..rt{_ Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (i). L. Doors should not project more than 7 icnhes into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). Revolving, sliding and overhead doors are not permitted as exit doors if the occµpant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). Ramps required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. ,.la1:. Stairway width must be at least 44 inches when serving 50 or more occupants; 36 inches when less than 50. Section 3306 (b). G Seventy eight inch minimum headroom clearance V::::J for stairways should be indicated on the plans. Section 3306 (p) • Note that this is from a plane tangent to the stairway tread nosing. ~ Stairway handrails should not project more than 3-1/2 inches into the required width. Trim and stringers may not project more than 1-1/2 inches. Section 3306 (b). Ja'-" Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire- resistive construction. Show 2 x @ 1611 o.c. nailers. Section 3306 (m) (n). ~Landings should not be reduced in width more than 7 inches by a door when fully open. Section 3304 (i). ~ Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h) & 3309 (e) • ...ia,-:-vertical distances between stairway landings are limited to 12 feet. Section 3306 (i). 8 G Corridors serving 30 or more occupants shall V have walls and ceilings of one-hour construction except: a. Corridors greater than 30 feet wide when the occupants have an exit independent from the corridor. b. Exterior sides of exterior exit balconies. ~ Corridor walls and ceilings need not be of V fire-resistive construction within office spaces having an occupant load of 100 or less then the entire story in which the space is located is equipped with an automatic sprinkler system throughout and smoke detectors are installed within the corridor in accordance with their listing. Section 3305 (g). Q One-hour fire-rated corridors shall have door V openings protected by tight-fitting smoke and draft control · assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic-closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). ~ total area of all openings, except doors, in. any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass installed in steel frames. Section 3305 (h). ~ Elevators serving more than two stories shall not open into required one-hour exit corridors unless protected by an approved smoke/draft control door system. In high rise buildings refer to Section 1807 (h). Section 3305. Q Duct penetrations of fire-rated corridor walls 'e;/ and ceilings shall have fire dampers per Section 4306 (j). 156. One-hour corridors shall not be used as an integral part of a duct system. Ibis includes the space above a dropped ceiling within the one-hour corridor. UMC Section 706 (b). Provide a complete architectural section of the corridor, anlil &i~E11Fi.1Hr exit balco~, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). ,<.;::\ Ceilings of combustible materials cannot be V suspended below the one-hour corridor ceiling. In types III or V construction fire retardant treated wood may be used. Section 3305 (g) • /57-lsy I ,J 1 29/81 Q Corridor walls may terminate at the ceiling V only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 {g). ~ When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). B. IXlT SIGIIS a Exit signs are required for exits serving an V occupant load exceeding 49. Show all required exit sign locations. Section 3314 {a). ],.ff'. Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). ~-Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies, 100 in H occupancies and 300 in all others). Section 3313 (b) 1. J.61(: Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 999 in A-1, 500 in A-2/2.1, 750 in churches, 100 in I's and 500 in B-2 occupancies used for retail sales or offices). Section 3313 (b) 2. a Ihe .. exit sign locations as shown are not V adequate. ~ Elevators shall be enclosed in a one-hour shaft except in l'ype I and l'ype II F.R. construction where the elevator shall be in a two hour shaft. Elevators in other than Group I occupancies need not be in a rated enclosure if serving only one adjacent floor. Section 1706. ~Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. ~Elevator shafts extending through more than two floor levels shall be vented to the outside. Ihe area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. ~Elevators in high rise buildings shall comply with Section 1807(b). ~Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). 10 ~ Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. ,l-9'((. Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). ")M. Provide fire sprinklers in drinking and dining establishments when the total area of unseparated rooms exceeds 5000 square feet. Section 3802 (c). ~ Provide fire sprinklers PLA-Af.S A>°,o/UVro V 8;1 7&1:t Loe~<-/=1/Z.AZ-011"";5-N"n<'l"!"wr- Section 506, or 3802. See also jurisdiction ordinance. 9 When serving more than ;lo sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. S:EG.. ~C,1/t.... 01Z-fP1,-J'1-Nc£.. _..280'. s. Provide class ___ standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. .20'.C" Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. the report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. t:::::;\ Specify on the foundation plan or structural ~ specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Q Provide a letter from the soils engineer V:::.;/ confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). e the foundation plan does not comply with the following soil report recommendation(s) for this project .5H'£ ~A-a Rts,A/P.:uz .. e.£'.A,1JE,.._,, fe/1... Yc:'fN ,..1 q, If "r-S::,1~ Re.fl:,,z;,r- Q Provide notes on the foundation plan listing 'e/ the soils report recomnendations for foundation slab and building pad preparation. ~ S-7 7 29 87 Q Note on the foundation plan that: "Prior to V the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: a. the building pad was prepared in accordance with the soils report; b. the utility trenches have been properly backfilled and compacted, and; c. the foundation excavations, forming and reinforcement comply with the soils report and approved plan". :J,8'(; Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. ~ Show height of all foundation walls. Chapter 23. .Z.0,-:--Show height of foundation walls. retained Chapter 23. earth on all Jl:((.'" Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. ~ Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. @ Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). ~ Dimension foundations per table 29-A. TA8U! NO. a-A-l'OUNDA110NS 1'011 STUD BURINQ WAU.S-IIINIMUM REQUIREMENTS• • -l!IIOI' -OI' -·---*LL WDnlOI' r.=::. -------~ UNII' ------I 6 6 12 6 12 2 • • I.S 7 II J 10 10 II I 24 t:::\ Note on the plans: "On graded sites, the top V of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. ~ Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 12 .,µ((.' Show foundation bolt 15ize and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). Q Specify size, ICBO number and manufacturer of V::::J power driven pins. Show edge and end distance and spacing. Section 306 (f) • .2«8. Show size, embedment and location of hold down anchors on foundation plan. Section 2303 (b) 4. ~-Note on the plans that hold down anchors must be tied in place prior to foundation inspection • ..2'!6. Show adequate footings under all bearing walls and shear walls. Section 2907 (d). %-Show stepped footings for slopes steeper than 1:10. Section 2907 (c). :Jl/:'E. Show minimum .18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2, ~ Show pier size, spacing and depth into undisturbed soil. Table 29-A, ,..M1+, Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. _....2!S. Show minimum under floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. ~-Specify that posts embedded in concrete shall be pressure treated per UBC Standard NO. 25- 12. Section 2516 (c) 1. 't. MASOllRY 2,2'1':" Show veneer support and coMections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. ..Mf': Show height and construction details of all masonry walls. Chapter 24. ~ Show floor and roof coMections to masonry walls. CoMection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 {j) 3. A. ~ Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). Jl5l,. Show a minimum 211 air space and flashing between planter and building walls. Section 2516 (c) 7. u. ~ t::::::\ Provide complete structural details on the V plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. ~ Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Q Provide a special inspection section on the V plans listing all structural elements requiring special inspection by U.B.C. Section 306. ~ Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. Note cross bridging or blocking. Floor joists and rafters 1211 or more in depth shall' be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (h). · W. Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3, ~ Show solid blocking at ridge line and at exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). p<. Show double joists. Floor joists shall be doubled under bearing partitions ruMing parallel with the joists. Section 2517 (d) 5. ~Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. ~ Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. -;217 S°)nr1,,v &>#Sj)U,A..CT7v.J fiji..-{j,,-.1'[)17?-J.,.JS OF o F P'1rZ--7771cJ ,J W ""-<-.s C,.NS'T"Y2.M.c1l<JN, 7 29/87 13 ~ Show rafter purlin braces to be not less than , 45 degrees to the horizontal. Section 2517 (h) 5. ;ws:-Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). ],AA. Show double top plate with minimum 4811 lap splice. Section 2517 (g) 2. 0 Show nailing will be in compliance with Table v 25-Q. Q Show or note fire stops at the following V::::/ locations per Section 2516 (f): a. in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. b. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. 9 Show stud si~e and spacing. Maximum allowable stud heights; bearing wall: 2 x 4 and 2 x 6 max. 101; non-bearing: 2 x 4 max. 14', 2 x 6 max. 201 • Table 25-R-3. ~Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 at 1611 o.c. Table 25-R- 3. ...lef.Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 306 (f). Q Detail all post to beam and post to footing V connections and reference the detail to the plan. Section 2516 (m). a Detail shear transfer connections, including V roof and floor diaphragms, to shear walls. Section 2513. Cc:\ Specify nail size and spacing for all shear V walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4713 (d). ~ Show 311 x 4" or 211 x 611 studs in first story of three story building. Table 25-R-3. ~ Provide truss details and truss calculations V for this project. Specify on the plans the truss identification numbers. ~ Provide roof fram;ng plan and floor framing plan. Section 302 (a) 7. ~Provide framing sections through Section 302 (a) 7. ~ Specify all header sizes for opening over 41 wide. Section 2517 (g) 5. Q Provide calculations for main vertical and V horizontal framing members and post footings. Section 302 (a) 7. Q Provide calculations for lateral loads, shear V::;J panels, shear transfer and related. Section 302 (a) 7. D Show on the plans all structural requirements ~ developed in the structural calculations. ~Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4. %-Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. ~ Specify plywood grade and panel identification index. Table 25-N. J,1:,4'. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). )..i5':' If foundation cripple wall studs are less than 1411 framing shall be solid blocking. Section 2517 (g) 4. :25f-25"o/ Pn..rv,o~ O,;:,sle;,,J ~ ~ 2--vo ~IJL F~/#5P" v~/Z.170<-.A.A/£) Ll"YTE~'---t...D ~s . 7/29/87 14 ~ Cripple wall studs exceeding 4 feet in height , shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (g) 3. £. Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e). ~ Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. ;i,;x{: In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). V • MISCILLAlO!DUS ~Parking garages shall have an unobstructed headroom clearance of not less than 7'-0" above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b). >r(': Show light and ventilation, for areas customarily used by people, will comply with Section 605. a Provide details of restrooms to show compliance \!:.:.Y with Section 510 (b), regarding floors, walls and showers. ~ Provide restrooms for each sex if the number of employees exceeds 4 and both sexes are employed. Section 705 (B occupancy). -- ;Jif'S': Show unenclosed floor and roof openings, open and glazed sides of landings and ramps, balconies or porches more than 30" above grade or floor, and roofs used for other than service to the building have 4211 minimum height guardrail, through which a 611 sphere cannot pass, and designed for 20 lbs. per lin. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B • .:i;nr;-Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. ~edestrian walkway shall comply with Section 509. ~Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. ~Show that aisles and seats comply with Sections 3315 and 3316. 07/29/87 ~ildings housing Group A Occupancies shall --front directly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. w. rm.E v. BA11DICAPPm ACCESS @ Provide note and details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC. x. D!RGI wliSl!i1<YAl'IOII SJrG A7f)f}c 11.,;.t> LI!;.;- ;;,wr:' Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. .)tf!d':' Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation. :;,a<." Pedestrian walkways shall comply with SecUon 509. ~Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the ''Title 24 Construction Compliance Statement Requirements". @Please see additional corrections, or remar~, _ on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact Rc,.<$el'2---r //oc;,c..E,.J at Esgil Corporation. Thank you. Enclosures: 1. 2. 3. 15 CITY OF CARLSBAD PLAN CHECK NO. 88-0066 FEBRUARY 9, 1988 ADDITONAL CORRECTIONS CARLSBAD SPECIAL PROVISIONS 287. Note a four inch property line cleanout shall be installed in a ·grade level box (City Policy 80-3). 288. Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). 289. Provide details of roof drains to show compliance with City Policy 84-35. 290. When serving more than 20 sprinklers, automatic sprinkler systems shall be supervised by an approved central, proprietary, or remote station service, or a local alarm which will give an audible signal at a con- stantly attended location. STRUCTURAL 291. Complete the structural callouts and detail cross- referencing on all sheets. Plans and details are incomplete. 292. Complete the dimensioning on all roof framing plans. 293. The Young's Modulus for glue-laminated beams with 24F-V3 combination should be 1,700,000 psi. 294. See attached for special inspection requirements. 295. Provide panel reinforcement designators on tilt up panels. 296. The column base plate design is based on f'c=2500 p.s.i. concrete. Please coordinate with specifications. 297. The engineer shall acknowledge all design overstress or provide a design within the code stress limits. . \ City of Carlsbad Plan Check No. 88-0066 February 9, 1988 298. A complete structural recheck will be made when structural plans are complete. MECHANICAL 299. Show condensate overflow drainage per UMC Section 1205. To a readily observable location. 300. Please provide titles for columns in equipment schedule. ELECTRICAL 301. Submit complete electrical plans and specifications. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619)560-1468. Thank you. Ihe following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 (f), and 306 (a) through (f): {i) Note that continuous inspection shall be performed by qualified special inspectors retained by ""a:'e owner and approved by the Building Official to act as a special inspector for the following types of construction: CONCREIE f'c =25[)0 / .300Dps.~ for structural walls.-t .J=oe,1...-Ja4-11~#.s REINFORCING STEEL·AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE ________ _ WELDING Field welding of chord bar connections. HIGH-STRENGTH BOLTING __________________________ _ Yo STR~C:rtJRAL MASONRY ____________________________ _ .P": PILING, DRILLED PIERS, AND "CAISSONS. _____________________ _ ~ SPRAYED-ON FIREPROOFING. _________________________ _ H. OTHER SPECIAL CASES: 1. FIELD FABRICATED TRUSSES z. _____________________________________ _ 3. _____________________________________ _ @ Provide the following statements on the plans: . 0 The permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: 1. all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 2. all code deficiencies detected and deviations from the approved plans are brought to the attention of the contractor for correction, and if not corrected, revised designs to overcome the deficiency shall be prepared by the design engineer or architect of record for approval by the Building Official; and 3. all corrective work required is completed in accordance with the approved plans, specifications, and City adopted codes. @ A final inspection report, signed by the special inspector and the responsible engineer, is submitted to the Building Official upon the completion of each element requiring special inspection. The report must certify that the work was in compliance with the approved plans, specifications and applicable City codes including any authorized changes. to the plans. @ Note that evidence will be provided to the Building Official that the following items were fabricated in an approved manner {Certificate of Compliance, approved fabricator certification, 0 0 · mill reports, etc.): ::~ ~~CRETE'----------------------------• REINFORCING STEEL. __ B .......... i __ l_l ___ e ___ t __ t_e-:-s_t_o_r_m_i-:-l_l_o'""'.r_h_e_a_t_r_e .... p.._o~r .... t __ s ___ _ D STRUCTURAL STEEL. ____ ,_, ____ t_, ___ , ' ___ " ___ ,, __ ,_, _____ " ______ _ ~TRUSSES _________________________ _ %. INSULATION _____________________________ _ G. OTHER ________________________________ _ Note on the plan that it is the responsibility of the design engineer to review and approve structural shop drawings, truss details and specifications and provide documented approval for same to the Building Official for his approval. Note on the plans that the owner shall arrange for performance tests to be conducted to the satisfaction of the Building Official of the following: FIRE EXTINGUISHING SYSTEMS ~ SMOKE CONTROL ASSEMBLIES~ EMERGENCY EXIT LIGHTING EMERGENCY POWER SUPPLY Y. AUTOMATIC CLOSERS SI123085 12/30/85 Tilt-up F. .. OIHER_,1,...· ------- 11 I DfERGY CONSEXVA.TION CORRF.CTIOMS -~SE OFYICK BtlIUJtNCS On January 1, 1987, new standards, and a new design manual, went into effect to govern the_ energy design for new heated or cooled lowrise office buildings, (i.e. 3 stories or less). Toe new standards and design also apply to alterations or additions involving heated or cooled space in existing lowrise office buildings or existing shell or speculative buildings wherein heated or cooled office space is being proposed or lighting is being extended to new conditioned space. The new standards (214 pages) and the new "Designing for Compliance" manual (400+ pages) contain forms and design instructions that are essential to developing a complying design. ~o order the standards and manual you can contact the California Energy Corrmission, Accounting Office, 1516 North Street, MS #2, Sacra111ento, California 95814 (Ielephone (916) 324-3014) • . . Please address the circled items and, when resubmitting, provide a copy of this showing the page, detail, etc. where each circled item has been addressed. In new or existing buildings a Certificate of Compliance (Form CF-1) must be completed and imprinted on the plans if HVAC or lighting is being extended to a new conditioned space. (1-13 ~"®-1) .•. A Certificate of Compliance {CF-1) is required to be imprinted on the plans for shell or speculative buildings where lighting, HVAC or other improvements will be made by the tenants. (Manual 1-13) Multiple Certificates of Compliance (CF- -1) are required to be imprinted on the plans for speculative 9r shell buildings, where the final occupancy is not known at the time of the original building permit. Ihe multiple CF-1 documents should address the potential uses, i.e. office, retail sales, etc., a.nd should apply the appropriate standards to the specific occupancies. (Manual 1-22) The Certificate of Compliance (CF-1), Page l, must be signed in the lower right by the licensed person who is attesting that the design complies with the regulations. (Manual l-14) The upper left corner of the Certificate of Compliance (CF-1), Pages 1 and 2, must show the name of the documentation author, who need not be a licensed person. (Manual 1-14) . (?~~::r-nie owner of the ~ilding. : mui"t sign . in the appropriate place on Page 2 of Certificate of Compliance (CF-1). (Manual 1-14) 8 The must Page 1). design entities (electrical1 etc.)1 sign in the appropriate space on 2 of Certificate of Compliance (CF- (Manual 5-4) Note on the plans, near the imprinted Certificate of Compliance (CF-1), "A separate copy of the Certificate of Compliance (CF-1) has been retained by the owner and will be made available to future owners or future tenants." (Manual S-4) Note on the plans, near the imprinted Certificate of Compliance (CF-1), "At the t imc of permit issuance, the permittee ...,ill provide an approved copy of tho Certificate of Compliance (CF-1) to the jurisdiction", for filing. (\TBC Section 302 (a) 7). OB~ If a Certificate of Compliante (CF-1) 7--was previously prepared for this entire building, or for improvements or alterations in this building, provide a copy of the approved Certificate of Compliance (CF-1). (Manual 5-4) The building is a mixed use ~uilding and a Certificate of Compliance (CF-1) must be prepared for each use unless the subordinate occupancies total less than l,000 S.F. and are less than 10% of the total conditioned floor area. (Manual 1-22) On CF-1., Line l., sho..., the occupancy r type., i.e. lowrise office. -·· ------~="'=--~r-2 Line 2., show the occupancy .·-~or: CF-1., group B-2. r-4 On CF-1, Line 3., show the package selected., i.e. A., B., c., D., E or Performance Approach. JP4s On CF-1, Line 4, floor area being documentation. show the conditioned addressed by the On CF-1, Line S, show the proposed or existing total resistance (Rt) for the roof. If different types of roof, complete CF-2. Complete a CF-3 if only one roof type.' On CF-1, Line 6, show the mini.mum allowed total resistance (Rt) for the roof taken from the pack.age you selected. On CF-1, Line 7, show the proposed or resistance (Rt) for existing total exposed floors or soffits separating conditioned space from non-conditioned space, using Form CF-2. Provide a Form CF-3. (Slab-on-grade floors are not considered to be floors for this item.) ·On CF-1, Line 8, sho..., the minimum allowed total resistance (Rt) for the floor taken from the package you selected. On CF-1, Line 9, if there are different types of walls., show the proposed or existing average total resistance(~), using CF-2. If only one wall type., only CF-3 need be completed. On CF-1, Line 10., complete CF-2 if all opaque walls and doors have the same heat capacity., generally a Heat Capacity less than four. If there are multiple walls having different heat capacities, this may be left blanlt. On CF-1, Line 11, show the minimum required total resistance (Rt) for opaque walls and doors. If multiple walls., having different Heat Capacities are proposed, show the area weighted average using CF-2. On CF-l., Line 12, show the total exterior wall area for the entire building or that portion covered by the new standards. The exterior wall area should include opaque walls, doors and windows between the floor and the bottom of the floor, or roof, above, that separate conditioned space from non- conditioned space. Provide a CF-2. On CF-1, Line lJ, show the total gla=ing in walls separating conditioned space from non-conditioned space. Provide a CF-2. On CF-1, Line 14, show the percent of exterior wall, between conditioned and non-conditioned space, that is glazed, i.e. Line 13 divided by Line 12 times 100. ~ On CF-1, Line 15, show the average shading coefficient for all glazing, supported by a CF-2. If only one type of glazing, no calculation is necessary just enter the shading coefficient for the glazing. r7 On CF-1, Line 16, enter the allowed percent of glazing, for the selected package, based on the ave.rage shading coefficient shown on Line 15. This entry should be greater than the Line 14 entry. On CF-1, Lines 17 through 21 should be left blank for lowrise office buildings. On .. CF~l,-Unes 22 through 29,.~nter. the proposed area of skylights and the allowed area per the package selected. If more than 8 skylights attach a separate sheet. @6 ·Jo} 1'H~ /:';~:,r b 9 qtt, WA?<-AAt/A$ ...:z;. C'et1 '-, .._, e; • C otu{ ~ c...,.. --rut!. WA'-<--A,lft.{;:J /A> rr1~ lJe:,, ~-H ~-,ID Ct.~AALV SH0"'-,1 /h'-·,fLooAS OV<le~ llA.JaoNDl"r~a S,cAcd t/Aut[ @i]i> ho,ho<.! .i.1cHr11f.Jc. 8AAJs AN() IJAt C "''-A'?,dN (611M C /:"-S) ~ /S,-tok.) · tAJ¢Jf!(. Y a6eUf>'h44Jf.4, @j-;B) .S:Ho",.J /(fZS'?' /(ooM --·------------CAtf,Odr AN() /?r .. udl:)4,t l'A.o, ~ S tfoty At..<--Cd1,1ve:, h.,y1s,-1r:s ?<NtDc'~ Pt.-<2e2tf s t2V<f"l_...J~ieJCo~AJ:!l,:'°:::.:..' .:..:r1~<>~vot,;<1z.:::::~--------...:,._-------- /IAc; ?'/,9'' Sr(.,(cco t:>vtE.~_fs,..l,,£..'....,'A;....~~Y..::::,W...aO::..::O;.:ii9~--------1-------- <2& 3/.g" f}~Y4JALc.. OCld°I( %'k?,'lwoo", TITLE. 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system shall: 1. Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; 2. Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if installed so as to maintain space temperature set points in the zone that they control; 3. Se able to provide sequential temperature control of heating and cooling capacity in each zone, if both heating and cooling are provided; 4. Provide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC system has both heating and cooling capability; 5. Be able to terminate all heating at 70°F or less; and 6. Be able to terminate all coolinq at 78°F or more. EXCEPTION: Multiple zone HVAC sytems requiring concurrent operation of independent heating and cooling systems need not comply with Section 2-5315(a) 4, 2-5315 (a)S, and 2-5315(a)6. (b) Zoning. Each zone shall be provided with at least one of the devices specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. Ventilation Systems Sec. 2-5316. On mechanical ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampers interlocked and closed on fan shut- down shall be provided. On gravity ventilating systems, either automatic or readily accessible manually operated dampers in all openings to the outside, other than combustion air openings, shall be provided. Doors and Windows Section 2-5317. (a) Doors and windows between conditioned and uncon- ditioned spaces, such as garages and closets for central forced air gas furnaces using outside air for combustion, shall be designed to limit air leakage into or from the building envel'ope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re- quirements. (a) Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. (b) Each area enclosed by ceiling-height partitions shall hav~ at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, the required readily accessible manually operated switching devices shall also be permitted. (c) The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per square foot throughout the entire area shall ·be control led so that the load may be reduced by at least one-half while maintain- ing a reasonably uniform level of illumination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, orthat control each lamp in a space independently meet the requirements of this section. (d) In all areas where effective use may be made of natural light, lighting circuiting shall be arranged so that units, in all portions of the area where natural light is available at the same time, are switched independently of the remainder of the area. Occupant Operating and Maintenance Information to be Provided by Builder The build~r shall provide the building owner, manager, and the original occupants a list of the heating, cooling, water heating, and lighting systems and features, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con- sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, lavatory faucets and sink faucets must be certified by the California Energy Commission (Excluding: waterheaters of the non-storage electric type and lavatories in public facilities having devices that limit th~ flow of hot water or have self-closing faucets o~ having devices that limit the outlet temperature to a maximum of ll0°F) S~ction 2-5314, Table 2-53G. TITLE 24: DISABLED ACCESS REGULATIONS I NON-RESIDENTIAL CHECK LISTl 'AT EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION. LKS AND SIDEWALKS (SEC. 2-3~25) Walks and sidewalks shall have a continuous com• mon surface, not interrupted by steps or by abNpt changes in level excccdin,c Y.i inch, and shall be a minimum of 48 inches in width. /. Surfaces with a slope of less than 6 percent gradient shall be at least as slip-resistant as that described as A medium salted finish. ~ Surfacrs with a slope of 6 percent gradient or greater shall be-slip•rcsistant. Surface cross slopes shall not exceed¾ inch per foot. Walks, sidewalks and pedestrian ways shall be Cree of gratings whenever possible. For grati_ngs loc~ted in the surface of any of these areas, gr1d·openmgs in gratings shall be limited to Ya inch in the direction _,..,.tSf tra£fic now. ~ When the slope in the direction of travel of any walk exceeds 1 vertical to 20 horizontal it shall comply @with the provisions for Pedestrian Ramps. AbNpt changes in level along any accessible route shall not exceed Y.i inch. When changes in level do · occur, they shall be beveled with a slope no grca_tcr than 1 :2 except that level changes not exccedmg ¾ inch mav be vertical. When changes in levels tcr than' Y.i inch arc necessary they shall comply h the requirements for curb ramps. ks shall be provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than 48 in~es wide by 44 inchcs deep at a door or gate that swings away from the walk. Such walks shall extend 24 inches to the side of the strike edge of a door or gate Qthat swings toward the walk. All walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least very 400 feet. ARDS (SEC. 2-33.26) Warning curbs. Abrupt changes in level, except · etween a walk or sidewalk and an adjacent street or driveway, exceeding 4 inches in a vertical dimen- sion~ such as at planten or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above the walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is required· when a guiderail is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk; the walk is 5 percent or less gradient or A adjacent hazard exists. verhanging Obstructions: Any obstructions that ovcrhangs a pedestrian's way shall be a minimum of 80 inchcs above the walking surface as measured from the bottom of the obstruction. C. PA_JUONG (SEC. 2•7102) y. The following table establishes the number of handi-. capped parking spaces required: Total Number or Parking Spaces I• -lO ••••••• Number of Handicapped Parking Spaces Required 41-80 ••••••• 2 81-120 ••••••• v 121-160 ••••••• 161 • 300 ••••••• 5 301--100 ••••••• 401 • 500 ••••••• 7 over 500 • • • • • • • I for each 200 additional spaces provided When less than 5 parking spaces arc provided. one shall be H fcet wiclc and lined to provide a 9 foot . ~:.inc area and a 5 _foot loading and unloading /" ~..!'.ysically handicapped parking spaces shall be lo- 1.2ted as near as practic;al to a primary entrance: If onl)· one space is provided, it shall be: 14 feet w1de and lin<'d to provide: a 9 foot parkin11: area and a 5 foot loadin11: and unlo.acling arca. When more than one space is pro,..icl<'d in lieu or providing a 14 foot wide space for .each pukin,c spac1;, two spa~cs can bc provided wuhin a 23 foot wide area hned to provide a 9 foot p,u~ing area _on each side o~ a 5 f~t luadin,c and unloading area in the center. fhe nun· imum hmgth o( each parking space shall be 18 feet. n each parking area, a bumper or curb shall be pro- vided and locatcd tn prevent encroachment of cars ovc.'r the required width of walkways. Also, the space shall be so located that a handicapped penon is not compelled to wheel or walk behind parked cars other than their own. Pedestrian ways which arc acceuible to the physi- cally handicapped shall be provided from each such parking space to rcalted facilities, including curb ans or ramps as needed. Ramps shall not encroach into any plll'king space. EXCEPTIONS: I. Ramps located at the front of physically handicapped parking spaces may encroach into the length or such spaces when such _i:ncroachment docs not limit a handicapped person's capability to leave or enter their vehicle thus providing equivalent facilitation. urface slopes of parking spaces for the physically handicapped. shall not exceed ¼ inch per foot in A y direction. ntrance1 to and vertical clearances within parking structures shall have a minimum "Vertical clearance 8 feet 2 inches where required for accessibility handicapped parking spaces. ndicap parking identirication signs shall be provided as required by Section 2-7102(e) in the following locations: a. On the pavewnt within each required park• ing space b. At the entrance to the partcing racility. /4 ;~ITARY FAOUTIES (SEC. 2-5.U) \,.J./4 Where separate facilities arc provided for non-handi• capped persons of each sex, separate facilities shall be provided for handicapped persons of each sex also. Where unisex facilities arc provided for non- handicapped persons, such unisex facilities shall be _.....Eovided for the handicapp:d. ..,,;;:; ?here sanitary facilities arc located on accessible Doors of a building, they shall be made accessible to .,....-the physically handicapped. _.,_ Passageways leading to sanitary facilities shall have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: a) A clear unobstructed opening width of 32 inches. b) A lc"Vel and clear area for a minimum depth of 60 inches in the direction of the door swing ;u measured at right angles to the plane of the ioor in its closed position, and 44 inches where :he door swings away from the level and clear area. ultiple accommodation toilet facilities shal"I have .. e following: a) A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of sufficient size to inscribe a circle with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. Doors other than the door to the handicapped toilet compartment in any position may encroach into this space by not more than 12 inches. b) A water closet fixture located in a compartment shall provide a 28 inch wide clear space from a fixture or a 32-inch wide clear space from a wall at one side of the water closet and a 48 inch long clear space in front of the water closet if the compartment has an end opening door (facing the water closet). A 60 inch minimum length clear space shall be provided in a compul1nent with the door located at the side. Grab bars shall not project more than 3 inches into the clear spaces as specified abo"VC. c) A. water c)o,et compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unbbstructed opening width of 52 inches when lodtcd at the end and S4 inches when located at the side with the door positioned at an anl(le of 90 degrees from its closed position. Except for door opening widtha and door swings, a clear unobatructed access not less than 44 inches shall be provided to water closet compartment• designed for uae by the handicapped and the space immediately in front 102385 of a water closet CIOmpartmcnt shall be not leN that 48 inches u meUW"ed at right angle• to com• / pa.rtmcnt door in ill doacd poaition. ,/). Single ac:c:o-adation toilet rac:111 tiH ahell t,eve the r0Uowing1 There lhall be sufficient epece in the toilet,-ror a wheelchair.,.••- uring JO inches wide by 08 inches long to enter the roaw Ind perait the door to close. The water closet shall ba located in a apace which provides a 28 inch wide clear space fr0111 a fix- ture or a )2 inch wide clear_space froai a wall at one side or the water closet and 08 inches of clear spactt in front or the water closet. Vin an existing building a single accommodation toilet I,-facility may have the waccr closet fixture located in a compartment which provides a dear space of not less than 36 inches wide by 48 inches long in front _ .7-r the water closet. · ..,.;r. Grab b.ars located on each side, or one side of the: back of the: physically handicapped toilet stall or compartment shall be securely iuachc:d 33 inches above: and par.allcl to the: floor. Grab ban at the: side: shall be: at least 42 inches long with the front end positioned 24 inches in front of the water closet stool and grab bars at the back shall be not less than 36 inches long. The diameter or width of the gripping surfaces of a grab bar shall be 1 ~ inch to 1 ~ inch or the shape: shall provide: an equivalent gripping surface. If grab bars arc mounted adjacent to a wall, the space be· tween the wall and the grab bars shall be: 1 ~ inches. J/A dear Door space 30 inches by 48 inches shall be provided in front of a lavatory to allow a forward approach. Such clear floor space: shall adjoin or overlap an accc:siblc route and shall extend into knee .,..end toe space underneath the lavatory. A. Where urinals arc provided. at least one shall have a clear floor space 30 inches by 48 inches in front of the urinal to allow forward approach. ~ \hire rac:ilities ror bathing are provided ror the public, clients or 11111ployeea, including ahowers, bathtubs or loctcers, at lea;st one IIUCh rac:ilit.y shall comply with the hancli- @ cap access standards in Section Z-511 ( a ) 9 • 1/6 inch thic:lc ident.irication symbols shall be provided on doors to sanitary rac:ilities. A 12 inch triangle ror aen and 12 inch dia- •ter circle ror -is required. ~W~R CLOSETS (SEC. 5-1502) }' ~-e height of accessible water closets shall be a min• imum of 17 inches and a maximum of 19 inchca measured to the top of the toilet scat. Flush controls shall be operable by an oscillating handle with a maximum operating force of 3 lb or by a remote low voltage button. The: handle: or button shall be located so they arc operable without requiring excessive body movement. @~NALS (SEC. 5-15.03) e,,~herc urinals are provided at least one elongated rim at a maximum of I 7 inches above the floor is r;.\ required. . \....?' Flush controls shall be hand operated, and shall be mounted no more than 44 inches above the Door. ,..,.,....--4,,V-ATORIES (SEC. 5-1504) /• ;P. Lavatories shall be: mounted with a clearance of at least 29 inches from the floor to the bottom of the apron with knee dcarancc: under the front lip c:x• tending a minimum of 30 inches in width with 8 inches minimum depth at the top. Toe clearance shall be the same width and shall be a minimum of _ ~ inches deep from the front of the: lavatory. ;r. ~ot water and drain pipes under lavatories shall be insulated or otherwise a,vcred. There shall be no _ ,).!larp or abrasive surfaces under lavatories. ? ~~ucct controls and operating mechanisms shall be operable with one hand and shall not require tight 11T&spin1t, pinching or twisting of the wrist. The force r"'Juired to activate controls shall be no greater than S lb. Lever-operated. push-type and electronically controlled mechanisms arc examples of acceptable designs. Self-dosing valves arc allowed if the faucet rcmai11s open for at least 10 seconds. PAGE 2 ~ Ill NGFOUNTAINS(SEC. 5-1507, 2-511) he drinking fountain shall be a minimum of l I inches in depth and there shall be clear and unob- stnactcd spaces under the drinking fountain not lcsa than 27 inches in height and 18 inches in depth, the: depth mc:asurc:mcnts being taken from the front edge of the: fountain. A side approach drinking fountain is not acceptable. tr'rhc bubbler shall be: activated by a control which ia ,,,.. e~ly operated by a handicapped pcnon such .. a hand-operated lc:vc:r type: control located within 6 inches of the front of the fountain, a push bar control along the front of the drinking fountain, etc. The bubblc:r outlet oriCicc shall be located within 6 inches of the front of the drinking fountain and shall be within 36 inches of the: floor. The water stream from the bubbler shall be substantially . parallel to the: front edge of the drinking fountain. S.Ahccc water fountains arc provided, they shall be _/ lo.:at.:d completely within alco~-cs, or otherwise positioned so as not to encroach into pedestrian ways. ~ORS&: HARDWARE (SEC. 2·3301, 3304) Y,All primary entrances to buildings shall be made cessiblc to the: handicapped. . and activated door opening hardware shall be entered between 30 inches and 44 inches above: the floor. Latching and locking doors that arc: hand acti· vatc:d and which arc in a path of travel, shall be: oper• able with a single effort by lever type hardware, by panic bars, push-pull activating bars. or other hard· wuc designed to provide passage: without requiring the ability to grasp the: opening hardware. Locked exit doors shall operate as above in egress direction. Doors to individual hotel or motel units shall oper- ate similarly, except that when bolt and unlatching operation is key operated from corridor or exterior side of unit door, large bow keys (2 inch) full bow or I~ inch (half bow) shall be provided in lieu of lever type hardware on the: corridor side:. Separate dead lock activation on room side of corridor doors in hotels or motels shall have lever handle or large thumb tum in an easily reached l~tion._ ~th and Heights. 1. Every required exit doorway shall be of a size as to permit the installation of a door not less than 3 feet in width and not less than 6 feet, 8 inches in height. When installed in exit d1>0rways, exit doors shall be capable of opening at least 90 degrees and shall be so mounted that the /!car width of the cxitway is not less than 32 inches. .,A. For hinged doors, the opening width shall be mca• sured with the door positioned at an angle of 90 degrees from its closed position. At least one of a pair of doors shall meet this opening width require• mcnt. Revolving doon shall not be: used as a required ~trance for the physically handicapped. .,,,r.'• ~~ximum effort to operate: doors shall not c:xcc:ed 8.5 pounds for exterior doors and 5 pounds for interior doors, such pull or push effort being applied at right angles to hinged doors and at the: center plane: of sliding or folding doors. Compcnsa1ing devices or automatic door operators may be utilized to meet the above: standards. When fire doors arc required, the maximum effort to operate the door ~y be: increased not to exceed 15 pounds. /6· Construction. The bottom 10 inches of all doors except automatic and sliding shall have a smooth uninterrupted surface to allow the door to be opened by a wheelchair footrest without aeatinc a trap or hazardous condition. Where uarrow frame doors arc used, a 10 inch.high smooth panel shall be installed on the push side of the door, which will allow the door to be opened by a wheelchair footrest ~ithout acating a trap or hazardous condition. 7. Th~i>lds shall not exa:cd \', inch in height. 78 Wltere turnstiles arc used a door or gate that is accessible to the handicapped shall be provided within '.50 feet. I ,. There shell be a level clilar erH on each side or an edt or p .. saqe door. Provide 60 inches c:lear in the direction or the door awing and 66 !.nchH on the side opposite t.t,e door swing direction. l'leasur-ts are to be at right angles to the closed door. 102385 _Prepared by, R, C. Ho <;uvv VALUATION AND PLAN CHECK FEE PLAN CHECK NO. 8¥-OOb t5 o Bldg. Dept. O Esgil BUILDING ADDRESS ~ -27t_~ Lo1<.1:!Z. Ave C,,J, .;...;...~---:--=----------:--:--------APPLICANT/CONTACT }Ay 4u ... Fr-./ PHONE No.(714) 752-/0/6 BUILDING OCCUPANCY 8--z._ .DES!GNER PHONE(ll'i) J77·ot,l. TYPE OF CONSTRUCTION _Va__N____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Bvt'-o,,, .. u; ? - C}.(Acc /~-r p;_ ·~,1,0 I, 4?, 00 6S ./1'2-0 .2µ() ,:-,_ ~ 7 ).:3 47. oo }74.Jtq'f} &.J,-h1. r, ;-:.., . .1:: ~. {J..CJ_/-1 ~....:5 /9, 00 5l,O/ 177 Air Conditionin~ Commercial 5-:0f.3 @ 2,80 14/ -?-,:3,Z: -=--.. Residential ca Res. or Comm. ~st~ 5"/ 8' q. 9 !.2-. Fire Snrinklers / @ I. 5Z:) ; Total Value 3'13 3/0 ~ ./ :za3; e,. . Building Permit fee $ __________________ ..,a_ __ -1 ___ -c---_ Plan Check fee $ /937 ?J. -'"------------------------=-$ ______ _ CO f1 MEN TS'-• ____________________ ......J.__ ______ _ SHEET z_ OF 2 12/87 Prepared bys !?. C. Ho <;uv.J VALUATION AND PLAN CHECK FEE o Bldg. Dept. 0 Esgil PLAN CHECK NO. BF-006 6 BUILDING ADDRESS~ -27'l_":< Lo1<.E-":Z.. Ave uJ. -~--__,;;;;:"------------:-----:~-----APPLICANT/CONTACT }Ay 4L'-F'rl PHONE No.(714) 752-/0/6 BUILDING OCCUPANCY 8 --z._ .DESIGNER PHONE(ll'i) 777·06~~ TYPE OF CONSTRUCTION -~V_N____ CONTRACTOR PHONE ____ _ BUILDING PORTION l3vtl-D1r-J<; .:l - O.rA Cr.:. I $1"' p;_ .2~ F'"' l,,I.) A-,'2. r, H-,> ,.Is (!. . Air Conditionin~ Commercial Residential· Res. or Comm. Fire Spr~n1ri ... ,.. .. Total Va. Building Pere Plan Check f" COMHENTSt., BUILDING AREA VALUATION MULTIPLIER ,, I "3-Y / 4?, "" 0 8 70 ~7, oD 36 ,t,6§" /9, 00 ~ 2-5/ @ 2.,ga ta Li I CJ/(. -/,50 1-;f'b:?, ;!3::- .. VALUE b<f ,/107 1 81 f1D t q .6,,, 6 $5'" /4 70 Z.. ~ ·~ 6'2-8'7'-1 "~ / 1/0:Z.l,oof SHEET / OF 2- 12/87 ESGIL CORPORATION 9320 CHESAPEAKE DR., SL'lTE :?08 SAN DI EGO, C.\ D:? J 2.3 (61 9) 560· I •'-<>8 DATE: Aa<:;vsr /6 /9?? QAPi?LICANT <(J;toRISDICTic5!b D PLAN CHECKER JURISDICTION: CJ 11;j "~ CA""-s S,9.a PLAN CHECK NO: SET: J2e t/lS/o,-..1 I 8 FILE CO?'i UPS PROJECT ADDRESS: _2_7_9_I __ L_o_K_e_t2. ________ _ 0 DESIGN==R PROJECT NA~l.E~ · ,e;_ Fv6t2.:r·r Bvs/A//Ess. D 0 D D. 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies ic.entified OAI A'7"'"7"1-C1-1tro Lis, 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 fo~ your information. The p_lans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: ,,,..., C,41,,, P-a12,,..11 ,,o C,vll. :r:;..1c. 3/ 9 0 -J AJ~ Po,er Loop .J./t!..ft.('£- Co.q.sn9 /111:s,q , w. 9'2tt20 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant th~ the plan check has ~ been completed. Person contacted: __ ,_JV/_0_-24 _______ _ Date contacted: B---1~-fB Telephone I ('lie+) !:,S-7-1os-r ~ REMARKS: Aee4,p1,1,,u, P"4""'r ~n.. Pl'uJ&:c:r A.tttE R'&-ru.1t.,,,J.ro Tb · JI.I£ C11;1 B '1 C, Pj c, t:. 7Z 1s /A-4 ,Js .,.,.., , ~ <-, ESGIL CORPORATION , ... ,, Enclosures: ------------ CITY OF CARLSBAD PLAN CHECK NO. 88-66 REVISION AUGUST 16,1988 1. Provide a copy of "City of Carlsbad Standard No. SS-3". 2. Provide copy of "City of Carlsbad Standard Specifications" . . . . for Testing Secwer 7 , ( A ~.pecial In_spec:tor may be_1 .. required ~ ) /G.1~ ~OT~) P.e.,,,.., ~~.~~fen... f~.w""L4 1..~.--~(,~se ~-· ,I.IU...· f'"/J, 4'S -stso. v If you hcfve any questions, please contact Glen Adamek or Robert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. Prepared bys R, C, /../o1$t.,1eJ VALUATION AND PLAN CHECK FEE a Bldg. Dept. C Esgil PLAN CHECK NO. ??-~ f, BUILDING ADDRESS ~7 91 L-o.t:JE.<- APPLICANT/CONTACT--___ -A:L===,A,1==0-~:.;;;..-_-_-:_-_-~-P-H_O_N_E_N0-.---.,{7.~l-~-0-s,_s-_7 ___ /_o_~-y- BUILDING OCCUPANCY _______ DESIGNER PHONE___,; ____ _ TYPE OF CONSTRUCTION _-______ CONTRACTOR PHONE. ____ _ BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Pc...A-N C1#¾N(;I£. //.oc.1..~ Ji 1-1-4.s @ '6'1·~ t: /03 Z,2. Air Conditionin£ Commercial "@ . Residential (a Res. or Comm. Fire S'Drinklers @ Total Value Building Permit r ee $ _________________ __., ______ _ Plan Check f" ee__::S~--------------------=Si:__ __ /_:2_9.:...,__f_&_ Co M M £NT S:..: ------------:------P_$_4'_t_c.._H_IF_~ __ ~/_0._'3_· ?_0 __ _ SHEET _L_ OF / ---12/87 Prepared by, 'R, C, f-tot:;LJ7AI VALUATION AND PLAN CHECK FEE PLAN CHECK NO. 8'?-oot, 6 o Bldg. Dept. D Esgil BUILDING ADDRESS 271 I -2714 Lo1<r:,'?.. Ave vJ. ;...,.;_..:,_ __ -=;_,_---------:--~-=---=-----:----::--- APPLICANT/CONTACT )Ay 4u .... Fr/ PHONE Nol714) 7,sz-/0/6 BUILDING OCCUPANCY 8 .... z__ .DESJGNER PHONE(714) J77·o~t{, TYPE OF CONSTRUCTION V IV CONTRACTOR PHONE --------------- BUILDING PORTION BUILDING AREA VALUATION VALUE _l MULTIPLIER Bc.11(..Q/Ny \ .. / 7~'2. - O+Ficc. /~r p:;_ ·~,60 I, 4?, 00 6"3 jC/2-0 2wa r'-~7J-:3 '-17, 0 0 J?4jC/'K} !:},i.)83 l,t.),+,'2 f: ;J,) .)JI\. ~ q .J q cr3 19, 00 %0/ 177 J StwE-12 =\.> s-o~:,/J.;. I~ ~J t-L9 l/¾l.3 !J , ~"131--~--=: ~.82-+S.89=/ B. 7/ &?C L TiF~ _Lsos3/J v. t~ ~l '1-'!fJ;r)+{~q 'faJ~x ~. 'WLL ~_) ~)._)~ .l(. ., -=-~2 78(o.6D Se1 o~e =t:>(~p~7, ,J K ~ '{;_.,_Wt) -t-(J.9 '-/~ '1 X ~ ~}(~~ -If 38.</2. 6D - F-MF ~ 3~ 0<s09 x 4:'1-o /..s4), Fr -/ Air Conditio~in~ 4> '1 '3. 8Z6 . Q(') Commerclal 5:01f.3 . . /4 -;2-~L ~ @ 2,go .. ,I Residential @ Res. or Comm. 51 g,q.9 ~ ~ 5£-G. /.50 Fire S-orinkler3 ./ @ ~ Total Value 113 '310 40 . / 2°3/ g · Building Permit fei, $ -1 '-------------------------=~-- Plan Check fee ., /tJ:37 f._! -.:•:..._ __________________ $;:;__ _____ _ COMMENTS· ____________________ ...;._ ______ _ SHEET z_ OF 2 12/87 I , , Wi{~amette Industries~ Inc. r • Bui:rdin~ ,Materials Group structut-al Wood Pt'Oducts Division MATER I ('-4L_ L_ I g-y- FOR EL FUERTE BUSINESS PARK #2 CARLSBAD.,CA JOB NO.: 880263 FOR APPROVAL ONLY APR 2 fl 1988 P.O. Box 68 Tualatin, Oregon 97062 WXLLAMETTE XNDUSTRXES~ XNC. St~uctu~ai Wood P~oducts D~v~s~o~ JOB NAME: EL FUERTE BUSINESS PARK #2 JOB NO: 880263 DESIGNER: JB/MG *********************************************************************************************** WSI JOISTS SUPPLIED BY WILLAMETTE INDUSTRIES, *********************************************************************************************** I DEPTH(INCHES) !JOIST I FLANGE I CUT LENGTH I MARK QTY I I TYPE SIZE GRADE I FT IN FRC I NOTES ------------TAPER SLOPE= 0.000 --------------------------------------------------------- IBLDG 1 MEZZ I Fl 3 18 424 2x4 2100 F 23 5 7/8 F2 28 18 424 2x4 2100 F 23 5 1/8 F3 17 18 424 2x4 2100 F 23 4 1/4 F4 29 18 424 2x4 2100 F 22 1 7/8 F9 11 18 424 2><4 1650 F 13 5 7/8 Fll 14 12 424 2><4 1650 F 10 2 5/8 F12 16 12 424 2x4 1650 F 10 1 7/8 ------------TAPER SLOPE = 0.000 --------------------------------------------------------- I IBLDG 2 MEZZ I Fl 5 18 424 2x4 2100 F 23 6 F3 34 18 424 2x4 2100 F 23 4 1/4 F5 5 18 424 2x4 2100 F 21 9 1/8 I FG 10 18 424 2x4 2100 F 21 7 7/8 F7 17 18 424 2x4 1650 F 18 5 3/8 F8 16 18 424 2x4 1650 F 17 5 3/8 F10 17 12 424 2x4 1650 F 11 8 3/8 Fll 3 12 424 2x4 1650 F 10 2 5/8 F13 7 12 424 2x4 1650 F B 6 ------------TAPER SLOPE = 0.000 --------------------------------------------------------- *********************************************************************************************** 12-Apr-88 SHEET: \ WXLLAMETTE XNDUSTRXES, XNC. St~uc~ura1 Wood Product~ Divi~ion JOJ3 NAME: JOB NO: EL FUERTE BUSINESS PARK #2 880263 DESIGNER: JB/MG *******************************************************************************************· PLANT ACCESSORIES MANUFACTURED BY WILLAMETTE INDUSTRIES, INC. *******************************************************************************************· BLOCKING! QTY. I MARK DEPTH l(BNDL' I IBLDG 1 MEZZ I S418 400 12 x 3 MIN STIFF BLDG 2 MEZZ S418 400 2 x 3 MIN STIFF PLANT USE ONLY DESCRIPTION LENGTH NOTES FOR 18" JOIST W/2x4 FLANGES 11' -2 3/4" I FOR 18" JOIST W/2x4 FLANGES! ******************************************************************************************* STANDARD BUNDLE QUANTITIES STIFFENERS= 100/BUNDLE PLYWOOD EDGE BLOCKING= 50/BUNDLE TYP. -P332, P348, P432, P448 = 130/BUNDLE B4XX BLOCKING= 23/BUNDLE B3XX BLOCKING= 31/BUNDLE C3XX BLOCKING= 23/BUNDLE C4XX,& C5XX BLOCKING= 17 ******************************************************************************************* 12-Apr-88 SHEET: L WXLLAMETTE XNDUSTRXES9 XNC- Struc~ura1 Wood Products Division .. JOB NA~E: EL FUERTE BUSINESS PARK #2 · JOB NO: 880263 JB/MG ***************************************************************** HARDWARE SUPPLIED BY SIMPSON STRONG TIE OR SILVER METAL PRODUCTS ***************************************************************** I HANGER GTV. I MIT418 IT412 MIT418 WPI418 IT412 !BLDG 1 MEZZ 178 IOR SILVER TFI 62 !SIMPSON ONLY I IBLDG 2 MEZZ I 177 IOR SILVER TFI 5 ISKEW RT 50 62 !SIMPSON ONLY DESCRIPTION ***************************************************************** 12-Apr-88 SHEET: 3 Willamette Industries, Inc. Building Materials Group Structural Wood Products Division WSI JOIST CALCULATIONS ICBO REPORT NO. PFC-4544 FOR EL FUERTE BUSINESS PARK #2 CARLSBAD,CA JOB NO.: 880263 P.O. Box 68 Tualatin, Oregon 97062 The attached calculat ic,ns ( 2 sheets) show the span and loadir1g condi t ior1s and jciist select i,:m for the above referenced project. The engir1eers stamp is to confirri1 that WSI JOISTS are desigr1ed in accordar1ce with current Willamette Ir,dustries speci ficat ior,s. The design loads were prc,vided by c,thers and their adequacy has not beer1 verified. If the lo:,ads, spans, or spacings are ir1cc,rrect or incc,mplete notify J..li l lamette Industries, Inc. imr11ed iately. Neither er1gineer r,or Willamette Ir1dustries, Inc. car, be responsible for the desigr, or mamtfacture of these joists if altered or used in ar,y other marmer r,ot sho11m specifically on these calculat ior1s, r1or are they resp.:msible for ar1y other portion of the supporting structure. WILLAMETTE INDUSTRIES, INC. Stl'Uctlll'al Wood Pl'oducts Division PROJECT EL FUERTE BUSINESS PARK #2 DESIGNER: JB DATE: 4/12/88 JOB NO.: 880263 SHEET: *********************************** Fi.=:'.·-F7 SIM. MK Fl ********************************* DEAD LOAD -· LI'v'E LOf.)D = PART LOAD -- .-,c:- C.,.} PSF l.J1 = 152 PLF 50 PSF 20 PSF SPACING= 19.2 IN 0/C Wl.(23.33') 23.33' + REACTION= 1773 LBS MOMENT= 10341 FT-LBS REACTION -1773 LBS *** USE 18 INCH WSI-424 2100F FLOOR JOIST*** 7~ REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR -2190# EI X 10A6 = 1583 ALLOWABLE MOMENT= 12250'# K X 10A6 = 9.36 SPAN ONE TOTAL DEFL. = SPAN ONE LIVE LOAD DEFL. = [*********************************** F8,F9 SIM DEAD LOAD - LIVE Lorm -- PART LOAD== --.c::-r::.,..J PSF 50 PSF 20 PSF SPACING= 19.2 IN 0/C J.11(18.33') MK F7 W1 = 152 0.75 INCHES= 1/ 374 0.39 INCHES -1/ 710 ********************************* PLF 1111!---------1111111!111!18.11!!133~'----------f REACTION== 1393 LBS MOMENT= 6384 FT-LBS REACTION -1393 LBS *** USE 18 INCH WSI-424 1650F FLOOR JOIST*** ( 71-REPETITIVE INCREASE USED FOR AL.Lrn.JABLE SHEAR = 2190# ALLOWABLE MOMENT -8310'# SPAN ONE TOTAL DEFL. = SPAN ONE LIVE LOAD DEFL. == ALLOWABLE MOMENT) EI K X 10·····6 = 1.319 X 10·····6 == '3.3E, 0.36 INCHES= 1/ 612 0. 19 INCHES= 1/1163 ***************************************************************************** This calculation is to confirm that WSI Joists are designed in accordance with current Willamette Industries specifications. The design le.ads were provided by others and their adequacy has not been verified. If the loads spans, or spacings are irICOrrect '[ or il'ICOfflplete ncitify ~qlame~te Iridustries, Irie._ immediately. Willamette I~dustr~e?, Inc. ~annot be respofi?ible for the desigr1 or manufacture of these Joists 1f altered or used 1n any other manner not shown spec1f1cally on these calculations, nor are they l responsible for ar1y other portion of the supporting structure. l NII.LANETTE INDUSTRIES, INC. StNActUl'al Wood PNducts Division PROJECT EL FUERTE BUSINESS PARK #2 DESIGNER: JB DATE: 4/12/88 JOB NO.: 880263 SHEET: *********************************** MK F10 ********************************* F11-F13 SIM DEAD LOAD -- LIVE LOAD= r-•ART LOAD = SPACING= WHH.58' > 25 PSF 50 PSF 20 PSF 1'3.2 IN 0/C Wl = 15c'. PLF ~------------~11.58' ----~i . REACTION= 880 LBS MOMENT -2548 FT-LBS REACTION= 880 LBS *** USE 12 INCH WSI-424 165OF FLOOR JOIST*** 7¼ REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT> ALLOWABLE SHEAR = 1550# EI X 10A6 = 517 ALLOWABLE MOMENT= 5070'# K X 10A6 = 6.24 SPAN ONE TOTAL DEFL. - SPAN ONE LIVE LOAD DEFL. - 0. 16 INCHES -1/ 876 0.08 INCHES= 1/1664 ***************************************************************************** This calculation is to confirm that WSI Joists are desigr.ed in accordance with current Willamette Industries specifications. The design loads wet't! provided by others and their adequacy has not been verified. If the loads spans, or spacings are incorrect or incomplete notify Willamette irtdustries, Inc. i111111ediately. Willamette lrtdustries, Irie. car,riot be responsible for the design or manufacture of these joists if altered or used in any other mar,r,er not shown specifically on these calculations, nor are they responsible for ar,y other portion of the supporting structure. • • • • • • • • • • • ScheibeVDyer Associates, Inc. Structural Engineers STRUCTURAL CALCULATIONS For: El Fuerte Business Park II Prepared for: Banzuelo/Rierson/Duff & Associates, Inc. by: Scheibel/Dyer Associates, Inc. Structural Engineers March 2, 1988 CB 83-oo,& OwAJ~~ 11l 3300 Irvine Avenue, Suite 250 D Newport Beach, California 92660 D (714) 756-1586 • • • • • • • • • I • INDEX GENERAL G1 VERTICAL ANALYSIS V1 to V96 LATERAL ANALYSIS L1 to L21 FOUNDATION ANALYSIS Fl to F13 • • • • • • • • • .• \_ ;:- • Analysis: GENERAL --DESIGN CRITERIA -- __,, Scheibel/Dyer Associates, Inc . ..,,._ '-Structural Engineers Project __ E l_F_u_er_t_e_#_2 _____ _ B A. L. D t y·-------a e Page Gl Of .Job Feb. 1988 8777 I. Design based on Uniform Building Code 1982 Edition • II. Allowable Stresses A. Timber: Glu-lams-------------------------Douglas Fir larch (2400 F) B. Concrete: Slabs & Foundations--------------f'c = 2000 PSI Wall Panels----------------------f'c • 3000 PSI C. Reinforcing Steel: Slabs & Footings-----------------Fy = 60,000 PSI Wall Panels -Typical------------Fy = 60,000 PSI Chords & Jambs------------Fy = 40,000 PSI D. Structural Steel: Pipes----------------------------ASTM A53, Gr. B Tubes----------------------------ASTM ASOO (Fy = 46 ksi) Hiscellaneous--------------------Fy = 36 ksi E. Soil: Based on report by: Applied Geotechnical Engineering, Inc. Project #87-168 August 13, 1987 Allowable Bearing---------------2000 PSF with increase for wind or seismic 1 • • • • • • • • • ..,....,'L Scheibel/Dyer Associates, Inc . .,,,.,,, '-Structural Engineers Project E: L FU £.,RTE it '2. By A: L Date \ 2. / 1 2 / 8 i Analysis: VERTICAL.. Page V--1 Of .Job e 117 ROOF LOADS FOR. DE Sly N OF PUR. LINS AND ~LUE. LAM BEAM£ DEAD LOAD: * -ROOflN4 2.S f.5.F. -5HE.ETlN4 f.5 -Z. .i< 4 1 6 ~ 24" 0. C. 0.7 -PURLIN6 2.0 -SfR.lNK.LERS { ,5 -MECHANICAL & MISC. 1.S -TOT AL w'AR,E:HOU6f AREAS, 10.D r. s. f. -SU5FEN.DED CflLtN4 2.6 -TOT AL. OffiCE AREA6 1£,5 f. 5.f. t..tVE LOAD: ... PER. U.B.C. TABLE: 23-C FOR. FLAT ROOF • * GjLUE LAM BEAM DE51N4 ?RO~RAM AUTOMATICALLY INCLUDE.f WE I 9 Hi O F BE A M 6 E L EC TED 1 N CA L. CU LAT I O N. V-1 • ( • • • • • • • ,. .\:·'·--' ~ .. • Analysis: VERTICAL 42'-o'' lo I d) C)! -I tO ri. 4i'-o'' 481-011 cp 0 ln I I t{) ~ Ci (X' I 1 481-011 i V-'2.. -------------- ..,...,, C)cheibeVDyer Associates, Inc . ..,,_.,, '-Structural Engineers Project By Page V-! 481-011 or;)-011 EL AL Of '"o _I 0 tC) J I \0 "q" -0 _, ~o ~-'-.tl '""o -~ FU E R• e: ~2 Date .Job 12-12-87 ~7T7 r :\t ~! \J '5" 7. z D L ..J 4 (i d) LL ------1. ------1 4 I II 8-0 t • ....,...,, CichelbeVDyer Associates, Inc . ..,.., '-Structural Engineers ( Project __ E_L_F_U_E=_R_•_E __ -¼l--__ "2-__ By ___ A_L ____ Oate IZ-11. -87 Analysis: \/ER..TILJ"L Page V-3 Of Job 8171 • 7:Jf,'-o' 40'-0 11 471-011 • r © I = I 0 I I 0 I I '°' 0 -I ~I • Kl I I I d) r<) ! I ()I d) m: I!'. ~ ® ---I • s '° I (T -!<) z v I I() I 11) 4 if) ll'. ( • CJ G 't )- \'1 Ul {) -\.Oi ¾ ;C 00 'I I I • (i) ~ -rl) i \) \) tY'. 0£ ~1 7. 2 () -~-1-® _J r -----4 .::> r:i. tO LL • r:--(): C" lol I d) [O cl (( ~ =o • I -(:() ,:-.J •o I -Q ·-:·. • V-3 • ( • • • • • • • • Analysis: VE.RT I CAL BEAM LOAD INFORMATION 5Vll..v'IN6i -i:t" I 61::AM Oi'bTANCi:' END NUMF.3ER BETwE:"E.t-1 ~PF'Of2T C:.DL-VMN6 RB-I Go'-o" 6":;). 1<8 -2 4'2'-o" CAi-!T, RB-3 4'2.'-0 11 '!:,,'!:,. l<B -4 42.'-o'' C.A>-IT. RB-5 4i-o'1 "::,.~. I< B-f> 4i~ o" ~-? R B-7 41'-o" C.A!--11 R 6-8 42.1-d1 6. -s. R6-9 42.'-011 C.At-lT, Re -10 47.'-011 '0~ RB-II '3f.' -01t ~-b, R B-1'2. 4'2.1-o'' C.At-li"'. IZ. E:,-13 47.'-o" 6 ~- £ B· I~ 41'-011 C..At-iT RB-15 42'-011 5...-:::, • L-OAP L-IVE:" LOAD 1 '2. P,:.,t= (2. Psi=- l'Z. .PbF" \2. Psi= rz. Psi::- l'Z. PSI='." 11. P=1F= 1'2. p5~ 1'2. P$1= 1 '2. PSI=" \ 1. Pf,~ I '2. ~F,"" 1'2. 1-'E:,~ 1'2 PSI= r'2 f'!:,I=' v-4 ..,._. 'kheibel/Dyer Associates, Inc . ..,.., "-Structural Engineers Project __ E._L __ F_U_E_R_T_E_~ __ z. __ By ___ A_L-____ Oate 12-12-81 Page V-4 Of 8117 .Job _______ _ IN FOi:2.r-'\A'TION LE t-lC.,1 H MIN, 1-'\A'Jt( . ~ANG, E: LOAD(P::,r-) l...OAD ( PSF) 0-{;.o'-o'I 253/305* '561/611 ~ 0-41'-o" 305/ 2-41 * l,71 /150 °* 0-41'-o" ~41/ 311 ~ 16D/~~t .'ff: o_ 42-0'1 311/ 414 ,J;, 830/ 'l 11 * o -41'-01' 414/ -4'5D ,4; 911/'190* 0-4z'-o'' 5""40 Ill'=, o-4,'-o" 480 IOC:~ 0-4,1-0'1 -4 Bo 105b 0-42.'-o'' 450 \05"b I ol 0-4?.-o Ll60 t0t>'=- 0-~-0 1T GOO 117 C, O-41'-0'1 4Bo IOob I II 0-4,-0 48 o 10~~ o.42'-011 4SO IOcb I ti I I 11-0-42. o' 480-3(:>C I05G, -G(,O • ( • • • • / • • • • • I Analysis: VER.Tl CAL .BE.At"\ l,,-OA.p \Nl=-012.MATION BVILDI NG, #" 2. B~A,_.., DloTAl4 C. E. Er--lD NUn6E.R es-rwe::eN '=>UPPOIZ"r LOI-Vt"\ N':> I< 6-1 =,S'-0 11 6.£,. 1< 6-2. '5::;'-"" C::..e,..t-1 T, I< 6-3 "5:!>'-b'' 6':::,. l<B-4 58-'-" CAt--lT. I< B-5 1:?;; ' -C::, " ~.£,. RE:>-6 1..S'-o" ,S,'f::,, l<B-1 58-~" C. 0..'1-1 I, RB-S 53'-f>'' -6. ~. I< B-9 53'-b" LA.1-,1'1. RE,-10 5 '?1-b" s.s . NOTE: LOA.0 V-5 _...,.., 'khelbeVDyer Associates, Inc . ..,6/S "'-. Structural Engineers Project __ 1::"_L __ t=-_U--'E=-R .... T_E:: __ ~_1._ __ _ By ___ A_L-____ Oate 1,Z-1'2.-87 Page V-5 Of .Job 8111 L-OAD IN~O RMATION L..IVE LOAD !'2. P$F 1'2. P.SF 1'2 P~F l'Z P!>i= rz P~t= 12 ~.SF 12. P~F 1'2. P~i= l'2. P!>i=:- \'2. f~t=' Al2E L-EHC.,Tt-1 l"'11,-.j, MA)( Rt.>..t-1i;e::: LOAv (?,Sl=) LOAP ( ;:ss=-) oj,d-d"1 zs'-d' 1.25/ 625,525 44y (029 I 101. 9 0-5~1-,11 420 4924 0-5~-t,11 42.o 924 0-5~-'-'1 42.o '9 14 o -'25-,/ 4Zo 914 0-'2.S'-0" 5q4 llb4 Q -o;J-{;,II 415' 1045 0-6:!)1 _,/ 475 \045 D -531-'111 415 1045 0-531-'111 ,475 \045 OF 6E:PA.RA"l"ED BY A '/ 11, e --B§l40 ./_ iM BDNG#l -RB-1--SIMPLE SUPPORT Job Number: 8777 ( · .. Job Name : EL FUERTE#2 Designer : AL • Date : 01-08-1988 Beam length (ft), LO= 51.333 Load Data (lbs & lb/ft) Beam Weight = 39.9 Minimum. Maximum. Dist. from left support e W(l) W(2) W(3) W(4) W(5) W(6) •• = = = = = = Maximum Minimum. 258.0 266.0 275.0 284.0 292.0 301.0 Reactions . . . . • Shear @ "d" : ' ' ' ' ' ' 567.0 585.0 605.0 625.0 643.0 662.0 (lbs) Left support 16180.2 7916.2 14511.2 From Xl From Xl From Xl From Xl From Xl From Xl Right support 17002.3 8285.0 16313.3 = o.oo = 10.00 = 20.00 = 30.00 = 40.00 = 50.00 Maximum Moment (ft.lbs) : MO= 212878.7 at X = 25.988 ~-tGN BEAM:-5.125 x 33 in 24 F Fv = 165 to to to to to to (ft) X2 = 10.00 X2 = 20.00 X2 = 30.00 X2 = 40.00 X2 = 50.00 X2 = 51.33 ··--------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2746.3 fvl= 128.7 Allowable stresses (psi) +Fb = 2698.7 Fv = 206.3 Stress% 101. 76 C.:-- • fv2= 144.7 Maximum. Shear I= 70 .15 • • • • Minimum Load Deflection (midspan)= 1.002 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.61 Right support= 5.90 V-G • •BEAM BDNG#l -RB-2---CANTILEVERED Job Number: 8777 ( Job Name : EL FUERTE#2 Designer : AL ( Date : 01-08-1988 eDimensions (ft) : Ll = 8.667 LO= 45.500 L2 = 10.750 Load Data (lbs & lb/ft) Beam Weight= 36.3 Minimum Maximum Dist. from left support {ft) Left cantilever Pl= 8285.0 I 17002.3 W(l) = 301.0 I 662.0 From Xl = o.oo to X2 = 8.67 • Between supports W(l) = 310.0 I 681.0 From Xl = o.oo to X2 =10.50 W(2) = 319.0 I 701.0 From Xl =10.50 to X2 =21.00 W(3) = 328.0 I 721.0 From Xl =21.00 to X2 =31.50 W(4) = 337.0 I 740.0 From Xl =31.50 to X2 =42.00 • Right cantilever P2 = 4360.9 I 9331.4 W(l) = 346.0 I 761.0 From Xl = o.oo to X2 =10.50 W(2) = 355.0 I 781.0 From Xl =10.50 to X2 =10.75 Reactions (lbs) • Left support Right support Maximum . 42013.9 34111.4 . Minimum : 17879.4 13380.2 D \ i load: 19581.4 15338.6 Maximum Shear Force at "d" from support {lbs) eV-,&ax) = 21308.5 V2{max) = 16113.2 at X = 23.282 Maximum Moments {ft.lbs) Positive Moment, +M0{max) = 115258.9 Negative Moments: -Ml(max) = 173578.4 -M2{max) = 146434.8 ----------------------------------------------------------------------------• e DESIGN BEAM : -5.125 X 30 in 24 F Fv = 165 ----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses {psi) Allowable Stresses {psi) Stress % +fb0 = 1799.2 +Fb = 2731.2 65.87 • -fbl = 2709.5 -Fbl = 2709.6 100.00 -fb2 = 2285.8 -Fb2 = 2709.6 84.36 fvl = 207.9 Fv = 206.3 fv2 = 157.2 Maximum Shear% = 100.79 ~ o'- Minimum Load Deflections {in) , E = 1800000 psi • Midspan Deflection = o. 003 Left cant. Deflection= 0.463 Right cant. Deflection= 0.466 Minimum Bearing lengths required {in), Fp = 562.5 psi rr~t support= 14.57 Right support= 11.83 • • V-7 I : • TBEAM BDNG#l -RB-3,_ SIMPLE SUPPORT Job Number: 8777 ( Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 e Beam length (ft), LO = 23. 083 Load Data (lbs & lb/ft) Beam Weight = 20.0 Minimum Maximum Dist. from left support (ft) W(l) = 355.0 I 781.0 From Xl = o.oo to X2 = 10.25 W(2) = 364.0 I 801.0 From Xl = 10.25 to X2 = 20.75 ew(3) = 373.0 I 933.0 From Xl = 20.75 to X2 = 23.08 Reactions (lbs) Left support Right support Maximum . 9331.4 9722.2 . Minimum . 4360.9 4431.1 . • Shear@ "d" . 8230.l 8411.9 . Maximum Moment (ft.lbs) : MO= 54337.1 at X = 11.616 , e DESIGN BEAM : -5.125 X 16.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern ' Mc.. .• imum stresses (psi) +fb = 2803.9 e fvl= 146.0 fv2= 149.2 Allowable Stresses (psi) Stress% +Fb = 2931.9 95.63 Fv = 206.3 Maximum Shear%= 72.35 Minimum Load Deflection (midspan)= 0.704 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi e Left support = 3. 24 Right support = 3. 37 • • I 1e • V-8 ----------- • "'BEAM BDNG#l -RB-4._ ( CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL ( . .:-::-:.--: 01-08-1988 : eDimensions (ft) : Ll = 11.667 LO= 45.500 L2 = 7.667 Load Data (lbs & lb/ft) Beam Weight= 38.1 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 4431.1 I 9722.2 W(l) = 373.0 I 933.0 ~ From Xl = 3.50 to X2 =11.67 • Between supports W(l) = 382.0 I 841.0 From Xl = o.oo to X2 =10.50 W(2) = 391.0 I 860.2 From Xl =10.50 to X2 =2.1. 00 W(3) = 400.0 I 880.0 From Xl =21.00 to X2 =31.50 W(4) = 409.0 I 900.0 From Xl =31.50 to X2 =42.00 • Right cantilever P2 = 8508.3 I 17900.7 W(l) = 319.0 I 702.0 From Xl = o.oo to X2 = 7.67 Reactions (lbs) Left support Right support eMaximum . 40252.9 43344.4 . • Minimum . 15831.0 17733.5 . Dead load: 17661.0 19852.4 ( Maximum Shear Force at "d" from support (lbs) v· ~ax)= 20158.7 V2(max) = 21632.2 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 156548.7 Negative Moments: -Ml(max) = 173801.4 at X = 22.835 -M2(max) = 158990.2 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 31.5 in 24 F Fv = 165 ·----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fbO = 2216.5 -fbl = 2460.8 Allowable Stresses (psi) +Fb = 2723.8 -Fbl = 2695.0 e -fb2 = 2251.1 -Fb2 = 2695.0 Stress% 81.37 91.31 83.53 fvl = 187.3 fv2 = 201.0 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.298 97.45 •Left cant. Deflection= 0.289 Right cant. Deflection= 0.135 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 13.96 Right support= 15.04 • .-<:-: .. • V-9 • •BEAM BDNG#l -RB-5 .... SIMPLE SUPPORT ( ( Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 'eaeam I length (ft), LO= 37.833 I I Load Data (lbs & lb/ft) Beam Weight = 36.3 Minimum Maximum Dist. from left support (ft) W(l) = 319.0 , 702.0 From Xl = o.oo to X2 = 2.83 W(2) = 428.0 I 942.0 From Xl = 2.83 to X2 = 13.33 .W(3) = 437.0 , 962.0 From Xl = 13.33 to X2 = 23.83 W(4) = 446.0 , 981.0 From Xl = 23.83 to X2 = 34.33 Reactions (lbs) Left support Right support Maximum . 17900.7 15754.2 . eMinimum . 8508.3 7534.5 . Shear@ "d" . 16055.0 15663.4 . Maximum Moment (ft.lbs) : MO= 175173.2 at X = 18.879 ·----------------------------------------------------------------------------DESIGN BEAM:-5.125 x 30 in 24 F Fv = 165 i ~ ~: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern !>! ~.mum Stresses (psi) Allowable Stresses (psi) Stress% • +fb = 2734 .4 +Fb = 2759.4 99.10 fvl= 156.6 fv2= 152.8 Fv = 206.3 Maximum Shear%= 75.94 Minimum Load Deflection (midspan)= 1.028 in, E = 1800000 psi • Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 6.21 Right support= 5.46 • • • ,. V-10 .... B§l40 • ..(_ lM BDNG#l -RB-6 .... SIMPLE SUPPORT Beam length (ft), LO= 37.000 Load & lb/ft) Beam Weight= 36.3 Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 01-08-1988 Maximum Dist. from left support (ft) Data (lbs Minimum 240.0 540.0 .W(l) = W(2) = I I 528.0 From Xl = o.oo to X2 = 12.00 1116.0 From Xl = 12.00 to X2 = 37.00 Reactions (lbs) Left support Right support Maximum : 15405.8 20173.4 eMinimum . 7645.4 10077.8 . Shear@ "d" . 13995.0 16313.3 . Maximum Moment (ft.lbs) : MO= 176587.8 at X = 19.493 -----------------------------------------------------------------------------DESIGN BEAM:-5.125 x 30 in 24 F Fv = 165 ~: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern ·imum Stresses (psi) +fb = 2756.5 fvl= 136.5 fv2= 159.2 Allowable Stresses (psi) Stress% +Fb = 2762.8 99.77 Fv = 206.3 Maximum Shear%= 77.17 Minimum Load Deflection (midspan)= 0.487 in, E = 1800000 psi • Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.34 Right support= 7.00 • • • V-II e•BEAM BDNG#l -RB-7-CANTILEVERED Job Number: 8777 ( Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 eDimensions (ft) : Ll == 11.000 LO= 45.500 L2 == 10.667 • Load Left W(l) Data (lbs & Minimum cantilever = 540.0 Between supports W(l) = 480.0 , , lb/ft) Beam Weight= 49.0 Maximum Dist. from Pl = 10077.8 , 20173.4 1116.0 From Xl 1056.0 From Xl P2 = 5917.3 , 12685.3 left support (ft) = o.oo to X2 =11.00 = o.oo to X2 =42.00 Right cantilever W(l) = 480.0 , 1056.0 From Xl = 0.00 to X2 =10.67 • • Reactions Maximum : Minimum : Dead load: (lbs) Left support 62362.8 27391.4 29698.2 Right support 47192.9 17602.0 20808.6 Maximum Shear Force at "d" from support Vl(max) = 29056.6 V2(max) = 22555.5 ( Maximum Moments (ft.lbs) (lbs) pr itive Moment, +M0(max) = 163348.8 at X = 23.681 eN, _~tive Moments: -Ml(max) = 292390.0 -M2(max) = 198172.1 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 40.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern •Maximum Stresses (psi) +fb0 = 1399.1 -fbl = 2504.3 -fb2 = 1697.3 fvl = 210.0 fv2 = 163.0 Allowable stresses +Fb = 2686.1 -Fbl = 2516.0 -Fb2 = 2572.8 Fv == 206.3 Maximum • Minimum Load Deflections Midspan Deflection= -.063 (in) , E = (psi) Stress % 52.09 99.54 65.97 Shear% = 101.81 <-- 1800000 psi Left cant. Deflection= 0.513 Right cant. Deflection= 0.287 Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support = 21.63 Right support = 16.37 ,. i.·. 1:·:::·_:: V-(2 ok SIMPLE SUPPORT e•BEAM BDNG#l -RB-8~ I ( Job Number: 8777 ( <:-.::-:- eBeam length (ft), LO= 23.500 Load Data (lbs & lb/ft) Beam Weight= 23.6 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Minimum Maximum Dist. from left support (ft) W(l) = 480.0 , 1056.0 From Xl = o.oo to X2 = 23.50 • Maximum Minimum Reactions . . . . Shear@ "d": (lbs) Left support 12685.3 5917.3 10930.9 Right support 12685.3 5917.3 10930.9 •Maximum Moment (ft.lbs) : MO= 74525.9 at X = 11.750 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 19.5 in 24 F Fv = 165 ----------------------------------------------------------------------------•CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) Allowable Stresses (psi) Stress ( +fb = 2753.4 +Fb = 2902.0 94.88 fvl= 164.1 Fv = 206.3 fv2= 164.1 Maximum Shear % = 79.55 • . . d Minimum Loa Deflection (midspan) = 0.606 in I E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi • • • • I :. Left support= 4.40 Right support= 4.40 V-13 % .TBEAM BDNG#l -RB-9-CANTILEVERED Job Number: 8777 ( Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 •Dimensions (ft) : Ll = 11.333 LO= 45.500 L2 = 9.167 lb/ft) Beam Weight= 45.4 Maximum Dist. from left support (ft) Pl = 5917.3 , 12685.3 Load Left eW(l) Data (lbs & Minimum cantilever = 480.0 , 1056.0 From Xl = 3.50 to X2 =11.33 Between supports W(l) = 480.0 , 1056.0 From X1 = o.oo to X2 =42.00 Right cantilever eW(l) = 480.0 , Reactions Maximum : Minimum : •Dead load: P2 = 9298.6 1056.0 (lbs) Left support 48599.4 19251.2 21871.6 , 19665.5 From X1 Right support 54092.0 22237.8 24659.1 = 0.00 to X2 Maximum Shear Force at "d" from support (lbs) V1(max) = 23686.0 V2(max) = 26319.6 Maximum Moments (ft.lbs) at X = 22.432 = 9.17 el ... tive Moment, +MO (max) = 179250. 8 Negative Moments: -Ml(max) = 208031.2 -M2(max) = 226540.0 DESIGN BEAM:-5.125 X 37.5 in 24 F Fv = 165 ---------------~------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern •Maximum Stresses (psi) +fbO = 1790.8 -fbl = 2078.3 -fb2 = 2263.2 fv1 = 184.9 • fv2 = 205.4 Allowable Stresses +Fb = 2697.6 -Fb1 = 2583.7 -Fb2 = 2643.2 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.102 (psi) Stress % 66.38 80.44 85.62 Shear% = 99.60 1800000 psi Left cant. Deflection= 0.292 Right cant. Deflection= 0.258 Minimum Bearing lengths required (in), Fp = 562.5 psi • Left support = 16. 86 Right support = 18. 76 • V-14 .TBEAM BDNG#l -RB-10~ SIMPLE SUPPORT Job Number: 8777 ( •Beam length (ft), LO= 36.333 Load Data (lbs & lb/ft) Beam Weight= 36.3 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Minimum Maximum Dist. from left support (ft) W(l) = • 480.0 , 1056.0 From Xl = o.oo to X2 = 32.83 Maximum Minimum Reactions •Shear @ "d" : (lbs) Left support 19665.5 9298.6 16934.7 Right support 16325.5 7780.4 16234.8 Maximum Moment (ft.lbs) : MO= 177025.6 at X = 18.004 DESIGN BEAM:-5.125 x 30 in 24 F Fv = 165 .----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) Stress % +fb = 2763.3 +Fb = 2765.6 99.92 fvl= 165.2 Fv = 206.3 • fv2= 158.4 Maximum Shear % = 80.11 Minimum Load Deflection (midspan) = 0.955 in I E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 6.82 Right support= 5.66 • • • • \/-!5 .. -B§l40 • TBEAM BDNG#l -RB-11~ SIMPLE SUPPORT (_ . Beam length (ft), LO= 27.667 Load Data (lbs & lb/ft) Beam Weight= 29.0 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Minimum Maximum Dist. from left support (ft) •W(l) = 600.0 , 1176.0 From Xl = o.oo to X2 = 27.67 Reactions (lbs) Left support Right support Maximum . 16669.7 16669.7 . Minimum . 8701.7 8701.7 . •shear @ "d II . 14259.7 16313.3 . Maximum Moment (ft.lbs) : MO= 115299.1 at X = 13.833 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 x 24 in 24 F Fv = 165 •----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2812.2 • fvl= 173.9 fv2= 198.9 Allowable Stresses (psi) stress% +Fb = 2842.8 98.92 Fv = 206.3 Maximum Shear%= 96.46 Minimum Load Deflection (midspan)= 0.189 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support= 5.78 Right support= 5.78 • • '• 1-':,;_::·.· • I/-lb .TBEAM BDNG#l -RB-12~ CANTILEVERED Job Number: 8777 ( Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 i •Dimensions (ft) : Ll = 8.333 LO= 45.500 L2 = 11.667 Beam Weight= 41.7 I Load Data ( lbs & Minimum Left cantilever lb/ft) Maximum Pl= 8701.7 1176.0 Dist. from left support (ft) , 16669.7 .• W(l) = 600.0 , From Xl = 0.00 to X2 = 8.33 Between supports W(l) = 480.0 1056.0 From Xl = o.oo to X2 =42.00 Right cantilever .W(l) = 480.0 , P2 = 5498.7, 11810.7 1056.0 From Xl = o.oo to X2 =11.67 Reactions Maximum : Minimum : •Dead load: (lbs) Left support 53441.3 23267.9 25747.9 Right support 48624.5 20048.1 21947.0 Maximum Shear Force at "d" from support (lbs) Vl(max) = 23467.6 V2(max) = 23886.7 1 Maximum Moments (ft. lbs) at X = 22.523 J, ~tive Moment, +M0(max) = 183642.4 ~egative Moments: -Ml(max) = 181197.4 -M2(max) = 212499.2 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 34.5 in 24 F Fv = 165 ----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern ~aximum Stresses (psi) +fb0 = 2167.6 -fbl = 2138.7 -fb2 = 2508.2 fvl = 199.1 • fv2 = 202.6 Allowable stresses +Fb = 2710.1 -Fbl = 2667.9 -Fb2 = 2639.9 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.196 (psi) Stress % 79.98 80.17 95.01 Shear% = 98.25 1800000 psi Left cant. Deflection= 0.190 Right cant. Deflection= 0.368 Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support= 18.54 Right support= 16.87 .,: • V-17 .YBEAM BDNG#l -RB-13~ SIMPLE SUPPORT Job Number: 8777 (.·· •seam length (ft), LO= 21.917 Load Data (lbs & lb/ft) Beam Weight= 21.8 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Minimum Maximum Dist. from left support (ft) W(l) = 480.0 , 1056.0 From Xl = o.oo to X2 = 21.92 • Maximum Minimum Reactions •Shear @ "d" : (lbs) Left support 11810.7 5498.7 10194.0 Right support 11810.7 5498.7 10194.0 Maximum Moment (ft.lbs) : MO=· 64712.7 at X = 10.958 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 18 in 24 F Fv = 165 .----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) Stress % +fb = 2806.0 +Fb = 2926.2 95.89 .( fvl= 165.8 Fv = 206.3 fv2= 165.8 Maximum Shear % = 80.37 Minimum Load Deflection (midspan) = 0.581 in I E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.10 Right support= 4.10 • • • \/-18 .TBEAM BDNG#l -RB-14~ CANTILEVERED Job Number: 8777 ( .. Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 •Dimensions (ft) : Ll = 11.917 LO= 45.500 L2 = 10.833 Beam Weight= 41.7 Load Data (lbs Minimum Left cantilever .W(l) = 480.0 & lb/ft) Maximum Pl= 5498.7 Dist. from left support (ft) , 11810.7 I 1056.0 From Xl = 3.50 to X2 =11.92 Between supports W(l) = 480.0 1056.0 From Xl = o.oo to X2 =42.00 Right cantilever P2 = 5825.4, 12249.5 eW(l) = 480.0 , 1056.0 From Xl = o.oo to X2 =10.83 Reactions Maximum : Minimum : •Dead load: (lbs) Left support 48632.1 19698.7 21971.1 Right support 47704.3 19127.7 21602.2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 24279.9 V2(max) = 23442.5 -Maximum Moments (ft.lbs) at X = 22.739 .~ ~tive Moment, +M0(max) = 184164.1 Negative Moments: -Ml(max) = 212219.9 -M2(max) = 197119.8 DESIGN BEAM:-5.125 X 34.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern •Maximum Stresses (psi) +fb0 = 2173.7 -fbl = 2504.9 -fb2 = 2326.6 fvl = 206.0 • fv2 = 198.9 Allowable Stresses +Fb = 2710.1 -Fbl = 2619.5 -Fb2 = 2667.9 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.204 (psi) Stress % 80.21 95.62 87.21 Shear% = 99.87 1800000 psi Left cant. Deflection= 0.368 Right cant. Deflection= 0.285 Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support= 16.87 Right support= 16.55 . :· • V-I~ • TBEAM BDNG#l -RB-15~ SIMPLE SUPPORT (,/ .·. I Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 :e . Beam length ( ft) , LO = 34. 667 Load Data (lbs Minimum 480.0 300.0 & lb/ft) Beam Weight= 27.2 W(l) = eW(2) = Maximum Minimum • Shear@ I I Reactions . . . . "d II . . Maximum Dist. from left support (ft) 1056.0 From Xl = o.oo to X2 = 1.17 660.0 From Xl = 1.17 to X2 = 31.17 (lbs) Left support Right support 12249.5 9726.3 5825.4 4678.5 10499.0 9675.3 Maximum Moment (ft.lbs) : MO= 101361.4 at X = 17.152 eDESIGN BEAM :-5.125 X 22.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2812.8 • ( fvl= 136. 6 fv2= 125.9 Allowable Stresses (psi) Stress% +Fb = 2817.5 99.84 Fv = 206.3 Maximum Shear%= 66.22 Minimum Load Deflection (midspan)= 1.189 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support= 4.25 Right support= 3.37 • • . . • .. ·. . t:(, • v-2.0 • • • • • --B§l40 •BEAM BDNG#2 -RB-1~ SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-20-1987 Beam length (ft), LO= 26.500 Load Data (lbs & lb/ft) Beam Weight = 25.4 Minimum Maximum Dist. from left support (ft) W(l) = 300.0 , 588.0 From Xl = o.oo to X2 = 5.00 W(2} = 450.0 , 990.0 From Xl = 5.00 to X2 = 10.00 W(3) = 525.0 , 1029.0 From Xl = 10.00 to X2 = 26.50 Reactions (lbs) Left support Right support Maximum . 11834.2 13707.7 . Minimum . 6005.2 7080.7 . Shear@ "d" . 10760.7 11862.5 . Maximum Moment (ft.lbs) . MO= 89102.9 at X = 13.500 . --------------------------------------------------------------------DESIGN BEAM:-5.125 X 21 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2838.5 fvl= 150.0 fv2= 165.3 Allowable Stresses (psi) stress% +Fb = 2870.8 98.87 Fv = 206.3 Maximum Shear%= 80.16 • Minimum Load Deflection (midspan)= 0.802 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.11 Right support= 4.75 • • • V-ZI • TBEAM BDNG#2 -RB-3- 1• SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-20-1987 11 Beam length (ft), LO = 30.833 • • • • • • • • I Load Data (lbs & lb/ft) Beam Weight -29.0 Minimum Maximum Dist. from left support (ft) W(1) = 420.0 , 924.0 From X1 = o.oo to X2 = 30.83 Reactions (lbs) Left support Right support Maximum . 14692.7 14692.7 . Minimum . 6922.7 6922.7 . Shear@ "d" . 12786.6 12786.6 . Maximum Moment (ft.lbs) : MO= 113256.4 at X = 15.417 --------------------------------------------------------------------DESIGN BEAM:-· 5.125 X 24 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2762.4 fv1= 155.9 fv2= 155.9 Allowable Stresses (psi) Stress% +Fb = 2825.7 97.76 Fv = 206.3 Maximum Shear%= 75.60 Minimum Load Deflection (midspan)= 0.859 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.10 Right support= 5.10 V-23 •• • • • • • •BEAM BDNG#2 -RB-4~ CANTILEVERED Dimensions (ft) : L1 = 11.417 LO= 53.500 Job Number: 8777 Job Name Designer Date : EL FUERTEf2 : AL : 12-20-1987 L2 = 9.500 Load Left W(l) Data (lbs & Minimum cantilever = 420.0 lb/ft) Beam Weight= 45.4 Maximum Pl= 6922.7, 924.0 Dist. from left support (ft) 14692.7 I From Xl = 0.00 to X2 =11.42 Between supports W(l) = 420.0 I 924.0 From Xl = o.oo to X2 =53.50 Right cantilever P2 = 3041.6 I 6569.6 W(l) = 420.0 I 924.0 From Xl = 0.00 to X2 = 9.50 Reactions (lbs) Left support Right support Maximum . 55074.2 41649.6 . Minimum . 24744.6 16528.0 . Dead load: 25796.2 18800.0 Maximum Shear Force at "d" from support (lbs) Vl(max) = 26285.1 V2(max) = 22841.6 at X = 27.897 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 267833.1 Negative Moments: -Ml(max) = 230916.4 -M2(max) = 106154.8 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 37.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) Allowable Stresses (psi) Stress% +fb0 = 2675.7 +Fb = 2673.4 100.09 ~ c:::> l -fbl = 2306.9 -Fbl = 2564.8 89.94 -fb2 = 1060.5 -Fb2 = 2643.2 40.12 fvl = 205.2 Fv = 206.3 fv2 = 178.3 Maximum Shear% =· 99.47 Minimum Load Deflections (in) I E = 1800000 psi Midspan Deflection= 0.902 Left cant. Deflection= -.091 Right cant. Deflection = -.390 • Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 19.10 Right support= 14.45 • • • V-24 I. - • • • •BEAM BDNG#2 -RB-5~ SIMPLE SUPPORT Beam length (ft), LO= 14.000 Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-20-1987 Load Data (lbs & lb/ft) Beam Weight= 14.5 Minimum Maximum Dist. from left support (ft) W{l) = 420.0 , 924.0 From Xl = o.oo to X2 = 14.00 Maximum Minimum Reactions . . . . Shear@ "d": {lbs) Left support 6569.6 3041.6 5631.l Right support 6569.6 3041.6 5631.1 Maximum Moment {ft.lbs) : MO= 22993.8 at X = 7.000 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses {psi) +fb = 2243.3 fvl= 137.3 fv2= 137.3 Allowable Stresses {psi) Stress% +Fb = 3000.0 74.78 Fv = 206.3 Maximum Shear%= 66.59 Minimum Load Deflection (midspan)= 0.283 in, E = 1800000 psi Minimum Bearing lengths required {in), Fp = 562.5 psi • Left support = 2. 2 8 Right support = 2. 28 • • • • V-25 • ,. • • • • -· • •1:·<,_. \: __ • . • 8140 BEAM BDNG#2 -RB-6 SIMPLE SUPPORT Beam length (ft), LO= 23.000 Load Data (lbs & lb/ft) Beam Weight= 23.6 Job Number Job Name Designer Date 8777 EL FUERTE#2 AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 594.0 , 1164.0 From XI= 0.00 to X2 = 23.00 Reactions (1 bs) Left support Right support Maximum 13657.4 13657.4 Minimum 7102.4 7102.4 Shear@ "d" 11727 .5 11727.5 Maximum Moment (ft. 1 bs) : MO= 78529.8 at X = 11.500 DESIGN BEAM:-5.125 X 19.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2901.4 fvl= 176.0 fv2= 176.0 Allowable Stresses (psi) Stress% +Fb = 2905.4 99.86 Fv = 206.3 Maximum Shear%= 85.34 Minimum Load Deflection (midspan)= 0.682 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.74 Right support= 4.74 V-26 • ( ,:·.•.·.· • • • • • • • • BEAM BDNG#2 -RB-7 CANTILEVERED Job Number . 8777 . Job Name . EL FUERTE#2 . Designer . AL . Date 12-16-1987 Dimensions (ft) : LI = 5.000 LO= 53.500 L2 = 12.750 Load Data (lbs & lb/ft) Beam Weight= 49.0 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 7102.4, 13657.4 W(l) = 594.0 , 1164.0 From XI= 0.00 to X2 = 5.00 Between supports W(l) = 475.0 1045.0 From XI= 0.00 to X2 =53.50 Right cantilever W(l) = 475.0 P2 = 6863.8, 14653.8 1045.0 From XI= 0.00 to X2 =12.75 Reactions (lbs) Maximum Minimum : Dead load: Left support 48115.0 19994.3 22716.7 Right support 62207.4 28434.1 29179. 9 Maximum Shear Force at "d" from support (lbs) Vl(max) = 24700.4 V2(max) = 29912.8 at X = 25.271 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 305784.7 Negative Moments : -Ml(max) = 83449.4 -M2(max) = 275757.8 DESIGN BEAM:-5.125 X 40.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2619.1 -fbl = 714. 7 -fb2 = 2361. 9 fvl = 178.5 fv2 = 216.2 Allowable Stresses (psi) +Fb = 2662.0 -Fbl = 2620.7 -Fb2 = 2392.4 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.840 Stress% 98.39 27.27 98.72 104.81 er-c:::> h.._ Left cant. Deflection= -.226 Right cant. Deflection= -.055 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 16.69 Right support= 21.58 v-27 • • • • • .( • • • • BEAM BDNG#2 -RB-8 SIMPLE SUPPORT Beam length (ft), LO= 27.333 load Data (lbs & lb/ft) Beam Weight= 27.2 Job Number Job Name Designer Date 8777 EL FUERTE#2 : AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 475.0 , 1045.0 From XI= 0.00 to X2 = 27.33 Reactions (lbs) Left support Right support 14653.8 6863.8 Maximum 14653.8 Minimum 6863.8 Shear@ "d" 12643.3 12643.3 Maximum Moment (ft.lbs) : MO= 100134.0 at X = 13.667 DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2778.8 fvl= 164.5 fv2= 164.5 Allowable Stresses (psi) Stress% +Fb = 2854.9 97.33 Fv = 206.3 Maximum Shear%= 79.74 Minimum Load Deflection (midspan)= 0.720 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.08 Right support= 5.08 V-28 (. • • • • • • • • • BEAM BDNG#2 -RB-9 CANTILEVERED Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-16-1987 Dimensions (ft) : LI= 13.417 LO= 53.500 L2 = 11.083 Load Data (lbs & lb/ft) Beam Weight= 52.6 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 6863.8, 14653.8 W(l) = 475.0 1045.0 From XI= 0.00 to X2 =13.42 Between supports W(l) = 475.0 1045.0 From XI= 0.00 to X2 =53.50 Right cantilever W(l) = 475.0 P2 =10997.8, 23086.6 1045.0 From XI= 0.00 to X2 =11.08 Reactions (lbs) Maximum Minimum : Dead load: Left support 61379.5 24623.3 27782.0 Right support 68047.8 28322.8 31235.3 Maximum Shear Force at "d" from support (lbs) Vl(max) = 28020.2 V2(max) = 31273.2 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 245809.6 at X = 26.499 Negative Moments : -MI(max) = 295395.9 -M2(max) = 323293.5 DESIGN BEAM:-5.125 X 43.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/0 & Load Pattern Maximum Stresses (psi) +fbO = 1825.0 -fbl = 2193.1 -fb2 = 2400.3 fvl = 188.5 fv2 = 210.4 Allowable Stresses (psi) +Fb = 2651.5 -Fbl = 2231. 7 -Fb2 = 2417. 9 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.101 Stress% 68.83 98.27 99.27 102.02 C::::-oh Left cant. Deflection= 0.392 Right cant. Deflection= 0.354 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 21.29 Right support= 23.60 V-29 !• ( .... \ :;.· :-.. • • • • • • • • • BEAM BDNG#2 -RB-10 SIMPLE SUPPORT Beam length {ft), LO= 42.417 Load Data {lbs & lb/ft) Beam Weight= 43.6 Job Number: Job Name Designer Date 8777 EL FUERTE#2 AL 12-16-1987 Minimum Maximum Dist. from left support {ft) W{l) = 475.0 , 1045.0 From XI= 0.00 to X2 = 42.42 Reactions {lbs) Left support Right support 23086.6 10997.8 Maximum 23086.6 Minimum 10997.8 Shear@ "d" 19820.9 19820.9 Maximum Moment {ft.lbs) : MO= 244814.2 at X = 21.208 DESIGN BEAM:-5.125 X 36 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2653.8 fvl= 161.1 fv2= 161.1 Allowable Stresses (psi) Stress% +Fb = 2714.3 97.77 Fv = 206.3 Maximum Shear%= 78.13 Minimum Load Deflection {midspan)= 1.053 in, E = 1800000 psi Minimum Bearing lengths required {in), Fp = 562.5 psi Left support= 8.01 Right support= 8.01 • !. • • • • • • • • Analysis: B,¼.E ?L-A.TE 'O e. "b \t..-, ,-...i I\LL C...OL-vnt-l!:.. TO Ts.E \J 'a.E:, n 1---t l4 1'x 1411 \3A'::,E: tc'. ~ '2...::?'0Q PS"L 'F'f-:::. MAY P= 68. 047 I.(__ rp-::;:.. o.~6 ( ~ e, \ :::. ~ h:>-= b6304l 341 14 ,< 14 - _...._, ~chelbeVDyer Associates, Inc. --~ "'-Structural Engineers E.l.-'F\JE CZ.TE W-1_ Project ___________ _ AL-. By ________ Date Page V-~\ Of .Job 1'2..-'2.1-e.1 '3177 e;l er STD '?\f>E '?LATE ~G IC~"L. Ps-r L..11!:>C>c:> ~~ 0~ .s'' f'1?E,. oD -8.G:ZS n """ 4'1 I -l o. e >< -z. \1 ~_t'P_ 0.2SF-( 8.b252 3,50 - ----. 3. 55" 1 <'. 41~_ 0.2s l~{.) V-31 0, 613 B 11 • • Analysis: V~~T \ C. A..L- • Dt..:AD L..OAD -\Q. PS~ • LIi.iE LoA..D -\(;. F':>F 'N.1\... -=-6,c 10 -= Bo n...F WLL-=-6 y. lb -1'2.6 f>LF 'tJ-rL-=. 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Project __________ _ I /06 By·--------Dace ___ _ ( ,, Panelized Roof Purlins v~4 f-,717 _: ~\ ==~A~n:e~ly:•~ie~: ==================~~P;:a~g:e~~·~~O~f;;;==~J~o~b~=···==~ (:;,:.c • • ,. I • I I \ I I :• l . ~-.. • 2 • Pu r1 i n s a t 8 • -011 o. c • SPAN 2 H • Wt I x se;n x 12 s 'd • " · req 1 • 25 x ( 1500 @ # 1 ) (1800@ D11 & SS) I WII x Span) req' d • --( 5-3-33_;.;@;..;..;,,.l ..... l ..... ,...i,,.;;ss;;...;..,.(.,...E ----,,.,18 ..... x..,..,,,10:)) (5629 @ 0#1 (E • 19x10 ))• (@i>tl • Span) 1 0 L' s req'd in3 I r,.n 'd in ,. 11 011 'ss #1 & ss D81 lit 31t. 3 28.6 107.7 102.0 IS 39.7 33.1 133.7 126.7 16 1es.1t 37.8 163.6 155.0 17 51.5 1t2.9 197.6 187.2 18 58.0 lt8.3 236.1 223.6 19 61t.8 5't.o 279.2 261t.s 20 72.1 60.1 327.3 310.1 21 79.7 66.lt 380.7 360.6 22 87.7 73. 1 439.5 It 16.lt 23 96. 1 80.1 501t. 1 lt7].6 24 10lt. 9 87.lt 571t.8 5ltlt.6 25 11 It. 1 95.1 651.7 617.5 26 107 .1 89.3 637-2 603.7 27 115.8 96.5 716.6 678.0 28 124.7 103.9 800.1 758.0 29 131t.o 111.6 988.6 936.6 loading Conditions: Span less than 25•-011 DL • 10 PSF LL• 20 PSF Wd I • 8-' x 10 • 80 PL F WII • 81 x 20 • 160 PLF • 240 PLF Span greater than 25 1 ·-011 0L • 10 PSF LL• 16 PSF Wdl • 8 1 x 10 • 80 PLF WII • 81 x 16 • 128 PLF • 208 PLF Size to be Used #1 0#1* ss It X 10 It X 10 It X 10 It X 10 It X 10 It X 10 It X 10 4 X 12 It X 12 It X 12 It X 12 ft X 12 4 X 12 It X 14 It X lit It X lit It X lit It X 1ft It X lit It X 14 It X 16 It X lit It X 16 It X 16 It X 16 • ( .. • Analysis: PAi-l~L '21=-1t-l 'Fi:::> '2. LI l'-1 G, • lu~E e,. ,1 PAr-1 E-LS ,_ $OL..\.,D y'At-(E,..L<":.. ~ • ~4@ IS'1 -1:1::-5@ B'' 2-f'A~.e::.L.~ \i)\,-"' T{21J C: loC. • \8'' :il-4@ ¾5@ 8" ( • ~-PANE.LS Wm\ I:ove.L~ • A-FLVS\-\ • • • \'=:'_': • =>l..~E.DVLE Foe ALL HoC.1 ce>t-t~ VE.'12.-r\U¼_ ~---}-SchelbeVDyer Associates. Inc. _,,_.. "-Structural Engineers E.L HJQ'2...T~ ~z_ Project ____________ _ By ___ kL. ______ Date 1"2...-'-\ -8 -, Page V-'65 Of Job 8171 6vlLDIN 6-,~) Doo12 OPG:.N I N6\ '=:.·. floe,~" TM. J V'e~T\ c A-L.. ~vc.i.c DOoCZ~\ V-3[, e~n-1 F-012..C. E. &:>'Tl-\ ~ s ((9 &,Tl-\ SIC~ 0~ Dooe O f"e:,-1 IN C.., ) LEG-1 W1DT~ = ~I ti -o 1"--(PICAI.-Tl2vC..\<" C G.t41EJ2.. I \<II D1'"H "'·:::, ' 0001<. 'WA.LL I 11 Lt.:-.N'1TI-I-:::: o-O • • • • • • \ • • • • t// • Analysis: PANELS SCHEIBEL/OYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Page V-:3, of __ _ Date 12/30/87 Job._----=-8.:....:77:....:.7 __ S O L I D P A N E L A N A L Y S I S INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 145 pcf Seismic Imp. Factor Is: 1.00 Walls Cp: 0.30 Steel Yield Strength Fy: 60,000 psi Parapets Cp: 0.80 Steel Mod. of Elas. Es: 29,000 ksi WIND DESIGN Panel Height Hp: 30.000 ft Roof Height Hr: 30.000 _ft-Basic Wind Speed v: 70 mph Panel Thickness Tp: --8.000 in Stagnation Pressure qs: 12.54 psf Reveal Depth Rd: Q_J_50_in_ Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Roof Dead Load Rdl: 240 plf Walls Inward Cq: 1.20 Add'l Axial Dead Ld. Adl: 0 plf Walls Outward Cq: 1.10 Parapets Cq: 1.30 Service Defl. Limit Dlm: H/150 0 to 20 ft. Elev. Ce: 1.20 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING HORIZONTAL REINFORCING Bar Size: #5 Bar Size: \--. -#4 Bar Spacing: s: 8.000 in Bar Spacing: s: 18.000 in Area of Steel / ft As: 0.4650 inA2 Area of Steel/ ft As: 0.}333 inA2 As/Ag Ratio: 0.0048 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Chair Size: 4.000 in * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 96.67 psf Wall Weight Wtu: 101.50 psf Roof Dead Load Pl: 240 plf Roof Dead Load Pul: 252 plf Panel Wt. at Mid-ht. P2: 1450 plf Panel Wt. at Mid-ht. Pu2: 1522 plf Ppt. Wt.+ Add'l Ld. P3: 0 plf Ppt. Wt.+ Add'l Ld. Pu3: 0 plf Total Ld. at Mid-ht. P: 1690 plf Total Ld. at Mid-ht. Pu: 1774 pl f Seismic Load F: 29.00 psf Seismic Load Fu: 40.67 psf Wind In 0 -20 ft. WI: 18.06 psf Wind In 0 -20 ft. Wul: 23.03 psf Wind In 20 -40 ft. W2: 19.57 psf Wind In 20 -40 ft. Wu2: 24.95 psf Wind Out Full Ht. Wo: 17.94 psf Wind Out Full Ht. Wuo: 22.87 psf V-36 • (, • • • .( • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project_~E=-L~F-=-U=ER=T-=E_.#=2,__ ____ _ By ___ .:..:A=L __ _ Page v-3 7 of __ _ Date 12/30/87 Job_--=,87:..::.7-=--7 __ S O L I D P A N E L A N A L Y S I S INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: 3.5625 in 0.4650 inA2 0.4946 inA2 0.9697 in 1. 1409 in 9 .6091 in 0.8877 3122.00 ksi 9.289 91.326 in-k 81.068 in-k 32.880 inA3 12.010 in 54.908 in-k -1.211 in-k 3.027 in-k 6.093 in-k 62.817 in-k 0. 775 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 5}2.000 inA4 381.078 inA4 28.790 in-k 0.243 in 39.150 in-k -1.153 in-k 0.576 in-k 1.160 in-k 39.733 in-k 2.302 in 2.400 in 0.959 Wall Sec. is Adequate for Slenderness V-31 OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.6875 in 0.4650 inA2 0.4946 inA2 0.9697 in 1.1409 in 4.6409 in 0.8877 3122.00 ksi 9.289 95.035 in-k 84.361 in-k 35.734 inA3 11. 500 in 54.908 in-k 0.585 in-k 2.898 in-k 5.834 in-k 64.225 in-k 0.761 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Oefl. Oa: Os/ Da Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.243 in 39.150 in-k 0.557 in-k 0.576 in-k 1. 160 in-k 41.443 in-k 2.393 in 2.400 in 0.997 Wall Sec. is Adequate for Slenderness • • • • • • • . ·.· . • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page V-38 of___ Job 8777 S O L I D P A N E L A N A L Y S I S PARAPET DESIGN Seismic Load Fu: 108.46 psf Ult. Seismic Mom. Mus: 0.000 in-k Wind Ld. 0 -20 ft. Wul: 24.95 psf Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 45.000 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 435 plf 435 plf v-36 Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 3. 562 in Area of Steel Req'd. As: Q.0000 inA2 Panel Area of Steel As: Q.4650 inA2 Panel Reinf. is Adeguate for ParaQet Reveal H / t Ratio: Outward Reac. at Roof: Outward Reac. at Floor: 49.655 435 plf 435 pl f • (;_ .. -. • • • • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page 1/-YJ of __ _ Job 8777 -~~-- D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft -8.ooo-1n _0.000.irl 240 plf 3.500 in 0 plf 12.000 ft 14.000 ft --3.000 lt H/100 - VERTICAL REINFORCING EACH FACE Bar Size: --\· #5 ---1 Bar Spacing: s: 1 10.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight As: 0.7440 inA2 0.0077 0.0020 I. 500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 720 plf 4350 plf 0 plf 5070 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 29.00 psf F2: 87.00 psf Wind In O -20 ft. WI: 54.19 psf Wind In 20 -40 ft. W2: 58.71 psf Wind Out Full Ht. Wo: 53.81 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 756 pl f 4567 plf 0 plf 5323 plf Seismic Load Below Ful: 40.67 psf Seismic Load Above Fu2: 122.02 psf Wind In O -20 ft. Wul: 69.09 psf Wind In 20 -40 ft. Wu2: 74.85 psf Wind Out Full Ht. Wuo: 68.61 psf • I I :• • • • • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC • STRUCTURAL ENGINEERS Project EL FUERTE 12 By AL Page V-40 of __ _ Date 12/30/87 Job_-=87,_,7-=-7 __ D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.8125 in Depth to Reinf. d: 6. 1875 in Area of Steel /ft As: 0.3720 inA2 Area of Steel /ft As: 0.3720 inA2 Eff. Area of Stl Aseff: 0.4607 inA2 Eff. Area of Stl Aseff: 0.4607 inA2 Stress Block Width a: 0.9034 in Stress Block Width a: 0.9034 in Neutral Axis c: 1.0628 in Neutral Axis c: 1.0628 in Roof Load Ecc. e: 10.4372 in Roof Load Ecc. e: 4.5628 in Phi Factor Phi: 0.8630 Phi Factor Phi: 0.8630 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 175.832 in-k Nominal Moment Str. Mn: 158.555 in-k Reduced Mom. Str. PhiMn: 151.749 in-k Reduced Mom. Str. PhiMn: 136.839 in-k Cr. Mom. of Inertia Icr: 146.282 inA3 Cr. Mom. of Inertia lcr: 117. 196 inA3 Nominal Deflection On: 5.198 in Nominal Deflection On: 5.850 in Lateral Load Mom. Mul: 116.893 in-k Lateral Load Mom. Mul: 116.893 in-k Roof Ecc. Moment Mu2: -3.945 in-k Roof Ecc. Moment Mu2: 1.725 in-k Rf.+ Ppt. Moment Mu3: 3.929 in-k Rf.+ Ppt. Moment Mu3: 4.423 in-k Panel Wt. Moment Mu4: 11.869 in-k Panel Wt. Moment Mu4: 13.359 in-k Ultimate Moment Mu: 128.746 in-k Ultimate Moment Mu: 136.399 in-k Mu/ PhiMn Ratio: 0.848 Mu/ PhiMn Ratio: 0.997 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 inA4 Gr. Mom. of Inertia lg: 512.000 inA4 Cracking Moment Mer: 35.054 in-k Cracking Moment Mer: 35.054 in-k Cracking Defl. Der: 0.296 in Cracking Defl. Der: 0.296 in lateral load Mom. Msl: 83.346 in-k Lateral Load Mom. Msl: 83.346 in-k Roof Ecc. Moment Ms2: -3.757 in-k Roof Ecc. Moment Ms2: 1.643 in-k Rf.+ Ppt. Moment Ms3: 2.592 in-k Rf.+ Ppt. Moment Ms3: 2.592 in-k Panel Wt. Moment Ms4: 7.830 in-k Panel Wt. Moment Ms4: 7.830 in-k Service Moment Ms: 90.011 in-k Service Moment Ms: 95.411 in-k Service Deflection Os: 2.210 in Service Deflection Os: 3.010 in Allowable Defl. Da: 3.600 in Allowable Defl. Da: 3.600 in Os/ Da Ratio: 0.614 Os/ Da Ratio: 0.836 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness V-40 • • • • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page V-41 of___ Job 8777 D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR PARAPET DESIGN Seismic Load Fu: 325.38 psf Ult. Seismic Mom. Mus: 0.000 in-k Wind Ld. 0 -20 ft. wul: 74.85 psf Wind Ld. 20 -40 ft. wu2: 81.09 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 372 plf 682 plf v-4·1 Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 6.187 in Area of Steel Req'd. As: 0.0000 in"2 Panel Area of Steel As: 0.3720 in"2 Panel Reinf. is Adeguate for Paraget Outward Reac. at Roof: Outward Reac. at Floor: 372 plf 682 plf • • • • .( • • • • t(;{i· • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC . STRUCTURAL ENGINEERS Project_-=E=-L~F~U=ER=T-=E ..... 1=2'-------- By __ ---=A=L,__ __ Page V-42 of __ _ Date 12/30/87 Job_-=87:...::7...::.7 __ D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Ledger Width Add'l Axial Dead Ld. Door Width Door Height Panel Leg Width Service Defl. Limit Hp: Hr: Tp: Rd: 30.000 ft 30.000 ft -a:ooo ·in 0.000 in Rdl: -240 plf 3.500 in 0 plf 24.000 ft 14.000 ft Lw: Adl: Wdr: Hdr: Plg: -+ 3.·ooo· HT-· Olm: \ H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 5.500 in As: 1.3527 in"2 0.0141 0.0020 1.500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 1200 plf 7250 plf 0 plf 8450 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 29.00 psf F2: 145.00 psf Wind In O -20 ft. Wl: 90.32 psf Wind In 20 -40 ft. W2: 97.84 psf Wind Out Full Ht . Wo: 89.69 psf V-42. SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 1260 plf 7612 plf 0 plf 8872 plf Seismic Load Below Ful: 40.67 psf Seismic Load Above Fu2: 203.36 psf Wind In O -20 ft. Wul: 115.15 psf Wind In 20 -40 ft. Wu2: 124.75 psf Wind Out Full Ht. Wuo: 114.35 psf • • • • • • • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC • STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Page V-43 of __ _ Date 12/30/87 Job_'-----"'-87~7--=-7 __ D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 6.8125 in 0.6764 inA2 0.8242 inA2 1.6161 in 1.9013 in 9.5987 in 0.8384 3122.00 ksi 9.289 296.942 in-k 248.953 in-k 212.160 inA3 6 .052 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 178.878 in-k Mu2: -6.047 in-k Mu3: 7.626 in-k Mu4: 23.034 in-k Mu: 203.491 in-k Mu/ PhiMn Ratio: 0.817 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 127.542 in-k Ms2: -5.759 in-k Ms3: 4.320 in-k Ms4: 13.050 in-k Ms: 139.153 in-k Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 2.584 in 3.600 in 0.718 Wall Sec. is Adeguate for Slenderness V-43 OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 6.1875 in 0.6764 inA2 0.8242 inA2 1.6161 in 1.9013 in 5.4013 in 0.8384 3122.00 ksi 9.289 266.033 in-k 223.039 in-k 168.149 inA3 6.841 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 178.878 in-k Mu2: 3.403 in-k Mu3: 8.620 in-k Mu4: 26.038 in-k Mu: 216.939 in-k Mu/ PhiMn Ratio: 0.973 Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 127.542 in-k Ms2: 3.241 in-k Ms3: 4.320 in-k Ms4: 13.050 in-k Ms: 148.153 in-k Service Deflection Ds: 3.501 in 3.600 in Allowable Defl. Da: Os/ Da Ratio: 0.972 Wall Sec. is Adeguate for Slenderness :• I (_ • • • • ( • • • • • l.-\ -·--:··. • Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project_"""'E=L"""'F--=U=E=RT....,E~l2=-------- By __ ___,A=L,___ __ Page v-44 of __ _ D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR Date 12/30/87 Job 8777 --~-- Fu: 542.30 psf Parapet Height Hp: 0.000 ft Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in Wind Ld. 0 -20 ft. wul: 124.75 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 135.15 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.6764 inA2 Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 359 plf 930 plf V-41 Panel Reinf. is Adequate for Parapet Outward Reac. at Roof: Outward Reac. at Floor: 359 plf 930 plf • ( • • • • ( • • • • • v• • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 12 By AL Date 01/04/88 Analysis: PANELS Page V-4 5 of___ Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER INPUT Concrete Strength Concrete Weight f'c: 3,000 psi Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Beam Dead Load Bdl: Beam Bucket Length Lb: Add'l Axial Dead Ld. Adl: Effective Wall Length Le: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.750 in 23,086 plf 7.000 in 0 plf 3.000 ft H/150 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 13.500 in As: 0.5511 inA2 0.0057 0.0020 1. 500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 7695 plf 1450 plf 0 plf 9145 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: 29.00 psf Wind In O -20 ft. WI: 18.06 psf Wind In 20 -40 ft. W2: 19.57 psf Wind Out Full Ht. Wo: 17.94 psf V-45 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 8080 plf 1522 plf 0 plf 9602 plf Seismic Load Fu: 40.67 psf Wind In O -20 ft. Wul: 23.03 psf Wind In 20 -40 ft. Wu2: 24.95 psf Wind Out Full Ht. Wuo: 22.87 psf • ( • • • ( • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 12 By AL Page V-4'1 of __ _ Date 01/04/88 Job_---"'-'87...._.7..;..7 __ F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Area of Steel /ft As: 0.2755 in"2 Eff. Area of Stl Aseff: 0.4356 in"2 Stress Block Width a: 0.8541 in Neutral Axis c: 1.0048 in Roof Load Ecc. e: 9.7452 in Phi Factor Phi: 0.8333 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 147.284 in-k Reduced Mom. Str. PhiMn: 122.735 in-k Cr. Mom. of Inertia Icr: 107.560 in"3 Nominal Deflection Dn: 5.921 in Lateral Load Mom. Mui: 54.908 in-k Roof Ecc. Moment Mu2: -39.371 in-k Rf.+ Ppt. Moment Mu3: 47.843 in-k Panel Wt. Moment Mu4: 3.004 in-k Ultimate Moment Mu: 66.384 in-k Mu/ PhiMn Ratio: 0.541 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 39.150 in-k -37.495 in-k 18.468 in-k 1. 160 in-k 21.283 in-k 0.180 in 2.400 in 0.075 Wall Sec. is Adequate for Slenderness V-4h OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.2755 in"2 Eff. Area of Stl Aseff: 0.4356 in"2 Stress Block Width a: 0.8541 in Neutral Axis c: 1.0048 in Roof Load Ecc. e: 4.5048 in Phi Factor Phi: 0.8333 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 150.551 in-k Reduced Mom. Str. PhiMn: 125.457 in-k Cr. Mom. of Inertia lcr: 112. 739 in"3 Nominal Deflection Dn: 5.774 in Lateral Load Mom. Mui: 54.908 in-k Roof Ecc. Moment Mu2: 18.199 in-k Rf.+ Ppt. Moment Mu3: 46.657 in-k Panel Wt. Moment Mu4: 2.930 in-k Ultimate Moment Mu: 122.694 in-k Mu/ PhiMn Ratio: 0.978 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 39.150 in-k 17.332 in-k 18.468 in-k 1.160 in-k 76. 110 in-k 2.393 in 2.400 in 0.997 Wall Sec. is Adequate for Slenderness • I I (. •• • • • ( • • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page\/L.\J of __ Date 01/29/88 Job 8777 S O L I D P A N E L A N A L Y S I S "" SOLID WALLS ~ <-'Z.. 1 ~-c;_ INPUT Concrete Strength Concrete Weight f'c: 3,000 psi Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Add'l Axial Dead Ld. Hp: ~O.! __ QOOJb Hr: · 27. 750 ft Tp: 8.000 in Rd: 0. 750 in Lw: 3.500 in Rdl: 300 plf Adl: 0 plf Service Oefl. Limit Olm: H/150 VERTICAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Chair Size: SERVICE LOADS Wall Weight ;-··--·- #5 s : i 12 . 500 in . As: 0.2976 inA2 0.0031 0.0020 4.000 in Wt: 100.00 psf Roof Dead Load Pl: 300 plf 1387 plf 225 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. WI: Wind In 20 -40 ft. W2: 1912 pl f 30.00 psf 18.06 psf 19.57 psf Wind Out Full Ht. Wo: 17.94 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind In 20 -40 ft. Wu2: 315 plf 1456 plf 236 plf 2007 plf 42.08 psf 23.03 psf 24.95 psf Wind Out Full Ht. Wuo: 22.87 psf • • • • ( • • • '·_ .. _·. \.:_ . SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/29/88 Analysis: PANELS Page~ t.+~ of __ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.5625 in 0.2976 inA2 0.3310 inA2 0.6491 in 0.7637 in 9.9863 in 0.8861 3122.00 ksi 9.289 64.315 in-k 56.987 in-k 25.870 inA3 9.198 in 48.601 in-k -1.573 in-k 5.068 in-k 4.464 in-k 56.560 in-k 0.993 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Oa: Ds / Da Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.208 in 34.653 in-k -1.498 in-k 1.165 in-k 1.026 in-k 35.347 in-k 1.867 in 2.220 in 0.841 Wall Sec. is Adeguate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.6875 in 0.2976 inA2 0.3310 inA2 0.6491 in 0.7637 in 4.2637 in 0.8861 3122.00 ksi 9.289 66.798 in-k 59.187 in-k 28.070 inA3 8.805 in 48.601 in-k 0.672 in-k 4.851 in-k 4.273 in-k 58.397 in-k 0.987 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Oa: Os/ Da Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.208 in. 34.653 in-k 0.640 in-k 1.165 in-k 1.026 in-k 37.484 in-k 2.175 in 2.220 in 0.980 Wall Sec. is Adeguate for Slenderness • ( • • • • • • . \,, ...• • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J 4l\ of __ Date 01/29/88 Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS PARAPET DESIGN Seismic Load Fu: 112.20 psf Ult. Seismic Mom. Mus: 3.408 in-k Wind Ld. 0 -20 ft. Wul: 24.95 psf Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.821 in-k Seismic Load Governs HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 41.625 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 486 plf 414 plf Parapet Height Hp: 2.250 ft Min Depth to Reinf. d: 3. 562 in Area of Steel Req'd. As: 0. 0178 i n"2 Panel Area of Steel As: 0.2976 in"2 Panel Reinf. is Adeguate for Para~et Reveal H / t Ratio: Outward Reac. at Roof: Outward Reac. at Floor: 45.931 486 plf 414 plf • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE II "'" By NN Date 02/01/88 Analysis: PANELS Page \J 'rt) of___ Job 8777 • PANEL ANALYSIS 4aJ .. ·. WALL AT TRUCK DOORS 1,._'J? / . .:..IN=P_,,,Uc.!..T____________ =SE=I=S...,_Ml=C'----='-!DE=S=IG=N.:,__ __ _.____:'----- D O O R Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.750 in 300 plf 3.500 in 0 plf 12.000 ft 14.000 ft 2.300 ft H/100 VERTICAL REINFORCING EACH FACE Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: ~1· ·· #5 Bar Size: #4 s: ' 18.000 in' Bar Spacing: s: ! 7 .500 in Bar Spacing: _! _ ------~--------...:;.· Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight As: 0. 9920 inA2 0.0103 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 1083 plf 5413 plf 0 plf 6496 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 108.26 psf Wind In O -20 ft. WI: 65.19 psf Wind In 20 -40 ft. W2: 70.62 psf Wind Out Full Ht. Wo: 64.73 psf Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 1137 plf 5684 plf 0 plf 6821 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 151.84 psf Wind In O -20 ft. Wul: 83.11 psf Wind In 20 -40 ft. Wu2: 90.04 psf Wind Out Full Ht. Wuo: 82.53 psf • c .. • • • • ( • • • • . \:,::,: '•::·- •• SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE By NN Date 02/01/88 Analy$is: PANELS Page \JU\ of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT TRUCK DOORS INWARp ANALYSIS OUTWARD ANALYSIS Seism~c Loads Govern Design Seismic Loads Govern Design Depthi to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area pf Steel /ft As: 0.4960 in"2 Area of Steel /ft As: 0.4960 in"2 Eff. Area of Stl Aseff: 0.6097 in"2 Eff. Area of Stl Aseff: 0.6097 in"2 Stres~ Block Width a: 1.1955 in Stress Block Width a: 1.1955 in Neutr 1 Axis c: 1.4064 in Neutral Axis c: 1.4064 in Roof ~oad Ecc. e: 9.3436 in Roof Load Ecc. e: 4.9064 in Phi F~ctor Phi: 0.8526 Phi Factor Phi: 0.8526 Mod. pf Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratioi Es / Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nomin~l Moment Str. Mn: 199.907 in-k Nominal Moment Str. Mn: 204.479 in-k Reduced Mom. Str. PhiMn: 170.447 in-k Reduced Mom. Str. PhiMn: 174.346 in-k Cr. Mbm. of Inertia lcr: 133.904 in"3 Cr. Mom. of Inertia lcr: 140.585 in"3 Nomin~l Deflection On: 6.456 in Nominal Deflection On: 6.289 in ! Later~l Load Mom. Mui: 140.439 in-k Lateral Load Mom. Mui: 140.439 in-k Roof Ecc. Moment Mu2: -5.312 in-k Roof Ecc. Moment Mu2: 2.789 in-k Rf.~ Ppt. Moment Mu3: 7.340 in-k Rf.+ Ppt. Moment Mu3: 7.151 in-k Paneli Wt. Moment Mu4: 18.347 in-k Panel Wt. Moment Mu4: 17 .875 in-k Ultimjate Moment Mu: 160.814 in-k Ultimate Moment Mu: 168.254 in-k Mu/ PhiMn Ratio: 0.943 Mu/ PhiMn Ratio: 0.965 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modullus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mbm. of Inertia lg: 512.000 in"4 Gr. Mom. of Inertia lg: 512.000 1n"4 Reveal M. of Inert. lgr: 381.078 in"4 Reveal M. of Inert. lgr: 381.078 in"4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.243 fo Cracking Defl. Der: 0.243 in Lateral Load Mom. Msl: 100.135 in-k Lateral Load Mom. Msl: 100.135 in-k Roof Ecc. Moment Ms2: -5.060 in-k Roof Ecc. Moment Ms2: 2.657 in-k Rf.+ Ppt. Moment Ms3: 3.899 in-k Rf.+ Ppt. Moment Ms3: 3.899 in-k Panel Wt. Moment Ms4: 9.743 in-k Panel Wt. Moment Ms4: 9.743 in-k Service Moment Ms: 108. 717 in-k Service Moment Ms: 116.434 in~k Service Deflection Os: 3.145 in Service Deflection Os: 3.259 in Allowable Oefl. Da: 3.600 in Allowable Oefl. Oa: 3.600 in Os/ Da Ratio: 0.874 Os/ Oa Ratio: 0.905 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness • ( • • • • ( • • • • . (.:,":. ', ;-:> • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \Jfl:2; of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT TRUCK DOORS PARAPET DESIGN Seismic Load Fu: 404.90 psf Ult. Seismic Mom. Mus: 0.000 in-k Wind Ld. 0 -20 ft. wul: 90.04 psf Wind Ld. 20 -40 ft. wu2: 97.54 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: - 379 plf 784 plf Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 6.062 in Area of Steel Req'd. As: 0.0000 inA2 Panel Area of Steel As: 0.4960 inA2 Panel Reinf. is Adeguate for ParaQet Outward Reac. at Roof: Outward Reac. at Floor: 379 plf 784 plf ,,. ( • • • • ( • • • • . /'..:_:.:: ' \.·.·.· • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE Analysis: PANELS By NN Page~~ of __ Date 01/28/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Ledger Width Add'l Axial Dead Ld. Door Width Door Height Panel Leg Width Service Defl. Limit Hp: 30.000 ft Hr: 30.000 ft Tp: 8.000 in Rd: 0.000 in Rdl: 300 plf Lw: 3.500 in Adl: 0 nlf n---~i:7 Wdr: 16.000 ___ ftJ Hdr: -12~000 ft Plg: 2.000 ft Olm: H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight I #5 \ s: \ 4 .000 in As: 1.8600 inA2 0.0194 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 1500 plf 7500 plf 0 plf 9000 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 150.00 psf Wind In O -20 ft. WI: 90.32 psf Wind In 20 -40 ft. W2: 97.84 psf Wind Out Full Ht. Wo: 89.69 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 Bar Size: Bar Spacing: \ #14 \ s: \ 18. 000 in 1-----_____ .. Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged UL TI MATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 1575 plf 7875 plf 0 plf 9450 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 210.37 psf Wind In O -20 ft. Wul: 115.15 psf Wind In 20 -40 ft. Wu2: 124.75 psf Wind Out Full Ht. Wuo: 114.35 psf • ( • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE By NN Date 01/28/88 Analysis: PANELS Page'/ )Ji\ of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e; Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 6.8125 in 0.9300 in"2 1.0875 in"2 2.1324 in 2.5087 in 8.9914 in 0.8344 3122.00 ksi 9.289 374.948 in-k 312.847 in-k 250.268 in"3 6.478 in lateral Load Mom . Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 211.301 in-k Mu2: -7.081 in-k Mu3: 10.203 in-k Mu4: 25.509 in-k Mu: 239.932 in-k Mu/ PhiMn Ratio: 0.767 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi 512.000 in"4 35.054 in-k 0.296 in Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 150.660 in-k Ms2: -6.744 in-k Ms3: 5.400 in-k Ms4: 13.500 in-k Ms: 162.816 in-k Service Deflection Ds: , 2.620 in Allowable Defl. Da: 3.600 in Ds / Da Ratio: 0.728 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection Dn: 6.1875 in 0.9300 in"2 1.0875 in"2 2.1324 in 2.5087 in 6.0087 in 0.8344 3122.00 ksi 9.289 334.166 in-k 278.820 in-k 199.868 in"3 7.230 in lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 211.301 in-k Mu2: 4.732 in-k Mu3: 11.387 in-k Mu4: 28.467 in-k Mu: 255.886 in-k Mu/ PhiMn Ratio: 0.918 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 1n"4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 150.660 in-k Ms2: 4.506 iri-k Ms3: 5.400 in-k Ms4: 13.500 in-k Ms: 174.066 in-k Service Deflection Ds: 3.518 in 3.600 in Allowable Defl. Da: Os/ Da Ratio: 0.977 Wall Sec. is Adequate for Slenderness • • • • • • • • • c· • Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \l~)V of __ D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS Date 01/28/88 Job 8777 Fu: 561.00 psf Parapet Height Hp: 0.000 ft Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in Wind Ld. 0 -20 ft. wul: 124.75 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 135.15 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.9300 inA2 Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 392 plf 1098 plf Panel Reinf. is Adequate for Parapet Outward Reac. at Roof: Outward Reac. at Floor: 392 plf 1098 pl f • ( .. · • • • ( • • • • • I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page \1t;((} of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.000 in 300 plf 3.500 in cn~g+~ 1.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 7. 500 in As: 0.9920 1nA2 0.0103 0.0020 1.500 in 6.500 in Wt: 100 .00 psf Roof Dead Load Pl: 810 plf 4050 plf 0 plf 4860 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 81.00 psf Wind In O -20 ft. Wl: 48.77 psf Wind In 20 -40 ft. W2: 52.84 psf Wind Out Full Ht. Wo: 48.43 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 850 plf 4252 plf 0 plf 5102 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 113.60 psf Wind In O -20 ft. Wul: 62.18 psf Wind In 20 -40 ft. Wu2: 67.37 psf Wind Out Full Ht. Wuo: 61.75 psf • ( \ · .. • • • • ( • • • • . ~:. • I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page \/~fl of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection Dn: 6.8125 in 0.4960 inA2 0.5810 inA2 1.1393 in 1.3403 in 10.1597 in 0.8646 3122.00 ksi 9.289 217 .639 in-k 188.164 in-k 171.249 inA3 5.496 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 142.849 in-k Mu2: -4.318 in-k Mu3: 4.671 in-k Mu4: 11.683 in-k Mu: 154.886 in-k Mu/ PhiMn Ratio: 0.823 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 101.853 in-k Ms2: -4.115 in-k Ms3: 2.916 in-k Ms4: 7.290 in-k Ms: 107.944 in-k Service Deflection Ds: 2.372 in 3.600 in Allowable Defl. Da: Os/ Da Ratio: 0.659 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 6.1875 in 0.4960 inA2 0.5810 inA2 1.1393 in 1.3403 in 4.8403 in 0.8646 3122.00 ksi 9.289 195.850 in-k 169.326 in-k 136. 439 inA3 6.207 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 142.849 in-k Mu2: 2.057 in-k Mu3: 5.276 in-k Mu4: 13.196 in-k Mu: 163.378 in-k Mu/ PhiMn Ratio: 0.965 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 101.853 in-k Ms2: 1.960 in-k Ms3: 2.916 in-k Ms4: 7.290 in-k Ms: 114.019 in-k Service Deflection Os: 3.199 in 3.600 in Allowable Oefl. Da: Os/ Da Ratio: 0.889 Wall Sec. is Adequate for Slenderness • C • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page VS'o of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS PARAPET DESIGN Seismic Load Fu: 302.94 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in Wind Ld. 0 -20 ft. wul: 67.37 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 72.98 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.4960 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 435 plf 900 plf Outward Reac. at Roof: Outward Reac. at Floor: 435 plf 900 plf • ( .·· • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE If L By NN Date 02/01/88 Analysis: PANELS Page V()g of__ Job 8777 D O O R P A N E L A N A L Y S I S WALL PANELS /Is '2. ~ £1 t c.p ( 9¢0 1._.) INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 30.000 ft 28.000 ft· 8.000 in 1 0.750 in 300 plf 3.500 in 0 plf 16.000 ft 6.000 ft 4.000 ft -H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight s: As: #5 8.000 in --~ 0.9300 inA2 0.0097 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 900 plf 4200 plf 600 plf 5700 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic load Below Seismic load Above Fl: 30.00 psf F2: 90.00 psf Wind In O -20 ft. WI: 54.19 psf Wind In 20 -40 ft. W2: 58.71 psf Wind Out Full Ht . Wo: 53.81 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING 70 mph,,,, 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 ___ --, Bar Size: ;·---,4 \ s: 18.000 in· Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* ----.... ~ As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l ld. Pu3: Total Ld. at Mid-ht. Pu: 945 plf 4410 plf 630 plf 5985 plf Seismic load Below Ful: 42.08 psf Seismic Load Above Fu2: 126.22 psf Wind In O -20 ft. Wul: 69.09 psf Wind In 20 -40 ft. Wu2: 74.85 psf Wind Out Full Ht. Wuo: 68.61 psf • C ,. • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE By NN Date 02/01/88 Analysis: PANELS Page \/ 00 of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL PANELS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: 6.0625 in 0.4650 inA2 0.5647 inA2 1.1074 in 1.3028 in 9.4472 in 0.8584 3122.00 ksi 9.289 186.666 in-k 160.242 in-k }27 .692 inA3 5.507 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 139.352 in-k Mu2: -4.464 in-k Mu3: 8.673 in-k Mu4: 12.142 in-k Mu: 155.703 in-k Mu/ PhiMn Ratio: 0.972 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 5}2.000 inA4 381.078 inA4 28.790 in-k 0.212 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 99.360 in-k Ms2: -4.251 in-k Ms3: 5.040 in-k Ms4: 7.056 in-k Ms: 107.205 in-k Service Deflection Os: 2.842 in 3.360 in Allowable Defl. Da: Os/ Da Ratio: 0.846 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 6.1875 in 0.4650 inA2 0.5647 inA2 1.1074 in 1.3028 in 4.8028 in 0.8584 3122.00 ksi 9.289 190.902 in-k 163.878 in-k 134.0}6 inA3 5.366 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 139.352 in-k Mu2: 2.269 in-k Mu3: 8.451 in-k Mu4: 11.831 in-k Mu: 161.904 in-k Mu/ PhiMn Ratio: 0.988 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.212 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 99.360 in-k Ms2: 2.161 in-k Ms3: 5.040 in-k Ms4: 7.056 in-k Ms: 113.617 in-k Service Deflection Os: 2.909 in 3.360 in Allowable Defl. Da: Os/ Da Ratio: 0.866 Wall Sec. is Adequate for Slenderness SCHEIBEL/DYER ASSOCIATES, INC. • STRUCTURAL ENGINEERS Project EL FUERTE ( By NN Date 02l0ll88 I• Analysis: PANELS Page ~fol of Job 8777 DOOR P A N E L A N A L Y S I S WALL PANELS • PARAPET DESIGN Seismic Load Fu: 336.60 psf Parapet Height Hp: 2.000 ft Ult. Seismic Mom. Mus: 8.078 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 74.85 psf Area of Steel Req'd. As: 0.0248 in"2 • Wind Ld. 20 -40 ft. wu2: 81.09 psf Ult. Wind Moment Muw: 1.946 in-k Panel Area of Steel As: 0.4650 in"2 Seismic Load Governs Panel Reinf. is Adequate for Parapet • LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 469 plf Outward Reac. at Roof: 469 plf Inward Reac. at Floor: 932 plf Outward Reac. at Floor: 932 plf ( • • • • • • •• • I. • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE I{ 1.,,,, / Pr/,.,t C...-, i, By NN Date 02/01/88 Analysis: PANELS Page \J {oi, of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 25 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 29.000 ft 8.000 in 0.750 in 60 plf 3.500 in 0 plf 23.000 ft 6.000 ft 3.500 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS #5 s: 4.000 in As: 1.8600 inA2 0.0194 0.0020 1.500 fo 6.500 in SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: 257 plf 6214 plf 429 plf 6900 plf Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 128.57 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 270 plf 6525 plf 450 plf 7245 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 180.32 psf Wind In O -20 ft. WI: 77.41 psf Wind In O -20 ft. Wul: 98.70 psf Wind In 20 -40 ft. W2: 83.87 psf Wind In 20 -40 ft. Wu2: 106.93 psf Wind Out Full Ht. Wo: 76.88 psf Wind Out Full Ht. Wuo: 98.02 psf •• ( •• • • • ( • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \J (02 of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6 .1875 in Area of Steel /ft As: 0.9300 in"2 Area of Steel /ft As: 0.9300 in"2 Eff. Area of Stl Aseff: 1.0508 in"2 Eff. Area of Stl Aseff: 1.0508 in"2 Stress Block Width a: 2.0603 in Stress Block Width a: 2.0603 in Neutral Axis c: 2.4239 in Neutral Axis c: 2.4239 in Roof Load Ecc. e: 8.3261 in Roof Load Ecc. e: 5.9239 in Phi Factor Phi: 0.8497 Phi Factor Phi: 0.8497 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 317. 265 in-k Nominal Moment Str. Mn: 325.145 in-k Reduced Mom. Str. PhiMn: 269.576 in-k Reduced Mom. Str. PhiMn: 276.272 in-k Cr. Mom. of Inertia lcr: 186.187 in"3 Cr. Mom. of Inertia Icr: 195.218 in"3 Nominal Deflection On: 6.885 in Nominal Deflection On: 6.730 in Lateral Load Mom. Mui: 212.545 in-k Lateral Load Mom. Mui: 212.545 in-k Roof Ecc. Moment Mu2: -1.124 in-k Roof Ecc. Moment Mu2: 0.800 in-k Rf.+ Ppt. Moment Mu3: 4.957 in-k Rf.+ Ppt. Moment Mu3: 4.846 in-k Panel Wt. Moment Mu4: 22.464 in-k Panel Wt. Moment Mu4: 21.956 in-k Ultimate Moment Mu: 238.842 in-k Ultimate Moment Mu: 240.147 in-k Mu/ PhiMn Ratio: 0.886 Mu/ PhiMn Ratio: 0.869 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 in"4 Gr. Mom. of Inertia lg: 512.000 in"4 Reveal M. of Inert. lgr: 381.078 in"4 Reveal M. of Inert. lgr: 381.078 in"4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.227 in Cracking Defl. Der: 0.227 in Lateral Load Mom. Msl: 151. 54 7 in-k Lateral Load Mom. Msl: 151.547 in-k Roof Ecc. Moment Ms2: -1.070 in-k Roof Ecc. Moment Ms2: 0.761 in-k Rf.+ Ppt. Moment Ms3: 2.387 in-k Rf.+ Ppt. Moment Ms3: 2.387 in-k Panel Wt. Moment Ms4: 10.812 in-k Panel Wt. Moment Ms4: 10.812 in-k Service Moment Ms: 163.677 in-k Service Moment Ms: 165.508 in-k Service Deflection Os: 3.340 in Service Deflection Os: 3.227 in Allowable Defl. Da: 3.480 in Allowable Defl. Da: 3.480 in Os/ Da Ratio: 0.960 Os/ Da Ratio: 0.927 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness • C.·· .. ·· • • • • ( • • • • I ;. (:_:/ Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J (a Y: of __ DOOR PANEL ANALYSIS WALL I 25 Date 02/01/88 Job 8777 Fu: 480.86 psf Parapet Height Hp: 1.000 ft Mus: 2.885 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. O -20 ft. wul: 106.93 psf Area of Steel Req'd. As: 0.0088 inA2 Wind Ld. 20 -40 ft. wu2: 115.84 psf Ult. Wind Moment Muw: 0.695 in-k Panel Area of Steel As: 0.9300 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 451 plf Outward Reac. at Roof: Inward Reac. at Floor: 1332 plf Outward Reac. at Floor: 451 plf 1332 plf /. ! . • • • • ( • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Proj~ct EL FUERTE /,('1...,,-, fft,,'? -z_ , By NN Date 02/01/88 Analysis: PANELS Page \J (r V of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 29.000 ft 9.000 in 0.750 in 60 plf 3.500 in 0 plf 23.000 ft 6.000 ft 3.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft -As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Sbe: High Chair Size: SERVICE LOADS Wall Weight #5 s: 4.500 in As: 1.6533 inA2 0.0153 0.0020 1.500 in 7.500 in Wt: 112.50 psf Roof Dead Load Pl: 290 plf 7884 plf 544 plf 8718 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 33.75 psf F2: 163.12 psf Wind In O -20 ft. WI: 87.31 psf Wind In 20 -40 ft. W2: 94.58 psf Wind Out Full Ht . Wo: 86.70 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged UL TI MATE LOADS Wall Weight Wtu: 118.12 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 304 plf 8278 plf 571 pl f 9153 plf Seismic Load Below Ful: 47.33 psf Seismic Load Above Fu2: 228.78 psf Wind In O -20 ft. Wul: 111.32 psf Wind In 20 -40 ft. Wu2: 120.59 psf Wind Out Full Ht. Wuo: 110.54 psf • • • • • .( • • • ((t • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page ~ Ir' r of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic loads Govern Design Depth to Reinf. d: 7.0625 in Depth to Reinf. d: 7 .1875 in Area of Steel /ft As: 0.8266 in"2 Area of Steel /ft As: 0.8266 in"2 Eff. Area of Stl Aseff: 0.9792 in"2 Eff. Area of Stl Aseff: 0.9792 in"2 Stress Block Width a: I. 9200 in Stress Block Width a: I. 9200 in Neutral Axis c: 2.2589 in Neutral Axis c: 2.2589 in Roof Load Ecc. e: 9.4911 in Roof Load Ecc. e: 5.7589 in Phi Factor Phi: 0.8435 Phi Factor Phi: 0.8435 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 358.539 in-k Nominal Moment Str. Mn: 365.883 in-k Reduced Mom. Str. PhiMn: 302.428 in-k Reduced Mom. Str. PhiMn: 308.623 in-k Cr. Mom. of Inertia Icr: 255.991 in"3 Cr. Mom. of Inertia Icr: 267.057 in"3 Nominal Deflection On: 5.659 in Nominal Deflection Dn: 5.536 in Lateral load Mom. Mui: 269.013 in-k Lateral Load Mom. Mui: 269.013 in-k Roof Ecc. Moment Mu2: -1.443 in-k Roof Ecc. Moment Mu2: 0.875 in-k Rf.+ Ppt. Moment Mu3: 4.952 in-k Rf.+ Ppt. Moment Mu3: 4.844 in-k Panel Wt. Moment Mu4: 23.424 in-k Panel Wt. Moment Mu4: 22.913 in-k Ultimate Moment Mu: 295.946 in-k Ultimate Moment Mu: 297.646 in-k Mu/ PhiMn Ratio: 0.979 Mu/ PhiMn Ratio: 0.964 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 729.000 in"4 Gr. Mom. of Inertia lg: 729.000 in"4 Reveal M. of Inert. lgr: 561.516 in"4 Reveal M. of Inert. lgr: 561. 516 in"4 Cracking Moment Mer: 37.279 in-k Cracking Moment Mer: 37.279 in-k Cracking Defl. Der: 0.207 in Cracking Defl. Der: 0.207 in Lateral load Mom. Msl: 191.810 in-k Lateral Load Mom. Msl: 191.810 in-k Roof Ecc. Moment Ms2: -1.376 in-k Roof Ecc. Moment Ms2: 0.835 in-k Rf.+ Ppt. Moment Ms3: 2.902 in-k Rf.+ Ppt. Moment Ms3: 2.902 in-k Panel Wt. Moment Ms4: 13. 718 in-k Panel Wt. Moment Ms4: 13. 718 in-k Service Moment Ms: 207.054 in-k Service Moment Ms: 209.265 in-k Service Deflection Os: 3.088 in Service Deflection Os: 2.996 in Allowable Defl. Da: 3.480 in A 11 owab 1 e Defl • Da: 3.480 in Ds / Da Ratio: 0.887 Os/ Da Ratio: 0.861 Wall Sec. is Adequate for Slenderne~s Wall Sec. is Adequate for Slenderness • • • • • • • • • Analysis: PANELS PARAPET DESIGN Seismic load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \l(o1 of __ D O O R P A N E L A N A L Y S I S WALL I 25 Date 02/01/88 Job 8777 Fu: 610.09 psf Parapet Height Hp: 1.000 ft Mus: 3.661 in-k Min Depth to Reinf. d: 7.062 in Wind ld. 0 -20 ft. wul: 120.59 psf Area of Steel Req'd. As: 0.0096 inA2 Wind ld. 20 -40 ft. wu2: 130.64 psf Ult. Wind Moment Muw: 0.784 in-k Panel Area of Steel As: 0.8266 inA2 Seismic load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 507 plf Outward Reac. at Roof: Inward Reac. at Floor: 1667 plf Outward Reac. at Floor: 507 plf 1667 plf SCHEIBEL/DYER ASSOCIATES, INC. • STRUCTURAL ENGINEERS Project EL FUERTE (".· . By NN Date 02l01l88 \\<.:· Page \J lP0 of Analysis: PANELS Job 8777 • DOOR P A N E L A N A L Y S I S WALL# 26 • INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 • Panel Height Hp: 30.000 ft WIND DESIGN Roof Height Hr: 30.000 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 60 plf Wind Imp. Factor Iw: 1.00 • Ledger Width Lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 13.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 6.000 ~! Parapets Cq: 1.30 Panel Leg Width Plg: I 2.900 ==7 0 to 20 ft. Elev. Ce: 1.20 .( Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 Bar Spacing: s: 5.500 in Bar Spacing: s: 18.000 in Area of Steel/ ft As: 1.3527 in"2 Area of Steel/ ft As: 0 .1333 i n"2 • As/Ag Ratio: 0.0141 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 6.500 in areas of steel may be interchanged • SERVICE LOADS ULTIMATE LOADS Wa11 Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: 194 plf Roof Dead Load Pul: 204 plf • Panel Wt. at Mid-ht. P2: 4862 plf Panel Wt. at Mid-ht. Pu2: 5105 plf Ppt. Wt.+ Add'l Ld. P3: 0 plf Ppt. Wt.+ Add'l Ld. Pu3: 0 plf Total Ld. at Mid-ht. P: 5056 plf Total Ld. at Mid-ht. Pu: 5309 plf Seismic load Below Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf Seismic Load Above F2: 97.24 psf Seismic Load Above Fu2: 136.38 psf • c-·:.: Wind In 0 -20 ft. Wl: 58.55 psf Wind In 0 -20 ft. Wul: 74.65 psf :}i/ Wind In 20 -40 ft. W2: 63.43 psf Wind In 20 -40 ft. Wu2: 80.87 psf Wind Out Full Ht • Wo: 58.14 psf Wind Out Full Ht. Wuo: 74.13 psf • • (_. .. _ '·=.:~,: . • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \J (oCj of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 INWARD ANALYSIS Seismic loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.0625 in 0.6764 in"2 0.7648 in"2 1.4997 in 1. 7644 in 8.9856 in 0.8631 3122.00 ksi 9.289 243.802 in-k 210.433 in-k 153.221 in"3 6.880 in 173.929 in-k -0. 917 in-k 1.404 in-k 17.562 in-k 191. 979 in-k 0.912 Wall Sectjon is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 124.014 in-k Ms2: -0.872 in-k Ms3: 0.698 in-k Ms4: 8.752 in-k Ms: 132.592 in-k Service Deflection Os: 3.447 in 3.600 in Allowable Defl. Oa: Os/ Da Ratio: 0.958 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: Lateral load Mom. Roof £cc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: . Mul: Mu2: Mu3: Mu4: Mu: 6.1875 in 0.6764 in"2 0.7648 in"2 1.4997 in 1.7644 in 5.2644 in 0.8631 3122.00 ksi 9.289 249.538 in-k 215.384 in-k 160.967 in"3 6.704 in 173.929 in-k 0.537 in-k 1.368 in-k 17 .111 in-k 192.945 in-k 0.896 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 1n"4 381.078 in"4 28.790 in-k 0.243 in lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 124.014 in-k Ms2: 0.511 in-k Ms3: 0.698 in-k Ms4: 8.752 in-k Ms: 133.974 in-k Service Deflection Os: 3 .321 in 3.600 in Allowable Oefl. Da: Os/ Da Ratio: 0.923 Wall Sec. is Adeguate for Slenderness • • • • • • • • • • r_ \(:-::. ( Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \JJ O of __ Date 02/01/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL# 26 PARAPET DESIGN Seismic Load Fu: 363.68 psf Ult. Seismic Mom. Mus: 0.000 in-k Wind Ld. 0 -20 ft. wul: 80.87 psf Wind Ld. 20 -40 ft. wu2: 87.61 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 438 plf 1096 plf Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 6.062 in Area of Steel Req'd. As: 0.0000 in"2 Panel Area of Steel As: 0.6764 in"2 Panel Reinf. is Adeguate for Paraget Outward Reac. at Roof: Outward Reac. at Floor: 438 plf 1096 plf c- ( • • • • ( • • • • • • ------- SCHEIBEL/DYER ASSOCIATES. INC. STRUCTURAL ENGINEERS Project EL FUERTE t/ 2..,-1 kL 1/ '--? 1.,, By NN Date 02/01/88 Analysis: PANELS Page \/ 1 \ of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 26 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.750 in 60 plf 3.500 in 0 plf 12.000 ft --6..JlOO-ft µ.JOOJ/t H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS #5 s: 8.000 in As: 0.9300 in"2 0.0097 0.0020 1.500 in 6.500 in SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: 157 plf 3932 plf 0 plf 4089 plf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 165 pl f 4129 plf 0 plf 4294 plf Seismic Load Below Seismic Load Above Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf F2: 78.65 psf Seismic Load Above Fu2: 110.30 psf Wind In O -20 ft. WI: 47 .36 psf Wind In O -20 ft. Wul: · 60.38 psf Wind In 20 -40 ft. W2: 51.30 psf Wind In 20 -40 ft. Wu2: 65.41 psf Wind Out Full Ht. Wo: 47.03 psf Wind Out Full Ht. Wuo: 59.96 psf SCHEIBEL/DYER ASSOCIATES, INC. • STRUCTURAL ENGINEERS Project EL FUERTE ( By NN Date 02[01[88 . --· .. :.·· Page \J 12, of Analysis: PANELS Job 8777 ,. DOOR P A N E L A N A L Y S I S WALL# 26(& 28) •• INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.4650 inA2 Area of Steel /ft As: 0.4650 inA2 Eff. Area of Stl Aseff: 0.5366 inA2 Eff. Area of Stl Aseff: 0. 5366 inA2 • Stress Block Width a: 1.0521 in Stress Block Width a: 1.0521 in Neutral Axis c: 1.2378 in Neutral Axis c: 1.2378 in Roof Load Ecc. e: 9.5122 in Roof Load Ecc. e: 4.7378 in Phi Factor Phi: 0.8702 Phi Factor Phi: 0.8702 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 • Nominal Moment Str. Mn: 178.241 in-k Nominal Moment Str. Mn: 182.265 in-k Reduced Mom. Str. PhiMn: 155.102 in-k Reduced Mom. Str. PhiMn: 158.603 in-k Cr. Mom. of Inertia Icr: 123,607 inA3 Cr. Mom. of Inertia Icr: 129.697 inA3 Nominal Deflection Dn: 6.235 in Nominal Deflection Dn: 6.077 in ( Lateral Load Mom. Mul: 141.543 in-k Lateral Load Mom. Mul: 141. 543 i n-k • Roof Ecc. Moment Mu2: -0.785 in-k Roof Ecc. Moment Mu2: 0.391 in-k Rf.+ Ppt. Moment Mu3: 1.029 in-k Rf.+ Ppt. Moment Mu3: 1.003 in-k Panel Wt. Moment Mu4: 12.873 in-k Panel Wt. Moment Mu4: 12.546 in-k Ultimate Moment Mu: 154.660 in-k Ultimate Moment Mu: 155.482 in-k Mu/ PhiMn Ratio: 0.997 Mu/ PhiMn Ratio: 0.980 • Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 inA4 Gr. Mom. of Inertia lg: 512.000 inA4 Reveal M. of Inert. lgr: 381, 0]8 inA4 Reveal M. of Inert. Igr: 381.078 inA4 • Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.243 in Cracking Defl. Der: 0.243 in Lateral Load Mom. Msl: 100.922 in-k Lateral Load Mom. Msl: 100.922 in-k Roof Ecc. Moment Ms2: -0.747 in-k Roof Ecc. Moment Ms2: 0.372 in-k Rf.+ Ppt. Moment Ms3: 0.565 in-k Rf.+ Ppt. Moment Ms3: 0.565 in-k • Panel Wt. Moment Ms4: 7.078 in-k Panel Wt. Moment Ms4: 7.078 in-k Service Moment Ms: 107.818 in-k Service Moment Ms: 108.936 in-k Service Deflection Ds: 3.412 in Service Deflection Ds: 3.290 in Al 1 owabl e Defl. Da: 3.600 in A 11 owab 1 e Defl • Da: 3.600 in • ;.::__'~:"~. Os/ Oa Ratio: 0.948 Os/ Oa Ratio: 0.914 \:" -..,:_ ...... > Wall Sec. is Adequate for Slendern~s~ Wall Sec. is Adequate for Slenderness • • • • • • ( • • • • • SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \(13 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 26(& 28) PARAPET DESIGN Seismic Load Fu: 294.15 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 65.41 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 70.86 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.4650 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 439 plf Outward Reac. at Roof: 917 plf Outward Reac. at Floor: 439 plf 917 pl f • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE L ..Z. L ~-i,. * ~ -Z. By NN Date 02/01/88 Analysis: PANELS Page \J 14 of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 27 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 29.000 ft 8.000 in 0.750 in 60 plf 3.500 in 0 plf 20.000 ft 6.000 ft 3.500 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS #5 s: 5.000 in As: 1.4880 in"2 0.0155 0.0020 1.500 in 6.500 in SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: 231 plf 5593 plf 386 plf 6210 plf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 243 plf 5873 plf 405 plf 6521 plf Seismic Load Below Seismic load Above Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf F2: 115.71 psf Seismic Load Above Fu2: 162.29 psf Wind In O -20 ft. WI: 69.67 psf Wind In O -20 ft. Wul: 88.83 psf Wind In 20 -40 ft. W2: 75.48 psf Wind In 20 -40 ft. Wu2: 96.24 psf Wind Out Full Ht. Wo: 69.19 psf Wind Out Full Ht. Wuo: 88.22 psf SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS • Project EL FUERTE ( By l NN Date 02l0ll88 Analysis: PANELS Page \J10 of Job 8777 • DOOR P A N E L A N A L Y S I S WALL I 27 INWARD ANALYSIS OUTWARD ANALYSIS • Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.7440 inA2 Area of Steel /ft As: 0.7440 inA2 Eff. Area of Stl Aseff: 0.8527 inA2 Eff. Area of Stl Aseff: 0.8527 inA2 • Stress Block Width a: 1.6719 in Stress Block Width a: 1.6719 in Neutral Axis c: 1.9670 in Neutral Axis c: 1.9670 in Roof Load Ecc. e: 8.7830 in Roof Load Ecc. e: 5.4670 in Phi Factor Phi: 0.8547 PM Factor Phi: 0.8547 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 • Nominal Moment Str. Mn: 267.395 in-k Nominal Moment Str. Mn: 273.790 in-k Reduced Mom. Str. PhiMn: 228.546 in-k Reduced Mom. Str. PhiMn: 234.012 in-k Cr. Mom. of Inertia lcr: 163.295 inA3 Cr. Mom. of Inertia Icr: 171.529 inA3 Nominal Deflection On: 6.617 in Nominal Deflection Dn: 6.450 in ( Lateral Load Mom. Mui: 191. 745 in-k Lateral Load Mom. Mui: 191.745 in-k • Roof Ecc. Moment Mu2: -1.067 in-k Roof Ecc. Moment Mu2: 0.664 in-k Rf.+ Ppt. Moment Mu3: 4.288 in-k Rf.+ Ppt. Moment Mu3: 4.179 in-k Panel Wt. Moment Mu4: 19.430 in-k Panel Wt. Moment Mu4: 18.939 in-k Ultimate Moment Mu: 214.395 in-k Ultimate Moment Mu: 215.528 in-k Mu/ PhiMn Ratio: 0.938 Mu/ PhiMn Ratio: 0.921 • Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 5}2.000 inA4 Gr. Mom. of Inertia lg: 5}2.000 inA4 Reveal M. of Inert. lgr: 38}.078 inA4 Reveal M. of Inert. Igr: 38}.078 inA4 • Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.227 in Crack 1 ng Defl • Der: 0.227 in Lateral Load Mom. Msl: 136. 716 in-k Lateral Load Mom. Msl: 136. 716 fo-k Roof Ecc. Moment Ms2: -1.014 in-k Roof Ecc. Moment Ms2: 0.631 in-k Rf.+ Ppt. Moment Ms3: 2.147 in-k Rf.+ Ppt. Moment Ms3: 2.147 in-k • Panel Wt. Moment Ms4: 9.732 in-k Panel Wt. Moment Ms4: 9.732 in-k Service Moment Ms: 147.581 in-k Service Moment Ms: 149.227 in-k Service Deflection Os: 3.408 in Service Deflection Os: 3.286 in Allowable Defl. Da: 3.480 in Allowable Defl. Da: 3.480 in • Os/ Da Ratio: 0.979 Ds / Da Ratio: 0.944 Wall Sec . is Adequate for Slenderness Wal] Sec. is Adequate for Slenderness • ( .. --· • • • • ( • • • • . .. .• i~::;/· • Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J ](e of __ D O O R P A N E L A N A L Y S I S WALL I 27 Date 02/01/88 Job 8777 Fu: 432.77 psf Parapet Height Hp: 1.000 ft Mus: 2.597 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 96.24 psf Area of Steel Req'd. As: 0.0079 inA2 Wind Ld. 20 -40 ft. wu2: 104.26 psf Ult. Wind Moment Muw: 0.626 in-k Panel Area of Steel As: 0.7440 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 452 plf Outward Reac. at Roof: Inward Reac. at Floor: 1215 plf Outward Reac. at Floor: 452 plf 1215 plf SCHEIBEL/DYER ASSOCIATES, INC. • STRUCTURAL ENGINEERS Project EL FUERTE ( .. '· By ·-::-;-NN Date 02/01/88 Analysh: PANELS Page \J]J of Job 8777 • DOOR P A N E L A N A L Y S I S WALL I ~ 'fr b • INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 • Panel Height Hp: 30.000 ft WIND DESIGN Roof Height Hr: 28.500 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 60 plf Wind Imp. factor Iw: 1.00 • Ledger Width Lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 8.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 6.000 ft Parapets Cq: 1.30 Panel Leg Width Plg: 2.500 ft 0 to 20 ft. Elev. Ce: 1.20 ( Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 • VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 Bar Spacing: s: 9.000 in Bar Spacing: s: 18.000 in • Area of Steel/ ft As: Q.8267 inA2 Area of Steel/ ft As: 0.}333 inA2 As/Ag Ratio: 0.0086 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 6.500 in areas of steel may be interchanged • SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: 156 plf Roof Dead Load Pul: 164 plf • Panel Wt. at Mid-ht. P2: 3705 plf Panel Wt. at Mid-ht. Pu2: 3890 plf Ppt. Wt.+ Add'l Ld. P3: 390 plf Ppt. Wt.+ Add'l Ld. Pu3: 409 plf Total Ld. at Mid-ht. P: 4251 plf Total Ld. at Mid-ht. Pu: 4463 plf Seismic load Below Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf Seismic Load Above F2: 78.00 psf Seismic Load Above Fu2: 109.39 psf • ({? Wind In 0 -20 ft. Wl: 46.96 psf Wind In 0 -20 ft. Wul: 59.88 psf Wind In 20 -40 ft. W2: 50.88 psf Wind In 20 -40 ft. Wu2: 64.87 psf Wind Out Full Ht. Wo: 46.64 psf Wind Out Full Ht. Wuo: 59.46 psf • • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page YJ0 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: 6.0625 in 0.4}33 inA2 0.4877 inA2 0.9563 in 1. 1251 in 9.6249 in 0.8690 3122.00 ksi 9.289 163.415 in-k 142.009 in-k 116.}40 inA3 5.491 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 126.014 in-k Mu2: -0.789 in-k Mu3: 3.146 in-k Mu4: 10.680 in-k Mu: 139.051 in-k Mu/ PhiMn Ratio: 0.979 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 5}2.000 inA4 38}. 078 inA4 28.790 in-k 0.219 in 89.849 in-k -0. 751 in-k 1.867 in-k 6.336 in-k 97.301 in-k 2.902 in 3.420 in 0.849 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: 6 .1875 in 0.4}33 inA2 0.4877 inA2 0.9563 in 1. 1251 in 4.6251 in 0.8690 3122.00 ksi 9.289 167.073 in-k 145.187 in-k 121.802 inA3 5.353 in Lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 126.014 in-k Mu2: 0.379 in-k Mu3: 3.067 in-k Mu4: 10.412 in-k Mu: 139.872 in-k Mu/ PhiMn Ratio: 0.963 Wall Section js Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Oa: Os/ Oa Ratio: 273.861 psi 5}2.000 inA4 38}.078 inA4 28.790 in-k 0.219 in 89.849 in-k 0.361 in-k 1.867 in-k 6.336 in-k 98.413 in-k 2.804 in 3.420 in 0.820 Wall Sec. is Adequate for Slenderness • C.:.· • • • • ( • • • • • c::_, • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \llC\ of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 PARAPET DESIGN Seismic Load Fu: 291.72 psf Parapet Height Hp: 1.500 ft Ult. Seismic Mom. Mus: 3.938 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 64.87 psf Area of Steel Req'd. As: 0.0121 inA2 Wind Ld. 20 -40 ft. wu2: 70.28 psf Ult. Wind Moment Muw: 0.949 in-k Panel Area of Steel As: 0.4133 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 462 plf Outward Reac. at Roof: 851 plf Outward Reac. at Floor: 462 plf 851 plf ,. - SCHEIBEL/DYER ASSOCIATES, INC. • STRUCTURAL ENGINEERS Project EL FUERTE /. C,,:-:> By NN Date 02l16[88 Analysis: PANELS Page \Jyf) of Job 8777 • DOOR P A N E L A N A L Y S I S WALL# 23, BLDG 1 • INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 • Panel Height . Hp: 30.000 ft WIND DESIGN Roof Height Hr: 27.500 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 300 plf Wind Imp. Factor Iw: 1.00 • Ledger Width lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 18.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 6.000 ft Parapets Cq: 1.30 Panel leg Width Plg: 3.500 ft 0 to 20 ft. Elev. Ce: 1.20 ( Service Defl. limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 • VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 Bar Spacing: s: 6.500 in Bar Spacing: s: 18.000 in • Area of Steel/ ft As: 1.1446 in"2 Area of Steel/ ft As: 0.1333 in"2 As/Ag Ratio: 0.0119 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 6.500 in areas of steel may be interchanged • SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: 1071 plf Roof Dead load Pul: 1125 plf • Panel Wt. at Mid-ht. P2: 4911 plf Panel Wt. at Mid-ht. Pu2: 5157 plf Ppt. Wt.+ Add'l Ld. P3: 893 plf Ppt. Wt.+ Add'l Ld. Pu3: 938 plf Total ld. at Mid-ht. P: 6875 plf Total ld. at Mid-ht. Pu: 7220 plf Seismic load Below Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf Seismic load Above F2: 107.14 psf Seismic load Above Fu2: 150.27 psf . (::: Wind In 0 -20 ft. WI: 64.51 psf Wind In 0 -20 ft. Wul: 82.25 psf Wind In 20 -40 ft. W2: 69.89 psf Wind In 20 -40 ft. Wu2: 89.11 psf Wind Out Full Ht. Wo: 64.06 psf Wind Out Full Ht. Wuo: 81.68 psf 1· ------ • • • • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NH Date 02/16/88 Analysis: PANELS Page 'i0\ of __ Job 8777 D O O R P A H E L A N A L Y S I S WALL I 23, BLDG 1 INWARD ANALYSIS OUTWARD ANALYSIS' Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.5723 inA2 Area of Steel /ft As: 0.5723 inA2 Eff. Area of Stl Aseff: 0.6926 inA2 Eff. Area of Stl Aseff: 0.6926 inA2 Stress Block Width a: 1.3581 in Stress Block Width a: 1.3581 in Neutral Axis c: 1.5978 in Neutral Axis c: 1. 5978 in Roof Load Ecc. e: 9.1522 in Roof Load Ecc. e: 5.0978 in Phi Factor Phi: 0.8499 Phi Factor Phi: 0.8499 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 223.727 in-k Nominal Moment Str. Mn: 228.922 in-k Reduced Mom. Str. PhiMn: 190.137 in-k Reduced Mom. Str. PhiMn: 194.552 in-k Cr. Mom. of Inertia Icr: }44.568 inA3 Cr. Mom. of Inertia Icr: }5}.850 inA3 Nominal Deflection On: 5.623 in Nominal Deflection On: 5.478 in Lateral Load Mom. Mui: 158.775 in-k Lateral Load Mom. Mui: 158. 775 in-k Roof Ecc. Moment Mu2: -5.148 in-k Roof Ecc. Moment Mu2: 2.868 in-k Rf.+ Ppt. Moment Mu3: 11.600 in-k Rf.+ Ppt. Moment Mu3: 11.300 in-k Panel Wt. Moment Mu4: 14.499 in-k Panel Wt. Moment Mu4: 14.124 in-k Ultimate Moment Mu: 179.726 in-k Ultimate Moment Mu: 187.067 in-k Mu/ PhiMn Ratio: 0.945 Mu/ PhiMn Ratio: 0.962 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia . lg: 5}2.000 inA4 Gr. Mom. of Inertia lg: 5}2.000 inA4 Reveal M. of Inert. Igr: 38}.078 inA4 Reveal M. of Inert. Igr: 38}.078 inA4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.204 in Cracking Defl. Der: 0.204 in Lateral Load Mom. Msl: 113.209 in-k Lateral Load Mom. Msl: 113. 209 in-k Roof Ecc. Moment Ms2: -4.901 in-k Roof Ecc. Moment Ms2: 2.730 in-k Rf.+ Ppt. Moment Ms3: 6.481 in-k Rf.+ Ppt. Moment Ms3: 6.481 in-k Panel Wt. Moment Ms4: 8.103 in-k Panel Wt. Moment Ms4: 8.103 in-k Service Moment Ms: 122.892 in-k Service Moment Ms: 130.523 in-k Service Deflection Os: 2.820 in Service Deflection Os: 2.885 in Allowable Oefl. Da: 3.300 in Allowable Defl. Oa: 3.300 in Os/ Oa Ratio: 0.855 Os/ Oa Ratio: 0.874 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness i I • • • • • ( • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/16/88 Analysis: PANELS Page ~~2-of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 23, BLDG 1 PARAPET DESIGN Seismic load Fu: 400.71 psf Parapet Height Hp: 2.500 ft Ult. Seismic Mom. Mus: 15.027 in-k Min Depth to Reinf. d: 6.062 in Wind ld. 0 -20 ft. wul: 89.11 psf Area of Steel Req'd. As: 0.0462 inA2 Wind ld. 20 -40 ft. wu2: 96.53 psf Ult. Wind Moment Muw: 3.620 in-k Panel Area of Steel As: 0.5723 inA2 Seismic load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 477 plf 1049 plf Outward Reac. at Roof: Outward Reac. at Floor: 477 pl f 1049 plf 1. • • • • • • • • (· \ . • • • Analysis: .. ' M/£27-. //~AM 'i 1 . I L.oAOq,' //rv'.; > /'1 I 'l''.,,z, J-/: _, I-tt:.-v 1-v.~ , ?7/4 f?J i,. r,t.;({ ~ JdJ~ ... ,~ ~ /' J1., //\I' l't'~t!' jt,.-'1 /f,1/', ?--. ,...-l.q. 4 /,Vf. - 1 r>r /4.~ r -2-.. i, , •· '2-~ /.6 2r.v 1.,_ '?, ~ G f? )/'"" ......,, c;chelbeVDyer Associates, Inc . ..,..., '-Structural Engineers Project If"'-/- By /I/{ '1/' ''!? Pag~Ye Of Date .Job l I ~a 2711 • I 1• • • • I • • Analysis: '{i,:lt/. 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"\ \-..... tv 14-ii-~ ..,..._ ~u "\ i ~., 1 r~~ ~· ./ • ..,...,}L 'ic:helbeVDyer Associates, Inc . ..,_..,, '-Structural Engineers Project /; '-" /<-;( "2- 1 ~-~/~:=}'=·. =~An;;a~ly;;;si;::s=~V e.~n~f===· =·=·· =· ··=====::d::~=:~g~ev~i~~')~O~f ~~~:~=~:e=~='=d.>=7b=7== • • • .(. • • • • /" £../t,c--rt'/. c..e..,'-. cZ ~-~ I J • "'-A~ .: 'l.CP ... "'" 0 .c..7 ~ \1."? .. · r~ 6-4> x->11t. r1/ld' /--1;---11-1:?l(lt/ ,. b.(p / -e.-a. '7 f~ 1. b I/ ""u. b / 11.,.Z;) ,L/4 ~ l/4P 'l( \1.. / 'L-(p 1 . / /1,.2;;1-> /4 I., t (.p. t:J -------- : I I ~-. I I I FEB 03 '88 14:49 WILLAMETTE <GRIFFIN> . . . P.1 . ·--· ~-~ Willamett~ Industries, Inc. .. · ·. .·Vt~ -~ Structural Wood Products Division :Rs ·. ·. .. . . ··. ··-==, <l. : : ... C_i:._="_·_·:.:,··.,.i Tualatin, OR (503) 692-5410 . .· · . ·· CE.iytl). . · · .· · .· .. 1;; r·,,. B O · · • .· · MIKE GRIFFIN .·· . ' · sc . . 8 19lJ8 . Technical Representative •• HEtBEI.JD'i'J ·· · · ·. . · . (714) 857:.0180 . 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'v./A1 @ B"tM • Cr --·-·· ··• Analysis: • 6a 12..,0 TOTAL- f3DH6, LtN'E.. ~ l.D~ ,. --t¼= I s-z. 41.14'2.. 6-~ 3~.530 • B-4 39. ~I) ~-5 43.180 ( • C-7-0 .(;, ca cS G-~ 4b, '~" C-4 -48.4o9 l-S 54, '-10 • D-2 sz. 0!;) e D-~ 48, 2\4 • D-4 48.49G, {)-5 -47, '5~ 1 ~1.. • 6-1. 54. ,q~ 13-°!:> er:s. 4"1~ B-4 55"". 014 ~-5 41. '-49 • r-'2 ...., .... ,Schelbel/Dyer Associates. Inc . ...,.11/1/!I, '6. Structural Engineers Project ___ i;;....;.1... ___ 'FJ'---E-~e.=-TE.~__,;,'*.,;__;,;'2.;.... By, __ __:..·A1...=---Date \'2-\ 9-8 l Page F.Z. Of Job 8]]] FOOTING, MAR.w;:"' ~\"2.E s!..o" )( s'-0'1 PF-~ 4'-," )( 4'-~' PF-4 s'-o'~ >C51-o11 PF-3 !5'-0" x6~-011 'P{=-3 l, I _:,'ti 'I.. b1-;}' P~-t 51 b" _, '-11 -J( '::J -PF-1.. 5 1-~1 1-5 1-,11 P~-z h'-:}\ X <-'-~II PF-I 51-ri/' 'l( ~·_ ,,, PF-"2. 5 1.: 411 X. 5~ '711 PF-1. 51-<o'' )( 5~b11 PF-1. 5~'11 x s•-l,11 rF-'Z. f>'-?::.'' 1( b'-°!>" f"F -I 6'-:}' )( '-'-:b'' P~-1 h-~I>( c.'-t' PF-I 5'_,,,i )( s'-d1 PF-3 • _,....,, Scheibel/Dyer Associates. Inc. ll!!I/IIZS, "&. Structural Engineers Project --~----\.. ____ f.;;;..l)g?:rE.=..:..z:::;-*-1/_.--- By __ M.... ____ oate 12-14-131 e ===~A~n~a;ly~s;;;is;;=~=F~O~\J;;:;N~D;~;;::"T"°~I O~r--1~======:::h~P;;a~g~e;;f;;-=~~O~f~~~~J;;o~b~B~l~l=l~= • • G, 12., D 10TAL-FOOT1"'46' MAl2.K" t3Dt-1~. Llt-l"E. ~ LOAJ:;,;, -&,,e: -tt=:t. (torrr) c.-1. 4 8. II 45"" 5'-(, ti 'I( 5' -b ti ~-f'l_ (-!) ,2.1.01 G'-s" ~ "' -3 ,, Pi::-I • l-4 bl. ~1t:t b 1-31 X b 1 -3 11 Pl=-I l-'5 {,8. 041 b'-?}1 )( b 1 -'3, II Pi=-I • • • • I • • • • • • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * . *--------------------------------------------------------------------* C _;~ >t·* * REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) P~-' ********************************************************************** *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= COLUMN DIAMETER (IF ROUND) = YIELD STRENGTH OF REIN. STEEL= 28-DAY CONCRETE STRENGTH = LENGTH OF RECTANGULAR FOOTING= ALLOWABLE SOIL PRESSURE = COLUMN LOADS DEAD LOAD = LIVE LOAD = 12.000 . IN .000 IN 60000. LB/SQ IN 2000. LB/SQ IN .000 FT 1.850 K/SQ FT 31.235 KIPS 36.813 KIPS ******************************************************* k OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = EFFECTIVE DEPTH FOOTING = AREA OF REIN. STEEL REQUIRED = ACTUAL PERCENTAGE REIN. STEEL= MAX. ALLOW. PERCENTAGE STEEL = ACTUAL SOIL PRESSURE = ULTIMATE SOIL PRESSURE = DEVELOPE. LENGTH FURN. = 6.250 FT 8.500 IN .257 SQ IN/FT .003 .011 1.742 K/SQ FT 2.722 K/SQ FT 28.500 IN .REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *---------------------------------·--------------------------------------------* * 3 4 5 15 9 6 4.600 7.667 11.500 1.657 1.767 1.841 1.603 1.603 1.603 9.000 12.000 16.464 * * * ******************************************************************************** .D~'}_':lS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS . *(:,:).,r**************************************************************************** . * BAR DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * * IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * ,. • • • • • **************************************************~******************* * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* (=_.t ·:,:;::.* * REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) P~-2- ********************************************************************** *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN ~L 'FvE-e,~ YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28~DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING= .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 21.584 KIPS LIVE LOAD = 30.454 KIPS . ( ******************************************************* k OUTPUT DATA * ******************************************************* • FOOTING WIDTH, B = EFFECTIVE DEPTH FOOTING = AREA OF REIN. STEEL REQUIRED = ACTUAL PERCENTAGE REIN. STEEL= MAX. ALLOW. PERCENTAGE STEEL = ACTUAL SOIL PRESSURE = ULTIMATE SOIL PRESSURE = DEVELOPE. LENGTH FURN. = 5.500 FT 8.500 IN .204 SQ IN/FT .002 .011 1.720 K/SQ FT 2. 710 K/SQ FT 24.000 IN eREINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* * 3 11 5.455 1.215 1.122 9.000 * * 4 6 10.000 1.178 1.122 12.000 * .******************************************************************************** DOWELS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS **+****************************************************************************** · e *(;:{ .. l DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * * ·-=·· IN IN SQ IN SQ IN * I 1e * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * ********************************************************************************* F-5 f-j -:tt:-2- ------------------- • I• • :e • • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* (·, fr REINFORCED FOOTING DESIGN PROGRAM * "''""'* Latest Revision 02/01/86 * * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) PF-::, ********************************************************************~* *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 'EL l=IJE~TE. 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING= .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 19.624 KIPS LIVE LOAD = 23.556 KIPS ******************************************************* ~ OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 5.000 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .204 SQ IN/FT ACTUAL PERCENTAGE REIN. STEEL= .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1.727 K/SQ FT ULTIMATE SOIL PRESSURE = 2.701 K/SQ FT DEVELOPE. LENGTH FURN. = 21.000 IN .REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* * 3 10 5.400 1.104 1.020 9.000 * * 4 6 9.000 1.178 1.020 12.000 * • ******************************************************************************** DOWELS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS : • *t,:~-~***************************************************************************** : '\\;\l DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * * . IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * ********************************************************************************* • F-G #1... 1. ********************************************************************** * * * SCHEIBEL/OYER ASSOCIATES,INC. * *----------------------------------------------------------------·---* (.< t REINFORCED FOOTING DESIGN PROGRAM * ,,:-,,.·* Latest Revision 02/01/86 * • * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) ~-4 ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA ANO CONDITIONS * • ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-0AY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING= .000 FT • ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 14.921 KIPS LIVE LOAD = 18.609 KIPS ******************************************************* Jt OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 4.500 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .204 SQ IN/FT ACTUAL PERCENTAGE REIN. STEEL= .002 • MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1.656 K/SQ FT ULTIMATE SOIL PRESSURE = 2.594 K/SQ FT DEVELOPE. LENGTH FURN. == 18.000 IN eREINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* * 3 9 5.333 .994 .918 9.000 * e * 4 5 9. 600 . 982 . 918 12 . 000 * ******************************************************************************** DOWELS TO SATISFY ACI ART 15.6.5 OF. 1/2 PERCENT OF COLUMN ANO AT LEAST 4 BARS **~~***************************************************************************** : e\{/J DIA. NO. REQO LO. REQO 1/2 PERCENT REQD AREA FURNISHED * * .. IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * ********************************************************************************* I• · F-1 ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* (:::,; * REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * • ********************************************************************** Job Title: EL FUERTE ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* • RECTANGULAR COLUMN MIN. WIDTH= 10.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING= .000 FT • ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 39.000 KIPS LIVE LOAD = 43.000 KIPS • ~****************************************************** ( OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 6.750 FT EFFECTIVE DEPTH FOOTING = 9.909 IN AREA OF REIN. STEEL REQUIRED = .287 SQ IN/FT ACTUAL PERCENTAGE REIN. STEEL= .002 MAX. ALLOW. PERCENTAGE STEEL = .on • ACTUAL SOIL PRESSURE = 1.800 K/SQ FT ULTIMATE SOIL PRESSURE = 2.803 K/SQ FT DEVELOPE. LENGTH FURN. -32.500 IN REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) .******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * * IN SQ .IN SQ IN IN * *------------------------------------------------------------------------------* * 3 18 4.167 1.988 1.939 9.000 * * 4 10 7.500 1.963 1.939 12.000 * .* 5 7 10.714 2.148 1.939 16.464 * ******************************************************************************** • • • • • • • • • ~. • ..,,..JL ';chelbeVDyer Associates, Inc . ..,_.. '-Structural Engineers Project_/f_/., _ ___,_f-__ ~_U_.¥f..i:..:.,__/ __ By ti(/ Date I l&o Analysis: /-J?N • · Pa~el'-bof Job ~J 7 \ ..,_,. ,._ -- I I f Fi.. , l t,Tv> 1-,,'>I" ~ t;;> I -t ( l '1.. • .:; 1 rz..:,} ~ 4 'Z, 1'.4 ~ ..;, .. 1? '-"7. <=; ~ r, /14 -: ~~ c..\ ,<. I, <Jf_,' )'? "' f. i -~ e>. ~ .. A ~ ~-~~ c. ,z,.,i' '-'b ... ,, d\LJ -i ,_ 4 p( I c.... 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I "L,,l -?r;;l.:, 1. 0~ t1 If 1 e 1,/d"' -t ~~q r~ e t,1 . . ' µ,,;.e ~-,4 J(..e:._;J $ - Ar/ 17 -II 6 $/::, t.. ,~/ I ....,...,}L -;chelbeVDyer Associates, Inc . ..,..., '-Structural Engineers Project ~'-L e 1, By t,/H Date I /!;c, Analysis: ~#A.I· · '. · -Pager// Of __ Job '317] •.. ===================~~~~~~~~~~ • • • ( • /J;?J.~LJ 1/2-- ff k~ .lvl.>tA-, r'/<:z_?-~/M. __ !:_~ _. ~ t...,,;~ Jf I /r--I f 1-"' A{, r 't. 1 o I P<. ~~ -+ 'l--4 a(.,. , t> i. ~11 o J l<>·~·J '?(,' ,l I o.':;>J A-4/1. :: ( I ~ -+ 11,c.) ~.;; C.. bt. Ce~~ ,e.' &.-4 4ei1/ -. ,.; . .;' ~ -1,,fb 0~ 4 .. .-.' , , .... ,, ,!,a_ ...... t/ "-,::;; "'-l • "? " ~ .4? L c....--ri.,- • ~ ~ 1,. ';, ~) 1-< 1. ,<. L "1 > " t.~ ~ G::, / • • • i: • ~ . ,' /11'-I ,_ I ,4 ( /. "?: le>, '? (:z. 1" / '. ,z, ,t: I : ;;, f' c:-I 1., ( ~ e )_ 1.. I .. '°1 (Uvl) ~'-1 ..-!?b-A~ .. 4;J ;<. .t?.t:.?0} p ", "1. K 3 c ~ L t , ~:, \ & _.#i e bvT Jfo-II t.t::, C: 7 P,/ ~/ ··,c1 r~ e 1~ ~y:_ ~ -D'1J I< 'Z,·r X /1., ,<. 1Jb :. ~d""--.t, Y'-' ~ t K: 1 -'-\ ,< -"l . ~ 1-2--I ~ ~ ( °?. 6 I .., / '?, ) • ._..,IL t;cheibeVDyer Associates, Inc. --~ , Structural Engineers ( .. ·. Project .£l,, tf--,i By __ W._',J ____ Oate_/ t/!l_a __ Page flt, Of .Job 6 '1 1 1 • • • • / • • • • • • • • ;. • • • I I ( Analysis: /-1).A/' ., a... I J-.._ A e.-lt?//~7~ ~o ,<.lb -e.-"?2::.t;>-P,t --, . 4 z 1./1 ~ "" ,z.1,.;' ~ (., (p ~" c:.-'~ t.1'71 _-:. ~ .. '3 1/1{ i A q P< I . ,; ,<. 44 • > ~ t.J.;( 1,, i.. ,i. ~'"' ~ _......,, Scheibel/Dyer Associates, Inc . ..,.11!!111' '-Structural Engineers Project /,CL, r-' By v./· Page bJ Of 1> ._ ~ ! 1-,::,, o( °t • j ·,,;;:~,,I ~1 JI~·,~~ AA . i . 4 a. I, <-{ (I, ~ K I";,.,; i .., I. I JI.. I ~ ':, ,( ~ ,<. I'?.~ -• ~ ,< I ~ ~ ) & l % -.... "1 1.. 42.. ~ -z., f-,z, I· d-4 ~ t.. 1 '!7 C,, ,A~ z,, v', (?v p ~ iX Ii o(. ~ $ -z-I,. 0 117/ I ~M,J{_ c:;>k I ll'> £ 11 -Ii o a ~-t,; 1 ,; 1::,. -/J{:> e ~ h/ / .JI 1 e 't4 ~ -t r 4 rli, e -2.-<..1 ., ~(..J-r.:):t "- v -i--o 1 -t -?Jo 1 "l / I? ,,. ,<. l/, ~ ' l 7 \ ~ ·~,.I. ~ . ~ ( '2.-Pt 1 .... ..., · 1 ~ "~I') 1 G ~ ,1,v/21 Summary and Worksheet (Part 1 of 2) Proposed Adjusted LPO 1 Tolll 8uldlngWatll (CF-I) •••••••• 74efl:, Wllltl 2 CCIMOICNICltWallt(WS-18)...... -Wa111 S A .... WIIII (UM 1 -LIM 2) • • • • • .7;4 ~IP Wa111 4 Canclloned Floor ArN • • • • • • • • • 514 o 112 I A ... lld LPD (In II Uni 4) • • • • • • I, ,4 6" ._,,,,,_ Whole Building LPD Lumlnalre Schedule A a C D E 2',c. 4 :Z LAMP' 0'2., 277V, ~AL-~ USl-11!,SD G H '? I I 4 J 4 G,e, K. Form Reviled September 1981 Proposed Adjusted LPD t Total 8ulclng Walla (CF-S) , • , , , , , ..___ Walll 2 Conni Creclt W• (WS-SB) • , • , , , W'elll 3 A4utllNI Walll (line t • Une 2) , , • • , W• 4 Conc:llloned Floor AIN , • , , , • , , • ft2 S A4UIIINI LPD (Une 3 / Line 4) , • • , , • Wllltlll Whole Building LPD Lumlnalre Schedule A a C LumlnM Aeferllaln Refllntnce Conllvcllon Code DocuMnta tv1 e.-t.- Form Reviled September 1988 Tailored LPD Approach (whlOJPPllcable ,,·,,,;,", t WIii for IC: A-DIE (WI-IC) • , , q • .......,._ 2 TIIII Wdll for IC: EI F {WS,iD) , • • •• ·-- 3 Non-Taak WIIIII for IC: E IF (W8-10h'•· .....__ 4 TIIII Wdll for IC: G, H 11 (WI-IE) , . , • >.........,....,_ I Non-Tak WIIIII for IC: G. H 11 (WlMllh __ • AelllllWtldl .... Ughlng(WNI=) .• -- 7 Total A1CMN Wdl (lnN 1 .. ) • , , • • • .........,_ 8 ·0anc11oned Floar AIM , , , • , , • • • -- ' Mulmum LPO (LN 711.Jne I) • , • • .......... _ D E Wall~ .. ~ (lnd.billttJ 10 IC> Summary and Worksheet (Part 1 of 2) Proposed Adjusted LPD f Total 8uldlng WIIIII (CF-IS) • • • • • • : I 7 4D(p WIIII 2 Conlrd CNClt Walt (WS-1Sa, • • • • , • -Wdl S Act,elld WIIII (UM 1 • UnU) , , , , • .74-0<;:, Wdl 4 Ca11cltao1d Floar AIN , , , , , , , , , 5 I .ze, fll IS Act,elld LPO (line I/ Uni 4) , , , , , , I· 44-Wlllllfll Whole Building LPD Lumlnalre Schedule A 8 C ........... ~IClln Allll19nC1 Connucllan Qodl Oocunlnlt E. E--l, F For f WIIIIIDrlC:A-M(W8-IC), •. • •••;'. ..... ·--Wdl· 2 TMII Wdl far IC: EI F (WNO) • • , / Wall S Non-Tuk WIii far IC: I a F (WI-ID) • ,· Wdl. 4 Tlllk Wdl far IC: G. H &I (W8,IE) • , f , WIii IS Non-Tuk WIii far IC: G. H II (WNE) , Walla I ~.,._Ughllll(WS-SF),· Walla 7 Total Alowlcl Walla (1,1111-8) , ••• , • WIii I .Candlllallld Floor A1N • , , , • • , • • fll t Mulmum LPO (line 7 /Unt I) • , • • • , W D E WdlP..11' ~ (lnd.bllatt) ' ~o (3 e.-'° ~ME:-.A.-<S-> "P'' ~Pi '? L.-p,,.MF' FIX"iL!l:2.E:, H E.-G-'2 -ix 4' (~ L-Af..1f' ~L..L.lo rz. '24 '2.10 277'-I, N1.,&..~ieFZ S!..,A,.VS e>AL.-t-.A.~-r L..~f..J~E:.D ! e:-& 4 '1:,f:, J 4 272 ···~t!:,'' Form Aevitld September 1111 Proposed Adjusted LPD Tailored LPD Approach (wh,nappllcable) ' -. -/:-,,,,,;,) 1 TOIII llulclng Watll (CF-I) • • • • • • • __ WIiii 1 WlllllltDrlO:A•M(WI-IC) •• • • • • ----Wall 2 Conni Crd Walll (WS-SB) • • • • • • Wall 2 Tllll Well far IC: I I P (WIMD) • • • • Wa111 t S ~ WIIIIII (UM 1 • Line I) • • • • • Wall I NClft-TakWellfarlO:IIFCWI-II)) •. , · Wdl···· 4 Co11cHoned Floor AIN • • • • • • • • • ft2 4 Tllll Well far IC: 0. H 11 (W&II) •• • . WIii .< S ~ LPD (line SI Line 4) • • • • • • W...-I NClft-Tak WIii far IC: 0. H II (WlME) / Wall , I Aeflll'Wflall .. 8lln, l.lghlnt (WI-IF) • WIii 7 TOIII AloMld Walla (lnN 1-8) • • • • • • WIii I ·eonc1110111d Floor A1N • • • • • • • • ,. ft2 t Mulmum LPD (line 71 Unt I) • • • • , , W Whole Building LPD Lumlnalre Schedule A I C D E F Lumlnah AeferllllClln ReflNIIC8 Conelvcllort Code Doeunenla L. es.-(p JO P9 TOIII .__..:;;;.;:::._......,. BuNngTolll C::li:E?~~.:.: Form Revised September 1911 ••• TITLE 24 REPORT FOR: Building 11 El Fuente Business Park Carlsbad, California PROJECT DESIGNER: Banzuelo/Rierson/Duff & Associates, Inc 4501 East La Palma Avenue, Suite 202 Anaheim, CA 92807-1907 (714) 777-0666 OWNER: Davison-Jones Development 411 Campus Drive, Suite 830 Irvine, CA 92715 REPORT PREPARED BY: PROCALC 705 s. Velare St. 110 Anaheim, CA 92804 1-(800) TITLE-24 Job Number: T499F Date: 12/31/1987 The NONRESIDENTIAL COMPLY 24 computer program has been used to perform the calculations summarized in this compliance report. The program has interim ··approval and is authorized by the California Energy commission for use with \~ . the Second Generation Nonresidential Building Energy Efficiency Standards. {. ;. ' .... , Table Of contents for Title 24 Report cover Page .•.•...•.•.•.....•.......•...••.••••.......••••..•...•.... Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-1 Certificate of Compliance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form MF-1 Mandatory Measures Checklist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form WS-lA Energy Budgets Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-2 Envelope Summary & Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form SCM Performance Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-3 construction Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-4 HVAC Power Indices Summary Form ws-4 HVAC system Summary Sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l 2 3 5 7 9 12 20 28 30 Form CF-5 Lighting summary & Worksheet •••••••••••••••••••••••••••••• 32 HVAC Zone & Space Loads Summary ••••••••••••••••••••••••••••••••••••• 33 Certificate of Compliance (Part 1 of 2) . _ __ &JJL:Dltdvc k I .. . .. Pro1oct Tido C •.. · , ~t.\Js-....o I e.,k~ I {)Ve:F= Project Architect/Engineer' _ . • Building Permit Number IS'k e;,rqu; EW-2. . FE- Project Location City/Town Cbmathone l?WC--kkv l::Z.-31-lz? Documentation Author Date Prescriptive Approach/Performance Approach Strategy General 1 CEC Occupancy Type • • • • , • • • • • Of fie£ 2 UBC Occupancy Group/Division • • • • • B-:Z.. 3 Package Selected • • • • • • • • • • • • P'1Z:E· 4 Gross Conditioned Floor Area • • , • • 5'.2:,5] tt2 Roof and Floors 5 Proposed Roof/Ceiling Rt (CF-2, CF-3) • • ZD,j hr-F-ft2/BlU 6 Required Roof/Ceiling Rt (CF-2) • • • • • ___ hr-F-ft2/etu 7 Proposed Exterior Floor Rt (CF-2, CF-3) • hr-F-ft2/etu 8 Required Exterior Floor Rt (CF-2) • • • • • hr-F-lt2/etu Walla 9 Proposed Opaque Wall Rt (CF-2, CF-3) • • l0, 0' hr-F-ft2/etu 10 Wall Heat Capacity (CF-3) • • • • • • • • C,, ,S BtUIF-ft2 ( • 11 Required Opaque Wall Rt (CF-2) • • • • • ___ hr-F-lt2/Btu \. Glazing In Walls · 12 Exterior Wall Area (CF-2) • • • • • • • • ~ ft2 13 Total Glazing Area (CF-2) • • • • • • • • (010 . ft2 14 Proposed Total Percent (Line 13 / Line 12) • Z{,,'5° % 15 Average Total SC (CF-2) • • • • • • • • • 0,Q,5 16 Affowed Total Glazing Percent • • • • • • ---,-.,..-% 17 West Exterior Wall Area (CF-2) • • • • • • '24 e, ft2 18 West Glazing Area (CF-2) • • • • • • • • 30Q , ft2 19 Proposed West Percent (CF-2) •••••• 4<,.3 i % 20 Average West SC (CF-2). • • • • • • • 6,<6'. I 21 Allowed West Glazing Percent • • • • • • ___ % Glazing In Roof (CF-6) Proposed ARowed 22 Skyfight 1 •• -ft2 23 Skylight 2 •• · ft2 24 Skyfight3 •• ft2 25 Skylight4 •• ' ft2 26 Skylights • ft2 27 Skylight6 •• ft2 28 Skylight 7. tt2 29 Skyfight8. ..... ft2 Ughllng (See Part 2 for Addir,onar Performance Soec1lica1ions1 30 Proposed Adjusted LPO (CF-5) • • • • • • '2 • 0 Wattslft2 31 ADowed LPO (CF-5) • • , • • • • • • • ._____ Watts/ft2 HVAC I See Part 2 for Adch!lonar Performance Specihca11ons1 32 Performanca Set Selected • • • • • • • • __ _ ; •. : ..... '~, 35 Proposed Fan Wattage Index (CF-4) • • • l), AO WaftSlft2 Affowed Fan Wattage Index • • • • • • • ~--Wattslft2 Proposed Cooling Power Index (CF-4) • • • ~, (tS Btuh/ft2 AUowed Cooling Power Index • • • • • • ....,,,,._"""= 81Uh/ft2 36 37 Proposed Heating Power Index (CF-4) • , • $2, I! BlUh/ft2 38 Allowed Heating Power Index • • • • • • , BtuMt2 Form Revised September 1986 ---·-··--··· CF-1 Plan Checked By Date Field Checked By Date Date Performance Approach Energy Budget 1 CEC Occupancy Type • • • • • • • • • • ~ 2 UBC Occupancy Group/Division • • • , • Ts -Z- 3 Conditioned Floor Area • • • • • • • • • 'S:z.5 l 112 4 BudgetTable • • • • • • • • • • • • • • Wt;?-~ 5 ADowed Energy Budget(WS-1A) • • • • • !4! ,S: k8tuJyr-tt2 Calculated Annual Energy Consumption 6 Approved Calculation Method •••••• NIZ. Ga:1fl.'( z4. 7 CEC Designation •••••••••••• (...82 ~ 8 Multiplier • • • • • • • • • • • • • • • • l , OZ? Estimated Energy Use 9 Heating • • • • • , • • • • • • • • • • ::S, 3 kBtutyr-ft2 10 CooHng •••••••••••••••• ~ kBtu/yr-ft2 11 Fans • • • • • • • • • • • • • • • • • ~ kBIU/yr-ft2 12 Lights • • • • • • • • • • • • • • • ;;\(. (p/7 t:J kBtu/yr:112 13 Miscellaneous Equipment •••••• * la, Z. kBtuJyr-ft2 14 Total • • • • • • • • • • • , • • • • • ____ kBtu/yr -ft2 15 Ac:1. Total Energy Use ~a &xlhie N) ••• IU.,& k8tu/yr-ft2 . *~tt:>1:> Compliance statement General. The proposed building represented in this set of compliance documentation is consistent with the othet compliance forms and worksheets, with the plans and specifications and with any other calculations or computer runs submitted with this permit application. Performance Approach. (when applleable) The energy performance estimate presented on this form was calculated using the approved calculation method indicated above and with the CEC established fixed and restricted engineering inputs for the applicable c:limate zone and occupancy type. Prescriptive Approach. (when appffcable) The proposed building has been designed to meet the requirements of the Alternative Componont Package indicated above for the appropriate occupancy type and climate ~ _j. i_ ].-Z'\-t!,f;, Name/TIile kl JZ: ucJw t11 nm Company l7/Z£2 ldv-e w~ City/StatelZ'ip ra14) (e'Z;'Z..-5~0 3:Z--Z-97;,~ e--w elephone Calif. ueense Number Page __ of __ Certificate of Compliance (Part 2 of 2) CF-1 For Enforcement Agency Use Only Project Tille .Documentation Author/Firm Date Checked By Date Both parts one and two of this Certificate of C~mpliance must be inclu~d with each building permit app!ication for the a~ove noted building and appear on th(! plans submitted for approval: The bull_ding _features and requirements r&f.?resented on the Cert1fiCi'te of ~Of!lplrance are adequate to achieve compltance with the second generation nonresiden!lal energy standards for the butlding1refereneed above. / The bu1ld1ng features and requirements are also adequate for any subsequent alterations. modifications or additions to the building. 1 · Designer Ona Name (Print) Title/Company Name Address Signature Enforcement Agency Signature Address Signature Owner Name (Print) Tttle/Company Name Address Signature Date bate Date Date Additional ~rformanca Approach Strategy Specifications Lighting Form Revised September 1986 Enforcement Agency Signature Designer Four Name (Print) fide/Company Name Address Signature Enforcement Agency signature Enforcement Agency Name (Print) Tide/Agency Address HVAC Date Date Date Page __ of __ CERTIFICATE OF COMPLIANCE (part l of 2) page 3 of 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ... cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- PERFORMANCE APPROACH Roofs and Floors Roof/Ceiling Rt (CF-2,3) R-20.9 Ext. Floor Rt (CF-2,3) R-6.2 Walls Opaque Wall Rt (CF-2,3) R-10.0 Heat Capacity (CF-2,3) 6.3 HC Glazing in walls Exterior Wall Area (CF-2) Total Glazing Area (CF-2) Total Glazing Percent Average Total sc (CF-2) West Exterior Wall (CF-2) West Glazing Area (CF-2) West Glazing Percent Average West SC 4036 1070 26.5 0.65 648 300 46.3 0.65 sf sf % SC sf sf % SC Energy Budget CEC occupancy Type Conditioned Floor Area Total Number of Floors Climate Zone Energy Budget (WS-lA) Lighting Adjustment (CF-5) Energy Compliance Budget Office 5251 2 7 141.5 o.o 141.5 Calculated Annual Energy Consumption Approved Calculation NR COMPLY 24 Program Version Number 1.14 User License Number 1329 CEC Designation CPO 07 CEC Multiplier 1.027 Energy Use (KBtu/sqft-yr} 5.3 :.azing in Roof 1· Skylight Area (CF-2) 0 sf Estimated Heating Cooling Fans 12.9 18.4 Lighting Proposed Adjusted LPD (CF-5)2.00 w/sf Adjustment Lights Receptacle HVAC Fan Wattage Index (CF-4) 0.40 cooling Power Index (CF-4} 38.65 Heating Power Index (CF-4) 32.18 COMPLIANCE STATEMENT Hot water w/sf Total (SCM-3) Btuh/sf Btuh/sf 36.6 X 1.027 = 37.6 67.0 16.8 1.4 122.8 The proposed building represented in this set of compliance documentation is consistent with the other compliance forms and worksheets, with the plans and specifications and with any other calculations or computer runs submitted with this permit application. The energy performance estimate presented on this form was calculated using the approved calculation method indicated above and with the CEC established fixed and restricted engineering inputs for the applicable climate zone and occupancy type. '..GNED Calif. License t: ----- "-...... DESIGNER Banzuelo/Rierson/Duff & Associates, Inc 4501 East La Palma Avenue, suite 202 Anaheim, CA 92807-1907 (714) 777-0666 CERTIFICATE OF COMPLIANCE (part 2 of 2) CF-1 pagt~ 4 of 3 6 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ·~ .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Both Parts one and two of this Certificate of Compliance must be included with each building permit application for the above noted building, and appear on the plans submitted for approval. The building features and requirements represented on the Certificate of Compliance are adequate to achieve compliance with the second generation nonresidential energy standards for the building referenced above. The building features and requirements are also adequate for any subsequent alterations, modifi- cations or additions to the building. PROJECT TITLE Building il El Fuente Business Park Carlsbad, California OTHER DESIGNER Name: Address: City: Signed: OWNER Davison-Jones Development 411 Campus Drive, Suite 830 Irvine, CA 92715 DOCUMENTATION AUTHOR PROCALC 705 s. Velare St. il0 Anaheim, CA 92804 1-(800) TITLE-24 I Signed: / / DESIGNER / OTHER Name: ~:( ~pk_ !Art,1- J Address: lu:;O {Hz C:,Fl:'?dt'? City: Signed: ================== ENFORCEMENT AGENCY Name: Agency_: City: Signed: MANDATORY FEATURES CHECKLIST (part 1 of 2) MF-1 page 5 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No _,.-.cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ---------------------------------~----------------------------------------- ENVELOPE MEASURES o Certified Insulation Materials per Sec. 2-53ll{a) o Insulation Installed to meet Flame Spread and Smoke Density Requirements of sec. 2-53ll{b} o urea Formaldehyde Foam Insulation Installed per Sec. 2-53ll{c} o Retrofit Insulation specified per Sec. 2-5313 o Air Iifiltration is minimized by specification of tested manufactured doors and windows and proper sealing and weatherstripping per sec. 2-5317 LIGHTING SYSTEM MEASURES o Certified Luminaires/Ballasts per Sec. 2-5314(b) (. Independent Control within enclosed Areas per Sec. 2-5319(a) o Manual Switching Readily Accesible per Sec. 2-5319(b) o Reduction of Lighting Load to at least SOI per Sec. 2-5319(c) (Occupancy sensors or Programmable Timers meeting CEC Criteria may Substitute) o Separate switching of Daylit Areas per Sec. 2-5319(d) o Separate switching of Display and Valance Lighting in Retail/Wholesale Occupancies per sec 2-5319(h) o Automatic Control of Display Lighting in Retail/Wholesale occupancies per Sec. 2-5319(h) o Tandem Wiring of 1 and 3 Lamp Luminaires per Sec. 2-5319(h) OCCUPANCY SENSING DEVICES (when applicable) o Flicker Free Operation and no Premature Lamp Failure per Sec. 2-5319(e).2 Reference ~r. o Time Delays to Prevent Undesirable cycling per sec. 2-5319(e).3 <.Limits on Emmisions per exceptions to Sec. 2-5319(e) ----- MANDATORY FEATURES CHECKLIST (part 2 of 2) MF-l page 6 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date -----------------------------------------------------~--------------------- DAYLIGHTING AND LUMEN MAINTENANCE CONTROLS (when applicable) o Uniform Illumination reduction to 50% per Sec. 2-5319(e).l o Flicker Free Operation and no Premature Lamp Failure per Sec. 2-5319(e).2 Reference e:t§.-1. o Time Delays to Prevent Undesirable Cycling per sec. 2-5319(e).3 ---+--- o Step Switching Devices with Separation between On/Off Settings per Sec. 2-5319(e).4 o Photocell Sensors shall be Diffusing type and no Opaque cover allowed per Sec. 2-5319(e).S o Manufacturer's Instructions provided for Installation and Calibration per Sec. 2-5319(e).6 o Proper Installation of Controls including Sensor Location, .• certification of Initial calibration and Control of Luminaires ( only within Daylit Areas per Sec. 2-5319(e).8 ', o Visible or Audible malfunction Alarm provided per Sec. 2-5319(g) ____ _ HVAC AND PLUMBING SYSTEM MEASURES o Piping Insulated as per Sec. 2-5312 o Certified HVAC Equipment per 2-5314(a) o Certified Plumbing Equipment per 2~5314(a) · o Heating and Cooling Equipment efficiency per Sec. 2-5314(b) o Pilotless Ignition of Gas Appliances per Sec. 2-5314(c) o Automatic Controls for Off-Hours per sec. 2-5315(a) o Thermostat Set Point Requirements per Sec. 2-5315(b).l o Sequential control of Heating and Cooling per Sec. 2-5315(b).2 o Automatic Exhaust Fan Dampers per Sec. 2-5316(b) -· Thermostat controls for Each Zone per Sec. 2-5315(b) o Ventilation Provided per secs. 2-5316 & 2-5343 o Water Heaters for Domestic Hot Water and Pools per Sec. 2-5318 ENERGY BUDGETS WORKSHEET fp0r~ l of 2) WS-lA page 7 of 3t> ---------------------------------------------------------------------------Project~ Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- CLIMATE ZONE 7 ENERGY BUDGETS Cross Floor Sectional Office Retail No Area Budget Budget -------------------------- l 1381 157 186 2 3870 136 174 BUILDING ENERGY COMPLIANCE BUDGET BY SPACE Occupancy Floor Flr Space Name Type Area ------------------------------------- l First Floor Office 1381 X 2 Second Floor Office 3870 X BUILDING COMPLIANCE BUDGET TOTALS 743.l MBtu / ( • • Mult 1 = 1 = Total Floor Area -----1381 X 3870 X ----- 5251 Budget (KBtu /sqft) ------157 136 Energy Budget (MBtu) ------ = 216.8 = 526.3 ------743.1 5251 sqft = 141.5 KBtu/sqft ENERGY BUDGETS WORKSHEE'l' ( part 2. (il~ 2) WS-lA page 8 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date -----------------------------------------~--------------------------------- BUILDING ENERGY CONSUMPTION BY SPACE Flr Space Name l First Floor 2 Second Floor BUILDING ENERGY CONSUMPTION ce Floor Area -----1381 3870 TOTALS 644.8 Total Floor Mult Area ----- X l = 1381 X l = 3870 -----5251 MBtu / 5251 SCM Energy Energy Estimate Use (KBtu/sqft) (MBtu} ----------------- X 128.6 = 177.6 X 120.7 = 467.2 ------644.8 sqft = 122.8 KBtu/sqft AREA AND MATERIALS SUMMARY FORM (part l of 3) page 9 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .• cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ----------------------------------·----------------------------------------- FLOOR R-VALUE Area I Type Assembly Name Area R-Value R-Value ---------------------------------------------- Floor-1 Floor/Gyp 2456 6.27 391.64 Floor-2 Floor/Stucco 195 5.87 33.19 -------Average R-Value 2651 I 424.83 = 6.24 ROOF AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW TOTALS ---------------------------------------------------------------------------Roof-l Roof-2 3632 238 3632 238 ---------------------------------------------------------------------------TOTALS 3870 (··oF R-VALUE Type Assembly Name Roof-l Roof-2 R-19 B/O with T-Bar R-19 B/O with Gyp. Clg. Average R-Value Area 3632 238 3870 ROOF GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s 3870 Area/ R-Value R-Value --------------21.04 172.59 19.40 12.27 -------I 184.86 = 20.93 SW w NW TOTALS ---------------------------------------------------------------------------NONE ---------------------------------------------------------------------------TOTALS 0 • AREA AND MATERIALS SUMMARY FORM (part 2 of 3) CF-2 page 10 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- ELEVATION AREA BY ORIENTATION N NE E SE s SW w NW Int TOTAL ---------------------------------------------------------------------------1188 756 1296 648 149 4036 --------------------------------------------------------------------------- OPAQUE EXTERIOR WALL/DOOR AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW Int TOTALS ---------------------------------------------------------------------------Wal-l Wal-2 Wal-3 540 756 1276 20 348 27 915 2032 20 ---------------------------------------------------------------------------TOTALS 540 756 1296 348 27 2967 __ AQOE EXTERIOR WALL/DOOR R-VALOE & HEAT CAPACITY Area/ Area ·. ype Assembly Name Area R-Value HC R-Value X HC ---------------------------------------------- Wal-l 6.5" Conc/R-11/Gyp.Brd. 915 10.34 17.4 89 15912 Wal-2 5/8 Gyp/R-11/Gyp WF 2032 10.19 1.4 200 2812 Wal-3 Solid Wood Door 20 2.22 2.4 9 48 ------------Totals 2967 297 18772 Average R-Value 2967 I 297 = 9.99 Average HC 18772 I 2967 = 6.33 • AREA AND MATERIALS SUMMARY FORM (part 3 of 3} CF-2 page 11 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW TOTALS ---------------------------------------------------------------------------Wind-1 648 300 122 1070 TOTALS 648 300 122 1070 GLAZING U-VALUE AND SC Area x Area Type Assembly Name Area U-Value SC U-Value X SC ---------------------------------------------- Wind-1 Graylite Tinted Glass 1070 1.14 0.65 1215 695 ------------Totals 1070 1215 695 Average U-Value 1215 I 1070 = 1.14 \ • Average SC 695 I 1070 = 0.65 • SCM INPUT DATA SUMMARY (part l of 2} SCM-1 page 12 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: AREAS Exterior Wall North Glazing West Glazing Northwest Glazing Roof Door Raised Floor Slab Total Conditioned Floor First Floor 979.0 sqft 252.0 sqft 72.0 sqft 121.5 sqft o.o sqft 20.0 sqft o.o sqft 1381.0 sqft 1381.0 sqft R-VALUES (including inside film resistance) -------------------------------------------Wall Window Roof / .Door ', Floor HVAC SYSTEM HVAC Equipment Name (CF-4) Number of systems Heating Equipment Type Cooling Equipment Type Water Heating Equipment Type Rated Heating Efficiency Rated cooling Efficiency Rated Water Heating Efficiency Economizer Cooling Equipment Power Rating Fan Power Air Circulation Rate GENERAL I\. Heat Capacity of Exterior Wall Lighting Power Climate zone 10.22 0.88 0.00 2.22 0.00 Rheem RPFA048DAS-RHQA16 l Heat Pump Heat Pump Electric Resistance 3.000 8.300 0.990 No 5723 watts 533 watts 1600 CFM 5.30 2.000 watts/sqft 7 SCM INPUT DATA SUMMARY (part 2 of 2) SCM-1 page 13 of 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height Glass Framing SHADING COEFFICIENTS --------------------North West Northwest OVERHANGS & SIDEFINS North West (. Northwest SPECIAL FEATURES Daylighting Strategies • SC Factor ------------ 0.65 0.880 0.65 0.880 0.65 0.880 Window Height Width 9.0 9.0 9.0 28.0 a.a 13.5 Shading Device Winter summer ------------ overhang Height Depth 0.17 0.00 9.0 ft Overall SC 0.57 0.57 0.57 Side-Fin Distance Depth No Daylighting Controls SCM FIXED INPUT DATA SUMMARY SCM-2 page 14 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Dat.e --------------------------------------------------------------------------- Space Name: Occupancy Type: SCHEDULING Occupancy Level for Operational Period: First Floor Office Day 54.60 % Night 3.80 % Lights/Receptacle Level for Operational Period: Day 70.30 % Night 14.40 % Equivalent Operational Hours per Year: Lighting Day Lighting Night Receptacle Fans Water Heater Number of Non-Operational Hours per Week: Day • Number Night of Holidays per Year: Heating Season Cooling season Thermostat Set Point Temperatures: Winter Winter Setback summer Summer Setup PHYSICAL PARAMETERS Infiltration Rate: Slab Floor Heat Loss Rate cu-value): INTERNAL LOADS & ENERGY Receptacle Peak Load: Water He~ting Energy: Occupant sensible Load: Occupant Latent Load: • Occupant Density: 2915 hours 359 hours 3274 hours 4518 hours 1770 hours 32 hours 46 hours 5 days 3 days 70 F 40 F 78 F 85 F 0.0284 cfm/sqft 0.0862 Btu/hr-sqft-F a.so watts/sqft 64 Btu/hr-person 230 Btu/hr-person 190 Btu/hr-person 250 sqft/person SCM ANALYSIS PERFORMANCE RESULTS scv-J page 15 of J6 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: First Floor BALANCE POINT TEMPERATURES AND DEGREE DAYS Daytime Nighttime ------------------------------BPTl = 60.64 (Winter) BPTl = BPT2 = 66.31 (Summer) BPT2 = BPT3 = 66.31 (Economizer) BPT3 = HDD = 375 (Heating} HDD = CDD -428 (Cooling) CDD = BUILDING HEAT TRANSFER (Btu/hr-F) =====••=•======•====•=====•=•==== Building Envelope Heat Transfer Rate: overall Heat Transfer Factor ("K"): Winter summer Winter summer .Heating cooling Site Heating Site cooling Site Fan Site Lighting Site Receptacle Site Hot Water· ANNUAL LOADS (MBtus) -----=-===--------== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) •======••==•===============•=•======•=• 68.24 76.22 76.22 3348 0 ---= -= = = = = -- ANNUAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) -----==•=•••==•==••••========••=======••===== source Heating source cooling source Fan Total Space Conditioning Energy Source Lighting source Receptacle Source Hot Water ---- 8.9 15.5 17.8 -----42.3 X 1.027 = --= 479.2 486.0 1297.9 1240.0 11.2 11.2 4.1 7.1 8.2 30.9 7.7 0.6 43.4 67.0 16.8 l.4 • TOTAL ANNUAL SOURCE ENERGY USE ESTIMATE 128.6 KBtu/sqft SCM INPUT DATA SUMMARY (part l of 2) SCM-1 page 16 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: AREAS Exterior Wall North Glazing West Glazing Roof Door Raised Floor Slab Total Conditioned Floor Second Floor 1968.0 sqft 396.0 sqft 228.0 sqft 3870.0 sqft 0.0 sqft 2651.0 sgft o.o sgft 3870.0 sqft R-VALUES (including inside film resistance) Wall 10.24 0.88 20.93 0.00 6.24 Window Roof Door f .Floor HVAC SYSTEM HVAC Equipment Name (CF-4) Number of Systems Heating Equipment Type Cooling Equipment Type Water Heating Equipment Type Rated Heating Efficiency Rated cooling Efficiency Rated Water Heating Efficiency Economizer Cooling Equipment Power Rating Fan Power Air Circulation Rate GENERAL • Heat Capacity of Exterior Wall Lighting Power Climate Zone Rheem RPFA060DAS-RHQA20 2 Heat Pump Heat Pump Electric Resistance 3.000 8.300 0.990 No 14096 watts 1554 watts 4000 CFM 6.85 2.000 watts/sqft 7 SCM INPUT DATA SUMMARY (part 2 of 2) SCM-1 page 17 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height Glass Framing SHADING COEFFICIENTS --------------------North west OVERHANGS & SIDEFINS North West .ECIAL FEATURES Daylighting Strategies • SC Factor ------------ 0.65 0.880 0.65 0.880 Window Height Width 6.0 6.0 66.0 38.0 Shading Device Winter summer ------------ -- overhang Height Depth 0.24 0.70 9.0 ft overall SC 0.57 0.57 Side-Fin Distance Depth No Daylighting Controls SCM FIXED INPUT DATA SUMMARY SCM-2 page 18 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------~------------------------------------------------------------ Space Name: occupancy Type: SCHEDULING Occupancy Level for Operational Period: Second Floor Office Day 54.60 % Night 3.80 % Lights/Receptacle Level for Operational Period: Day 70.30 % Night 14.40 % Equivalent Operational Hours per Year: Lighting Day Lighting Night Receptacle Fans Water Heater Number of Non-Operational Hours per Week: Day Night (. Number of Holidays per Year: Heating Season Cooling season Thermostat Set Point Temperatures: Winter Winter Setback Summer summer Setup PHYSICAL PARAMETERS Infiltration Rate: Slab Floor Heat Loss Rate (U-Value): INTERNAL LOADS & ENERGY Receptacle Peak Load: Water Heating Energy: Occupant Sensible Load: Occupant Latent Load: • Occupant Density: 2915 hours 359 hours 3274 hours 4518 hours 1770 hours 32 hours 46 hours 5 days 3 days 70 F 40 F 78 F 85 F - 0.0284 cfm/sqft 0.0862 Btu/hr-sqft-F 0.50 watts/sqft 64 Btu/hr-person 230 Btu/hr-person 190 Btu/hr-person 250 sqft/person SCM ANALYSIS PERFORMANCE RESULTS SCM-3 page 19 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: Second Floor BALANCE POINT TEMPERATURES AND DEGREE DAYS ------------------------------------------Daytime Nighttime ------------------------------BPTl = 57.35 (Winter) BPTl = BPT2 = 63.65 (Summer) BPT2 = BPT3 = 63.65 (Economizer) BPT3 = HDD = 125 (Heating) HOD = CDD = 621 (Cooling) CDD = BOILDING HEAT TRANSFER (Btu/hr-F) ================================= Building Envelope Heat Transfer Rate: overall Heat Transfer Factor ("K"): Winter summer Winter Summer ( .Heating cooling Site Heating Site Cooling Site Fan Site Lighting Site Receptacle Site Hot Water ANNUAL LOADS (MBtus) ==================== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) ======================================= 66.63 74.38 74.38 2822 l = = = = = = = = = = = = ANNOAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) ============================================= Source Heating source cooling source Fan Total Space Conditioning Energy Source Lighting source Receptacle source Hot Water = -= = 4.0 12.0 18.6 -----34.6 X 1.027 = = = = 1294.7 1333.3 2776.7 2698.3 14.4 29.6 5.2 15.5 24.0 86.5 21.6 1.8 35.5 67.0 16.8 1.4 CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: Building tl CF-3 page 20 of 36 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No t,ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Solid Wood Door Assembly Type: Door Assembly Tilt: 90 deg (Vertical) Construction components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------1. Hardwood, Maple 2. Inside Air Film 3. 4. 5. 6. 7. 8. 9. 10. ll. l.750 1.54 0.68 1.54 0.68 ---------------------------------------------------------------------------{. Total 2.22 2.22 Framing Percentage: 0.0 % Framing Material: NONE ------------------------------- 1 OVERALL VALUES ADJUSTED FOR FRAMING -------------------------------Sketch of construction Assembly Absorptivity: Aoughness: Clear ,aJeight: Heat capacity: Pine 0.70 6.l lb/sqft 2.39 R-Value o-value 2.22 0.4505 ====== 2.22 0.4505 ====== CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: Building #1 Designer: Banzuelo/Rierson/Duff .& Associates, Inc CF-3 page 21 of 36 Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ----------------------~---------------------------------------------------- Assembly Name: R-19 B/U with Gyp. Clg. Assembly Type: Roof Assembly Tilt: 0 deg (Horizontal Roof) Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------l. Roofing, Built-Up 2. Plywood 3. Air Space 4. Insulation, Mineral Wool, R-19 5. Gypsum or Plaster Board 6. Inside Air Film 7. 8. 9. 10. ll • 0.375 0.500 6.000 * 6.000 0.625 0.33 0.33 0.63 0.63 1.00 a.so 19.00 19.00 0.56 0.56 0.92 0.61 ..• -------------------------------------------------------------------------- ( Total 22.44 21.93 10.0 % Framing Percentage: Framing Material: Softwood, Douglas Fir-Larch ------------------------------- 1 2 3 4 5 -------------------------------Sketch of Construction Assembly 0.70 Wood Shingles Calculation for Framing Adjustment Summer U-Value 0.0446 X 0.90 + 0.1066 X 0.10 = 0.0508 Winter U-Value 0.0456 X 0.90 + 0.1128 X 0.10 = 0.0523 OVERALL VALUES ADJUSTED FOR FRAMING R-Value o-value 19.69 0.0508 ====•= 19.11 0.0523 ====== ~bsorptivity: ~ughness: Stucco, ~eight: Heat Capacity: 8.2 lb/sqft 2.58 CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 22 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Floor/Gyp Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Th R-Value Construction components Fr (in) Summer Winter ---------------------------------------------------------------------------1. Gypsum or Plaster Board 2. Plywood 3. Air Space 4. Plywood 5. Particle Board, Underlayment 6. Flooring, carpet and Rubber Pad 7. Inside Air Film 8. 9. 10. 11. 0.625 0.625 * 6.000 0.750 0.625 0.250 0.56 0.78 0.80 0.94 0.82 1.23 0.61 0.56 0.78 1.00 0.94 0.82 1.23 0.92 --------------------------------------------------------------------------- Framing Percentage: Framing Material: Total 10.0 I Softwood, Douglas Fir-Larch 5.74 6.25 Calculation for Framing Adjustment Summer u-value 0.1742 X 0.90 + 0.0919 ·X 0.10 = 0.1660 1 2 3 4 S 6 Winter u-value 0.1600 X 0.90 + 0.0894 X 0.10 = 0.1529 .. . .. a t1 I SI OVERALL VALUES ADJUSTED FOR FRAMING Sketch of construction Assembly Absorptivity: • oughness: Smooth eight: Heat capacity: o.oo Plaster, Metal 10.4 lb/sqft 3.12 R-Value u-value 6.02 0.1660 6.54 0.1529 ====== ====== \' 1< 'JJ tu.-.u __ JJ~ttle:.--iz-1q __ Jt-1 Lttn1 oF- rJ ~P vflf. &zp f-fl-'(t~OOO lfrJiJt.,R. I/ FG\t--, /'<(le?"< vJ ~ NO OFPI C-(! ()(,,(»'Rh• CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 23 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: R-19 B/U with T-Bar Assembly Type: Roof Assembly Tilt: 0 deg (Horizontal Roof) Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------1. Roofing, Built-Op 0.375 0.33 0.33 2. Plywood 0.500 0.63 0.63 3. Air _Space 24.000 1.00 0.80 4. Insulation, Mineral Wool, R-19 * 6.000 19.00 19.00 5. Acoustical Tile, Mineral Fiberboard 6. Inside Air Film 0.750 2.03 0.92 2.03 0.61 7. 8. 9. 10. ll. i .----------------------------------------------:::::--------::~::----::~::- Framing Percentage: Framing Material: 1 2 3 4 5 10.0 % Softwood, Douglas Fir-Larch Calculation for Framing Adjustment summer u-value 0.0418 X 0.90 + 0.0923 X 0.10 = 0.0469 Winter 0-Value 0.0428 X 0.90 + 0.0968 X 0.10 = 0.0482 OVERALL VALUES ADJUSTED FOR FRAMING R-Value u-value 21.33 0.0469 20.76 0.0482 Sketch of Construction Assembly ====== ====== ~sorptivity: -~ghness: concrete, ,feight: Heat Capacity: Asph. 0.70 Shingles 6.9 lb/sqft 2.15 ~ONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-.s page 24 of 36 ~--------------------------------------------------------------------------Project: Building fl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: 5/8 Gyp/R-ll/Gyp WF Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction Components Th R-Value Fr (in) Summer Winter ---------------------------------------------------------------------------1. Gypsum or Plaster Board 2. Insulation, R-11, 2x4 Wood Framing 16" 3. Gypsµm or Plaster Board 4. Inside Air Film 5. 6. 7. 8. 9. 10. 11. 0.625 3.500 0.625 0.56 8.38 0.56 0.68 0.56 8.38 0.56 0.68 ---------------------------------------------------------------------------;. Framing Percentage: Framing Material: Total o.o % Softwood, Douglas Fir-Larch 10.19 10.19 -------------------------------Calculation for Framing Adjustment summer U-Value ~=-½+--1 1><--++---2 '<.J-1--3 -------------------------------Sketch of Construction Assembly Absorptivity: o.oo Plaster, Metal 0.0982 X 1.00 + 0.0982 X 0.00 = 0.0982 Winter u-value 0.0982 X 1.00 + 0.0982 X 0.00 = 0.0982 OVERALL VALUES ADJUSTED FOR FRAMING R-Value O-Value 10.19 0.0982 ====== 10.19 0.0982 •===•= • o~ghness: smooth . eight: Heat capacity: 5.4 lb/sqft 1.38 CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 25 of 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Assembly Name: Floor/Stucco Assembly Type: Floor Date: 12/31/1987 Checked By Date Assembly Tilt: 180 deg (Horizontal Floor} Th R-Value construction Components Fr (in} summer Winter ---------------------------------------------------------------------------l. Stucco 2. Plywood 3. Air .Space 4. Plywood 5. Particle Board, Underlayment 6. Flooring, Carpet and Rubber Pad 7. Inside Air Film 8. 9. 10. ll • 0.875 0.625 * 6.000 0.750 0.625 0.250 0.18 0.78 0.80 0.94 0.82 1.23 0.61 0.18 0.78 1.00 0.94 0.82 1.23 0.92 • Framing Percentage: Total 10.0 % 5.35 5.86 Framing Material: Softwood, Douglas Fir-Larch ------------------------------- 1 2 3 4 S 6 .. , ... ... . .. .. -----------~-------------------Sketch of construction Assembly 0.70 Wood Shingles Calculation for Framing Adjustment Summer U-Value 0.1868 X 0.90 + 0.0953 X 0.10 = 0.1777 Winter o-Value 0.1706 X 0.90 + 0.0926 X 0.10 = 0.1628 OVERALL VALUES ADJUSTED FOR FRAMING R-Value o-value 5.63 0.1777 ====== 6.14 0.1628 ==•••= bsorptivity: ~ghness: Stucco, . eight: Heat Capacity: 16.3 lb/sqft 4.14 CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 26 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Graylite Tinted Glass Assembly Type: Glazing Assembly Tilt:, 90 deg (Vertical) construction components Th R-Value Fr (in) Summer Winter ---------------------------------------------------------------------------1. CEC Single Glazing 2. Inside Air Film 3. 4. 5. 6. 7. 8. 9. 10. 11. 0.250 0.20 0.68 0.20 0.68 ---------------------------------------------------------------------------(. \. Total 0.88 0.88 Framing Percentage: 0.0 % Framing Material: NONE ------------------------------- 1 -------------------------------Sketch of Construction Assembly • Shading Coefficient: 0.65 isible Transmittance: 0.14 \· ..... .-,;.' OVERALL VALUES ADJUSTED FOR FRAMING R-Value u-value 0.88 1.1364 ====== 0.88 1.1364 ====== CONSTRUCTION ASSEMBLY COMPLIANCE FORM Cl?'-3 page 27 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: 6.5" conc/R-11/Gyp.Brd. Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction Components l. Concrete, 140 lb, Oven Dried Th R-Value Fr (in) summer Winter 2. Insulation, R-11, 2x4 Wood Framing 16" 6.500 3.500 0.625 0.71 8.38 0.56 0.68 0.71 8.38 0.56 0.68 3. Gyps~m or Plaster Board 4. Inside Air Film 5. 6. 7. a. 9. 10. 11. --------------------------------------------------------------------------- Total 10.34 10.34 Framing Percentage: 0.0 % Framing Material: NONE • . . 1 ., 2 . . . ~. 3 • . ... :. . . . . OVERALL VALUES ADJUSTED FOR FRAMING ~ Sketch of construction Assembly ~sorptivity: -~ghness: Concrete, . ,eight: -·Beat capacity: 0.70 Asph. Shingles 78.6 lb/sqft 17.39 R-Value u-value 10.34 0.0967 ====== 10.34 0.0967 ====== HVAC POWER INDICES SUMMARY FORM (part l of 2} c.e··-4 page 28 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date -------------------------------------------------~------------------------- FAN ENERGY No. Motor Drive Conv No. Fan HVAC System Sys BHP Eff. Eff. Fact Fans Watts -------------------------------------- Rheem RPFA048DAS-RHQA16 (Fanl) l X 0.50 I [0.70 X 1.00] X 746 X l = 533 Rheem RPFA060DAS-RHQA20 (Fanl) 2 X 0.75 I [0.72 X 1.00] X 746 X l = 1554 ------ Total 2087 FAN WATTAGE INDEX 2087 watts/ 5251 sqft = 0.397 watts/sqft • HVAC POWER INDICES SUMMARY FORM (part 2 of 2) CF-.; page 29 ;)f 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ··ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HEATING EQUIPMENT Description -----------------------Rheem RPFA048DAS-RHQA16 Rheem RPFA060DAS-RHQA20 HEATING POWER INDEX COOLING EQUIPMENT Description Rheem RPFA048DAS-RHQA16 Rheem RPFA060DAS-RHQA20 c• COOLING POWER INDEX • System No. Type Sys -------- Heat Pump 1 X Heat Pump 2 X 169000 Btu/hr I System No. Type Sys --------Heat Pump 1 X Heat Pump 2 X 202930 Btu/hr/ Design Equip Conv. source Output Eff Factor (Btu/hr) -------------------------47000 I 3.00 X 3.000 = 47000 61000 I 3.00 X 3.000 = 122000 --------Total 169000 5251 sqft = 32.18 Btu/hr-sqft Design Equip Conv. Source output Eff Factor (Btu/hr) -------------------------47500 I 8.30 X 10.239 = 58597 58500 I 8.30 X 10.239 = 144333 --------Total 202930 5251 sqft = 38.65 Btu/hr-sqft HVAC SYSTEM SUMt::iARY SHEET WS-4 page 30 of 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ---------------------------------------------------------~----------------- HVAC Equipment Name: HEATING System Type: output Capacity: Rated Efficiency: supply Air Temperature: COOLING system Type: Total Output Capacity: Sensible Output Capacity: Latent Output capacity: Rated Efficiency: Input Power Rating: Coil Bypass Factor: Economizer: supply Air Temperature: \.NS Supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS Supply Duct Heat Gain: Return Duct Heat Gain: supply Duct Air Leakage: Return Duct Air Leakage: Rheem RPFA060DAS-RHQA20 Heat Pump 61000 Btu/hr 3.000 105.0 F Heat Pump 58500 Btu/hr 44000 Btu/hr 14500 Btu/hr 8.300 7048 watts 0.100 No 55.0 F 2000 cfm Blow-Through l 0.75 72.0 % 100.0 % l.0 % l.0 I 2.0 I 2.0 % HVAC SYSTEM SUMMARY SHBET WS-4 page 31 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ---------------------------------------------------------~----------------- HVAC Equipm,ent Name: HEATING System Type: Output Capacity: Rated Efficiency: supply Air Temperature: COOLING System Type: Total Output capacity: sensible Output Capacity: Latent output capacity: Rated Efficiency: Input Power Rating: Coil Bypass Factor: Economizer: ,,.... supply Air Temperature: -ANS Supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS supply Duct Heat Gain: Return Duct Heat Gain: supply Duct Air Leakage: Return Duct Air Leakage: Rheem RPFA048DAS-RHQA16 Heat Pump 47000 Btu/hr 3.000 105.0 F Heat Pump 47500 Btu/hr 35400 Btu/hr 12100 Btu/hr 8.300 5723 watts 0.100 No 55.0 F 1600 cfm Blow-Through 1 a.so 70.0 I 100.0 I 1.0 I 1.0 I 2.0 I 2.0 I LIGHTING SUMMARY AND WORKSHEET CF-5 page 32 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- INSTALLED LIGHTING POWER BY SPACE Floor Space Name Area ---------------------------First Floor 1381 Second Floor 3870 BUILDING LIGHTING WATTAGE • Vert Horiz Mult Mult ----- X 1 X 1 = X 1 X 1 = TOTALS 10502 watts/ Total Floor Lighting Installed Area (watts/sqft) wattage --------------------------1381 X 2.000 = 2762 3870 X 2.000 = 7740 --------------5251 10502 5251 sqft = 2.000 watts/sqft HVAC ZONE HEATING & COOLING LOAD SUMMARY page 33 of 36 ---------------------------------------------------------------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC system Name: System Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE First Floor PEAK (Jan 6am) TOTAL SPACE LOAD 28 cfm) EFFECTIVE SPACE LOAD Ventilation ( 249 cfm) Return Duct Conduction Return.Duct Leakage Return Fan Heat Gain • TOTAL SYSTEM LOAD SYSTEM PERFORMANCE AT DESIGN CONDITIONS HEATING 20527 20527 972 205 411 0 22115 8750 221 442 -1819 29710 38528 Zone l Rheem RPFA048DAS-RHQA16 l Loads Office Heating Loads Office cooling Loads Office Fans COINCIDENT so' COOLING PEAK SENSIBLE LATENT --------------(Jul 4pm) 27488 3522 --------------27488 3522 ( 28 cfm) 122 -30 275 550 70 0 --------------28435 3562 ( 249 cfm) 1094 -271 284 569 71 1819 --------------32200 3362 2.7 tons 0.3 tons 35436 14161 3.0 tons 1.2 tons SPACE HEATING & COOLING LOAD SUMMARY page 34 of 36 ---------------------------------------------------------------------------Project: Building #1 Designer: Banz~elo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No · .cation: Carlsbad Documentation: PROCALC Date: 12/31/19S7 Checked By Date ----~---------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Wall Conduction Glass conduction Door Conduction Roof Conduction Skylight conduction Floor Conduction Slab Conduction (.Interior conduction l. Infiltration Solar Gain Light.ing Equipment Occupants SPACE LOADS SUPPLY AIR QUANTITIES HEATING Jan 6am 70 F DB 38 F DB Btu/hr 3014 13577 268 0 0 0 3668 0 0 20527 Btu/hr First Floor COOLING SENSIBLE LATENT --------------Jul 4pm 78 F DB 50 % RH 82 F DB 66 F WB Btu/hr Btu/hr ------------211 945 58 0 0 0 0 0 11790 6249 4713 0 3522 3522 -----------27488 Btu/hr 3522 Btu/hr 2.3 tons 0.3 tons Heating: cooling: 20527 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] • 533 cfm 27488 Btu/hr/ [1.10 * ( 78 F TStat -55 F supply)]• 1086 cfm • HVAC ZONE HEATING & COOLING LOAD SUMMARY page 35 of 36 ---------------------------------------------------------------------------Project: Building tl Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC system Name: system Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE Second Floor PEAK (Jan 6am) TOTAL SPACE LOAD Bypass Ventilation Air ( Aupply Duct Conduction (Wf.PPlY Duct Leakage t __ ~upply Fan Heat Gain 77 cfm) EFFECTIVE SPACE LOAD Ventilation ( 697 cfm) Return Duct Conduction Return Duct Leakage Return Fan Heat Gain -• TOTAL SYSTEM LOAD SYSTEM PERFORMANCE AT DESIGN CONDITIONS HEATING 43719 43719 2724 437 874 0 47755 24520 478 955 -5304 68403 100008 Zone 2 Rheem RPFA060DAS-RHQA20 ( ( 2 Loads Office Heating Loads Office Cooling Loads Office Fans COINCIDENT so% COOLING PEAK SENSIBLE LATENT --------------(Jul 4pm) · 71720 9868 --------------71720 9868 77 cfm) 341 -84 717 1434 197 0 --------------74212 9982 697 cfm) 3065 -758 742 1484 200 5304 --------------84808 9423 7.1 tons 0.8 tons 88090 34077 7.3 tons 2.8 tons ---------------~-----------------------------------7-----------------------Project: Building il Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ,.,ocation: Carlsbad .cumentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS Peak Hour: Indoor conditions: Outdoor conditions: LOAD COMPONENT Wall Conduction Glass Conduction Door Conduction Roof Conduction Skylight Conduction Floor Conduction Slab conduction ., • Interior Conduction :. Infiltration Solar Gain Lighting Equipment Occupants SPACE LOADS SUPPLY AIR QUANTITIES HEATING Jan 6am 70 F DB 38 F DB Btu/hr 6052 19017 0 5947 0 12703 0 0 0 43719 Btu/hr Second Floor COOLING SENSIBLE LATENT --------------Jul 4pm 78 F DB 50 % RH 82 F DB 66 F WB Btu/hr Btu/hr ------------ 539 1539 0 4011 0 2557 0 0 21550 18448 13208 0 9868 9868 -----------71720 Btu/hr 9868 Btu/hr 6. 0. tons 0.8 tons Heating: Cooling: 43719 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] = 1136 cfm 71720 Btu/hr/ [1.10 * ( 78 F TStat -55 F supply)]= 2835 cfm :. • • TITLE 24 REPORT FOR: Building #2 El Fuente Business Park Carlsbad, California PROJECT DESIGNER: Banzuelo/Rierson/Duff & Associates, Inc 4501 East La Palma Avenue, Suite 202 Anaheim, CA 92807-1907 (714) 777-0666 OWNER: Davison-Jones Development 411 Campus Drive, Suite 830 Irvine, CA 92715 REPORT PREPARED BY: PROCALC 705 s. Velare St. 110 Anaheim, CA 92804 1-(800) TITLE-24 Job Number: T499G Date: 12/31/1987 The NONRESIDENTIAL COMPLY 24 computer program has been used to perform the calculations summarized in this compliance report. The program has interim • approval and is authorized by the California Energy Commission for use with the Second Generation Nonresidential Building Energy Efficiency Standards. • Table Of Contents for Title 24 Report Cover Page .....••......•.......••......••.....•.................•..• Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-1 certificate of Compliance Form MF-1 Mandatory Measures Checklist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l 2 3 5 Form WS-lA Energy Budgets Worksheet •••••••••••••••••••••••••••••.••• 7 Form CF-2 Envelope summary & Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form SCM Performance Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-3 Construction Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-4 HVAC Power Indices Summary Form ws-4 HVAC System summary Sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-5 Lighting summary & Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 12 20 28 30 32 HVAC Zone & Space Loads Summary •••••.••••••••••••••••••••••••••••••• 33 Cil'ffrown Climaia Zone PF?oGAkL: ,e.1~,1-en C"ocumentadcn Authot Cata Prescriptive Approach/Performance Approach Strategy General 1 CEC Occ:upancy Type , , , • , , • • • .Qff;~ 2 UBC Occ:upancy Gtoup/Oivision • • • . • • 12 -?:: 3 Package Sotoctod • • • , • • • • • . • • • &f. 4 Grcu Condidonad Floor Area I O o o I O 5eal-ft2 Roof and Froora; 5 , Proposed Rocf/Cai!Ing Rt (CF-2. CF-3) , • 'Z.D • , hr-F-ftZ'Btu 6 .. Required Roof/Ceiling Rt {CF-2) • • • • • ___ hr-F-ftZ'Btu 7 Proposed Exforior Floor Rt (CF-2. CF-3) • • k . 'Z-hr-F-ft2/8tu 8 Requfrad Extarior Floor Rt (CF-2) , • • • • hr-F-ft2/8tu w,rra . 9 Proposed Opaque Wall Rt (CF-2.°CF-3) • • lD. D hr-F-ft2/8tu 10 Wa!J Heat Capacity (CF-3) • • • , , • , , f'>, 5 Btu1F-ft2 . ~11 . Raqulrad Opaque. WaD Rt (CF-2) • , • • , ___ hr-F-ftZ'Btu r ;In Walla \ -Exlaricr Wall Area (CF-2) • , • , • • • , Mei\ l ft2 13 Total Grazing ~a (CF-2) , , • , , , • • lJ f:(1 ft2 14 Proposed Total Parcent(Une 13/ Une 12), :is.er % 15 Average Total SC (CF-2) , , • , , • • • • D, fee! 18 Allowed Tot.al Gtazing Percent •••••• ___ % 17 Wast Exterior Wall Area (CF-2) • • • , • • !IP 4-ft2 18 Wast~ Area (CF-2) • • • • • • • • ft2 19 Proposed West Parcant (CF-2) • • • • • ·---% . 20 Avara;~WestSC{CF-2). , • , , •• , __ _ 21 Altowed West Glazing Percent • • , , • •• % Gta:Ing In Roof (CF•6) Proposed Allowod 22 SJ(yllght 1 , , , • • , • • • --- 23 SkyUght 2 • • , • • , • • , __ _ 24, SkyUght 3 ,. • , • • , • • • __ _ 25 SkyUght4' • • • • • ; • • , __ _ 28 Skylight S , , , , , , .... ---27 Skyaght I • . , , , , , , • , __ _ 28 Skylrght 7 • • • , • • • • • --- 29 Sk-Jllght8 • • .• , , •• ·• , --- UghUn; ---ft2 ---ft2 ---ft2 ___ rt2 ---ft2 ---ft2 ___ ft2 ---ft2 30 Proposed A4uatad LPO (CF-S) • • • • • , ,Z., e:, WatuJft.2 31 Alowec:l I.PD (CF-I) • • • , , , • • , , ___ Watlslft2 HVAC 3a Pedormance Sat Selectact • • • • • • • • --- • Prciposad Fai\ Wattage Index (CF-4) • • • <2 .4:: l Wattslft2 Alt~d Fan Wattage Index • • • • • • • ___ Wattsift.2 · . Proposed Coollng Pcwv Index (CF-4) • , • ~ ,1 -Z.!tuMt2 38 Allowed Coollng Power Index • • : • • • ~~-Bluh/rt2 37 Prciposed Heating Power Index (CF-4) , , -~ 1,/) BIUMl2 38 Allowed Headng Power Index • • • • • • · ·etuhlft.2 F~ Revised S.pllmbet 1986 CF-1 For Enforcement Agency Use Only Dato F,etd Checl<ad Sy bate . Signature and Reglstradon Stamp Approved By Cata l--iun-.1~ u-rJ~fl- Performance Approach Energy Budget 1 CEC Ocaipancy Type • • • • • • • • , .Qffi'q:,. 2 UBC Ocaipancy Group/Division • • • , • lb-2-- 4 Condidonod Floor Aroa •••••• , , , !;Of,:?, rt2 4 Budgot Tablo •••••••••••••• t.J;,-I A 5 Allowed Energy Budget (WS-1A) • • • • • I e,7.0 kBtu/yr-tt2 Calculatod Annual Energy Con$umptlon 6 Approved Calculation MGthod •••••• "i1?. '9t1f'"'-'I' '%-4- 7 CEC Designation • • • • • • • • , • • L,Pc:::> Q'1 8 Multiplier • , , • • • • • • • • • , • , • ) .Q:7 j Estimated Energy Use 9 Heating • , •••••••••• , • , • ? ,(ti kBtu,yr-ft2 10 Cooling • • • • • • • • • • , • • • , • 1 '2.1 1 kBtu/yr-ft2 11 Fans , • • , • • • • • • • • • , • • , I CJ .o kBtulyr-ft2 12 Ughts • •• • , • • • • • • • , • • , ~.. 4z1. o kBtulyr-ft2· 13 MlscaDaneaus Equipment •••••• ~ 12,.,Z, kSl!J}J_r-ft2 14 Total ,· , • • . • • • • • • • • • , , , , ___ kStu,yr-rt2 15 Aclf. Total Energy Use (lifte O ,c liaa 14'. , • l:7,.$11 kStu/yr-ft2 ~ ~ju.s-\-CA Compliance Statement C.neral. The proposed building represented in this set of compliance documentation Is consistent with the other compliance lonns and worksheets, with tho plans and spaciffcadons and with any other calculalions ot computer runs submitlad with this pennit applicalion. Performance Approach. (when applicable) The energy parfonnance estimate presentad on this ronn was calculated using the approved calculation method indicated above and with the cec established fixed and restridad engineering inputs for the applicable dlmate zone anc: occupancy type. Preacrlptlv• Approach. (when applicable) The proposed building has been designed to meet the requirements of the Altamaliv• Component . Package Indicated above for the appropriate occupancy t'fpe and climate ~ ~ i--iq.-68 Namellltle tktlf: LlHt..1n, o.n2 Address ,AsµA;t:\WtJ '?Ac ' 'JZ:eQ(p Cily/Stato/Zlp 1 (114) (e?2-... '5'3to 2~z..q½ e,,-zo Telephone Calif. Ucense Number Page_ot_ liert1t1cate o-r Gornpiiance· {Part 2 at 2) CF-· Pro1eei I o *: '2-For Enlorcoment Agonc:y Use Only PRoCAL..C- Documentation Aulhor/Fllffl Cheeked By bate .Both parts one and tNo of !his Certificate of Compliance must be included wilh each building pennit application for the above noted building and appe; on the ·plans submitted for appr0vaL The building.features and requirements represented on lhe Cenificate of Compliance are adequate to ac:hie·, compaance with the sacond generation nonreslden!ial energy standards for the building referenced above. The building features and rec;ulrements a: also adequate for any subsequent alterations, modifications or additions to the building. cesr;ner One Name (Print) TIile/Company Name Addrass Signature En!orcement AgancJ Signature De1r;ner Two 1 \ ~:?:( A., WJ, u-\J.n:: · Name (Print) l .: . 012 °'?\bf~!fil': }btf:: ,. 1Ue/~mpany Name / 0wnlt' Name (Print) · Title/Company Name Address Sfgna!Ure • Ferm Revised September 1986 Cate baia Data Data Date orcoment Agoncy ,gnature Desl;ner Four Name (Print) Tiile1Company Name Address Signature Entorcament Agency Signature Enforcement Agency Name (Print) lidalAgency Address pate Oata Page_ot_ CERTIFICATE OF COMPLIANCE (part l of 2} page 3 of ~6 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- PERFORMANCE APPROACH Roofs and Floors Roof/Ceiling Rt (CF-2,3) R-20.9 Ext. Floor Rt (CF-2,3) R-6.2 Walls Opaque Wall Rt (CF-2,3) R-10.0 Energy Budget CEC Occupancy Type Conditioned Floor Area Total Number of Floors Climate Zone Heat Capacity (CF-2,3) 8.5 HC Energy Budget (WS-lA) Lighting Adjustment (CF-5) Energy Compliance Budget Office 5083 2 7 157.0 a.a 157.0 Glazing in Walls Exterior Wall Area (CF-2) Total Glazing Area (CF-2) Total Glazing Percent Average Total SC (CF-2) west Exterior Wall (CF-2) west Glazing Area (CF-2) West Glazing Percent Average West sc .,A,azing in Roof ~~kylight Area (CF-2) 4491 1157 25.8 0.65 504 a a.a 0.00 0 sf sf ' SC sf sf ' SC sf Calculated Annual Energy Consumption Approved Calculation NR COMPLY 24 Program Version Number 1.14 Oser License Number 1329 CEC Designation CPO 07 CEC Multiplier 1.027 Estimated Heating Cooling Fans Energy Use (KBtu/sqft-yr) 5.6 12.9 19.0 Lighting Proposed Adjusted LPD (CF-5)2.00 w/sf Adjustment Lights Receptacle 37.5 X 1.027 = 38.5 67.0 16.8 1.4 123.7 HVAC Fan Wattage Index (CF-4) 0.41 Cooling Power Index (CF-4) 39.92 Heating Power Index (CF-4) 33.25 COMPLIANCE STATEMENT Hot Water w/sf Total (SCM-3) Btuh/sf Btuh/sf The proposed building represented in this set of compliance documentation is consistent with the other compliance forms and worksheets, with the plans and specifications and with any other calculations or computer runs submitted . with this permit application. The energy performance estimate presented on this form was calculated using the approved calculation method indicated above and with the CEC established fixed and restricted engineering inputs for the applicable climate zone and occupancy type • • GNED ________________ Calif. License t: ____ _ DESIGNER Banzuelo/Rierson/Duff & Associates, Inc 4501 East La Palma Avenue, Suite 202 Anaheim, CA 92807-1907 (714) 777-0666 CERTIFICATZ OF COMPLIANCE (part 2 of 2) CF-1 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Both Parts one and two of this Certificate of Compliance must be included with each building permit application for the above noted building, and appear on the plans submitted for approval. The building features and requirements represented on the Certificate of Compliance are adequate to achieve compliance with the second generation nonresidential energy standards for the building referenced above. The building features and requirements are also adequate for any subsequent alterations, modifi- cations or additions to the building. PROJECT TITLE Building 12 El Fuente Business Park Carlsbad, California ce OTHER DESIGNER Name: Address: City: Signed: DOCUMENTATION AUTHOR PROCALC 705 s. Velare St. tlO Anaheim, CA 92804 l-(800) 7~724 ( l~ Signed: . __ ., ... '-·· ____ -,_. ---r_· _. _'·_'-_ .... ____ _ ·, I ·J OTHER DESIGNER Name: Address: City: Signed: =======================•=====•======================================•====== OWNER Davison-Jones Development 411 campus Drive, suite 830 Irvine, CA 92715 .• igned: ENFORCEMENT AGENCY Name: Agency: City: Signed: MANDATORY FEATURES CHECKLIST (part 1 of 2) MF-1 page 5 of 36 ---------------------------------------------------------------------------Project: Building i2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ------------------------------~-------------------------------------------- ENVELOPE MEASURES o Certified Insulation Materials per Sec. 2-53ll(a) o Insulation Installed to meet Flame Spread and Smoke Density Requirements of Sec. 2-531l(b) o urea Formaldehyde Foam Insulation Installed per Sec. 2-531l(c) o Retrofit Insulation specified per Sec. 2-5313 o Air Infiltration is minimized by specification of tested manufactured doors and windows and proper sealing and weatherstripping per Sec. 2-5317 LIGHTING SYSTEM MEASURES o Certified Luminaires/Ballasts per sec. 2-5314(b) (. Independent control within enclosed Areas per Sec. 2-5319(a) ' o Manual Switching Readily Accesible per Sec. 2-5319(b) o Reduction of Ligh~ing Load to at least 50% per Sec. 2-5319(c) (Occupancy sensors or Programmable Timers meeting CEC Criteria may Substitute) o Separate Switching of Daylit Areas per Sec. 2~5319(d) o Separate Switching of Display and Valance Lighting in Retail/Wholesale Occupancies per Sec 2-5319(h) o Automatic Control of Display Lighting in Retail/Wholesale Occupancies per Sec. 2-5319(h) o Tandem Wiring of 1 and 3 Lamp Luminaires per Sec. 2-5319(h) OCCUPANCY SENSING DEVICES (when applicable) o Flicker Free Operation and no Premature Lamp Failure per Sec. 2-5319(e).2 Reference o Time Delays to Prevent Undesirable cycling per Sec. 2-5319(e).3 \. Limits on Emmisions per exceptions to sec. 2-5319(e) ----- MANDATORY FEATURES CHECKLIST (part 2 of 2) page o of 36 ---------------------------------------------------------------------------Project: Building 12 Enforcement Agency Designer: Banzuelo/Rierson/Duff & Associates, Inc Building Permit No :·-cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- DAYLIGHTING AND LUMEN MAINTENANCE CONTROLS (when applicable) o Uniform Illumination reduction to 50% per Sec. 2-53l9(e).l o Flicker Free Operation and no Premature tamp Failure per Sec. 2-53l9(e).2 o Time Delays to Prevent Undesirable Cycling per Sec. 2-5319(e).3 o Step Switching Devices with Separation between On/Off Settings per Sec. 2-5319(e).4 o Photocell Sensors shall be Diffusing type and no Opaque Cover allowed per Sec. 2-5319(e).S o Manufacturer's Instructions provided for Installation and calibration per sec. 2-5319(e).6 o Proper Installation of Controls including Sensor Location, Certification of Initial Calibration and Control of Luminaires (. only within Daylit Areas per sec. 2-5319(e) .a Reference o Visible or Audible malfunction Alarm provided per Sec. 2-5319(g) ____ _ HVAC AND PLUMBING SYSTEM MEASURES o Piping Insulated as per sec. 2-5312 o Certified HVAC Equipment per 2-5314(a) o certified Plumbing Equipment per 2-5314{a) o Heating and Cooling Equipment efficiency per Sec. 2-5314(b) o Pilotless Ignition of Gas Appliances per Sec. 2-5314(c) o Automatic Controls for Off-Hours per Sec. 2-5315(a) o Thermostat Set Point Requirements per Sec. 2-5315(b).l o Sequential Control of Heating and cooling per Sec. 2-5315(b).2 o Automatic Exhaust Fan Dampers per Sec. 2-5316(b) ,.Thermostat Controls for Each Zone per sec. 2-5315(b) ·, o Ventilation Provided per Secs. 2-5316 & 2-5343 o Water Heaters for Domestic Hot water and Pools per Sec. 2-5318 ENERGY BUDG~TS WORKSHEET (part l of 2) WS-lA page 7 cf 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- CLIMATE ZONE 7 ENERGY BUDGETS Cross Floor Sectional Office Retail No Area Budget Budget -------------------------- 1 1360 157 186 2 3723 157 186 BUILDING ENERGY COMPLIANCE BUDGET BY SPACE Occupancy Floor Flr Space Name Type Area ---------~---------------------------1 First Floor Office 1360 X 2 Second Floor Office 3723 X (.UILDING COMPLIANCE BUDGET TOTALS 798.0 MBtu / • Mult 1 = 1 = Total Floor Area -----1360 X 3723 X ----- 5083 Budget Energy (KBtu Budget /sqft) (MBtu) ------------157 = 213.5 157 = 584.5 ------ 798.0 5083 sqft = 157.0 KBtu/sqft ENERGY BUDGETS WORKSHEET (part 2 of 2) WS-lA page 8 of 36 ----------------------------~----------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date -----------------~--------------------------------------------------------- BUILDING ENERGY CONSUMPTION BY SPACE Total SCM Energy Energy Floor Floor Estimate Use Flr Space Name Area Mult Area (KBtu/sqft) (MBtu) -------------------------------------------------- l First Floor 1360 X l = 1360 X 128.8 = 175.2 2 Second Floor 3723 X l = 3723 X 121.8 = 453.5 -----------TOTALS 5083 628.7 BUILDING ENERGY CONSUMPTION 628.7 MBtu / 5083 sqft = 123.7 KBtu/sqft • AREA AND MATERIALS SUMMARY FORM (part l of 3) page 9 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- FLOOR R-VALUE Area/ Type Assembly Name Area R-Value R-Value ---------------------------------------------- Floor-1 Floor/Gyp 2131 6.27 339.81 Floor-2 Floor/Stucco 232 5.87 39.49 -------Average R-Value 2363 I 379.30 = 6.23 ROOF AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW TOTALS ---------------------------------------------------------------------------Roof-1 Roof-2 3502 221 3502 221 ---------------------------------------------------------------------------TOTALS 3723 .OOF R-VALUE Type Assembly Name Roof-1 Roof-2 R-19 B/U with T-Bar R-19 B/U with Gyp. Clg. Average R-Value Area 3502 221 3723 ROOF GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s 3723 Area/ R-Value R-Value -------------- 21.04 166.42 19.40 11.39 -------I 177.81 = 20.94 SW w NW TOTALS --------------------------------------------------------------~------------NONE ---------------------------------------------------------------------------TOTALS 0 • ARhA AND MATf.:RIAi S SU~iMARY FORM {.part 2 of 3) CF-2 p01ge 10 of 36 ---------------------------------------------------------------------------Project: Building i2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- ELEVATION AREA BY ORIENTATION N NE E SE s SW w NW Int TOTAL ---------------------------------------------------------------------------1422 666 1611 504 288 4491 OPAQUE EXTERIOR WALL/DOOR AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW Int TOT~LS ---------------------------------------------------------------------------Wal-1 Wal-2 Wal-3 669 359 1591 20 252 252 192 1472 1843 20 ---------------------------------------------------------------------------TOTALS 669 359 1611 504 192 3335 OPAQUE EXTERIOR WALL/DOOR R-VALUE & HEAT CAPACITY (.ype Area/ Area Assembly Name Area R-Value HC R-Value X HC ---------------------------------------------- Wal-l 6.5" Conc/R-11/Gyp.Brd. 1472 10.34 17.4 142 25590 Wal-2 5/8 Gyp/R-11/Gyp WF 1843 10.19 1.4 181 2551 Wal-3 Solid Wood Door 20 2.22 2.4 9 48 ------------Totals 3335 332 28188 Average R-Value 3335 I J32 = 10.03 Average HC 28188 I 3335 = 8.45 • AREA AND MATERIALS SUMMARY FORM (par;: 3 ot 3) CF-2 page 11 of 36 ---------------------------------------------------------------------------Project: Building t2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW TOTALS -----------------------------------------------------------------------·----Wind-1 753 308 96 1157 ---------------------------------------------------------------------------TOTALS 753 308 GLAZING U-VALUE AND SC Type Wind-1 ce • Assembly Name --------------------------Graylite Tinted Glass Totals Average u-value Average SC Area 1157 1157 1314 I 752 I 96 1157 Area X Area u-value SC u-Value X SC --------------1.14 0.65 1314 752 ------------1314 752 1157 -1.14 1157 = 0.65 SCM INPUT DATA SUMMARY (part l of 2; SCM·L page l~ or Ji ---------------------------------------------------------------------------Project: Building i2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------~------------------ Space Name: AREAS Exterior Wall North Glazing East Glazing Northwest Glazing Roof Door Raised Floor Slab Total Conditioned Floor First Floor 1007.5 sqft 261.0 sqft 157.5 sqft 48.0 sqft o.o sqft 20.0 sqft o.o sqft 1360.0 sqft 1360.0 sqft R-VALUES (including inside film resistance) -------------------------------------------Wall Window Roof ,,. Door :. Floor HVAC SYSTEM HVAC Equipment Name (CF-4) Number of Systems Heating Equipment Type cooling Equipment Type Water Heating Equipment Type Rated Heating Efficiency Rated cooling Efficiency Rated Water Heating Efficiency Economizer Cooling Equipment Power Rating Fan Power Air Circulation Rate GENERAL • Heat Capacity of Exterior Wall Lighting Power Climate Zone 10.24 0.88 o.oo 2.22 o.oo Rheem RPFA048DAS-RHQA16 1 Heat Pump Heat Pump Electric Resistance 3.000 8.300 0.990 No 5723 watts 533 watts 1600 CFM 6.75 2.000 watts/sqft 7 SCM IN~0t DATA SUMMARY (part 2 of Z) SCM-1 page 13 of 36 --------------------------------------------------~------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No · .cation: car lsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height SHADING COEFFICIENTS --------------------North East Northwest OVERHANGS & SIDEFINS North East (. Northwest SPECIAL FEATURES Daylighting strategies • Glass Framing SC Factor ------------ 0.65 0.880 0.65 0.880 0.65 0.880 Window Height Width 9.0 9.0 6.0 29.0 17.5 8.0 Shading Device Winter summer ------------ overhang Height Depth 0.24 0.00 9.0 ft overall SC 0.57 0.57 0.57 Side-Fin Distance Depth No Daylighting Controls SCM FIXED INPUT DATA SUMMARi SCM-2 page 14 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ··cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: Occupancy Type: SCHEDULING Occupancy Level for Operational Period: First Floor Office Day 54.60 % Night 3.80 % Lights/Receptacle Level for Operational Period: Day 70.30 % Night 14.40 % Equivalent Operational Hours per Year: Lighting Day 2915 hours Lighting Night 359 hours Receptacle 3274 hours Fans 4518 hours Water Heater 1770 hours Number of Non-operational Hours per Week: Day 32 hours (.Number of Holidays per Year: Thermostat Set Point Temperatures: PHYSICAL PARAMETERS Infiltration Rate: Slab Floor Heat Loss Rate cu-value): INTERNAL LOADS & ENERGY • Receptacle Peak Load: water Heating Energy: Occupant Sensible Load: occupant Latent Load: Occupant Density: Heating cooling Winter Winter summer Summer Night Season season Setback Setup 46 hours 5 days 3 days 70 F 40 F 78 F 85 F 0.0284 cfm/sqft 0.0862 Btu/hr-sqft-F 0.50 watts/sqft 64 Btu/hr-person 230 Btu/hr-person 190 Btu/hr-person 250 sqft/person SCM ANALYSIS PERFORMANCE RESOLTS SCM-3 page 15 oi 3& ---------------------------------------------------------------------------Project: Building t2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ---~----------------------------------------------------------------------- Space Name: First Floor BALANCE POINT TEMPERATORES AND DEGREE DAYS ------------=-----------------------------Daytime Nighttime ------------------------------BPTl = 60.22 (Winter) BPTl = BPT2 = 66.22 (Summer) BPT2 = BPT3 = 66.22 (Economizer) BPT3 = HDD = 335 (Heating) HDD = CDD = 436 (Cooling) CDD = BUILDING HEAT TRANSFER (Btu/hr-F) ================================= Building Envelope Heat Transfer Rate: overall Heat Transfer Factor ("K"): Winter summer Winter Summer Heating Cooling Site Heating Site.cooling Site Fan Site Lighting Site Receptacle Site Hot Water ANNUAL LOADS (MBtus) ==================== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) ======================================= 68.21 76.22 76.22 3336 0 --= = = = = = . = = = = ANNUAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) ====•======================================== Source Heating source Cooling Source Fan Total Space Conditioning Energy source Lighting source Receptacle source Hot Water = = - = 8.6 15.8 18.1 -----42.S X 1.027 = = = = 499.6 506.7 1305.8 1249.3 10.6 11.3 3.9 7.2 8.2 30.4 7.6 0.6 43.6 67.0 16.8 1.4 =========================•=====•==============•=•=====================•••== • TOTAL ANNUAL SOURCE ENERGY USE ESTIMATE 128.8 KBtu/sqft ==•===••===========•====•==••=============••===••================••======•= SCM INPUT DATA SUMMARY (part 1 of 2) SCM-l page 16 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No -cation: Carlsbad ~ocumentation: PROCALC Space Name: AREAS Exterior Wall North Glazing East Glazing Northwest Glazing Roof Door Raised Floor Slab Total Conditioned Floor Date: 12/31/1987 Checked By Date Second Floor 2307.0 sqft 492.0 sqft 150.0 sqft 48.0 sqft 3723.0 sqft o.o sqft 2363.0 sqft o.o sqft 3723.0 sqft R-VALUES (including inside film resistance) Wall 10.26 0.88 20.94 o.oo 6.23 Window Roof ··Door \ Floor HVAC SYSTEM HVAC Equipment Name (CF-4) Number of Systems Heating Equipment Type Cooling Equipment Type Water Heating Equipment Type Rated Beating Efficiency Rated cooling Efficiency Rated water Heating Efficiency Economizer cooling Equipment Power Rating Fan Power Air Circulation Rate GENERAL • Heat capacity of Exterior Wall Lighting Power Climate Zone Rheem RPFA060DAS-RHQA20 2 Heat Pump Heat Pump Electric Resistance 3.000 8.300 0.990 No 14096 watts 1554 watts 4000 CFM 9.21 2.000 watts/sqft 7 SCM INPUT DATA sm1MA.RY ( par l: 2 ot 2 J SCM-1 page 17 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No -'Aocation: Carlsbad ,.,,,ocumentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height Glass Framing SHADING COEFFICIENTS --------------------North East Northwest OVERHANGS & SIDEFINS North East (. Northwest SPECIAL FEATURES Daylighting Strategies • SC Factor ------------ 0.65 0.880 0.65 0.880 0.65 0.880 Window Height Width 6.0 6.0 6.0 82.0 25.0 a.a Shading Device Winter Summer ------------ overhang Height Depth 0.34 0.70 9.0 ft overall SC 0.57 0.57 0.57 Side-Fin Distance Depth No Daylighting Controls SCM FIXED INPUT DATA SUMMARY Project: Building t2 Designer: Banzuelo/Rierson/Duff & Associates, Inc SCM-2 page 18 of 36 Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: Occupancy Type: SCHEDULING Occupancy Level for Operational Period: Second Floor Office Day 54.60 % Night 3.80 % Lights/Receptacle Level for Operational Period: Day 70.30 % Night 14.40 % {. Equivalent Operational Hours per Year: Lighting Day Lighting Night Receptacle Fans Water Heater Number of Non-Operational Hours per Week: Day Night Number of Holidays per Year: Heating Season Cooling season Thermostat Set Point Temperatures: Winter Winter Setback summer summer Setup PHYSICAL PARAMETERS Infiltration Rate: Slab Floor Heat Loss Rate (U-Value): INTERNAL LOADS & ENERGY Receptacle Peak Load: Water Heating Energy: Occupant sensible Load: Occupant Latent Load: • Occupant Density: 2915 hours 359 hours 3274 hours 4518 hours 1770 hours 32 hours 46 hours 5 days 3 days 70 F 40 F 78 F 85 F 0.0284 cfm/sqft 0.0862 Btu/hr-sqft-F a.so watts/sqft 64 Btu/hr-person 230 Btu/hr-person 190 Btu/hr-person 250 sqft/person SCM ANhLYSIS PERFONMANCE RESULTS SCM-3 page 19 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Space Name: Second Floor BALANCE POINT TEMPERATURES AND DEGREE DAYS ========================================== Daytime Nighttime ------------------------------BPTl = 57.85 (Winter) BPTl = BPT2 = 64.30 (Summer) BPT2 = BPT3 = 64.30 (Economizer) BPT3 = HOD = 150 (Heating) HDD = CDD = 564 (Cooling) CDD = BUILDING HEAT TRANSFER (Btu/hr-F) ================================= Building Envelope Heat Transfer Rate: Winter summer Winter summer Overall Heat Transfer Factor ("K"): 1:e Heating Cooling Site Heating Site Cooling Site Fan Site Lighting Site Receptacle Site Hot water ANNUAL LOADS (MBtus) ==================== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) ======================================= 66.77 74.55 74.55 2868 1 = = = = = = = = = = = = ANNUAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) ============================================= source Heating source Cooling Source Fan Total Space conditioning Energy Source Lighting source Receptacle source Hot Water = = = = 4.5 11.9 19.3 -----35.7 X 1.027 = = = - ·1333. 3 13.69. 5 2815.3 2734.5 15.4 27.9 5.6 14.7 24.0 83.2 20.8 1.7 36.6 67.0 16.8 1.4 • TOTAL ANNUAL SOURCE ENERGY USE ESTIMATE 121.8 KBtu/sqft =========================•========•======================================== CONSTRUCTION ASSEMBLY COMPLIANCE F0~1 CF-3 page 20 of 36 ---------------------------------------------------------------------------Project: Building t2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Solid Wood Door Assembly Type: Door Assembly Tilt: 90 deg (Vertical) construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------l. Hardwood, Maple 2. Inside Air Film 3. 4. 5. 6. 7. a. 9. 10. 11. 1.750 1.54 0.68 1.54 0.68 ---------------------------------------------------------------------------• Total 2.22 2.22 Framing Percentage: 0.0 % Framing M~terial: NONE ------------------------------- 1 OVERALL VALUES ADJUSTED FOR FRAMING -------------------------------Sketch of Construction Assembly Absorptivity: • oughness: Clear eight: ·aeat capacity: Pine 0.70 6.1 lb/sqft 2.39 R-Value o-value 2.22 0.4505 ===--- 2.22 0.4505 ====== . 'CONSTRUCTION. ASSEMBLY COMPLIANCE FORM pa3e 21 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: R-19 B/0 with Gyp. Clg. Assembly Type: Roof Assembly Tilt: O deg (Horizontal Roof) Th R-Value Construction Components l. Roofing, Built-Up 2. Plywood Fr (in) summer Winter 3 • Air _space 4. Insulation, Mineral Wool, R-19 5. Gypsum or Plaster Board 6. Inside Air Film 7. 8. 9. 10. 11. 0.375 0.500 6.000 * 6.000 0.625 0.33 0.33 0.63 0.63 1.00 0.80 19.00 19.00 0.56 0.56 0.92 0.61 --------------------------------------------------------------------------- Framing Percentage: Framing Material: 1 2 3 4 5 Total 10.0 \ Softwood, Douglas Fir-Larch 22.44 21.93 Calculation for Framing Adjustment summer u-value 0.0446 X 0.90 + 0.1066 X 0.10 = 0.0508 Winter U-Value 0.0456 X 0.90 + 0.1128 X 0.10 = 0.0523 OVERALL VALUES ADJUSTED FOR FRAMING ------------------------------- R-Value U-Value 19.69 0.0508 19.ll 0.0523 Sketch of Constru·ction Assembly Absorptivity: • ~ghness: Stucco, . eight: · Heat capacity: 0.70 Wood Shingles 8.2 lb/sqft 2.58 ==••== ===-=== CONSTROCtION ASSEMBLY COMPLIANtE tORM CF-3 page 22 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ··cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Floor/Gyp Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Th R-Value Construction Components Fr (in) summer Winter ---------------------------------------------------------------------------1. Gypsum or Plaster Board 2. Plywood 3. Air Space 4. Plywood 5. Particle Board, Underlayment 6. Flooring, carpet and Rubber Pad 7. Inside Air· Film 8. 9. 10. 11. 0.625 0.625 * 6.000 0.750 0.625 0.250 0.56 0.78 0.80 0.94 0.82 1.23 0.61 0. 5'6 0.78 1.00 0.94 0.82 1.23 0.92 --------------------------------------------------------------------------- Framing Percentage: Total 10.0 % 5.74 6.25 Framing Material: Softwood, Douglas Fir-Larch ------------------------------- 1 2 3 4 5 6 '• I •• 11 11 ••• 'I •• I -------------------------------Sketch of Construction Assembly Absorptivity: o.oo Metal Calculation for Framing Adjustment Summer o-Value 0.1742 X 0.90 + 0.0919 X 0.10 • 0.1660 Winter U-Value 0.1600 X 0.90 + 0.0894 X 0.10 • 0.1529 OVERALL VALUES ADJUSTED FOR FRAMING R-Value u-value 6.02 0.1660 ----=- 6.54 0.1529 ====== . C:.t''f P. btO. t f1/([JJ000 VrJp~ · Z.t-10 Ft~ • ughness: Smooth Plaster, . ight: , Heat Capacity: 10.4 lb/sqft 3.12 ~ vJ ~i rJo or,:t\49 o u:,o rl-'?. CONSTRUCTION ASSEMBLY COMPLIANCE FO&M page 23 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: R-19 B/U with T-Bar Assembly Type: Roof Assembly Tilt: O deg (Horizontal Roof) Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------l. Roofing, Built-Up 2. Plywood 3. Air Space 4. Insulation, Mineral Wool, R-19 5. Acoustical Tile, Mineral Fiberboard 6. Inside Air Film 7. a. 9. 10. 11. 0.375 0.500 24.000 * 6.000 0.750 0.33 0.33 0.63 0.63 1.00 a.so 19.00 19.00 2.03 2.03 0.92 0.61 --------------------------------~------------------------------------------(. \ Total 10.0 % 23.90 23.39 Framing Percentage: Framing Material: 1 2 3 4 5 Softwood, Douglas Fir-Larch Calculation for Framing Adjustment Summer U-Value 0.0418 X 0.90 + 0.0923 X 0.10 = 0.0469 Winter u-value 0.0428 X 0.90 + 0.0968 X 0.10 = 0.0482 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 21.33 0.0469 20.76 0.0482 Sketch of Construction Assembly ====== =====• Absorptivity: • oughness: Concrete, eight: Heat capacity: Asph. 0.70 Shingles 6.9 lb/sqft 2.15 CONSTRUCTION ASSEMBLY'COMPLIANCE FORM Cb'-3 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ,.cation: Carlsbad Documentation: PROCALC Assembly Name: 5/8 Gyp/R-11/Gyp WF Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction components l. Gypsum or Plaster Board Date: 12/31/1987 Checked By Date Th R-Value Fr (in) Summer Winter 2. Insulation, R-11, 2x4 Wood Framing 16" 0.625 3.500 0.625 0.56 8.38 0.56 0.68 0.56 8.38 0.56 0.68 3. Gyps~m or Plaster Board 4. Inside Air Film s. 6. 7. 8. 9. 10. 11. --------------------------------------------------------------------------- Framing Percentage: Framing Material: ~~--1 Po<.•++---2 ~--3 Total 0.0 % Softwood, Douglas Fir-Larch 10.19 10.19 Calculation for Framing Adjustment Summer U-Value 0.0982 X 1.00 + 0.0982 X 0.00 • 0.0982 Winter o-value 0.0982 X 1.00 + 0.0982 X 0.00 • 0.0982 OVERALL VALUES ADJUSTED FOR FRAMING R-Value o-value 10.19 0.0982 10.19 0.0982 Sketch of construction Assembly ·==·---·==·--- Absorptivity: • ughness: Smooth ight: Heat Capacity: o.oo Plaster, Metal 5.4 lb/sqft 1.38 CONSTMUCTICN ASSEMBLY COMPLIA~CE FORM CF-3 page 25 of 3·3 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: ca~lsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------~------------------------------------ Assembly Name: Floor/Stucco Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Th R-Value Construction Components Fr (in) summer Winter ---------------------------------------------------------------------------l. Stucco 2. Plywood 3. Air Space 4. Plywood 5. Particle Board, Underlayment 6. Flooring, carpet and Rubber Pad 7. Inside Air Film 8. 9. 10. 11. 0.875 0.625 * 6.000 0.750 0.625 0.250 0.18 0.78 0.80 0.94 0.82 1.23 0.61 0.18 0.78 l.QO 0.94 0.82 1.23 0.92 ---------------------------------------------------------------------------(. Framing Percentage: Framing Material: Total 10.0 % Softwood, Douglas Fir-Larch 5.35 5.86 Calculation for Framing Adjustment Summer U-Value - 0.1868 X 0.90 + 0.0953 X 0.10 = 0.1777 1 2 3 4 S 6 Winter U-Value I • ••• • ••• I •• •I 0.1706 X 0.90 + 0.0926 X 0.10 = 0.1628 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 5.63 0.1777 6.14 0.1628 Sketch of construction Assembly ======= ====•= Abso_fptivity: • ughness: Stucco, . ight: Wood Heat capacity: 0.70 Shingles 16.3 lb/sqft 4.14 \Nttt @15 . ti;tt 16r ~-,, rr-1 t.te\J or- ~e-n t ft.'ft>Jee0 gi ~LO . CONSTRUCTION ASSEMBLY COMPLIANCE FORi CF-3 page 26 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: Graylite Tinted Glass Assembly Type: Glazing Assembly Tilt: 90 deg (Vertical) Construction components Th R-Value Fr {in) Summer Winter ---------------------------------------------------------------------------1. CEC Single Glazing 2. Inside Air Film 3. 4. 5. 6. 7. 8. 9. 10. 11. 0.250 0.20 0.68 0.20 0.68 -------------------~--------------------------------------------------------~· Framing Percentage: 0.0 % Framing Material: NONE 1 Sketch of Construction Assembly Shading Coefficient: .sible Transmittance: 0.65 0.14 Total 0.88 0.88 OVERALL VALUES ADJUSTED FOR FRAMING R-Value u-value 0.88 1.1364 ====== 0.88 1.1364 ====== · CCH•STFWC't'ION i-.SSEMBLY COMPLIANCE FORM --------------------------------------------------------------~------------Project: Buil~ing #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ··ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- Assembly Name: 6.5" Conc/R-11/Gyp.Brd. Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------1. Concrete, 140 lb, oven Dried 2. Insulation, R-11, 2x4 Wood Framing 16" 6.500 3.500 0.625 0.71 8.38 0.56 0.68 0.71 8.38 0.56 0.68 3. Gypsµm or Plaster Board 4. Inside Air Film 5. 6. 7. a. 9. 10. 11. --------------------------------------------------------------------------- Total 10.34 10.34 Framing Percentage: 0.0 I Framing Material: NONE ------------------------------- • . . 1 ., 2 . . . ~. 3 . . ... :.. . . . . OVERALL VALUES ADJUSTED FOR FRAMING ~ -------------------------------Sketch of Construction Assembly Absorptivity: • oughness: Concrete, . eight: Heat capacity: Asph. 0.70 Shingles 78.6 lb/sqft 17.39 R-Value O-Value 10.34 0.0967 ====== 10.34 0.0967 ====== CF-4 page 28 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No aocation: Carlsbad ~ocumentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- FAN ENERGY No. Motor Drive Conv No. Fan HVAC System Sys BHP Eff. Eff. Fact Fans Watts --------------------------------------Rheem RPFA048DAS-RHQA16 (Fanl) 1 X 0.50 I [0.70 X 1.00] X 746 X 1 = 533 Rheem RPFA060DAS-RHQA20 (Fanl) 2 X 0.75 I [0.72 X 1.00] X 746 X 1 = 1554 ------Total 2087 FAN WATTAGE INDEX 2087 watts/ 5083 sqft = 0.411 watts/sqft • HVAC POWER INDICES SUMMl-~rlY' F'ORM ( part 2 or; 2) CF-4 page 29 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HEATING EQUIPMENT system No. Design Equip Conv. Source Description Type Sys output Eff Factor (Btu/hr) -------------------------------------------------------- Rheem RPFA048DAS-RHQAl6 Heat Pump l X 47000 I 3.00 X 3.000 = 47000 Rheem RPFA060DAS-RHQA20 Heat Pump 2 X 61000 I 3.00 X 3.000 = 122000 -------- Total 169000 HEATING POWER INDEX 169000 Btu/hr I 5083 sqft = 33.25 Btu/hr-sqft COOLING EQUIPMENT system No. Design Equip Conv. Source Description Type Sys output Eff Factor (Btu/hr) -------------------------------------------------------- Rheem RPFA048DAS-RHQAl6 Heat Pump l X 47500 I 8.30 X 10.239 = 58597 Rheem RPFA060DAS-RHQA20 Heat Pump 2 X 58500 I 8.30 X 10.239 = 144333 --------Total 202930 ( .• COOLING POWER INDEX 202930 Btu/hr/ 5083 sqft == 39.92 Btu/hr-sqft • HVAC SYS·r EM SUMMARY SHEE'r WS-4 page 30 of 36 ---------------------------------------------------------------------------Project: Building i2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ,.cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date ---------------------------------------------------------------------~----- HVAC Equipment Name: HEATING System Type: Output Capacity: Rated Efficiency: supply Air Temperature: COOLING system Type: Total Output Capacity: Sensible output Capacity: Latent Output Capacity: Rated Efficiency: Input Power Rating: Coil Bypass Factor: Economizer: supply Air Temperature: ( .• NS supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS • Supply Duct Heat Gain: Return Duct Heat Gain: supply Duct Air Leakage: Return Duct Air Leakage: Rheem RPFA060DAS-RHQA20 Heat Pump 61000 Btu/hr 3.000 105.0 F Heat Pump 58500 Btu/hr 44000 Btu/hr 14500 Btu/hr 8.300 7048 watts 0.100 No 55.0 F 2000 cfm Blow-Through l 0.75 72.0 % 100-. 0 % 1.0 % 1.0 % 2.0 % 2.0 % HVAC SYSTEM SUML":ikHY SHE:1£'1' ws-4 page 31 of 36 ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No t,ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HVAC Equipment Name: HEATING System Type: output Capacity: Rated Efficiency: supply Air Temperature: COOLING System Type: Total Output Capacity: Sensible output Capacity: Latent output Capacity: Rated Efficiency: Input Power Rating: Coil Bypass Factor: Economizer: supply Air Temperature: .'ANS Supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS supply Duct Heat Gain: Return Duct Heat Gain: Supply Duct Air Leakage: Return Duct Air Leakage: • Rheem RPFA048DAS-RHQA16 Heat Pump 47000 Btu/hr 3.000 105.0 F Heat Pump 47500 Btu/hr 35400 Btu/hr 12100 Btu/hr 8.300 5723 watts 0.100 No 55.0 F 1600 cfm Blow-Through 1 0.50 70.0 I 100.0 % 1.0 I 1.0 I 2.0 I 2.0 I LIGHTING SUMMARY AND WORKSHEET CP-S page 32 of 36 ----------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- INSTALLED LIGHTING POWER BY SPACE Floor space Name Area --------------------------- First Floor 1360 second Floor 3723 BUILDING LIGHTING WATTAGE • -~ .. -.. Vert Horiz Mult Mult ----- X 1 X 1 = X 1 X 1 = TOTALS 10166 watts/ Total Floor Lighting Installed Area (watts/sqft) wattage --------------------------1360 X 2.000 = 2720 3723 X 2.000 = 7'446 --------------5083 10166 5083 sqft = 2.000 watts/sqft HVAC ZONE HEATING & COOBXNG LOAD SUMMARY ---------------------------------------------------------------------------Project: Building t2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No / .ocation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC system Name: System Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE PEAK (Jan 6am) TOTAL SPACE LOAD First Floor Bypass Ventilation Air ( Supply Duct conduction 1 Aupply Duct Leakage \Wupply Fan Heat Gain 27 cfm) EFFECTIVE SPACE LOAD Ventilation ( 245 cfm) Return Duct Conduction Return Duct Leakage Return Fan Heat Gain TOTAL SYSTEM LOAD SYSTEM PERFORMANCE · AT DESIGN CONDITIONS • HEATING 21195 21195 957 212 424 0 22788 8617 228 456 -1819 30270 38528 zone 1 Rheem RPFA048DAS-RHQA16 ( ( 1 Loads Office Heating Loads Office Cooling Loads Office Fans COINCIDENT so% COOLING PEAK SENSIBLE LATENT --------------(Jul 2pm) 24294 3468 --------------24294 3468 27 cfm) 150 35 243 486 69 0 --------------25173 3572 245 cfm) 1346 313 252 503 71 1819 --------------29093 3956 2.4 tons 0.3 tons 35455 14027 3.0 tons l.2 tons SPACE HEATING & COOLIK~ LOAD S~BMA~! page 34 of 36 ---------------------------------------------------------------------------Project: Building 12 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ·· ·cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE space Name: DESIGN CONDITIONS Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Wall conduction Glass conduction Door Conduction Roof Conduction Skylight Conduction Floor Conduction Slab Conduction ,.-.Interior conduction Infiltration Solar Gain Lighting Equipment Occupants SPACE LOADS SUPPLY AIR QUANTITIES HEATING Jan 6am 70 F DB 38 F DB Btu/hr 3098 14217 268 0 0 0 3612 0 0 21195 Btu/hr First Floor COOLING SENSIBLE LATENT --------------Jul 2pm 78 F DB 50 % RH 83 F DB 67 F WB Btu/hr Btu/hr ------------279 1067 89 0 0 0 0 0 8794 5956 4642 0 3468 3468 -----------24294 Btu/hr 3468 2.0 tons 0.3 Heating: Cooling: 21195 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] = 24294 Btu/hr/ [1.10 * ( 78 F TStat -55 F Supply)]= Btu/hr tons 551 cfm 960 cfm ''HVAC ZONE HEATING & COOLING !J')AlJ SUl"!H,1;.Hx ---page 35 of 36 ---------------------------------------------------------------------------Project: Building 12 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No ··cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC system Name: system Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE PEAK (Jan 6am) TOTAL SPACE LOAD second Floor Bypass Ventilation Air ( supply Duct conduction ,~~pply Duct Leakage ~pply Fan Heat Gain 74 cfm) EFFECTIVE SPACE LOAD Ventilation ( 670 cfm) Return Duct conduction Return.Duct Leakage Return Fan Heat Gain TOTAL SYSTEM LOAD SYSTEM PERFORMANCE AT DESIGN CONDITIONS HEATING 45168 45168 2621 452 903 0 49144 23589 491 983 -5304 68903 100008 Zone 2 Rheem RPFA060DAS-RHQA20 ( ( 2 Loads Office Heating Loads Office Cooling Loads Office Fans COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT --------------(Jul 2pm) 60468 9494 --------------60468 9494 74 cfm) 410 95 605 1209 190 0 --------------62692 9779 670 cfm) 3686 856 627 1254 196 5304 --------------73563 10830 6.l tons 0.9 tons 88136 33745 7.3 tons 2.8 tons SPACE B'.BATING & COOLING LOAD SUMMARY ---------------------------------------------------------------------------Project: Building #2 Designer: Banzuelo/Rierson/Duff & Associates, Inc Enforcement Agency Building Permit No 1-.cation: Carlsbad Documentation: PROCALC Date: 12/31/1987 Checked By Date --------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS Peak Hour: Indoor Conditions: outdoor Conditions: LOAD COMPONENT Wall Conduction Glass Conduction Door Conduction Roof Conduction Skylight conduction Floor Conduction Slab Conduction ,. Interior conduction \ Infiltration · Solar Gain Lighting Equipment Occupants SPACE LOADS SUPPLY AIR QUANTITIES --------------------- HEATING Jan 6am 70 F DB 38 F DB Btu/hr 7079 21029 0 5720 0 11341 0 0 0 45168 Btu/hr Second Floor COOLING SENSIBLE LATENT --------------Jul 2pm 78 F DB 50 % RH 83 F DB 67 F WB Btu/hr Btu/hr ------------314 1909 0 4850 0 1903 0 0 11611 17682 12707 0 9494 9494 -----------60468 Btu/hr 9494 Btu/hr 5.0 tons o.8 tons Heating: Cooling: 45168 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] = 1173 cfm 60468 Btu/hr/ [1.10 * ( 78 F TStat -55 F Supply)]= 2390 cfm FOAM NO. H11-502 REV. 8 veAIR HANDLERS (. Indoor Unit shown for upflow application- unit may also be field modified for either downflow or horizontal applications. Indoor Unit shown for upflow application with optional circuit breaker installed. '\~fi. AIR OF QUAL.nY AIR HANDLERS RHQA-SERIES Seven Models Heating 2.8 KW to 29 KW for Heat Pump, Air Conditioning and Heating Applications The Rheem* AHOA-Air Handler Indoor unit is designed for use in residential, multifamily and light commercial heat pump applications or no heat fan coil applications. The units can be installed for either vertical (upflow or downflow) or horizontal airflow applications. A Watt-restrictor* • limits the amount of supplemental KW input necessary to provide only the heat required for warmth and comfort. Watt-restrictor, standard on RHOA-10 and 11 above 5KW and on RHOA-12, 13, 16 and 20 above 10KW stage supplemental heat so that only the necessary amount of supplemental heat is engaged to maintain comfort in the home. · When combined with a Rheem RPCB-, RPFA-or RPGA-Heat Pump Outdoor unit, the RHQA-Air Handler provides a system capable of delivering a maximum HSPF (Heating Seasonal Performance Factor) of 8.85 in the heating mode or a maximum standard S.E.E.R. (Seasonal Energy Efficiency Ratio) of 11.20 in the cool- ing mode. •Registered trademark. •·Patented. "CERTIFIED UNDER THE A.A.I. CERTIFICATION PROGRAM· A.A.I. STANDARDS 240-76 ANO 270-75" Model Identification Heat Pump Air Handlers or Fan Coil Air Handlers without Electric Heat R H Q A· 10 10 J A 5 =--Numbtr K.W.CD Indoor Coils Factory Installed Medel • ;:; = :! -... C ,o Nam. Represents Canwerted Unit ... i.!! ca .. e SPS Air the Unit Electrical Designation Fittings@ 0 :! ce .. -In BTU/Hr. :c a 'S •• Vertical Horizontal Available :E ...... Volume Electric Heat ;l"" .. @240V. Application Application --K.W. iii OO•No Heat A=RCPS·A013 N=RCPS·A013 Q or S 08 03 9.556 B= 240/208 10 Non-Fused-H• RCPB·B018 V .. RCPB·B018 Q or S RHOA-08 R H Q A 800 05 16.382 10 KW or Less K" RCPB·B024 XaRCPB·B024 Q or S 07 22.526 S • 240/ 208 10 Circuit Breaker CFM 08 25,939 Single Circuit-10 KW or Less BLANK BLANK BLANK 10 32.765 No Coil No Coil No Fitting OO•No Heat B•240/208 10 Non-Fused- 03 9.556 10 KW or Less ' 05 16,382 J =240/208 10 Fused Single HsRCPB·B018 V-RCPB·B018 O ors 10 07 22.526 Circuit-11 KW or Mora K= RCPB·B024 X=RCPB·B024 Q or S RHQA-10 R H Q A 1000 08 25,939 s-240/20810 Circuit Breaker BLANK BLANK BLANK CFM 10 32.765 Single Circuit-1 O KW or Less No Coif No Coit No Fitting 12 38,908 T = 240/208 10 Circuit Breaker 15 49,147 Comb. Circuit-11 KW or More OO•NO Heat 8=240/208 10 Non-Fused- 10 KW or Less 03 9.556 J = 240/208 10 Fused Single 11 05 16.382 RHQA-11 R H Q A 800 07 22,526 Circuit-11 KW or More BLANK BLANK BLANK CFM 08 25,939 S•240/208 10 Circuit Breaker No Coil : No Coil No Fitting 10 32,765 Single Circuit-10 KW or Less T .. 2401208 10 Circuit Breaker 15 49,147 Comb. Circuit-11 KW or More a .. 2401208 10 Non-Fusad- OO•No Heat 10 KW or Less . 03 9,556 Ja240/20811tFusad Single . ~ .. 05 16,382 Circuit-11 KW or More A-RCPB·B036@ N• RCPB·B036@ Q ors 12 OT 22.526 K' • 240/208 38 Fused Single B • RCPB·B036 © P•RCPB·B036© · Q or S· RHQA-12 R " Q A 1200 08 25,939 Circuit-20 KW or More M-RCPB•B039 -· Z•RCPB·B039 Qor s 09 28,669 Non·Fusett Single Circuit-.. CFM 10 32.765 18 KW or less . BLANK BLANK . BLANK 12 38'.908 S~240/2081tCircuit Breaker No Coil No Coil No ~tting· .. 1S 49,147 Single Circuit-10 KW or Less 2& 65,530 T •240/208 18 Circuit Breaker .,. .,. Comb. Clrcuit-11 KW or More B• 240/208 10 Non-Fused- 10 KW or Less oo-No Heat J • 240/208 10 Fused Single 03 9,556 Circuit-11 KW or More A•RCPB·B036@ N• RCPB·B036@ Q ors 13 05 16,382 K'" 240/208 311 Fused Single B = RCPB·B036 © P•RCPB·B036© Q ors RHQA-13 R H Q A 1200 07 22,526 Circuit-20 KW or More M-RCPB·B039 z,.RCPB·B039 Q or S CFM 08 25,939 Non-Fused Single Circuit-BLANK BLANK 'BLANK 10 32,765 18 KW or Less 15 49,147 S• 240/208 111 Circuit Breakar No Coil No Coil No Fitting 20 65,530 Single Circuit-10 KW or Less T • 240/208 18 Circuit Breaker Comb. Circuit-11 KW or More .:.,,\ 1•240/20811 Non-Fused-.. " .· ,. 10KWorLass -J "'240/208; ti Fused Single .. .-,., .. OO•NoHeat Cifcuit-tt KW or More .. 05 . _t&.382 K•240/208 38 Fused Single ; ~--.. ~:c .,J-:c-; ~ ... •:_· :Ji:H·:_-OI,·'·· 25-.939-, . , ..... ,. -<',-J.' --~ , ___ ... ., .... '1& 32',765 : Cin:ull-20 KW or More .·. A•RCPB·B042. . NaRCPB'-8042 '...! a ors " . • 11. ·,··, NOR-Fused Single Circuit-··o-RCPB;B043 .. 12 3&,908. C•RCPB·II048. · a ors RHQA-16 l " ll .·11 -1600' . 1a KW'or Less ~CFM . ·15 49,147' S•240/208 18 Circuit. Breaker . BLANK' BLANK· BLANK ~ .. .. ,a .. 58.704 . · Single. Circuit-10 KW or Less. "·" NoCoils . • NoColl No fitting •. .. ~~ ~20, 65-530 . ~-• C • • • . ~ .. r •2401208 11 Clri:ult Breakllt' · , ..... ·.· :.. .. . '{: 22:. 75.086 :, ...... .,. ., .-. : : Comb-. Cifcuit-11 KW or More-.. ., '• ,. ' si .. · .'24 ~-.. ::. Bt,9:tZ. [,t __ ;~-~~~ '• ·F-~31Non-Fusad Single . .·,-.• .. -7.~ '. . ,,·: .:·. ~.-' ':< ' : ,·· s . .. .. .. ... , . " ..,. ..i-:__ . .• :;:.,;. ~-,c. .. . · · '.Clrciiit..;..12 KW or More ;:, . · .. , ·~ . •.. ... , __ ;--~-,: -a -. ,:i_·< ·-·~ · 6•48011.Non·Fused-No Heat r-; ·. ,, \·t:. .• ··-~.--7'.;'. ' ... ., . -:-_,.., .;;"',:' " , -· ,· -;.,, ... -~ --,, 8•240/208 111 Non-Fused- 10 KW or Less (-· OO•No Heat J .. 240/ 208 111 Fused Single 09 28,669 Circuit-11 KW or More K• 240/208 311 Fused Single 10 32,765 Circuit-20 KW or More 20 12 38,908 Non-Fused Single Circuit-E•RCPB·B060 S•RCPB·B060 Q or S RHQA•20 R H Q A 2000 15 49,147 18 KW or Less BLANK BLANK BLANK 20 65,530 CFM 22 75,086 S•240/208 111 Circuit Breakar No Coil No Coil No Fitting 24 81,912 Single Circuit-10 KW or Lass 27 91,468 T • 240/208 111 Circuit Breaker Comb. Circuit-11 KW or More 29 98.294 F • 480 31 Non-Fused Single Circuit-12 KW or More G•480 18 Non-Fused-No Heat CD K.W. & BTU/H derated@ 208V. Refer to page 6 for operation at voltages other than 240V. @a.au1ck Connect, S•Sweat @ Piston size 67 for use with RPCB·, RPFA·030 outdoor unit. See application in outdoor unit speciticatiOn sheet. © Piston slZe 73 for use witn RPCB·, RPFA-036 outdoor unit. See application in outdoor unit specification sheet. 3 Application Data-Heat Pump Air Handler or Fan Coil Air Handler without Electric Heat , -~ Indoor Outdoor . Model : . Blower Appli· Motor No. Blower ... andler Coil Unit No.= Speed cation Volts Phase Model Model<D Size Max. KW @ Notes HP Speeds Size .. · HEAT PUMP INDOOR COILS FOR RPCB OR RPFA· OUTDOOR UNITS ONLY RCPS-A013 013 10 Lo - RCP8-8018 018 10 Lo - RHOA-08 RCP8·8024 018 10 Lo @@ 1/e 2 9x7 RCP8-8024 024 10 Hi @ RCP8·8027 024 10 Hi @ 208/240 1 RCP8·8018 018 12 Med-Hi - RHOA·10 RCP8·8024 018 12 Med·Hi @® ¼ 4 9x7 RCP8·8024 024 15 Hi @ RCP8-8027 024 15 Hi @ RCP8-8036 030 15 Med·Hi @ RHOA-12 RCPB-8036 036 20 Hi @@ 113 4 10x7 RCP8-B039 030 15 Med·Hi ® RCPB-B039 036 20 Hi @ @ 208/240 1 or 3 RCP8-B036 030 15 Lo RHQA-13 RCPB-8036 036 20 Hi @@ ¼ 2 11x7 RCPB-B039 030 15 Lo ® . RCPB·B039 036 20 Hi @ RCPB·B042 042 22 Lo - RHOA-16 RCPB·B048 042 22 Lo @ 1/3 2 11x10 RCP8·B048 048 24 Hi -208/240 1 or 3 RCP8·B060 048 24 Hi @ 480 RHOA·20 RCP8-B060 060 29 Hi ½ 1 12x9 HEAT PUMP INDOOR COILS FOR RPGA· OUTDOOR UNITS ONLY WITH EXPANSION VALVE RHOA·11 RCOB·A018 018 .12 Lo -1/e 2 9x7 208/240 RC08·A024 024 15 Hi -1 RHQA-13 RC08·A030 030 15 Lo -¼ 2 11x7 208/240 1 or 3 RCQ8·A036 036 20 Hi - RHOA·16 RCQ8-A042 042 22 Lo -1/3 2 11x10 RCQ8-A048 048 24 Hi -208/240 1 or_3 480 RHQA-20 RC08·A060 060 29 Hi -½ 1 12x9 '. ··-STANDARD COOLING COILS f '-. ·QA-08 RCAS·A013 RCAS·A018 RCA8·A021 013 00 Lo 018 00 Lo 018 00 Lo --1/9 2 9x7 115 -208/240 1 .. RCA8-A025 024 00 Lo - RHQA-13 RCA8·A031 030 00 Lo -¼ 2 11x7 115 1 or 3 RCA8·A037 036 00 Hi -208/240 RHOA·16 RCA8·A049 042 00 Lo © 1/3 1 11x10 115 RCA8-A049 048 00 Hi © 208/240 1 or 3 . -RHQA-20 RCEB·A059 060 00 Hi ® ½ 1 12x9 480 HIGH EFFICIENCY COOLING COILS RHQA-08 RCL8·A024 018 00 Lo @ 'Is 2 9x7 115 1 RCLB·A024 024 00 Hi @ 208/240 RHOA·13 RCL8-A030 030 00 Lo -¼ 2 11x7 115 1 or 3 RCLB-A036 036 00 Hi -208/240 RHQA-16 RCLB·A048 042 00 Lo © 1/3 2 11x10 115 RCLB·A048 °'8· 00 Hi © 208/240 1 or 3 RHOA·20 RCM8-A060 060 00 Hi -½ 1 12x9 480 HIGH EFFICIENCY COOLING COILS WITH EXPANSION VALVE RHQA-08 RCTB·A018 018 00 Lo -1/e 2 9x7 115 1 RCTB-A024 024 00 Hi @ 208/240 RCTB·A025 024 00 Lo -115 RHOA·13 RCT8-A036 030 00 Lo -¼ 2 11x7 208/240 1 or 3 RCTB·A036 036 00 Hi - RCTB-A037 036 00 Lo © RHOA·16 RCTB·A048 042 00 Lo © 1/3 2 11x10 115 RCTB-A048 048 00 Hi © 208/240 1 or 3 RHOA·20 RCT8·B060 060 00 Hi ½ 1 12x9 480 - (j) All coils are suitable for up flow. down flow and horizontal airflow unless otherwise noted. All horizontal applications require horizontal drain pan kits as indieated. @ Coil is not suitable tor downllow application. @ Coil will lit in RHQA-unit size shown with removal and replacement of internal parts. This requires access to screws on DOth sides of air handler. © Coil installation requires RXCA·816 adapter kit. Horlz. © Drain Paa Kit RXCH- A10 A14 B16 A14 A14 816 A10 A14 816 A10 A14 B16 A10 A14 B16 @ This is the normal heating or cooling speed and the minimum electriC heating speed for maximum KW shOWn in charts. For other than normal duct static or vottage • • unit airflow data. page 5 . . -s indoor coil and outdoor unit size combination requires a flow check piston size change on the indoor coil to obtain an approved match. See application table •· outdoor unit specification sheet. · -. ~ 1111 filters are cleanable. 4 Cleanable FiHar (!) 17x19¼ 17x213/e 22x237/s 17x213/a 17x213/a 22x237/a 17x19¼ 17x213/s 22x237/e 17x19¼ 17x213/a 22x237/a 17x19¼ 17x213/a 22x237/a } J r ( Unit Dimensions Medel No. RHOA· VERTICAL UNIT Dim. 08, 10 11. 12, 13 16, 20 lnc:1111 lncllu lncllls A 42½ 47¼ 60½ -181/a 181/a 23¼ 197/e 22 24½ 165/a 165/a 21¼ 18 201/1 225/9 F 155/a 155/1 20¼ G 173/1 19½ 22 Downflow AIR Upflow /'1"- ~r:' . '--1~~r-r ¾" r A H 12¼ 12¼ 12¼ J 95/a 95/1 95/a SUCTION K 41/a 41/1 41/a LIQUID 4_.:::.:;,:_~:n:::=:;;:::t;r JJJ L 2'/a 2'/a 23/• M 171/• 193/a 221/a DRAIN N 141/• 163fa 191/1 p 34¥• 39½ 50 a 35'/• 41 511'2 R 61/• 83/s 165/a s 8 10¼ 18½ T 105/a 127/a 21¼ u 141/• 141/• 141r. V 25½ 28 327/a w 31'/a 343fa 39'/• X 34½ 37 42 Caution: lastall unit willl dnill pan 11¥11 or pitclled toward coad1nut, drain connctiln: All horizontal units should have an external drip pan installed under the unit. This will insure that no condensate water will drip from the installation due to a malfunction of the unit or abnormal operating conditions. l I c~ I B \A( I ~ ........... I BOTTOMIMAGE I ~ 1'/,"TYP. ,< /'-' F;,/' ~G NOTE: ALL DRAIN FITTINGS ARE 'I•• MALE PIPE THREAD- A duct flange is standard on the air outlet end of the units. A screw-on duct flange with the same dimensions as the outlet end is available as an accessory for the air inlet end of the units. RETURN AIR TO BOTTOM OF AIR HANDLER HORIZONTAL UNITS WITH FACTORY INSTALLED COILS ARE SHIPPED FOR RIGHT HAND AIRFLOW. SEE PAGE 2 FOR COILS WHICH CAN BE FIELD REVERSED. AIR HANDLER MOUNTS : ON TOP OF PLENUM~ OPTIONAL RETURN AIR INLET SIDE RETURN AIR PLENUM tor uu with Air Handler when side return air Inlet is required. , Plenum is snipped unassembled. T C J_ (MAY BE INSTALLED FOR EITHER SIDE INLET AT TIME OF ASSEMBLY/INSTALLATION) SIDE RETURN AIR PLENUM Combustible Floor Base/Counterflow TYPICAL CROSS-SECTION FURNACE NOTE: A combustible floor base is required when FLOOR unit is applied counterflow on combustible flooring. Madll Numlllr .;A.-;: .·,:.::r;~~ RXEC·A10 205/a 191/, RXEC·A14 223/• 19¼ RXEC·A16 251/• 243/a '<~ i' Uil-WIIIV }:c '':£ RHOA-08, 10 RHOA·11, 12, 13 RHOA-16, 20 COMBUSTIBLE FLOOR f£;f I I I RHEEM Madel Ne •. RXHL·A10A RXHL·A12A RXHL·A16A FLOOR BASE UsewllllMadll A . a··· ,~ · '.Air Opening RHOA·08, 10 181/a 197/a 10 81/z X 183/a RHOA·11, 12, 13 181/s 22 12 101/zx 20½ RHOA-16; 20 231/, 24½ 171/, 153/, X 23 Drain Pan Kit Horizontal units can use the same indoor coil sections as vertical and counterflow units with the addition of a drain pan kit. Refer to cooling coil specification sheet. X~ ~-··tt,i)i~;'i~--COIL ASSEMBLY ~~~~~~ COIL SUPPORT I BRACKET HORIZONTAL DRAIN PAN · .. . Setore proceeding with installatlon, refer to Installation Instructions packaged with each model AIR CONDITIONING DIVISION 5600 Old Greenwood Road, P.O. Box 6444, Fort Smith, Arkansas 72906 "In keeping with its policy of continuous progress and product improvement, Rheem reserves the right to make changes without notice." PRINTED IN U.S.A. · 5°85 BP ,,_-·~-FORM NO.-HU-502 REV. 9 L HEAT PUMPS ~·· Thirteen Models· Nominal Sizes 1 ½ to 5 Tons -\\\~ AIR OF QUALnY HEAT PUMP OUTDOOR UNITS RPFA-SERIES The Rheem• RPFA-Heat Pump Outdoor units can pro- vide year-round heating and cooling comfort for residen- tial, multi-family and light commercial applications. They are designed to operate with Rheem heat pump coils with cooling and heating capacities certified under the ARI Certification program. The Rheem RHQA-Air Handler equipped with auxiliary heating elements for supplementary heat was designed especially for use with the RPFA-Heat Pump. Together they provide systems capable of delivering a maximum HSPF (Heating Seasonal Performance Factor) of 7.10 in the heating mode or a maximum standard S.E.E.R. (Sea- sonal Energy Efficiency Ratio) of 9.75 in the cooling mode. The following additional features, plus its energy saving characteristics, make the RPFA-Heat Pump outdoor unit ---,.,·.:-~".' "':, .. ,;;.. ~~~~ an excellent choice for new construction or upgrading ~~;s\:::f-.~~?f~?::~.. . .. _ ~: .. '..="·Yo=•~ ,...~£,i,.,~''.-~ your present system. . . ·., . ~".''".;,:;' /::.~ni!'.·-.~········ ....... , ·. • Attractive, one piece wrap around · ~>::>f{< .. '_j:~l!f!!!!(/Jf{J.\:r~: .,. ja~ket protects coil. Top grille is s~eel '·;,..,;J~lt'~?_:::;::.-'t"'.-. · -,;/JS.i~;;:~,;-,;;-~-:-:-:-· • reinforced for extra strength. Cabinet ... -· · ·~/'.'~ · \ •. · · · is electrostatically painted in a two ·· · tone finish for all weather protection. • Four sided condenser coil design allows compressor operation with access panel removed. • Air is discharged upward away from bushes and shrubs. The discharge pat- tern of the top grille provides minimum air restriction, resulting in quiet fan operation. • Isolated fan and grille assembly- Motor is attached to the underside of the discharge grille. • All controls are accessible by removing one service panel. Removable top grille provides access to the condenser fan motor and condenser coil. • Single speed fan motor Is designed for low speed, quieter, energy saving operation. • Non-Cycling reversing valve and positive defrost. • Registered trademark. ~·r~·~? ,:; • "'..:= ·~. --·· .. Heatlna Capacltv ~:-. . , .. CooHng Capacity . ·.«,'' .. · Outside Air Model t ·. ,: : 47°F.D.B./ 43°F.W.8. Number DOE Hiuh Temoerature RPFA-Indoor ARI Sid.CD Net Sans. Net. Lat Single Phase ARI Approx. Power Cail© cap. Cooling BTU/HR. SEER Total Sound CFM BTU/HR. Input COP BTU/HR. Cap. Watts Rating Watts 018JA REOMXXXXE <v 16.500 12,600 3,900 8.50 2. 120 76 600 16,500 1.792 2.70 018JA RCPB-8018 (AHOA·08) 17,000 13,100 3.900 9.75 1,965 7.6 630 16,000 1.646 2.85 018JA RCPB·B024 (i) © (RHOA-08) 17,800 14. 100 3.700 9.75 2.000 7.6 660 16.600 1,623 3.00 018JA RCPB-8018 (AHOA·10) 16.700 12,800 3.900 9.00 2,055 7.6 620 16,300 1,736 2.74 018JA RCPB-8024 al (RHOA·10) 17,500 13,800 3,700 9.20 2.090 7.6 650 16,900 1,713 2.90 024JA RE0#·9XXXXF (1) 22,800 16.900 5,700 8.00 2.988 7 8 840 23,800 2,585 2.70 024JA RCPB·B024 (AHOA-08) 23.400 17,700 5,700 9.25 2.753 7.8 800 23.200 2.346 2.90 024JA RCPB·B027@ (RHOA·08) 24,200 17,700 6,500 9.45 2.782 7.8 800 23.400 2,287 3.00 030JA RCPB·B036 (FIHOA· 13) 29,400 22.200 7,200 9.20 3,542 7.8 1.050 29.000 2,984 2.84 030JA RCPB-8039 (i) @ (RHOA-13) 30,000 22.700 7,300 9.35 3,550 7.8 1,050 29,600 2.893 3.00 036JA RCPB-8036 Gl (RHOA·13\ 33.600 24.800 8.800 9.15 4,000 8.0 1,250 34.400 3,478 2.90 036JA RCPB-8039 © (RHOA-13) 34,400 25.900 8,500 9.30 4,047 8.0 1,200 34,400 3,363 3.00 042JA RCPB-8042 © (RHOA-16) 40.000 30.200 9.800 9.00 4,819 8.2 1,450 41.000 4,294 2.80 042JA RCPB·B048 (i) (RHOA-16) 41.500 31.900 9.600 9.20 4,940 8.2 1,450 41,500 4,057 3.00 048JA RCPB·B048@ (RHOA·16) 47.500 35.400 12.100 9.00 5. 723 8.4 1,650 47.000 4,594 3.00 048JA RCPB-8060 (i) (RHOA·16) 48,500 37.200 11,300 9.20 5.774 8.4 1,650 47,000 4.446 3.10 060JA RCPB·B060 © (RHOA-20) 58,500 44,000 14,500 9.00 7,048 8.6 2.000 61,000 5,963 3.00 © Design Conditions: ARI Rating Temperatures of 80°FW.8. indoor. return air 95°F.0.8. outdoor. <1> Heat pump air handler not U.L Certified ... ,,. Represems either "C .. or "D .. , Digits "XXxx·· represem optional electric heat and control type; .. E .. or .. F .. represents coil type. (i) Requires piston size change when lietd installed. © This heat pump-coil combina11on rated in accoroance with 0.0.E. test procedures. @ Refer to RHQA· air handler Sl)1C1fica11on sheet when ordering lactory installed cods. 7O°F. Indoor Air) _-£-':~ .. -~ Outslda Air DOE . 17°F.D.B./15°F.W.B. · Regioa DOE Low Temoerature IV HSPF Power BTU/ BTU/HR. Input COP Watt-Hr. Watts .· 9,900 1,659 1.74 6.10 9.400 1,490 1.84 6.50 9.500 1,466 1.90 6.70 9.700 1,580 1.80 6.35 9,800 1,559 1.84 6.45 14,000 2,250 1.80 6.10 13.400 2.015 1.94 6.50 13,600 2.045 1.94 6.60 18.000 2,514 2.10 6.95 18.000 2.455 2.14 7.10 20,400 2.991 2.00 6.90 20.600 2,877 2.10 7.10 23.000 3.290 2.04 6.80 23.000 3,137 2.14 7.05 26.000 3.812 2.00 7.00 26.200 3.658 2.10 Z.05 37,000 4,930 2.20 7.05 (. .i--,;~..;.!::...~:...~-4_:...;.~_::_:_:~_!_:.:.~-~..;.~A_H~-13..:~-13_,_-+_~!...;.:_::_o_t--:-!;_::~~-+-:-:-:-:-!~~~-t--=-::~;~:-i-:-:-:~-:-::~::-~+--::-:-:~::--+--:--::~;~~~-t--::!~::-:-:O~o--1--:-!:~;;::-:::-1-""."!""."::-:--+_;:~:~!:~+-!_::_~_ 1 -+--;:_~~--1 036CA RCPB·B036 (i) (RHOA·12) 33.000 24,200 8.800 7.90 4,175 8.0 1.230 35,000 3,653 2.80 19.800 3.166 1.84 , .• 036CA RCPB·B039 (RHOA-12) 33,800 25.300 8.500 8.00 4.222 8.0 1.200 35.000 3,538 2.90 20,000 3.052 1.90 042CA RCPB-8042 (RHOA·16) 40.000 30,200 9.800 8.30 4,819 8.2 1.450 41,000 4,294 2.80 21,600 042CA RCPS·B048 (i) (RHOA-16) 41.500 31.900 9.600 8.40 4.940 8.2 1.450 41,500 4,057 3.00 21,600 048CA RCPB·B048 (RHOA·16) 47,500 35,400 12.100 8.30 5,723 8.4 1,650 47.000 4.594 3.00 24,400 048CA RCPB-8060 (i) (RHOA-16) 48.500 37,200 11,300 8.40 5,774 8.4 1,650 47.000 4,446 3.10 24,600 0480A RCPB·B048 (RHOA-16) 47,500 35.400 12.100 8.30 5.723 8.~ 1,650 47.000 4.594 3.00 24.400 0480A RCPB·B060 <1> (RHOA·16) 48.500 37.200 11,300 8.40 5,774 8.4 1,650 47,000 4.446 3.10 24.600 060CA RCPB·B060 (RHQA-20) 58,500 44.000 14.500 8.30 7.048 8.6 2,000 61.000 5,963 3.00 34,800 0600A RCPB·B060 (RHOA-20) 58,500 44,000 14,500 8.30 7,048 8.6 2.000 61.000 5.963 3.00 34.800. (D Design Conditions: ARI Rating Temperatures of 80°F.0.8 .. 67°F.W.B. indoOr, l'llllm air 95°f.0.8. outaoor. (i) Requires 1)1$ton Sill change when lietcl installed. Heat Pump Approved Application Matches with Flow Check Piston Sizes R.equired '~~~-;:==~~{ _;.J111flfllmtt.1a•:r. ,:· . !; ~Rtaufrld_,:C ·: ';',· PllfliaSJa:S1111111111f ·.?t.~ .jUl!t;M'~:t ~·-[ .. '., ,llllldle-i.i,: .:.:.-,.,..,.,.~.s· . .··: OallfMr::s;: : ,·:' .. : 1...-:; '""-" REOt·9XXXXE 43 53 Same Same 018 RCPB·B018 43 53 Same Same RCPB·B024 43 53• Same (61) RE0#-9XXXXF 51 63 Same Same 024 RCPB·B024 51 61 Same Same RCPB·B027 51 57 Same Same 030 RCPB·B036 59 67 Same Same RCPB·B039 59 . 55• Same (71) 036 RCPB·B036 61 73• Same (67) RCPB·B039 61 71 Same Sama 042 RCPB·B042 67 84 Same Same 'f··=M,~~~ .:.!;'~-'~~{."~~,{ ~~~,s-,· ,.,• ---~".:_:_ 49 49 55 55 59 74 69 79 94 105 95 • 3,290 1.90 3.137 2.00 3.812 1.90 3,658 2.00 3.812 1.90 3,658 2.00 4,930 2.04 4,930 2.04 RCPB·B048 67 so· 048 RCPB·B048 71 84 RCPB·B060 71 1a· 060 RCPB·B060 74 93 same (84) Same Same Same (93) Same Same 117 119 140 175 "CERTIFIED UNDER THE A.R.I. CERTIFICATION PROGRAMS-A.R.I. STANDARDS 240-81 AND 270-82'' 'lndicallS piSIOn Sill change when flefd installed. Electrical and Physical Data 030JA 1·60-208/230 16.4/16.4 90/90 .8 22/22 30/30 60 105 160 300 10.42 1 206 036JA 1·60-208/230 20.4/20.4 95/95 .8 28/28 35/35 55 100 150 285 13.89 1 221 042JA 1·60·208/230 25.3/25.3 110/110 2.0 34/34 40/40 75 110 180 16.67 1 248 048JA 1·60-208/230 28.5/28.5 118/118 2.0 38/38 45/45 60 100 155 16.67 1 258 060JA 1·60·208/230 35.3/35.3 180/180 2.0 46/46 60/60 75 120 16.17 2 313 (D Comply with local codes. Wire size Dased on N.E.C. lor 60°C type copper conductors. 036CA 3-60-208/230 13.9/13.9 70170 2.0 042CA 3·60·208/230 17.4/17.4 78/78 2.0 048CA 3-60-208/230 20. 1 /20.1 92/92 2.0 0480A 3·60-460 9.1 46 1.0 060CA 3·60-208/230 24.2/24.2 158/158 2.0 0600A 3-60-460 11.0 82 1.0 19/19 24/24 27/27 12 32/32 15 Max. Fuse < Size.-Amps,. 25/25 30/30 35/35 15 40/40 20 45 zo 110 175 300 13.89 221 60 95 150 235 16.67 248 50 80 130 210 16.67 258 50 100 150 200 16.67 258 40 65 110 175 16.17 313 60 90 150 250 16.17 313 (D Comply with 1oca1 codes. Wire size Daslld on N.E.C. lor 60°C type COIIIJlr conduetors. Unit Dimensions .. -~ .. ·' ·, •.; .: .,,,, ·- 018 26 193/16 024 26 193/11 030 31 195/,e 036 31 2211/,& 042 31 2611/,& 048 31 2611/,& 060 31 2611/,& Refrigerant Tubing Data . ,. · Candellli119 Unit Rlfriglmlt Tubing Data Untt must be elevated at least 4 • al>Ove equipment pad tor drainage. Up to 18" may be needed where heavy snow is likely. 365/1& 123/IM 4291,9 123/IM 4291,s 123/54 Law VIiiage . : Connecticin• · .. ., --E. ··--.-.-~· 'le 'I• 7/e 7/e 'I• 7/e 'la : . Suctloll Line @ (Length): "\,_. ' SERVICE ACCESS ALLOW 24• CLEARANCE .· ., __ , .. ... : --:-"·: ;s,. :.i> ·, Uquld:Une"flngtll}:.;4'".:<? ' C. _:·0_; .,, : ·- • Refr.. LIM Conn.-_ Pre Charged Uns Sizes and &aplcity Multiplllrl '" _ .. ·:,., .,;.·--: . .• -... --:-:· ·--:-·:.·' :,-' ~-,'6·;":>'· ,..,. _ ... _Undlzufar Tubiq,lluns of..,:< .'f.•, .·' -,c_,l71 Model Size OIi Unit -ilaslc (j).@ Na. Charge Tublllg·Stt Model Nt. & RPFA-Suc:tlotl Uquid Oz. .. Mu. Lengtll -_,, -·• 018·· 5/a" I.D. 5f1s" I.D. 49 RTCZ-16© Sweat (Approx.) (50') Will 024--. Accept 59 -'I•" O.D. 030·· Field 69 RTCZ-11 3/," 1.0. Supplied (60') -Sweat Liquid 036·· Line 94 - 042·· 95 048·· 3/e" 1.0. 119 RTCZ·12 7/1" 1.0. Sweat (60') -060·· Sweat 175 <D BaSiC charge • System charge wtth zero length lines and matelling indOor cOil. Set !tow chlClc l)lston lllblt tor anernatt coils. For each 100I of 11,• liquid hne add .3 oz. to DaSiC charge For each tool of \111• liquid lint add . 4 OZ. 10 DaSic Charge For each foal of 111· liquid 11111 add .62 oz. to DaSiC Charge For each IOol of Vt" liquid line add 1.2 oz. 10 DaSic charge Before proceeding with Installation, refer to installation Instructions packaged with each model. .•,-,: :t: ;---· · tar Ttiblq Runs of: _ . -·· . ___ -·; ---"'· . . ... ,; .• .-__ , __ ,, .... ,.,, . _,,, ___ .... SIie. Tubing SlzlqO.D. 3r 60~ . 90' 1211". 150' ;;-Uptll~ 3,:~'.-· .· ·' 5/1"@ 1.00 .98 .97 .95 .94 ¼" 1.01 1.00 .99 .99 .98 3/,"@ 1.00 .99 .97 .95 .94 7/1" 1.01 1.00 .99 .99 .99 24' of ~.·@ 1.00 .98 .97 .95 .94 11,· 0.0 . 11,· 0.0. 7/e" 1.01 1.00 .99 . 99 .98 balance 3/,"@ 1.00 .98 .96 .94 .93 5/11" 0.D. 7/a" 1.01 1.00 .99 .98 .97 3/,"@ 1.00 .97 .95 .93 .90 7/a" 1.01 1.00 .99 .97 .96 7/1"@ 1.00 .98 .97 .95 .94 26' of 11/1· 1.01 1.00 .99 .99 .98 3/1" 0.0. 3/e" 0.0. 11a·@ 1.00 .98 .96 .94 .92 balance 1'/1" 1.01 1.00 .99 . 98 .97 ½"0.0. @ Capactty multipher x ratt0 capacity • actual capacny Example: 030 with 60' of 3/," 0.0. Suction Line 30.000 " .98 • 29.400 @ Standard suctiOn hne Size. © Use RTCZ·11 tor 46 IHI or over. RHEEM AIR CONDITIONING DIVISION '· ,. ·,1 --:~··.,:, .. ~."'. .. • r.;:.'. '.:~ . .. . :a•-so-' --11•.;;.w-,, s-r.;..1zr·. 121°-'-158' ,_:."''' -.,.,, .="' .~~ ... ::',, .. -': ;t-,!'.',::-.,.. ,·A..,,,,_~ -,;.-~.-..,-,t,~ -~- 18' of 7' of 90' of 85' of 1/," 0.D. 11,• 0.D. ¥11" 0.0. !/11" 0.0. balance balance balance balance !/1&" 0.0. !/1e" 0.0. 3/a" 0.0. 3/a" 0.0. 22' of 15' of 8' of 3/e" 0.0. 3/a" 0.0. ' 3/1" 0.0. ½" 0.0. balance balance balance ½"0.D. 1h"0.0 . ½" 0.0. @ Factory cnarge is sutfieient tor outdOor untt. 25 IHI ' ot standara llq111d hne and matching indOor cOil _ All d!lfflellfS specified lo, Refrigeration Tubing. 5600 Old Greenwood Road, P.O. Box 6444, Fort Smith, Arkansas 72906 "In keeping with its policy of continuous ·progress and product improvement, Rheem reserves the right to make changes without notice." PRINTED IN U.S.A. 5-85 8P FORM NO. Pll • 711 REV. 0 CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. r5X000(o -.z. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS' CARLSBAD, CA 92009 (619) 438-1161 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. SCHOOL ~RICT: /carlsbad Unified San Marcos Unified ---6350 Yarrow Drive Ste. A 270 West San Marcos Blvd. Carlsbad, CA 92009 ( 438-5710) San Marcos, CA 92069 (744-4776) Encinitas Union Elementary San Dieguito Union High School 189 Union Street 625 North Vulcan Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) Project Applicant: Project Address: --1-~-~_1_/JJ_e_~_IV_~_/i_c_~_~_ APN: ofo'-J -CJ<f'/ -1:S d'7t? / Lo~~ ,...,ef/& CUeJT RESIDENTIAL: SQ. FT. of living area SQ. FT. of covered area ----- ----- Number of dwelling units SQ. FT. of garage area C011MERCIAL/ INDUSTRIAL: SQ. FT. AREA 3y.St.b Prepared By ~~ Date FEE CERTIFICATION (To be completed by the School District) ---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) d/5; Other ~ Y Residential Fee Levied: $ based on ------------sq. ft.@ ------- Cornm/Indust Fee Levied: $~., u.4\. ~o based on 3:-\, ~G V sq. ft.@ _.c>"""-;s--+-t--- !\ ,' : 1· ' I; ,_ ·_ " l\ Sc oo} District Official Title _, . ..- AB 2926 and SB 201 fees are capped at $1.50 per square foot for residential. ::.._3 ~92~ :.s Ca"'.'i~~?·-l -~ :!' ')s ;)er sa11:=:.Y-P +00 ... .c.,, ..... r>f'\T'"l..., ...... Y_ .... .;,.., .. l.:_..1 -- 2075 LAS PALMAS DRIVE CARLSBAD, CALIFORNIA 92009-4859 Office of the City Engineer TO: FROM: DATE: Qiitu of Qtarlsbah DEVELOPMENT PROCESSING SERVICES ENGINEERING DEPARTMENT 2/41/6.2 I I ROUGH GRADING APPROVAL FOR PROJECT NO. :2, 8?: _5"-{L £L rut=,(!_;/=--: /3 US(!U ,1¥;2-or ~k (PROJECT NAME AND ADDRESS) Y/fVJlJ)CJ/J ¢ J0AJL5 419-9~eu5 (DEVELOPER'S NAME AND ADDRESS) TELEPHONE (619) 438-1161 We have inspected the grading for lots _ __,_/....,.'--;f:'--r+--: ..... / .... ~~--· _ or phase __ ...... __ _ of the above mentioned project. In addition, we have received rough grading certification from df,PL1££) Ctv -CffC/l.,<}fcz9:L /;uG-,e__, the Soils Engineer, dated ~e.8, 8, J98.9 , and from (JJ-L;r,, Q r/J i-/,,UC, 7 -the Supervision Grading Engineer, dated t7EB,/3; I.J:ff.9, and are satisfied 7 that the rough grading has been completed in accordance with City standards. Based on these certifications and our observation, we take no exception to the issuance of a building permi~ lots ,lf 'f I< or phase _ _:-_-_---~-of project PE=--2.,%'7,~5,f from a grading standpoint. This release, however, is not intended to certify the project from other engineering concerns including site development, water or sewer availability, or final grading. Prior to the issuance of a certificate of occupancy, we need to be advised so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROVED: Inspector ?roject Engineer c: Developer Costa Real Municipal Water District 5950 El Camino Real, Carlsbad, CA 92008 Engineering: ( 619) 438-3367 Administration: ( 619) 438-2722 F u ... '1.-'· - May 24, 1988 Alan Davison --4fA'kl.F 4_... Davison & Partners 4199 Campus, Suite 830 Irvine, California 92715 ftii·-"":.illl"IP'~~~~~W:1.1 Subject: Canyon Pacific, Lots 10 & 13, C::arlsba'°d°'fT-;~';;#N~74'1.tii~ I f{"sulTa.ing~tthru,iH)'f.REte;;""'i1e:na;·'-';;s~·~~:'_~. ~o:iri·\fi~O>ccri.c~ul?r.ffl~;_:_;-.;.:,.;.~..,;;.._;.;;:.,;.J (See Attached Colored Map) -CRMWD Project No. 86-C-180 Dear Mr. Davison: In response to your letter of May 9, 1988 requesting occupancy for subject buildings, the District has researched your project and established the items necessary to complete before granting occupancy to subject buildings as follows: 1. Attached is District's Construction Report dated May 20, 1988, listing items that must be completed prior to granting occupancy for Buildings A, B, C, D, and H. 2. Attached 23, 1988, is District's Construction Inspection Report dated May listing items that must be completed prior to granting occupancy for "unconstructed" Buildings E, F, and G. 3. The costs for plan checking, processing and inspectio~ to date is $2,339. The estimated costs for processing and inspection for completing the water system for "unconstructed" Buildings E, F and G is $482. Thus, the total deposit to complete total project is , $2,821. The Water District requests that you complete item no. 1 listing of work to be done, remit the total deposit and make payable to C.R.M.W.D. Please forward to the District's Finance Department for processing. After receipt of total deposit, the District will release Buildings A, B, C, D, & H for occupancy. . .. Pag~::;two Alan Davison May 24, 1988 If you have any questions, please do not hesitate in contacting the undersigned. FJW:sja Enc. cc: Mike Smith, Fire Marshal Charles Kubli, City of Carlsbad Hilary Hogan, CRMWD Henry Worley Assoc·iates :·, CRMWD 86c.:a;..;180 :~ii~ Engineering Supervisor ·---·~ -~ - COSTA REAL MUNICIPAL WATER DISTRICT CONSTRUCTION INSPECTION REPORT Project: ~MWO 8~-C-180 C4VYo~ PAC/Pie Location: Lc>rs /0 -13 C"4,e~.O Al/<"~r f5VS. CTJi?. Date S·Z0 •88 Weather C/64.e Contractor: Time P.M, ----------------------------- Superintendent: ----------------------------- Description of Work & Progress: --------------------- /7?:Jv?.S ro Co/14~ P£"o"< 70 G~r1,v6, ~AN'o/ '70/< /3UIUJ/NGS A-'~ c;. o ¢ H As .Ce7aows: Beg. Miles End. Miles Total ' : ·. ------------ ------------ : COSTA REAL MUNICIPAL WATER DISTRICT CONSTRUCTION INSPECTION REPORT Project: eMwo o6-C'.l80 CAv)p/C/ P4ct~C Date 5.z.g.~ Location : Lcrr..5 lo-/ .5 t::::A,eu t,[A-D 4~.e'Pol?T .8//.S. Cg, Weather c.~ Contractor: Time A~,v'l. --------------------- Superintendent: --------------------------- Description of Work & Progress: -------------------- lll=r'?~O. ---------------..... /. 2. 3 6. Beg. Miles ----------- End. Miles Total \ ~I ~& I \ . i . I . ----tJ ~ i ·" . u. I ~ D -~-~ I ~ ~ t'() l 0: tJ Q I ~ ~ ,.d) J ~ ~\ ._-I . . ' ~ ~ $? ~ '-0 ~ I ~ I :s; "t I !! .. f 'w ~ R "" ~ " • I I ! ··* ·-I ~i I I 'l I I ~ ij . I . "' . J _____ I '8 ~ ~I .. I . I ~ \-----~ f d' x~ ~ \~ i\J)~~ YJ ~ ij I l .. I~~ . \ \1 (l . . ,. ' ~ j ~ : : . ' • I I . ~ i!~~ f, I \ ,c; .. I