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HomeMy WebLinkAbout2056 PALOMAR AIRPORT RD; ; 86-698; Permit/ . N'O PERMIT OR APPLICATION FOUND FOR THIS. PROJECT ,• ) PERMIT NUMBER.: 86-698 PLAN CHECK NUMBER: 86-698 • • . ADDRESS: 2056 PALOMAR AIRPORT. RD • PROJECT NAME: CINEMA AIR ., • • / ALSO SEE 86-429 , • / City ci!, Carlsbad " MISCELLANEOUS' 1200 ELM CARLSBAD CA 92008 • TEL (619) 43&5525' RECEIPT Job —y. p/ Address Z0S P" /"I MISCELLANEOUS FEE RECEIPT ' VALUATION I Owner A l' ' PLAN CHECK FEE 001-810-00-'00-8821 Mailing- Address 00 /0 4 , 7L Pj / (c/jLi Zip 00, boor,J p- j ,• , I Address . / . • - El -Cdy Zip ' Tel. ' 2 a,/ State Lic. 903 S. Classil. - City . Lic. No. 0 0 ' •0 ' - LEGAL DESCRIP_ Or 0 0 LI ULIUDnih __•,''r ASSESSORS RARCELNO. 'DESCRIP_ONOF WORK PLANIDNO. _/_ _- __191 . _... __' 0 • - - 0 LI 1 '0 • 0 ' • 00' 0, .00 ,,, 11111 S P 0 - ?0 - 0 E .-•. _________ , TOTAL FEE $&f- O . 0 CONTACTPERSON ___2 _// __ WARNING PLAN CHECK FEES WHERE NO ACTION IS TAKEN BY THE j - APPLICANT IN' 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE! FORFEITED TO THE CITY. . / • . ' 0 • , COMMENTS:" 0-'' _• --1 - . /)/0 ADDRESSZO3 (b 0 t2,,14k f47/ _/f , ,I , -J - '- 's" / /.)& - - ZIP 92c)o. __•PHONE#93/53/3 — __:— _ ,l •- Sigflature of Applicant Date 0 ' - •. . • White—. Applicant • Yellov - File. Pink— (1)'Finance (2) Data Process Gold — Assessor - - - - CASHIER'S VALIDATION (!titg of 1tar1øtiab -H SEWER PERMIT APPLICATION • .• : APPLICANT TO FILL SHADED AREA .IJ SEWER PERMIT NUMBER: SE 301561 BUILDING PLAN CHECK NUMBER: PC - LOING TYPE:_________________________________ BUILDING ADDRESS: ! At NUMBER OF EDU'S: .' CALCULATIONS:- . OWNER: V1t - MAILING ADDRESS: DJ ,Ad 1/ 7EVI&oiu 65.3 CONTRACTOR:, / LM I1LJ MAILING ADDRESS: A - -0003 02/26 0101 041,)acrtn 6530 ..00 LEGAL DESCRIPTION: • - : , CONNECTION FEE • 2 . ' '/ . ,( .) COST PER UNIT ________ x NO. UNITS .________ LATERAL CHARGE: . TOTAL CHARGES: PREPARED BY: ASSESSORS PARCEL NUMBER: S - - .• - ' . • (PRINTED NAME) • COMMENTS: • - - . - . - . -- - - WHITE: DPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 C4 - Cap of r1ns BUILDING - TELEPHONE (619) 438-1161 April 28, .1987 Cinema Air 2056 Palomar Airport Road Carlsbad, CA 92008 2056 PALOMAR AIRPORT ROAD Construction of hanger and workshops completed per plan, Permit No. 86-1129. Temporary occupancy granted this area A permenant Certificate of Occupancy will be issued for the total project upon the completion of the attached office area, second phase on separate Permit No. 86-98. 4 CTbOY MA, A EMILE PLUDE Principal Inspector Senior Inspector hmj I' American Engineering Laboratories. Inc. 7940 Ailons Drive, Suite A, San Diego, CA 92126 (619) 695-3730 FILENO 725 SUMMARY OF COMPRESSION TEST RESULTS PAGE 2 Joe. PALOMAR AIRCRAFT HANGER—CINEMA AIR 2056 Palomar Aircraft Road ADDRESS Carlsbad, CA 92008 GRANT CONSTRUCTION COMPANY YEAR:,1986-1987 STORED & CURED. NOT TESTED DATE LAB. NO CAST LOCATION IN STRUCTURE MO. DA. 4521 12/1 7 Section "Afl. 3 SPECIFIED 4ATERIAL: Concrete 28-DAY STR. 4000 ROPORTIONS/MIXNO., 86-69. Escondido Readymix rypE: CEMENT 6.9 sk. SPEC. SLUMP 4 IN. DMIXTURE: Pozz. 322N AGG SIZE 1 IN ULTIMATE COMPRESSIVE STRENGTH. PSI OTHER DATE SLUMP 7-DAY 28-DAY TEST RESULTS MAILED IN. AGE 4 4000 1—day 1500 6—day 2790 4522 4572 4573 4574 4575 12/17 Section "E". 3 4 5150 1—day 1730 - 6—day 4030 1 2/18 Section "I". 3 4 3860 4880 4920 12/18 Section "M". 3 4 4070 4990 5130 12/19 Section "B". 3 4.5 3960 5380 5290 Section "0". 3 4 4000 5380 5270 0118 4576 REC:VED 1987 CIT ( OF ARLS BAD Building Department 12/20 Section "H" parking apron. 4 . 3890 4740 3 4810 1/15 Exterior wall footing north— 4.5 3110 4160 east corner. 3 4170 3—Grant Construction Company 1 C of Ca'r16ad AMERICAN ENGINEERING LABORATORIES, INC. WILLIAM L. PATRICK, R.C.E. #35256 111 • - •- '' •' '.• I DESIGN GROUP, INC.. '. 19 ff NOVEMBER 20, 1986 ' CINEMA AIR 2186 PALOMAR AIRPORT RD.. CARLSBAD,cA: 92008 PROJECT: CINEMA AIR HANGAR t'YJ. , CARL SBAD,1.CALIFORNIA 4 JOB NO. 86-086 . BOB BULLOCK ,., THIS LETTER IS IN RESPONSE TO YOUR PHONE CALL ON NOVEMBER 191.. 1986 REGARDING THE FOOl INGS FOR THE ABOVE PROJECT THAT WOULD BEAR ON COMPACTED' FILL SINCE FOOTINGS THAT BEAR ON COMPACTED FILL . WAS' NOT ADDRESSED: IN THE PROJECT'S SOIL INVESTIGATION REPORT BY BENTON ENGINEERING,1 INC., 'OUR-OFFICE CONTACTED' MR. : PHILIP I1 : .. ' BENTON, PRESIDENT -CIVIL ENGINEER OF,BENTON ENGINEERINó,'. BY • . PHONE AND CONFIRMED THAT' AN ALLOWABLE SOIL BEARING VALUE FOR .". FOOTINGS BEARING' ON.COMPACrED FILL IN COMPLIANCE WITH,HIS REPORT ;•. W6ULDBE.300 PSF. - AFrE.REVIEWIN6 THE STRUCTURAL INTEGRITY OFITHE FOUNDATION EASED : ON .THE '3000 •PS BEA NO. PRESSURE,. WE HAVE FOUND THAT THE' .' FOLLOWING FOOTINGS FOR; THE ABOVE PROJECT HAVE A'.BEARING PRESSURE, EQUAL TO OR LESS THAN 3000 PSF AND CAN BEAR ON COMPACTED FILL - , 1-B,' 1-C, 1D, 1E, 1F, 16, '1-HCOLUMN , , 1K, 2-A, B, ,:2-D,, 12-F, 2-H, 2-J, &2-K. THE REMAINING'FOOTINGSNOT'NOTED.-' ARE,TO' BEAR ON UNDISTURBED SOIL.IN COMPLIANCE.WITH THE PROJECTYS,,.:',. SOIL,INVESTIGATiO1 REPORT.— IN iRESPONSE TO THE 'DEPTH OF THE PERIMETER. FOOTING AS SHOWN IN DETAIL2/2.OF OUR DRAWINGS PLEASE NOTE 'THATTHIS FOOTING 'ISNOT'-A BEARING FOOTING• AND 'IS ONLY THICKENEDTO'AID "I N THE FLooR: SLAB .. PERFORMANCE. WE f DO NOT REQUEST THIS 'FOOTING TO BE ANY DEEPER , THAN WHAT IS SHOWN ON DETAIL 2/2. .-J •1 . . - 4 , I 4' PLEASE. CONTACT US 1 IF.YOU HAVE ANY FURTHER QUESTIONS.. Id - ,.. • ')•' :-' ' 4 . , I • ' ,. ';' 1 ' k I 4 4 •: , , . , 4 SINCERELY4 YO S, .f'. ELW)I%J V..' HEINEN, P.E. . • . GEPERAL MANAGER!,I I ,r- ' 4 . 4 .. p ,. .I• ''.. , J . . , - 4 , 4 4 4 . 4 ' 4 .4 :4 '' • :' . • .- I 4 4 1 ..• 4 .4 . cc EH 4 I BENTON ENGINEERING, INC. ' .. . . . . I 44 909 AFTEENTH STREET, SUITE ,5' '. 4 4 . . : • • .' - MODESTO, CA 95354' 4 . . . . • ' . 4' PFIONE (209) 577-3108 • ' 4 4- . 4 • •'. " BENTON ENGINEERING, INC. APPLIED BOIL MECHAP4ICV - FOUNDATIONS e10 RUrPIN ROAD $AN DIEGO. cAUroRNIA 92123 November 19, 1986 PHILIP lIENKIt4G HENTON PIIIII13II4T • CIVIL dNUNdEN TILIPHONP U19.S e65.$905 Advanced Design Group 909 - 15th Street Suite 5 Modesto, California 95354 Attention: Mr. Elwyn Heinen Subject: Project Nos. 86-6-5A and 86-10-20D Supplemental Soils Data for Hangar Office Building Palomar Airport Carlsbad, California Gentlemen: ' This is to provide supplemental recommendations for the design of footings within the Hangar Building presently being constructed as shown on our 'Drawing 1 included with, our report dated July'31, 1986. The allowable bearing values presented on page 6 of our report dated July 31, 1986 were 4000 pounds per square foot for one foot wide footings placed a minimum of 1.0 foot into undisturbed natural ground and placed at least 2 feet below the lowest adjacent subgrade and 6000 pounds per square foot for square footings 3 feet or wider founded at the same depths. These bearing values still apply for those footings placed a minimum of one foot into the undisturbed natural soil and at least 2 feet below the adjacent .!-compacted ground surface that includes aggregate basematerial. For thOse areas where footings are to be supported on the remolded man-made, compacted filled ground, "placed and compacted to at least 90 percent of 'maximum dry dens'ity, an allowable -bearing value of 3000 pounds per square foot is recommended for one foot or 3-feet wide' footings placed at least 2 feet 'below the lowest adjacent compacted elevation that includes the ..aggregate base layer. The areas:of footings that will extend at least one foot into the undisturbed natural ground,, where the higher allowable bearing values may be used, can be verified by field inspection at the site. The remaining areas where the allowable bearing, value of the recompacted filled ground governs can also be, determined by field inspection. Respectfully submitted, 'BENTON GINEERING, INC. A. -2/---; -—---• By, ' Distribution: 1) Addressee : 'Philip H XreWton, Civil Engineer • 1) Mr. Allen R. Grant V RCE No. 10332 ' • • Grant Const. Co., Inc. R W'1arti PIE, tr PHB/jer /.•.•,/ • ' DESIGN GROUP, INC. DECEMBER 3, 1986 GRANT CONSTRUCTION COMPANY 1117 LONE PALM AVE. MODESTO, CA 931 PROJECT: CINEMA AIR HANGAR CARLSBAD,, CALIFORNIA JOB NO. 86-086 ATTN: MR. ALLEN GRANT THIS LETTER IS IN-REGARD-TO THE PROJECT'S -FOUNDATION DESIGN BY OUR OFFICE DATED SEPTEMBER 16, 1986. WE HAVE BEEN INFORMED BY MR. BOB BULLOCK, PROJECT FOREMAN OF GRANT CONSTRUCTION, BY PHONE ON NOVEMBER 19, 1986, THAT THE BUILDING PAD FOR THE ABOVE PROJECT HAD BEEN CONSTRUCTED UTILIZING FILL MATERIAL FOR THE BEARING SOIL SUPPORT OF THE BEARING FOOTING. THE FOUNDATION DESIGN FOR THIS PROJECT WAS IN COMPLIANCE WITH THE SOIL REPORT DATED AUGUST 1, 1986 BY BENTON ENGINEERING, INC. THIS REPORT DID NOT ADDRESS THE BEARING OF FOOTINGS UTILIZING FILL MATERIAL. ON NOVERMBER 19, 1986 WE L CONTACTED MR. PHILIP H. BENTON, PRESIDENT - CIVIL ENGINEER OF BENTON ENGINEERING AND WAS INFORMED 'BY PHONE, FOLLOWED BY LETTER DATED NOVEMBER 19, 1986, THAT AN ALLOWABLE SOIL BEARING VALUE FOR THE FOOTINGS BEARING ON COMPACTED FILL WAS 3000 PSF. PLEASE NOTE THAT SOME FOOTINGS WERE STRESSED TO THE UTILIZATION OF 6000 .PSFALLOWABLE BEARING PRESSURE. PER MR. BULLOCK, WE REVIEWED THE PROJECT AND ADDRESSED IN A LETTER -TO HIM..ON NOVEMBER 20, 1986 THE FOOTINGS THAT WOULD BE 'ACCEPTABLE FOR BEARING ON COMPACTED FILL AND NOTED THAT THE REMAINING FOOTINGS MUST BEAR ON UNDISTURBED NATURAL. . BOIL. THE I REMAINING FOOTINGS OF THE ABOVE PROJECT THAT WOULD BEAR ON COMPACTED FILL OR REQUIRE TO BE DEEPEN HAVE NOT BEEN ADDRESSED. THESE FOOTINGS ARE TO BE REDESIGNED FOR ADEQUACY TO BEAR ON COMPACTED FILL OR MUST BE REDESIGNED FOR AN INCREASE IN DEPTH BY ADVANCED DESIGN GROUP. TO ACCOMPLISH THIS, WE REQUIRE A SOIL'S - INVESTIGATION REPORT BY BENTON ENGINEERING, OR ANOTHER QUALIFIED SOURCE, NOTING WHICH FOOTINGS.OF THE ABOVE PROJECT WOULD BE BEARING ON COMPACTED FILL, •DEPTH OF FILL, AND EXPECTED SETTLEMENT. PLEASE CONTACT US. IF YOU HAVE ANY FURTHER QUESTIONS. SINCERE YOURS,J ELWY V. HEINEN, P.E. GENERAL MANAGER ULLOCI< 909 RFrEENTH STREET, SUITE 5 MODESTO, 'CA 95354 QLO RECEIVED JEC 91986 CITY OF CARLSBAD Building Department BENTOrJ ENGINEERING, INC. 5540 Ruffin Road - SAN DIEGO, CALIFORNIA 92123 (714) 565-1955 TO /41e THE FOLLOWING WAS NOTED t;7_ b4 h; 'ci Z'ece /'iiL O.TE jri NO. PROJECT LOCATION CONTRACTOR OWNER WEATHER TEMP. 0 a AM °at FM PRESENT AT SITE / 4- L. iiii46h A1 49 T %i7e Jf sM ctc/edc i2í - --__ c,z,41 aj, 4 // z~ All, X ., r, J , I• •' >z eiL iT - ........- ................................... - BENTON ENGINEERING, INC. APPUtO 601L MECHANICS - rouNoATloue 5040 RUrFIl. ROAD 8AP4 DIEGO. CAL.iFOHN$A PaI23 December 16, 1986 PHILIP IlEUKINO flENTON - PØIIIDRNT • civil. dilaipitEil TELEPHONE (619) ee.Soee Grant Construction Company, Inc. P.O. Box 3028 Modesto, California 95353 Attention: Mr. Bob Bullock Superintendent Subject: Project No. 86-10-20D Column Footing Inspections Cinema Air Carlsbad, California Gentlemen: This is to report, at your request, a summary of the inspection,óf the open excavations for the column footings designed for an allowable bearing value of 4000 pounds :per square foot for the Palomar Aircraft Hangar for Cinema Air in Carlsbad, California. 'It is understood that all other footings were designed for an allOwable bearing value not to exceed 3000 pounds per square foot, and in that the compacted filled ground placed and compacted at the site, during grading provided an allowable bearing value of'. this, no éxt-á"dèpths'ófóôt1ñgs were required 'for 'these. . . A summary of the footings required. to be deepened to be founded at least one foot below.the in-place undisturbed natural ground are as follows: Additional Depth Initial Required Design in Inches Footing Depth on 11/19/86 A-2 . . 4 0 -0' . None A-3 4'-O" ' : None A-4 .4 1 -" None A-5 41 -6" . . . None A-6 ., 4'-O" None A-7 ' 41 -0" . None A-8 41-011, . None A-9 21 -0" , 12 'B-2 3'-0" None C-2 31 -0" None D-2 3-0" None E-2 1I . . 31_0 . 9 G-2 31_011 ' .18' Remarks Greater than 1 foot into natural Greater than 1 foot into natural Greater than 1 foot into natural Greater than 1 foot into natural Greater than 1 foot into natural Greater than 1 foot into natural Greater than 1 foot into natural (Verified deepened 11/24/86 because area was trenched for utility that was re-routed) Greater 'than 1 foot into natural Greater than 1 foot into natural Greater ,than 1 foot into natural Verified deepened 11/24/86 Verified deepened 11/24/86 Gr1t. Const Loi y, inc - L, i8o Project NO 86-10-20D Additional . Depth • initial Required Design in. Inches Footing Depth on 11/19/86 S Remarks J-5 41 -6" None Greater-than 1 foot into natural J-6 41 -0" None Greater than 1 foot into natural J-7 41 -0" 12 Verified deepened 11/24/86 J-8 4!_0" . . None Greater than 1 foot into natural J-9• . 2Ou . 6 . Verified deepend 11/24/86 Note:, Also certain footings were deepened beyond theirrequired depth to remove rain damage. . Respectfully submitted, BENJON ENGINEERING, INC. By_______ n on, Philip H. RCE No. Civirtgineer 10332 . . Distribution: (2). Cinema Air, Palomar Airport, Attention: Mr. R. Martin S • (1) Advanced Design Group, Attention:,Mr. Elwyn Heinen S , • -909 - 15th Street . S 5 • Suite.5 • • S . Modesto, California 95354 5 • PHB/.jer . . 5 5 S • 5 BENTON ENGINEERING. INC.- - I3ENTON ENGINEERING, INC. APrLIQ UoIL MCCIIANICS - rOUNOATIOPIe 4O HUI'PIN HOAO SAN 01940. CAL.IPOHUA gil March 12, 1987 ECEIVED 17 1987 PHILIP HrNK,Ha UEUTOP4 - PAEII*31NT. CiVil. dIIM YSLUPHOH, (4l) eee.I95 - Grant Construction Company, Inc.- P.O. Box 3028 Modesto, California 95353 Attention: Mr. Allen R. Grant Subject: Project No. 86-10-200 Report on Compacted Filled Ground and Trench Backfill Cinema Air Palomar Airport Road Carlsbad, California Gentlemen: This is to report the results of tests and observations made in o r d e r to inspect the compaction of filled ground placed at the propos e d hangar, work shop and office building for Cinema Air at the Pal o m a r Airport, Carlsbad, California. Field density tests takenin.trench backfill soils are also reported. The approximate areas and depths of filled ground placed under our i n s p e c t i o n , in accordance with the approved specifications are shown on the attach e d Drawing 1 entitled "Location of Compacted Filled Ground." The gra d i n g plan used for the placement of filled ground was prepared by Adv a n c e d pesign Group,,Inc. . . The approximate locations at.which the tests were taken areshown o n the attached Drawing .1 and the final test results are presente d o n p a g e s 1-1 toT-4, inclusive, under the "Table .of Test Results." The l a b o r a t o r y determinations of the maximum dry densities and optimum moisture co n t e n t s of the major fill materials are presented on page T-4 under the -".,Laboratory TestResults." Some of the maximum dry densities shown in the "Table of Test Results" were. combinations of these. The tests were take n d u r i n g the weekly periods indicated below:. I Test Number Week Ending 1 to 8, inclusive •0ctQber 25, 1986 .: 9 to 31,. inclusive . November 1, 1986 32 to 35, inclusive - November 8, 1986 36 to 56, inclusive November 15, 1986 57 to 89, inclusive December 5, 1986 (Date of last test) The results of the tests -and observations indicate that the compacted filled ground has.been placed at 90 percent of maximum dry density or Grant Construction. Company, Inc. -2- March 12, 1987 Project No. 86-10-20D . greater. The base and subgrade including 4" of Class II aggregate base and 9" of on-site soils have been compacted to at least 95 percent of maximum dry density in the hangar and.concrete apron areas. In the area of the hangar-where only truck loads are anticipated, 6" of Class II aggregate base and 6" of on-site soils -have been compacted to 95 percent of maximum dry density or greater. It has been -determined that the fill materials compacted to.90 percent of the maximum dry density, have a safe bearing value of. 3000 pounds per square foot for one foot wide to three feet wide footings placed at least two feet below the lowest adjacent compacted elevation that ihcludesthe base layer. . . . Respectfully submitted, . . . BENTON. ENGINEERING, INC . . I ByL2272)c?4 On H. Benton Reviewed by Philip H. . Ben , Civil Engineer . RCE No. 10332 . . Distribution (2) Addressee (1) Mr. R W Martin, Cinema Air (1)Mr.Bob Bullock, Superintendent JHB/PHB/jer . . . . ,. TABLE OF TEST RESULTS Depth Maximum Approx- of Fill Field Dry Dry Test imate at Test Moisture Density Density Percent. No. Location in Feet % dry wt lb/cu ft lb/cu ft, Compaction i E. Concrete . 1.0 12.9 112.6 114.6 98.3 Apron 2 Hangar 1.0 16.2 104.5 108.4 96.4 3 E. Concrete 1.0 16.9 106.8 108.4 98.5 • Apron 4 Office Bldg., 1.0 18.7 104.4 108.4 96.3 5 Office Bldg. 2.0 17.9 106.1 108.9 97.9 6 Hangar 2.0 16.6 10.6.0 . 108.9 97.8 7 Office Bldg. 2.0 15.7 106.2 108.9 98.9 8 Parking west 2.0 15.6 108.7 108.9 100.3 of Hangar : 9 Parking West 3.0 19.5 102.5 108.9 94.6 of Hangar 10 E. Concrete 2.0 19.3 102.2 108.4 94.3 Apron 11 Hangar. 2.0 18.5 10.6.6 108.4 98.3 12 Hangar, 1.0 19.3 105.,5 108.4 97.3 13 Hangar. 1.0 21.6 98.7 108.4 91.1 14 Hangar 2.0 20.3' . 101.4 108.4 93.5 15 . Hangar 2.0 18.6 104.2 . 108..4 16 ' Hangar. 2.0. 25.1 95.4 105.8 90.2 17. Office Bldg. 1.0* 22.4 96.5 105.8 91.2 18 E Concrete 1.0* .19.4. . 100.7 105.8 95.2 Apron 19 E. Concrete 3.0* 19.5 . 98.8 '105.8 . 93.4 Apron .. 20 E. Concrete 4.0* 18.0 101.9 105.8 96.3 Apron 21 Hangar 4.0. 15.1 .109.9 . 113.0 97.•3 22 Hangar 4.0 18.9 .104.2 108.4 96.1 23 Hangar 2.0 15.3 109.3 113.0 , 96.7 241 Hangar 2.0 18.1 104.2 108.4 .96.1 25 N. Concrete 1.0 19.0' 107.1 108.4 98.8 Apron 26 E. Concrete , 1.0 . 19.8 101.8 105.8: 96.2 Apron . 27 N. Concrete 1.0 17.5 103.3 105.8 97.6 Apron 28 N Concrete 1.0 20.5 103.8 108.4 95.8 Apron,- 29 N. Concrete 1.0 23.2 101.0 105.8 . 95.5 . . Apron . . 30 N. Concrete '1 .0 17.0 10.9.9 113.0 97.3 Apron .' , * Indicates finished grade. . Reworked Reworked 'Check. On #19 •, Check on fill / Grant Construction Company, Inc. 1-1 March 12, 1987 Project No. 86-10-20D Grant Construction Company, Inc. 1-2 0 March 12, 1987 Project No. 86-10-20D TABLE OF TEST RESULTS, CONTINUED Depth Maximum Approx- of Fill Field Dry Dry Test imate at Test Moisture Density Density Percent No. Location in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 31 N. Concrete l.Oo.p. 18.0 101.9 105.8 96.3 Apron 32 Elec. Line 1.0 o.p. 16.9 97.5 . 105.8 92.2 Hangar. . . 33 Storm Drain 1.0 o.p. 27.5 96.3 105.8 91.0 34 Elec. Line l.O'o.p. 19.5 98.4 105.8 93.0 35 Plumbing Line . 3.0 o.p. 18.8 95.3 105.8 90.1 36 Storm Drain 2.0o.p. 19.8 100.5 105.8 95.0 NE Corner 37 Storm Drain 2.0 o.p.. 19.3 102.0 105.8 96.4 N Section 38 Hangar (Base) F.G.* 3.5 134.1 .141.1 95.0 39 Hangar (Base) F.G.* . 3.5 134.2 141.1 95.1 40 Hangar (Base) F.G.* 8.1 140.7 141.1 99•7 41. Hangar. (Base) -F.G.* 7.0 137.9 .141.1 97.7 42 Hangar (Base) F.-G.* 4.3 . . 134.0 141.1 95.0 43 Hangar (Base) F.G.* 4.7 131.5 141.1 93.2 44 Hangar (Base) F.G.* 5.2 129.0 141.1 91.4 45 Hangar (Base) F.G.* 4.9 132.1 . 141.1 . 93.6 .46 Hangar (Base) F.G.* 3 .135.1 141.1 95.7 47 Hangar (Base) F.G.* 4.0 . '. 135.7 141.1 96:2 48 Hangar (Base) F.G.* 6.1 t138.4 141.1 98.1 49 Hangar(.Base) F.G.* 6.0 126.9 141.1 97.0 50 Hangar (Bask) F.G.* 5.7 136.7 141.1 .96.9 51 E.Apron S.G.** 13.3 . 1037 108.4 95.7 52 E'..Apron. S.G.** 11.5 106.2 108.4 98.0 53 Parking West S.G.** 143 103.1. 108.4 95.1 of Hangar 54 Parking West S.G.** 14.9 103.4 .108.4 . .5.4 of Hangar . .55 Office Bldg. F.G.* 5;9 135.6 141.1 95.7 (Base) 56 Office Bldg. F.G.* 5.4 . 137.8 141.1 . . 97.7' (Base). . . 57 North Apron S.G.** 16.7 110.9 113.0 98.1 58 North Apron S.G.**. 12.4 106.5 . 108.4 .98.2 59 North-Apron i S.G.** 15.3 '. 106.8 108.4 •. 98.5 60 North Apron S.G.** 15.2 107.8 108.4. .99.4 61 North-Parking S.G.** 14.8 106.5 108.4 98.2 ..Apt'on 0 62 'NorthjPardn.g S.G.** 20.7 . .106.5 '108.4 98.2 Apron • . . 63 NorthParking S.G..**. 19.3 106.6 108.4 98.3 Apron' • ' 0 64 North Parking . 22.0 102.9 '105.8 97.3 Apron TnMrafac finihd nratip . . Reworked Reworked Reworked Check on #43 Check on #44 Check on #45 Grant Construction Company, Inc. 1-3 March 12, 1987 Project, No. 86-10-20D 0 TABLE OF TEST RESULTS, CONTINUED Depth . Maximum Approx- of Fill Field Dry Dry Test imate at Test Moisture Density Density Percent No. Location in Feet %dry wt lb/cu ft lb/cu ft Compaction 65 North Parking 14.6 109.2 113.0 96.6 Apron S 66 Hangar Pad 1.0 16.7 1150 . 118.6 97.0 Remarks 3" cast Iron Drainage 67 Hangar Pad 1.0 17.9 3" Cast Iron Drainage 68 '3" Cast Iron 1.0 .18.6 Drainage 69 3" Cast Iron 1.0 18.7 Drainage. 70 North Parking F.G.* 4.1 • Apron 71 North Apron .F.G.* 5.2 S (Base) 72 North Apron F.G.* 3•3 (Base) 73 North Apron F.G.* 3.9 (Base:) 74 Trench Back- 1.0 20.2 fill 75 North Apron. F..'G.* 7.7 (Ba.se) 76 North Apron F.G. 6.5 ;(Base) 77 Trench Back- 30** 17.2 fill 78 North Aproh F.G.' 7.1 (Base) .79 North Apron F.G* 6.9 • (Base) 80 North:Apron F. G. 6.3 (Base) 81 North Apron F.G.* 4.2 (Base) 82 North Apron F.G.* 5.8 (Base) 83 North Apron F.G.* 6.1 (Base) • S 84 North Apron. F.G.* 5.2 • (Base) 85 NorthApron F.G.* 49 (Base) 86 NOrth Apron F.G.* 6•3 (Base) 112.3 118.6 94.7 114.8 118.6 96.8 112.6 118.6 94.9 140.2 141.1 99.4 • .138.0 141.1 97.8 1.38.3 141.1 98.0 138.7 • 141.1 • 98.3 103.4 113.0 91.5 Reworked 137.8 141.1 97.7 138.2 141.1 98.0 100.6 • 105.8 95.1 Check on #74 139.1 141.1 98.6 139.0 141.1 98.5 133.3 141.1 94.5 Reworked 137.4 141.1 97.4 • 140.9 141.1 141.2 141.1 100.1 14-1.0 141.1 99.9 • 1332 141'.1 94.4 Reworked. 140.9 141.1 99.9 Check on #80' * Indicates finished grade. ** Indicates subgrade 01 S S • 'rant Construction Company, Inc. T-4 March 12, 1987 Project No. 86-10-20D •• S TABLE OF TEST RESULTS, CONTINUED * Depth Maximum Approx-. of, Fill Field Dry Dry Test imate at Test Moisture. Density Density Percent No. Location in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 87 North Apron F.G.* 6.2 140.2 141.1 99.4 Check on (Base) . • 85 88 North Apron F.G.* 5.4 140.9 141.1. 99.9 (Base) S 89 NórthApron F.G. 5.0 140.4. 141.1 99..5 (Base) * Indicates finished grade. . IS S •. LABORATORY TEST RESULTS 5; The maximum dry, densities. and optimum moisture contents of the major fill materials as determined by the ASTM D 1557-78 method, that uses 25 blows of a 10 pound rammer falling from,a height of 18 inches on each of 5 layers .• in a 4-inch diameter 1/30th cubic fOot compaction, cylinder, are presented as follows: . • . , , S .• . Maximum Optimum . Dry , ' Moisture S • Density .;Content Soil Description lb/cu ft % dry wt • • Light brown silty clay . 108.4 ' ., 13:6 : Dark brown silty fine to medium sand 127.0 8.7 Light brown silty clay S 105.8 , 16.4 Light brown silty clay' " 113.0 ' 13.4 • Light gray brown silty fine to'cdarse sand - with 30% gravel/Class II Base 141.1 . • 7.8 • 55 'S ,•,S , S , S ' ' - . S. D HMAIN TAXI WAY CONCRETE 37CH ...... ... . () 76 II CONCRETE APRON Ti C CI Ld LL DOOR 52 U. 85 CL 0 TORY d 1824 'S Q) OFFIC jJI*.IA.O IcQGAR w 00 / ® ilk UIJ 0 CONCRETE : ,1J ®®\1 ©45 I 36) .1JJIL1J LII CC ] I J fE E:2—I8—I987 • DRAWN:K.L.GREEN SCALEsI"6O' --- LOCATION OF COMPACTED FILLED GROUND PALOMARAIRPORT '• • SAN 'DIEGO COUNTY, 'CALIF. • PROJECT NO. 86-IO-20D DRAWING NO. BENTONENGINEERING, INC.. j ESGIL CORPORATION 9320 CIIESAI'EAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560. 1468 DATE: /97 JURISDICTION: O PLAN CHECK NO: ' ~eocoloCc- Ar- PROJECT ADDRESS: 2/7 7o144L 4,,apoe_i- *c PROJECT NAME: CjVF'44 U APPLICANT n—JURISDI C TTO PLAN CHECKER JFILE COPY UPS 1 DESIGNER E 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 i ,1'74,'cz7 S/t67. are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil 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: 2A AJY ra C720,J 20 SC -o-- -i-' 41,zpo.z.r '4& C4/aLs94 9'zc.o5' Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil.staff did advise applicant that the plan check has been completed.' Person contacted: ae Soe....acic Date contacted: 2-25c'7 Telephone #93 /3/3 REMARKS: )(C LE c-5;4N424 31?0 g 4,Z7 Loop COSI-el 44 - •qz Cz C 4 77Il 2i xc • .:1,,, , DE 4l-6 Air By: C Enclosures: ESGIL CORPORATION CITY OF CARLSBAD PLAN CHECK NO. 86-698, RECHECK NO. 2 FEBRUARY 24, 1987 REMAINING ITEMS FROM ORIGINAL CHECK LIST 182. 'Provide fire sprinkler plans approved by local fire department. Section .506, 3802. See also jurisdiction ordinance. 271. Show all required' fire dampers per UBC Section 4306 (j). Ducts into room 038 Pare not protected with fire dampers.. Reception room is part of corridor. Note: Two complete sets,' of signed plans and calculations are required for building permits. Note: This building checked as B-2 in conjunction with a previously approved' B-3:,Ai'rcraft' Hanger. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619) 560-1468. ' Thank you.' ESGIL CORPORATION 9320 CI(ESAI'EAKE I)IL SUITE 208 SAN DIEGO, CA 92123 (619) 560- 1468 DATE: /3 1,9 a' 7 JURISDICTION: o PLAN CHECK NO: 1 -698' Ci/c / PROJECT ADDRESS: z/T PROJECT NAME: NAME: DAPPLICANT DRIIION DPLAN CTFECKER flFILE COPY EJ UPS O DESIGNER. 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 fl 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 plans 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. Th applicant's copy of the checklist has been sent to: 72AJY 41,2P0' ZOOc? Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone #-52. REMARKS: XC 75. %-soc ?3/Y3/3 3/0 1< 4,/zP7f.r Z-.,-, 0,0 C,4 9) 221 Enclosures: ESGIL CORPORATION CITY OF CARLSBAD. PLAN CHECK NO. 86-6.98 RECHECK No. 1 FEBRUARY 13, 1987 REMAINING.ITEMS FROM ORIGINAL CHECK 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 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. . 5. All sheets of the plans. and the first sheet of thecal-. culations are required to be signed by the California licensed architect or engineer responsible for the design. Please in- dude the California license number, and the date the plans are signed. . . 75• Detail all plumbing penetrations at occupancy, area .and corridor wall as required in section 4304. 84.. A one-hour occupancy separation is required between B-3 occupancy and the B-2 occupancy.' Table' 5-B, .' .'. .. Section 503.(d), Tables 43-A, B, C and Chapter 43. 96. Openings in one-hour occupancy walls shall be protected by a one-hour assembly. Section 503 (c), Tables 43- A, B, C and Chapter 43. Window D and E into room H09 and H02 rnust,be full one-hour. 0 City of Carlsbad Plan Check NO. 86-698, Recheck No.. 1 February 13, 1987 K. Exits. . . 103. In all occupancies, floors above the first story having. .10 or more occupants, shall have not less than two exits. Section 3303 (a). 104. Exits should have a minimum separation of one-half the . . maximum overall diagonal dimension of the building or area served. Section 3303 -(c). Stair 1 and 2 are not properly separated. 105. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a)'. 144. Openings other than doors into corridors, must be protected by fixed approved finch thick wired glass in steel frames 'See window between room 005 and 006 at reception area. 174 Provide skylight details to show compliance with Section 3401 and 5207 or provide ICBO or other recognized approval listing 'Provide fire sprinkler plans approved by local fire , • ,• department. ' Section 506, 38,02. See also jurisdiction ordinance. ' • " ' S • S • ' When serving more than 100 sprinkler heads, automatic '• sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, 'or shall .be provided ' with 'a local alarm which will give an audible signal at a constantly attended location. •' , 190. Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the ' soils engineer shall advise the Building Official in writing that: City of Carlsbad Plan Check No. 86-698, Recheck No. 1 February 13, 1987 No. 190. continued from previous page.' 190. A. the building pad was prepared' in accordance with soil report: the utility trenches have been properly backfilled and' compacted, and: .the foundation excavations, forming and re- inforcement comply with the soils report and approved plan". . . 262. Corridor serving room -9 and 10 must be handicapped , accessible. Show Width of corridor and doors. 268. Provide, a drain line and grease trap from laundry sink in sheetmetal room H07. • • • . . 271. 'Show all required fire dampers per UBC Section4306 (j). ENERGY .. . . ' 1:' 272. The areas in. the energy designs (forms land 2) do not match the plans. The plans show 3760 square feet', single story.'-shops and office' and 12000 square feet, two story offices. ' • ' ' , 273. Show the effects of framing members on overall U-values inForm 3's and use revised values in forms 1 and 2. '' "' ' ADDITIONAL CORRECTIONS ' STRUCTURAL ' • ' 277. See special inspection list' enclosed. • ' ' ' ' " 278.' The Varco Pruden design does not make provisions for skylights at stairs. Provide design and details for framing at skylights. City of Carlsbad Plan Check No. 86-698, Recheck No. 1 February 13, 1987 DISABLED ACCESS CORRECTIONS A. 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.4,inch, and shall bea minimum of 48 inches in width. Surfaces with a slope of less that 6 percent gradient .shall be at least as. slip-resistant as that described as a medium salted finish. Surfaces with a slope of 6 percent gradient 'or greater shall be slip-resistant. .4. Surface cross slopes shall not exceed inch per foot. ,When the slope in the direction of travel of any walk exceeds 1 vertical to 20 horizontal it shall comply with provisions 'for Pedestrian Ramps. . Abrupt'changes in level along any accessible route 'shall not exceed inch. When changes in level do occur, they shall be beveled with a slope no greater ...:than 1:2 except that level changes not exceeding * .'inch are .necessary they shall comply with the requirements ,,f or curb ramps. .8. ,Walks'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 that 48 inches wide by 44 inches deep at a'door or gate that swings' away from the walk. Such walks shall extend 24 inches 'to the ,.sidè'of.. the:trike::'edqe'ofa::dooror:'gate':;that ::' swings toward the' walk. .• . - City of Carlsbad Plan Check No. 86-698, Recheck No. 1 February 13, 1987 B. 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 dimension, 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 • S :. 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 guide- railis provided centered .3 inches (plus or minus one 5 5 inch.) abovethe surface of the walk or sidewalk: the walk is5 percent or less gradient or no adjacent hazard exists S •• • 2. • .Overchanging Obstructions: Any Obstructions that over-V hangs a pedestrian's way shall be a minimum of 30 inches above the walking surface as measured from the . .. . bottom of the obstruction. S C. Parking (Sec. 2-7102) . . • . In each parking area, a bumper or curb shall be provided and located in prevent encroachment of cars over the required width of walkways. Also, the space 'shall be so located that a handicapped person is not compelled to wheel or walk behind parked cars other than their own. Pedestrian ways which are accessible to the physically handicapped shall be provided from each such parking space to realted facilities, including curb cuts or, ramps as needed. Ramps shall not'. encroach into any parking space. • • City of Carlsbad Plan Check No. 86-698, Recheck No. ,l February 13, 1987 Parking (Sec. 2-7102) No. 3 continued from previous page. EXCEPTIONS:' 1. ramps :located at the front of ' physically handicapped parking spaces may encroach into the length of such spaces when such encroachment does not limit a handicapped person's capability to leave or enter their vehicle , 'thus providing equivalent facilitatiOn., 4:.., 'Surface 'slopes 'of parking spaces':for.' the 'physically handicapped shall not exceed inch per foot in any direction. ' 6. Handicap parking identification -signs shall be provided as required by Section 2-7102(e) in the following, locations:. . . On the pavement within each required ,parking space. At the entrance to the parking facility. Doors and Hardware (Sec. 2-3,301, '3304) ' ''.2. '-....Hand activated door opening hàrdware'shall be centered between 30 inches and' 44 inches above the floor. Latching and locking doors that -are hand activated and -which are in a path' of travel, shall be operable with a single effort be lever type hardware, .bypanic bars, push-pull, activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. Locked exit doors shall operate as above in egress direction. 5. • Maximum effort to' operate doors shall not exceed 8.5 pounds for exterior doors and 5 'pounds for interior doors, such pull or push effort being applied at City of Carlsbad Plan Check No. 86-698, Recheck No. 1, February 13, 1987 Doors and Hardware (Sec. 2-3301, 3304) No. 5 is continued form previous page. 3. right angles to'.hinged doors and at the center plane of sliding or folding doors Compensating devices or automatic door operators may be utilized to meet the above standards.. When fire doors are required, the maximum effort to operate the door may be increased not to exceed 15 pounds. Electrical 1.. :Electrical receptacles (15, 20, and 30 amps) shall be at least 12 inches -above the floor. Section 3-210-50(e). 2. Switches and controls for lights, appliances, cooling, heating and ventilating equipment shall be not less • • than 3 feet nor more that 4 feet above the floor. Section 3-380-8 (c). • • • . • • .3. Fire Alarm -initiating' devices shall be 48 inches above . . • .. the floor, ground or sidewalk. Section 3-760-a.l. If you have any questions, please do not hesitate to contact Mr. .Robert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you.. SUPPLEMENTAL PLAN (X)RRECrION SHEET FOR SPECIAL INSPECTION The following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 If), 'and 306 (a) through (f): 1. Note that continuous inspection shall be performed by qualified special inspectors retained by e owner and approved by the Building Official to act as a special inspector for the following types of construction: CONCRETE f'c = 4000 psi design for footing - See base plate design. B. REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE_______________________ C WELDING Field welding as required D HIGH-STRENGTH BOLTING A-325 STRUCTURAL MASONRY PILING, DRILLED PIERS, AND CAISSONS___________________________________________________ SPRAYED-ON FIREPROOFING_______________________________________________________________ OTHER SPECIAL CASES: 1. FIELD FABRICATED TRUSSES 2. .3. Provide the following statements on the plans: () The permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 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 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. . 3. 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, mill reports, etc.): GLU-LAM BEAMS___________________________________________________________________ PRECAST CONCRETE________________________________________________________________ C REINFORCING STEEL Billet test or mill or heat reports D STRUCTURAL STEEL Billet test or mill or heat reports. TRUSSES INSULATION___________________________________________________________________ OTHER Note on the plan that it is the responsibility of the design engineer to reviewand approve structural shop drawings, truss details and specifications and provide documented approval for sane 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 B. SMOKE CONTROL ASSEMBLIES C. EMERGENCY EXIT LIGHTING D. EMERGENCY POWER SUPPLY E. AUTOMATIC CLOSERS F. OTHER_________________ S1123085 12/30/85 ESGIL CORPORATION 9320 CIIESAI'EAKE DR.. SUITE 208 SAN DiEGO, CA 92123 (619) 5(5()-1468 DATE: /9' DAPPLICANT JURISDICTION: C/Tv o,=- 9 PL SDIC (]FILE COPY PLAN CHECK NO: DUPS DDEIGNER PROJECT ADDRESS: P 4/izP/z7- PROJECT NAMES fl 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 D 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 0 identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil 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. Th applicant's copy of the checklist has been sent to: IM c4m- C scpo.J 56 4 poi- E'o.-i 7o' D Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan. c)ieck has been completed. Person contacted: rr\c 2 Date tácui-( I k( T7 Telephone #q3Y575. 0 REMARKS: x-c. 7; , 1-;z1 F7'ae P1,1 Enclosures: ESGIL CORPORATION A ' P1.AN CEZX N0. JURISDICTION: TO: Al r Js-77 c77o -I ...2o r6 .4,Z 4112-,0- 1 CAe..,/= 92a03' OCCUPANCY: BUILDING USE:A,,ZC,241 //4A/G ç TYPE OF NSTRUcTION:_______________________ ACTUAL AREA:___________________________ AUThBLK AREA:________ STORIES: SPRIN: 7- OCCUPANT WAD:__________ PLAN CORRECTION SEM ...GENERAL. COMMERCIAL Date plans received by jurisdiction:___________ Date plans received by Esgil Corp.:___________ Date initial plan check completed: By:____________________________ Applicant contact person: Tel._____________________ 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 handicapped. The 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 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, 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. NOTE: PAGE NUBS ARE NOT UI SEQUENCE AS PAGE HAVING NO ITEM NEEDING Q)RRECIION WERE DRIRTFn. List No. 30, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS 1 4/23/86 '-3 5-2 4,iciz4r h'4' PLANS Qaci Please make all corrections on the original ngs 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. ,2( 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: The jurisdiction's building department. GAL Provide the site address and a vicinity sketch on the Title Sheet. -4,-"Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. Q All sheets of the plans and the first sheet the calculations are required to be signed by the California licensed architect or engineer responsible for the design. Please include the California license number and the date the plans are signed. ~)grading Indicate on the Title Sheet whether or not permit is required for this project. s . ructures, Show on the Title Sheet all buildings, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. 8. Provide a Building Code Data Legend on the itle 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. Juification to exceed allowable height or y€ories in Table 5-D. C. SITE PLAN ~rawn Provide a fully dimensioned site plan to scale. Show: North arrow, property lines, easements, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. (~ting: Provide a statement on the site plan "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". 7 c#A-a1 De, 'F 774/I Oo" 3D")7-;;-, o-2 I-rns 4 5-3 2ZA" ,øi i - / 0'07ZC72C) 7 1eLL(3,,/ C)c4T -q J'J_ -7:3 So,2Ar - Vc 7 C, 2 4/23/86 Q11.11. Clearly designate on the site plan existing ildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. )Z Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. () 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. ~rading Show on the site plan, or provide the 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 handicap access spaces. 17. Show the location of any designated flood ains, open space easements, or other development restricted areas on the site plan. D. LOCATION ON PrIcrx ~roperty, When two or more buildings are on the same the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505. Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). 20. The exterior walls less than Z feet o a property line or an assumed property line, shall be OA-6 1-112. fire-rated construction. Section 7 03 (a). Qw Exterior walls shall have a 30 inch parapet en less than feet to a property line or an assumed property line. - (See exception, Section 1709.) () The exterior wall shall have protected openings (3/4 hour) when closer than feet to a property line or an assumed property line. Section 7 03.(b). Q.23 , The exterior walls shall have no openings closer than 6feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 703 (b). X. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. 7 1/ 13 QE D/-iE.-s/u"JJ aN Si7E P,4,Js 51vc- A'-ko )-ws CJSED II. 4/2,,4 JU.7 ,/c47?V. /7 ,4fl - /jc 4'a'zc 89 7/ ZO-23 5j7L) /3LJ1,O 3 4/23/86 Projections over public property must comply with Chapter 15. .28 Projections may not extend more than one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 504 (b). ) Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire-resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section 03 (b). K. BUMIM AREA 30. When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). A covered passageway. connecting separate buildings must comply with the requirements for an arcade. Section 509. ,X"' Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). Exterior stairways shall not project into yards where protection of openings is required. Section 3306 (n). X. Yards or courts serving as required exits' for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire- assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). 4 4/23/86 Q When a building has more than one occupancy, e area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C. The total floor area of a multi-story building cannot exceed twice the basic area allowed by Table 5-C after increasing the basic area, per Section 506. 40. No single story can exceed the basic area lowed by Table 5-C plus the increases allowed by Section 506. ' JZ Unless considered a separate story, the floor area of a mezzanine shall be included in calculating the area of the story in which it is located. Section 505 (c). A basement need not be included in the total allowable area, provided such a basement does not qualify as a story nor exceed the area permitted for a one story building. Section 505 (d). . S F. AREA SEPARATION WAILS 48. Two-hour area separation walls may terminate at the roof sheathing provided that: Area separation walls may separate portions a building and allow each portion to be considered a separate building, however, the area separation wall must be four-hour in Type-I, II-F.R., III and IV buildings; and two-hour in Type II-one-hour, Type II-N and Type V buildings. Section 505 (e) 1. Openings in four-hour area separation walls are required to be protected with three-hour fire-resistive assemblies, and 1-1/2 hour fire-assemblies in two-hour area separation walls. Section 505 (e) 1. Openings in area separation walls are limited to 25 percent of the length of the wall in each story. Section 505 (e). If area separation walls do not extend to the outer edge of horizontal projections, (balconies, roof overhangs, canopies, marquees and architectural projections), the exterior walls,. and projecting elements above, must be of one-hour construction on each side of the area separation wall for a distance equal to the depth of the projecting elements. Openings in the one-hour walls must be protected with three-fourth-hour assemblies. Section 505 (e) 2. All area separation walls must extend in a continuous straight vertical plane from the foundation to a point 30 inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Section 505 (e) 3. Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction for a width of not less than 5 feet on each side of the wall. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not - less than one-hour fire-resistive construction. C. Openings in the roof shall not be located within 5 feet of the area separation wall. Section 505 (3). No openings in the roof are permitted within 5 feet of a two-hour area separation wall if parapets are not provided. Section 505 (e) 3. Area separation walls, which separate portions of buildings having different heights, may terminate 30 inches above the lower roof level, provided the exterior wall for a height of 10 feet above the lower roof is of one-hour fire-resistive construction with openings protected by three-fourths-hour assemblies. As an alternate, the wall may terminate at the sheathing of the lower roof, provided roof/ceiling elements, if parallel to the wall, are one-hour construction for a 10 foot width along the wall at the lower roof; where the lower roof/ceiling elements are perpendicular to the wall, the roof/ceiling elements shall be one-hour for the entire span. In each case, construction supporting the roof/ceiling shall also be one-hour construction. Section 505 (e) 5. 4 - /,, .a 4,z,.A u-RI .<. , J'iWD 7?3 -,-,- t14,1,o V /4"z.. 5 . F. 4 oF ç/77j.Js 43 - 53 SE ec-:) )H-J /?ES.V1Z1) 5 4/23/86 No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, 'i.e., Item Number in Table 43-A, B, C or U.L. Directory, etc. (Note that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406). See the attached article, "Area Separation Walls Revisited", and incorporate appropriate data and details on your plans. Provide complete details of the area separation wall(s) to show compliance with Section 505 (e) 1-5. Provide a note on the plans stating: "Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section 4304 (e). G. BUILDIM BEIGEEr/STORIEES ,5E Clearly show the maximum building height based on the definition in Section 409. $-7 Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. AT.---One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. owers, spires and steeples shall comply with Section 507, Exception 1. H. FM-RESISTIVE CONSMCTION ,fr Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. () Provide details of the one-hour fire- resistive construction. Include roof/ceiling assembies, floor/ceiling assémbies, wall assemblies,, post and beam assemblies, 'etc. 12 Plot the finish grade (adjacent ground 9 . Maintain one-hour fire-resistive wall level) on the elevations and dimension the construction at built-in wall fixtures and distance to the floor above for story behind mailboxes, fire extinguisher cabinets, determination. See definition of grade, • electric panels exceeding 16 square inches in Section 408. . : area, etc. Section 4304 (e). 63 ,4.'E P'z,v,0 0 4r, pj 63 7. 6 4/23/86 S Detail and reference ICBO number or other approval for horizontal fire assembly using trusses. Section 4303 (b) 6. () Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. PA C) Doci.. Section 4303 (b) 6. () Roof/ceiling and floor/ceiling assemblies must be of one-hour construction. Detail fire assemblies on plans along with their ICBO number or other I.D. number from the Fire-Resistive Design Manual published by the Gypsum Assoc. or U.L. number or item number from Table 43-C. IJBC. 68. Detail water heater vents located inside fire-resistive wall construction or within fire-resistive shafts. Detail pre-fabricated fireplace flues within individual fire-resistive shafts and specify fire-stopping around fireplace box opening. Section 4304 (e). 70. Clearly identify location and hourly fire- resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at. floors and roofs. Section 1706. 76 Note on the plans that elevator doors must be constructed and installed in the same manner as a _________ -hour fire assembly, even though elevator doors are not identified with fire labels. Detail column fire protection per Table 43-A in the UBC and specify column impact protection in garage areas per Section .4303 (b) 5. As a minimum, show a 22 ga. steel jacket around each column to a height of 3 feet above the ground for impact protection. Structural members such as beams supporting more than one floor or roof must be individually fire protected. (Section 4303 (b) 6.) Detail required protection. 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.. 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). 7 4/23/86 10 1. J.NThKIOR WALL AND CEILING FINISH J. OCCUPANCY SEPARATION }8 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 the fire-resistive 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. 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. .8( 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. () 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." S A O#t" -hour occupancy separation is required between 13' 3 occupancy and the occupancy. Table 5-B, Section 503 (d), Tables 43-A, B, C and Chapter 43. 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-i or H-2 Occupancy. Section 503 (d). Provide 01J r—' -hour fire-resistive door i6. semblies in the O,'E_ -hour occupancy separation. Section 503 (c). )7 The required three-hour rated occupancy separation between B-i and R-i occupancies may be reduced to a two-hour rating when the B-i is limited to the storage of passenger vehicles, and the provisions of Section 702 are not applicable. Table 5-B. The two-hour occupancy separation may be further reduced to one-hour, if the aggregate area of B-i occupancy within the building does not exceed 3,000 sq. ft. Section 503 (d). A B-i 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 following Section 702 conditions are met: 14' g' 3e7?rE 1 7- i2//C S'M,ps 41Jf 7AJ,'-4T1 ij--,a'T Axw-j 7-0 J,<_ &w.EJ H4'ç5 ,4O.-.1,-J Ce ,t4.Ec.r71A S' 8 4/23/86 B-i is Type I construction. B-1/B-2 is separated by a three-hour occupancy separation. C. B-i 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. fr9 The Type I construction is required to have protected exterior wall openings when located within 20 feet from a property line. Section 1803 (b). .9 In Type I construction, no openings are permitted in exterior walls less than 5 feet from a property line. Section 1803 (b). All 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), Tables 43-A, B, C and Chapter 43. Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation. Table 3-B, Section 503 (d), Tables 43-A, B, C and Chapter 43. No openings are allowed in a four-hour fire-resistive occupancy separation wall. Section 503 (c). 9 4/23/86 Openings in a three-hour fire-resistive separation shall be protected by a three-hour assembly, and openings may not exceed 25 percent of the length of wall in the story and no single opening shall exceed 120 sq. ft. Section 503 (d), Tables 43-A, B, C and Chapter 43. A two-hour fire-resistive separation shall be not less than two-hour-fire-resistive construction. Openings shall be protected by a one and one-half-hour assembly. Section 503 (c), Tables 43-A, B, C and Chapter 43. Qe A one-hour fire-resistive separation shall not less than one-hour fire-resistive construction. Openings shall be protected by a one-hour assembly. Section 503 (c), Tables 43- A, B, C and Chapter 43. 97. Occupancy separation wall penetrations must either ferrous or copper and fire-stopped. Steel electrical outlet boxes, not exceeding 16 square inches per 100 square feet of wall, may be installed and shall be separated by a horizontal distance of 24 inches when on opposite sides of a wall. Section 4304 (e). 98(Fire-resistive floors used for occupancy separation shall have openings for mechanical and electrical equipment enclosed in shafts per Section 1706. Clarify that wiring within concealed spaces complies with Section 4305 (e). Ducts penetrating one or two-hour occupancy separation walls must have fire dampers. A fire door is required for three-hour separations. Section 4306 (j).. Usable space under the first story, when constructed of metal or wood, shall be separated from the non-usable space; and the story above, as required for one-hour fire-resistive construction and the door to the usable space shall be self-closing, of noncombustible construction or solid wood core, not less than 1-3/4 inches in thickness. Section 1703. (i-D Show the basis for the rating of the occupancy separation you propose, i.e., Item number in Table 43-A, B, C; Gypsum Fire-Resistive Design Manual; U.L., etc. i4C Change in width in a exit court shall be effected gradually by a guardrail at least 36 inches high and making an angle of not more than 30 degrees with the axis of the court. Section 311 (b). )Oal1s of exit passageways shall be without openings except exits and shall have walls, floors and ceilings of the sane fire-resistance required for the building, with a minimum one-hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312 (a). Basements require two exits. Section 3303 (a). 103 In all occupancies, floors above the first tory having 10 or more occupants, shall have not less than two exits. Section 3303 (a). .(9104 Exits should have a.minimum separation of . one-half the maximum overall diagonal dimension of the building or area served. Section 3303 (c). 105 The maximum number of required exits and. eir required separation must be maintained until egress is provided from the structure. Section 3303 (a). Where a required exit enters a yard or court the minimum width of the yard or court shall be 44" and the yard must be unobstructed and lead to a public way. Section 3311 (b), Section 3301 (b). ).0T Where required exits enter an exit court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from the exit court shall comply with Section 3311 (d) requirements for width, number, and protection of walls and openings when the occupant load exceeds 9. )}T Total width of exits in feet shall be not less than total occupant load served divided by 50. 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. 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). J..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 or when equipped with panic hardwarç. Section 3304 (b). ,q,zc Alor Pf2e-iwj z'r-,~L,0. /,- o, 7 a41 A" F)41 -r 6r, Pzr o A-Y /},zp..g S'IO4,2,4.flyJ *)9.c 10 4/23/86 (9 Exit doors should swing in the direction of egrees when serving occupant load of 50 or more. Section 3303 (d). See doors 4.' 1i '/tEe.. 73 AO,AJ /41W4. Exit doors should be openable from the inside 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 latchi dead bolt, or security chain per Title 24 2-3303 (c).) Qy, Exit doors should be a minimum size of 3 feet 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet., Section 3304 (e). 3T. The net dimension (clear width) at doorways should be used in determining exit widths required by Section 3302 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing etc., the required exit widths have not been furnished. See door 118 QQ 118 Regardless of occupant load, 'a floor or Regardless not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). .].9- Doors should not project more than 7 inches 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). ).2O Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). ).2t A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in the direction of travel, to less than one-half the required width of the stairway. Section 3306 (g). 121'.'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. 12S '.-'Stairway width must be at least 44 inches when serving more than 50 occupants; 36 inches - when less than 50; 30 inches when used as a private stairway. serving less than 10 occupants. Section 3306 (b), Section 3301 (b). J.24 Seventy eight inch minimum headroom clearance for stairways should be indicated on the plans. Section 3306 (p). Note that this is from a plane tangent to the stairway tread nosings. 125 Stairway handrails should not project more 3-1/2 inches into the required width. Trim may not project more than 1-1/2 inches. Section 3306 (b). i26 Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire-resistive-construction. 2 x @ 16" O.C. mailers. Section 3306 (m) (n). ,U< Landings should not be reduced in width more than 7 inches by a door when fully open. Where doors open over landings, the landing shall have a length of not less than 5 feet. Section 3306 (g) and Section 3304 (h). // 5m c-irflo c / 1) / C '-' " s. 11 4/23/86 r 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). J29-Vertical distances between stairway landings are limited to 12 feet. Section 3306 (i). J.MJ All interior stairways and ramps shall be enclosed. An enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors. Section 3309 (a). 13r Stairway riser must be 4 inches minimum and 7-1/2 inches maximum and minimum run shall be 10 inches except in winding, circular or spiral stairways. Section 3306 (c). i2 Winding and spiral stairways are permitted only in residential occupancies. Section 3306 (d). J3i' Stairways should be enclosed as specified in Section 3309: Two-hour fire-resistive walls are required in buildings of- Type I and II-F.R. Construction, and in all buildings over four stories, and one- hour elsewhere. Only exit doors are allowed to open into exit enclosures. C. Doors should be labeled one and one-half-hours or one-hour fire assemblies. Exit-enclosures should include a corridor on the ground floor extending to the exterior (see exception). Fire-resistive construction should be as required for the-exit enclosure, including protected openings. Only exit doors are permitted to open into the corridor., An approved barrier is required at the ground floor to prevent people from accidentally continuing to the lower level. Usable space is not allowed under the stairs. - - - 5lOccupied floors more than 75 feet above the the highest grade should have all exits from the building in smoke-proof enclosures. Section 3310 (b). buildings four or more stories, one stairway must extend to the roof. Section 3306 (a). It must be in a smoke-proof enclosure in buildings over 75 feet in height. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if a stairway to the roof is required. Section 3306 (o). "Doors into exit enclosures shall comply with Section 3309 (c)." 12 4/23/86 Handrails are required on each side of stairways. Stairways required to be more than 88 inches wide shall have intermediate handrails. Stairways not over 44 inches wide may have one handrail if not open on both sides. Private stairways (1 tenant), 30 inches or less in height, may have one handrail. Handrails shall be 30 inches to 34 inches above nosing of treads and be continuous and, except for private stairways, at least one rail shall extend 6 inches beyond top and bottom risers. Handrail ends shall be returned or shall terminate in a newel post or safety terminal. Section 3306 (j). The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j). Openings in the exterior wall below or within 10 feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. Section 3306 (1). ))6. Corridors, and exterior exit balconlies, serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. Section 3305 (b). _;W. When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). Q2.Corridors serving 30 or more occupants shall ye walls and ceilings of one-hour construction except: Corridors greater than 30 feet wide when the occupants or areas served by the corridor have an exit independent from the corridor. Exterior sides of exterior exit balconies. Section 3305 (g). 143 One-hour fire-rated corridors shall have oor 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). .144 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). G Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per - Section 4306 (j). .46Viewports in 20 minute rated corridor doors cannot exceed 1 inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700 degrees F. Section 3305 (h). IJO is PE,2-,-1,17E2 / Al 4 5EE OO</ 0 uS 003 043, 13 4/23/86 Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations. Section 3305 (g). (c ) Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. Section 3305 (g). Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 999 in A-i, 500 in A-2/2.1, 150 in churches, 100 in I's, 500 in B-2 occupancies). Section 3313 (b) 2. 157 The exit sign locations as shown are not adequate. N. EVA1ORS 149. Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 3305 (g). .I8I1 See attached details for approved methods of providing one-hour corridor construction. When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). }BIExterior exit balconies cannot be located in areas where protected openings are required. Section 3305 (i). M. MUT sicis 105 3 Exit signs are required for exits serving an occupant load exceeding 50. Show all required exit sign locations. Section 3314 (a). OlIr Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). 5. Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies and 100 in H occupancies and 300 in all others). Section 3313 (b) 1. 7 4 r :2 40 , Provide notes and details to show the elevator will comply with Sections 5101 through 5105. A$ie (j) Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B. 6Specify safety glazing for glazing in hazardous locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces.' Section 5406. J.61 Glazing, in the same wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 7. ).6 Glass in excess of 9 sq. ft. with the lowest edge less the 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. 14 4/23/86 )W.-Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor). Section 5406 (d) 5. P. ROOF Qee A fire-retardant roof covering is required. exceptions under Section 3202 (b). Specify roof pitch. 166. Roof pitch is not adequate for roof covering specified. Specify minimum pitch of Specify roof material and application. QPproval Specify ICBO, UL or other recognized listing number for roof materials not covered in UBC. 169. Specify roof slope for drainage or design to support accumulated water. Section 3207 (a). eer Show roof drains and overflows. Size drains Appendix D of UPC. Section 3207 (a). 171. Show the legal basis to allow roof drainage to flow onto the adjacent property. 172 Draft stop roof/ceiling area, attics, mansards, overhangs, false fronts and similar to limit area to 3,000 sq. ft. or 60 LF (9,000 sq. ft. and 100 LF, if sprinklered). Section 2516 (f). 173. B-2.and B-4 occupancies with over 50,000 sq ft. of undivided area and H occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Qith Provide, skylight details to show compliance Section 3401 and 5207 or provide ICBO or other recognized approval listing. 16 e4— /77 i oi A ,,- 15 4/23/86 Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. Q11 Show attic ventilation. Minimum vent area is 50 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). () Provide a minimum 22" x 30" (or 30" x 30" if equipment is in attic) attic access opening. Section 3205 (c). iii Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft.and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is.more than 75 feet away. Section 3802 (b). Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). J86 Fire sprinklers are required at the top, of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floors shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). .Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any flooror 24,000 sq. ft. on all floors. Section '3802. () Provide fire sprinklers R_4A1S 14610124VITO Section 506, 3802. See also jurisdiction ordinance. S When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. 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. R. FOUNDATION (B 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. (j) Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. 187 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans.. (When required by the soil report). 188. The foundation plan does not comply with the following soil report recommendation(s) for this project l9 Provide notes on the foundation plan listing e soils report recommendations for foundation slab and building pad preparation. 190. Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: the building pad was prepared in accordance, with the soils report: the utility trenches have been properly backfiIled and compacted, and; C. the foundation excavations, forming and reinforcement comply with the soils report and approved plan". 191. 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. 192. Show height of all foundation walls. Chapter 23. 193. Show height of retained earth on all foundation walls. Chapter 23. 194. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. 195. Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. (g_ ,1C-77J / 7S - (.A.) ,' £-d i-J Is 2./H0 7,jyo-J IPc'Z..r5 16 4/23/86 196. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 197.. Dimension foundations per Table 29-A. NUMBEROF I FLOOR I SUPPORTSO I I ThICKNBSS OF I FOUNDATION WALl. I (b,dN.j WIDTH OF FOOTWO lNIII I THICANUS I OF FOOliNG (InRM.) I DEPTH88101 I I UNDISTURBED I I GROUND I I SURFACI I I I UNIT FOUNOATIO& I CONCRETE MASONRY I I I lNh..l I b 6 I 6 12 1 I 2 I S I 7 I 18 3 10 10 18 ) 8 24 j Show minimum under floor ventilation equal to 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. 2O Specify that posts embedded in concrete shall be pressure treated per UBC Standard No. 25-12. Section 2516 (c) 1. S. MASONRY Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show foundation bolt size and spacing. Section 2907 (e). Specify size, ICBO number and manufacturerof power driven pins. Show edge and end distance and spacing. Section 306 (f). 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. 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). 1.(. 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. 20E Show pier size, spacing and depth into undisturbed soil. Table 29-A. D? Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. 17 4/23/86 ..2Y. Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, Ze, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached sheets 30-1 or 30-2. .1 Show height and construction details of all masonry walls. Chapter 24. ...212 Note that cleanout openings shall be provided at the bottom of all cells to be grout filled over 4' in a single pour. Cleanout shall be sealed before grouting, after inspection. Section 2414 (a) 8. Show floor and roof connections to masonry walls. Connection 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 2212 (j):3 A. 14iovide details for damp proofing the foundation walls, below finish grade, where useable space exists on the interior side of the walls. Section 1707 (d). ~ Show a minimum 2" air space and flashing between planter and building.walls. Section 2516 (c) 7. FRAMr* /Ei 3,16 Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced .at each end at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3.. - pT. Note cross bridging or blocking.' Floor joists and rafters 12" 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 (g). tShow blocking at ends 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 (g), Section 2517 (h). _2Show double joists. Floor joists shall be doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. 221.' Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beans, walls or partitions, more than the depth of the joist. Section 2517 (d) 5. 222. 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. 223. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517 (h) 5. 221e. Show 1/2" 'minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). Show double top plate with minimum 48" lap splice. Section 2517 (g) 2. Show nailing will be in compliance with Table 25-Q. Show or note fire stops at the following locations per Section 2516 (f): 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. 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. (1) i7h i2: - L74 'cc 11, L 'qc ,:;L 7a41- ,0r 27,75 f P& C*.cp7 - .23 Pc4-J.400 TR.$. 7.5 g 4AJD .O/<5 g,zr',s 18 4/23/86 Show stud size and spacing. Maximum allowable stud heights; bearing wall: 2 x 4 and 2 x 6 max. 10'; non-bearing: 2 x 4 max. 141 , 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 16" o.c. Table 25-R-3. Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to erection. Section 306 (f). Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, 3, K) and Section 4713 (d). Show 3" x 4" or 2" x 6" studs in first story of three story building. Table 25-R-3. Provide truss details and truss calculations for this project. Provide roof framing plan and floor framing plan. Section 302 (a) 7. Provide framing sections through Specify all header sizes for opening over 4' wide. Section 2517 (g) 5. Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (a) 7. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (9)7. 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. Section 320 (a) 7. 19 4/23/86 Wood stud bearing walls, with studs at 24" o.c., require 3 ea. 2 x 4 or2 ea. 2 x 6 or 2 ea. 3 x 4 top plates if supporting either floor members or roof trusses that are spaced more than 16" o.c. and do not bear within 5" of the supporting stud. Section 2517 (g) 2. Specify plywood grade and panel identification index. Table 25-N. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 14" framing shall be solid blocking. Section 2517 (g) 4. 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. U. MISELLANJS 4) Show light and ventilation, for areas customarily used by people, will comply with Section 605. ,284". Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. 2,W. Provide restrooms for each sex if the number of employees exceeds 4 and both sexes are employed. Section 705 (B occupancy). )66 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 42" minimum height guardrail, through which a 6" sphere cannot pass, and designed for 20 lbs. per un. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B. V. TJ'flZ 24 HANDICAPM ACCESS Show a weep screed at the foundation plate line on all exterior and 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. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). D 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 IJEC. W. ENERGY QNSVATION ,2,6C Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. )Provide electrical plans, plan details, calculations and the completed Form 5 to show compliance with state regulations for energy conservation. 20 4/23/86 )&4Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Please see additional corrections, or remarks, 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 Fooczr at Esgil Corporation. Thank you. Enclosures: S S 5 21 S 4/23/86 CITY OF CARLSBAD PLAN CHECK NO. 86-698 JANUARY 16, 1987 ADDITIONAL CORRECTIONS '261. Provide smoke detector in slumber room 9 and 10 or in corridor serving these rooms. . S 262. Corridor serving room 9 and 10 must be handicapped. accessible. .Show-width of corridor and doors. PLUMBING 263. Show 1/4" per 12" slope for waste and drain lines.,, UPC Section 407. . . •: 264. Show a"clean out within 5' of point wherebuilding sewer leaves the building. UPC-Section 406. 265. What is fixture? . 266. Condensate drains must drain to exposed wet trap f ixture per city code. '267. •Provide gas and water line sizing calculations. UPC Sections 1219 and 1009. Sheet P-2 if incomplete. MECHANICAL Provide a return air from slumber 010;T:per'UMC Section 607(b). The fire rated corridor can not be used as, a duct or plenum. . Detail 'how make-up air is provided to restroom H10 and storage H09. S , Show all required fire---.dampers per UBC Section 4306(j). ENERGY The areas in the energy designs (forms 1 and 2) do not match the plans. Show the effects of framing members on overall U-values in Form 3's and use revised values in forms 1 and 2. ELECTRICAL ' Submit electrical load calculations and panels schedules. Indicate wiring method as per Art. 513 N.E.C.- Provide note on plans equipment and wiring shall conform to Art. 513 N.E.C. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. _4C ;::: WV' 4 2,0 :! . Dr 2.hC 's Ei 2 j_agq 51.o r_;:npr .5• -- : r. : ;g 5 5 LAII-r—on Cx -0 it .a .' in -. - .n-.En a o_o -D0. .- .o an °Ri:n R p.;',' _s9.7 - 'n E 50 2'5. - . - " n . aa ?g• 2 ;"2; a 8 cr o IL S._1nn e a- aq &2. 22a gg .. K Er 10L CL S. jr D'-0 ft 0 0.. I - a- ... no- 5. n, eo c o r,0.2,c"9.i co - -..,cr ]Uo E. a-5•0 Q Urb n •• :-a 0 aT 5. n PAGE 3 10 The width of the required level area on the side into which the door swings shell extend 24 inches peat the strike edge for exterior doors and 18 inches peat, the strike edge for interior doors. '.'Lt Tho space between two consecutive door openings in a vestibule serving other than a required exit stairsay shall provide a minimum of 48 inches of clear space from any door opening into the vestibule when the door is open 90". Doors into a vestibule shall seing in the sam, direc- tion or they both shall suing away from the vestibule. ,JiC0RjJDoRS AND CUT 3M.ClES ('SEC. 2-3305) Corridor, that .ze.ad 200 feet in length shall: a. Nave a 5mm,m clear width of 60 inches; Is. Nave at a central location, a 60 inch a 60 mets minidius wheelchair turning/passing Space; or Nay, at a central location, an intervening eras, corridor (ainixa,. 44"); or Have at a central location, an openable door shich provides complying access to an area adjacent to the corridor. STAIWAYS (SEC. 2-3306) Hwdrsils shall extend a xml.,. of 12 inches beyond the too nosing and 12 inches plus the tread width beyond the bottom nosing. The handgrip portion at handrail, shall be not less than 1.1/4 inch,, nor more than 2 inches In cross-sectional dimension or the shape shell provide an equivalent gripping surface and shell have a ooth surface with no sharO corner,'. The upper approach and the loser treed of each interior stair and every tread of exterior stair, shall be marked by a strip of clearly con- treating color, at leant 2 inches aide, placed parallel to, and not more than 1 inch from the nose of the step ot landing to alert the visually impaired. (Applies to atsir' with 2 or sore riser,) Open stairway, are not permitted. Risers shell be sufficiently solid to prevent the passage at Objects larger than 1/4 inch. Tread surfaces shall be slip-resistant and shell have smooth, rounded or Chamfered exposed edges. The lover front edge shall be beveled or rounded. Nosing shall not project more than 1-1/2 inch. past the face of the riser below. }..-'1MPS (SEc. 2-3307) The slopcofarampahall not exceed 1 in 12. The top landings on a ramp must be at least 60 inches in depth. if a door swings onto a top landing the landing depth shall be not less than 42 inches plus the width of the door. The top landing shall have s width not less than its depth. The top landing shall extend not less than 24 inches beyond the strike ,de of the door at exterior ramps and 18 inches at interior ramps. The bottom landing shall be not less than 72 inches deep. T. Intermediate landings shall be provided at turns and whenever the change in level exceeds 30 inches. intermediate landings on straight ramps shall have a depth of not less than 5'.0", intermediate landings on ramps that turn greater than 30 degrees shall be not less than 6 feet in depth, Ramps Shall be not less than 4 feet wide. tO. Ramps serving a primary entrance for an occupant load of 300 or more shall be not less than 5 feet wide. Handrails shall be placed on each side of each ramp and shall extend 12 inches beyond the top and bottom of the ramp. Surfaces of ramps shall be slip resistant. EVI (SEC. 2-5103) At least one elevator shell have a cmi.um In- side car platform of 6 teat 8 inCfwa aide by 4 feet 3 incIse, deep with a mini.,m clear opening width of 82 incIses in buildings more than UsFse stories in height and in all buildings share elevators are required. Passenger elevators in buildings other than those required in No. 1 above and serving an occupant load of sore than 50 shell have a .inium inside car platform of 5 feet 8 inches wide by 4 feet 3 inches deep. Door, aSsaIl be 3 feet clear aide slide-type. Passenger elevators in buildings other than those required in No. I above and serving an occupant load of lee. than 50 shell have a ethiss, inside car platform of S feet 6 Inches aide by 4 feet 6 Inches deep. The door opening shall be at least 2 feet 8 inches clear width. All passenger elevator, shall have handrail lo- cated 2 feet 6 inChes to 2 feet 10 inches above the car platform. Elevator car operation buttons need to be with- in reach of wheelchair users and of * type that blind or partially sighted persons can identify as required by Section 2 -5103(m) Wheelchair lifts shall comply with Sec.2-5106 UtX AREAS (SEC. 2 -3303 )(rIRz HARSHAL.QLATED -" OCCUPANCIES) 1. Every multi-story building where access is pro- vided for the physically handicapped shall have designated (signed) rooms or areas an each floor to provide safe refuge for the handicapped. Refuge areas are not required on stories opening to grade or with ramps to grade or in stories used only as service basements or only for park- ing. (scc. 2-511) ." 1. Cen.ral. if public tsl.-,.t.,,.nea are provided, they shell comply with Section 2-511(d) P. ,P.!CTRICAI. (j1 Electrical receptacles (15, 20 and 30 s) shall be at least 12 inch,, above the floor. Section 3-210-50(e) 02 Seitctses and controls for lights, appliances, cooling, heating and ventilating equipment shall be not less than 3 feet nor more than 4 feet above the floor. Section 3-380-8 (c) 3. firs alarm initiating devices snail be 88 inches above the flour, ground or sidewalk. Section 3.160.8.1 10-_"sPCcIrtc oCCtFAStc'r R(QUIREPENIS Chapters 2.6 through 2-14 have specific occupancy requirements for access in addition to the general requirements listed above. Provide r.otes and.de. tails to comply with______________________________ 102385 of a water closet compartment shall be not less that 48 inches as measured at light angles to com- partment door in its closed position. ,.(slnqie toilet facilities sisill have the fofloesnqr there shell be sufficient ace in the toilet room for • .n..Lcfiait meas- uring 30 inches wide by 48 inches long to enter the roav and permit the door to close. The eater closet shell be located in a space ,niCh provides a 28 men vide clear space from a fix- ture OC $ 32 mets aid, clear space from a call at one side of the eater closet end 4.5 ir'.efiee at clear space in front of the ester closet. an existing building a single accommodation toilet facility may have the water closet rtm located in a compartment which provides a dear space of not less than 36 inches wide by 48 inches long in front If the water closet. ,?(Crab bars located on each side, or one aide of the-back of the physically handicapped toilet stall or compartment shad be securely attached 33 inches above and parallel 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 VA inch to Wv inch or the shape shall provide an equivalent gripping surface. It grab bars are mounted adjacent to a wall, the apace be- t ween the wall and the grab bars shall be 114 inches. IeA cleat floor space 30 inches by 48 inches shall be provided in front of a lavatory to allow a forward approach. Such dear floor space shall adjoin or overlap an accesible route and shall extend into knee and toe space underneath the lavatory. ..Zherc urinals are provided, at least one shall have a clear floor space 30 inches by 48 inches in front of the urinal to allow forward approach. 'è.ara facilities for bathing are provided for the public, clients or employees. Including shavers, bathtub, or lodesra, at lust One such facility shall comply with the haerdi- cap access standards in section 2- 5 1 ( a ) 9. . 11 1/4 inch thick identification symbols shall be provided on doors to sanitary facilities. A 12 mets triangle for man and 12 inch di.- enter circle for women is required. c:) 4TER CLOSETS (SEC. 5-1502) U) The height of accessible water closets shall be a min-imum of 17 inches and a maximum of 19 inches measured to the top of the toilet sear. 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 to they are operable without requiring excessive body movement. X1R.INAL.S(SEC. 5-15.03) Where urinals are provided at least one elongated rim at a maximum of 17 inches above the floor is required. Flush controls shall be hand operated, and shall he mounted no more than 44 inches above the floor, C VATORIES(SEC. 5-1504) I. Lavatories Shall be mounted with a clearance of at least 29 incises from the floor to the bottom of the apron with knee clearance under the front lip ex- tending a minimum of 30 inches in width with 8 inches minimum depth at the top. Toe clearance shill be the same width and shall be a minimum of 17 inches deep from the front of the lavatory. 2. Hot water and drain pipes under lavatories shall be insulated or otherwise covered. There shall be no sharp or abrasive surfaces under lavatories. Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force r'-.uired to activate controls shall be no greater than 5 Its. Lever-operated, posh-type and electronically controlled mechanisms are rumples of acceptable design,. Self-dosing valves are allowed if the faucet remains open for at least 10 seconds. PACE 2 FOUNTAINS (SEC. 5-1507, 2-511) 10 1 The drinking fountain shall be a minimum of IS inches in depth and there shad be clear and unob-structed spaces under the drinking fountain not less than 27 inches in height and 18 inches in depth, the depth measurements being taken from the front edge of the fountain. A side approach drinking fountain is not acceptable. The bubbler shall be activated by a control which is easily operated by a handicapped person such as a hand-operated lever 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 bubbler outlet orifice 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. Where water fountains are provided. they shall be l..stcd completely within alcoves, or otherwise positioned so as not to encroach into pedestrian ways. 1. DOORS & HARDWARE (SEC. 2-3301. 3304) )r1All primary entrances to buildings Shall be made accessible to the handicapped. Hand activated door opening hardware shall be centered between 30 inches and 44 inches above the floor. Latching and locking doors that are hand acti-vated and which are in a path of travel, shall be oper-able with a single effort by lever type hardware, by panic bars, push-pull activating bats, or other hard-ware 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 1'A 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 turn in an easily reached location. ,,K-Width 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 doorways, exit doors shall be capable of opening at least 90 degrees and shall be so mounted that the clear width of the cxi tway is not less than 32 inches. hinged doors, the opening width shall be mea- 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- ment. Revolving doors shall not be used as a required entrance for the physically handicapped. Maximum effort to operate doors shall not exceed 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. Compensating devices or automatic door operators may be utilized to meet the above standards. When fire doors are required, the maximum effort to operate the door may be increased not to exceed 15 pound,. ,..8onatruction. 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 creating a trap or hazardous condition. Where narrow frame doors are 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 without treating a trap or hazardous condition. 7 Thresholds shall not exceed Vs inch in height. Where turnstiles are used a door or gate that is accessible to the handicapped shall be provided ~Tfi'an hin 30 feet. r, sisal! be e level clear area on each ,ids .sit or passage door. Provide 60 irrches clear in the direction at Use door swing and U Incise. on the side opooas ta the door swing - direction. PWaauremanta .rc to be at right angles to the closed door. 102385 Dates Jurisdiction c1TZf OI Prepared bye E3Bldg. Dept. C, uw, VALUATION AND PLAN CHECK FEE Q Esgi]. PLAN CHECK NO. 16; Of BUILDING ADDRESS APPLICANT/CONTACT 241r 'Jv2c-c12'" PHONE NO. — BUILDING OCCUPANCY BUILDING 9-2 9-3 DESIGNER PHONE(/Q) 972f3. TYPE OF CONSTRUCTION V ///_ CONTRACTOR PHONE BUILDING PORTION BUILDING AREA VALUATION VALUE _- rULTTPLIER - • E,c.-z-, c 360. 1 SHoPS I H H -I - 7 7{7C_20X (0 &7. 5 62oC7E JiC2O> £2- AirConditioninz —__Commercial _@ 2.0 - Residential Res. rcr:j iresp ers Total Value 1 Fee Adjusted To Rerlect 0 Energy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee $•_ • /c.7c/ Plan Check Fee S $ COMMENTS: 8/4/82 L 0.9 5170W PLAN CHECK N W, -by5ADDRESS DATE NNING ZONE: TYPE OF PROJECT AND USE:_ AeO M __________________________________ SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS CARLSBAD SAN MARCOS SETBACKS: FRONT tL_ SIDE £Pt(_. REAR DISCRETIONARY ACTIONS: i'I 4— REDEVELOPMENT PERMIT REQUiRED:_______________________________________________ LANDSCAPE PLAN COMMENTS:_____________________________________________________________ - ENVIRONMENTAL REQUIRED:__________________________________________________________ COASTAL PERMIT REQUIRED: YES NO x7 - - ADDITIONAL COMMENTS: - a) a) -a) >-. uI. I' *Iii *uYa . -----t----.-------------- ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft II ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ENCINEERING LEGAL REQUIREMENTS LEGAL DESCRIPTION VERIFIED?e.rjt APN CHECKED?_________________________ EMENTS:•17uthQ— RIGHT—OF—WAY:__________________________ EDU'S:%ç DRAINAGE: IMPROVEMENTS:Iv" OK I1LLU UHLCK OPtIL & INItIALS: 11 _______________ PERMITS REQUIRED GRADING: GRADING COMPLETION CERTIFIED:________________ DRIVEWAY: INDUSTRIAL WASTE J)Cpr FEES REQUIRED PARK—IN—LIEU QUADRANT: , FEE PER UNIT:Ji/Ik TOTAL F_JIj P.F.F.: TRAFFIC IMPACT FEE PER UNIT:— TOTAL FEE:_2.2?&7 FACILITIES MGMT. FEE:____________________ BRIDGE & THOROUGHF RE FEE:_______________ EWER FEE (CONNECTION): 53o s SEWER ADDITIONAL COMMENTS: 4-X 'QYc.1 10 2362 '2)—' 7 6ilic Z-,zO (U OK TO ISSUE: DATE:_________________________________ DPD2:DPD6: 10/24/86 -, I - 'ARCON ENGINEERS CORPORATION STRUCTURAL CALCULATIONS FOR CINEMAAIR.OFFICE BUILDING CARLSBAD, CA. PREPARED FOR LEE & SAKAHARA ARCHITECTS DECEMBER 12, 1986 3184-B Airway Ave. • Costa Mesa, CA 92626 9 (714) 556-5100 4lU: -j408 No. PROJ:c lA; I B4Jfl(A If I ITEM: jT DATE:-AR . C 0 R P O R A I I .0. N •. . JPAGE:'II L. . -. .•-••• •• . •. - ..... .. .• ,.. - A OPFW2 LT - CARLGBAD CA. .. . I . : CODE: UNIFORM BUILDING CODE, 1982 EDITION. CONCRETE: SLAB ON GRADE: fc 4000 PSI WALL FOOTINGS: f = 4000 PSI -REINFORCING . . . - ..• . • . - STEEL: Fy = 40,000 PSI . SOIL: REPORT BY: BENTON ENGINEERING, INC. DATED: JULY 31 & NOVEMBER 19, 1986. PROJECT ND.: 86-6-5A & 86-10-20D ALLOW. BEAR. = 3000 PSF @ 2411DEPTH PASSIVE PRESS. = 1000 PCF STRUCTURAL STEEL: PIPES: Fy = 36 1<51 TUBES: Fy = 46 1<51 OTHER SHAPES: Fy = 36 KSI BOLTS: A307 WOOD: DOUGLAS FIR LARCH TYPICAL JOISTS & RAFTERS: *2 BEAMS (4X & LARGER ): *1 POSTS & COLUMNS: *1 GLU-LAM BEAMS: COMBINATION 24-F F =2400 PSI b ; - 0 60 - q - - 4;, DATE : REVISION : • PAGES jt rmi - iy- 1-I i4*yrm'A AAcoIi ENGINEERS. DATE C OR P . . - -- JTRqLE irT RAM2: :r Eq 1 1/19/87 '- 11:32:13 . . . SYSTEMS PROFESSIONAL STRESS PROGRAM NO. 16.1 REV-310F. ** SYSTEMS PROFESSIONAL PROGRAM NO. 16A.0 REV-208C.-c' SPSTRESS INPUT GENERATOR 2D OR 3D. CINEMA AIR - FRAME 2 ALL INFORMATION PRESENTED IS FOR REVIEW, ADPROVAL, INTERPRETr.ION AND APPLICATION BY A REGISTERED ENG:NEER COPYRIGHT BY SYSTEMS PROFESSIONAL, 198. STRUCTURE -. CINEMA AIR - FRAME 2 TYPE PLANE FRAME $ NUMBER OF JOINTS 5 NUMBER OF MEMBERS 5 $ NUMBER OF LCADINGS S NUMBER OF SUPPORTS 3 $ UNITS KIPS FEE.T lET L OArING P HRU S 1ST MEMBER PROP IN INCHES TABULATE REACTIONS; DSPLACEMENTS MEMBERS S STATS JO NT COORDIN.•.TES rr nn c 4 'ñ n C' 4. i ( 5 2050 1.02 $ 6 41.00 1.C. 1EMBE°R INCI DENOES 1 1 4$ 2 2 5$ 3 6$ 4 4 JOINT RELEASES I MOMENT Z. 2 MOMENT Z 3 MOMENT 7 UNITS KIPS INOHIl'S' CONSTANTS S 22020. ALL MEMBER PROP PRIE TABLE W 12 35 MEMBERS IN LEVEL 1 THRU 3 ' COLUMNS MEMBER PROP PFIIS TAE" r- 1 .20 THRU S BEAMS UNITS KIPS FEET LOADING NO. 1 DEAD LOAD MEMBER LOADS 4 ORCE Y UNIFORM .140 $. 5 LOADING NO. 2 LIVE MEMBER LOADS A FORCE' Y UNIFORM ' --27D $ 5 LOADING NO 3 LATERAL LOAD LOADS 1 F 01 Ci'P Y C \ :..,: LOADING NC. 4 DEAD - LI\!E CrDTMC 1 I fl fl 'I I C'C' )- ri 1 J%\, 2:. - LOADING NO '5 DEAD + LATERAL COMBINE .1 .9O'. . .3 1.00 - . • .' •.. -. 4.••_. -.• .• - . - -- LOADING NO., 6.DEAD + LIVE + LATERAL - .. . COMBINE 1 _75 2 •5: '3 -. 75 - - - -• - UNITS KIPS FEET . $ TRACE -- SOLVE - - PROBLEM CORRECTLY SPECIFIED. EXECUTION TO PROCEED. ,STRUCTURE - CINEMA AIR - FRAME 2 (UNITS IN INCHES AND KIPS) MEMBER PROPERTIES AREAS . MOMENTS OF INERTIA CONSTANT ,MEMBER LENGTH X-AXIS Y-AXIS 2-AXIS X-AXIS, Y-AXIS Z-AXIS E 1 158.00 1.OE+01 .0E+00 2.9E+02 2.9E+04 2 1 518.00 1.OE+01 .OE+00 2.9E+02 2.9E+04 3 168.00 1.0E+01 .OE+00 2.9E+02 2..9E+04 4 2E.00 8.9E+00 .OE+00 2.9E-4-02 2.9E+0 5 246.00 8.9E+00 OE+00 29E+02 2.9E+04 -• 0 STRUCTURE - CINEMA AIR FRAME 2 (UNITS IN FEET AND KIPS) 0 LOADING NO. 4 DEAD + LIVE APPLIED JOINT LOADS, FREE JOINTS 'JOINT FORCE X FORCE Y MOMENT Z - 4 .000 .000 •- .00 5 - .099 .000 - .00 .000 .000 .00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 -302 - Su :900 1610 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y - DISPLACEENT ROTATION 4 .0000 -.0002 --.0005 5 .0000 -.0004 .0000 ) 5- .0000 -.0002 .0005 SUPPORT JOINT DISPLACEMENTS . NI 01 ..; JOINT.. :X-DISPLACEMENT Y-DISPLACEMENT .ROTATION '": ..... + .. 1 0000 0000 0003 2 0000 0000 0000 ' '3 .0000 .0000. -.00O3 : - * 1 - -. ., .'.. *.. . •,. - ,,. • 0 STRUCTURE - CINEMA AIR - FRAME 2 (UNITS IN FEET AND KIPS) .i': - -• OLOPDING NO. 5 DEAD.+'LATERAL - APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y • MOMENT 2 4 7.840 ' .000 - .00 ., . '5 .000 -. .'000 . .00 6 1 7:840 000 00 REACTIONS,APPLIED LOADS SUPPORT JINTS -. JOINT FORCE X FO Y MOMENT 2 OQ 3 -4.625 6.494 .00 SUM -15.680 5.156. FREE JOINT DTSPLAOEMENTC NdL OO?( (41 JOINT ISPLACEMENT Y-OISPLACEMENT ROTATION 4 .1345. -- .0002 -.0047 5 .1342 ' -. 0001 -.0019 . 1345 .0042 SUPPORT JOINT DIS2L.CEMENTS JO1NT X-DISPLACEMENT Y-DJSPLACEMENT ROTATION 1 .0000 0000 -.0121 2 .0000 .0000 3 .0000 .0000 -.0122 0 STRUCTURE - CINEMA AIR - FRAME '2 (UNITS IN FEET AND KIPS) 0 LOADING NO. S DEAD ± LIVE + LATERAL APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 5. Cc, eo 000 5 .000 .000 .00 0 0 fl ( t•JcJ . --,-, . •- -' - REACT 10NS,ARRL-IED LOADSSUPPORT. JOINTS .. JOINT ' FORCE X FORCE Y MOMENT Z - I '-2.940,. —i..234 .. ....00 .. 2 —5-071. 7 044 00 3 - 748 - 5 797 00 - :.; r SUM '-1.1 .760 12:608 I '; • : 1 FREE JOINT DISPLACEMENTS JOI X—DISPLACEMENT Y—DISPLACEMENT..ROTATION 4 .1009 .0001 —.0039 •. ., .1007 —.0003 .—.0014 .- 1 008 - 0003 -.0029 SUPPORT. JOINT DISPLACEMENTS •.. . .. JC!NT X—DISPLACEMENT- Y—DISPLACEMENT ROTATION .0000 .0000 —.0089 2 0000 .0000 .0101 3 .0000 .0000 -.0093 0 STRUCTURE - CINEMA AIR - FRAME 2 UNTIE IN FEET AND KIPS) MEBER FORCES FOR MEMBER LAJ LOADTN G JC1'sT AXIAL: FORCE SWEAR FORCE MOMENT 3.709 —.528 - • .00 4 —3.709 .536 5 1 —4.214 4.294 nn 4 4.214 —4.294 5i _- 6 1 —1.234 2.940 - 4 1.234 —2.940 MEMBER FORCES FOR MEMBER 2 tJI23 - O JOT NT AXIAL FORCE SHEAR FORCE 2 9.392 .000 .00 5 —9.322 .000 .00 5 2 2.886 6.762 .00 5 _12 .886 —6 . 7 52 C. 6 2 7.044 5.071 5 —7.044 —5.071 71.00 MEMBER FORCES FO R MEMBER 3- LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT S 4 2 3.709 .538 .00 6 -3.709 -.538 7.54 5 2. 5,494 4.625 -6 -494 -4 .625, r6 — 6 2 6.797 3.748 5 -6.79? -3.748 52.47 MEMBER FORCES FOR MEMBER 4 LOADING JOINT .>-,AL FORC'E SHEAR FORCE MOMENT 4 .53 F 3.709 7.54 S -.53 4.605 -17.66 5 3.545 -4.24 60.il -- -3.545 6.77 5 -1.234 -41.17 S -2.94 7.538 -46.74 LOADING JOIN P.> AL FOE SHEAR FORCE MOMENT C', 6 -.539 3.709 -75. -22.26 S 2.13 E.T7 -52.47 SYSTEM PROF.:. ETRE S STRUCTURE - iR FRAME" 2 rSi.NE FRAME c MEMEERS 6 JOINTS 6 LOADINGS 5 P,LINES INPUT 230 RECORDS USED .8 MINUTES RUNTIME. IN DATE 'w!Lt' I -- -- 12' 271,2 1 ;k51v/ 1 ri 2. col x I 7D 4E I L7 ARCON ENGINEERSL PA jp )JDA i14*±PA or-i--- T - - - 1T/1 7r: 4 -..... :.L_ •J.: /;____. .• i.:.• - Al ' Axe • —"- -Jo '— •-- #75 - Ø A - 4. , •7Q' \'• Q' '_-,4__- .-, / r\ 7 7/: .;- M - $7i 'H- ,7H -- .• __ __ IL 7) /V 5L I/c S - 7, iT I 7t7 ARCON ENGINEERS I $TEM TAf DATE CORPOATlONi__ 1- PA #7c cJ 7t' i'47I - 417 .c;4 i3 (7, 6-) /-'l •,( 1 I if 76 x d /#'F, x'/#" 7'4 /t4 I ::- A 1 7' _/ ?W1 35X ?J p. e. NGINEERII Trt :T TOgI' ? LA& 14AJ.AR o =FIcE ,ts -- ----- ------- 4-____ -.---- *--------- _j t H Wv~ PL --- - 4SI •T. j1 O, 4 2 - 4 - -$ --- - &1PBI? t2L 1) 4ct9.O r?rit.AL (.L4 TiT T.I -. 7R'( 2x Q(/I 0 LAJ ?c.12-I-toO)* k1q4i' . . L 1' LL - LATERA L LO,'D,: LOc.Od.3 14ij= .ie tJ = 2o ~4.o+ .'c(a = 4#o 'F4 ----- FITST V T6ç 4j ?&" L= t=E5 s#. ( '1 4-1 JA ACONIEN I Rs T! T, 1 .-- 'r :- .4 si. _Y9 - IAI .:. .t:} :• 102!jpI1 - . .4.. . - . ..,. _.. .. ....... . .L.. . - ..... ..L:_,. ... - ¶ . .4 . -. L. . 4. .2 . •-•:- I - ... -. :. , TT1 L rL I c€s. I - . I2' :. Ll J}N - ISSOX,300.9 -lok-#4 1112#fr O,1 .. %A . 9- CINEMA AIR' '. ..' . . 'PA OF_____ SHEAR WALLTYP PARTY WALL Wall length 19.50 Ft. . . . Wall heigth 9.00 Ft. Total force in wall line (Pounds) 3214.00 ----------------------------= -------- 164.8 Lbs./Ft. Total wall length in line '(Feet) 19.50 Force= 3,214 Lbs. Shear= 3,214 Lbs.. Distributed D.L.= 221.0 Lbs./Ft. Left Hdr. D.L.= Lbs. Right Hdr. D.L.= Lbs. Inter. Conc. D.L.= Applied at Inter. Conc. D.L.= . Applied at OVERTURNING MOM.= 28.93 Kips-Ft. SHEAR= 164.82 Lbs./Ft. WALL SH.g7 Pt. from left end Pt. from left end RESISTING MOMENT= 42.02 Kips-Pt. <CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: END POST FORCE= 1,483 Lbs------------------ >End post: RESISTING MOMENT= 42.02 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: END POST FORCE= 1,483 Lbs----------------- >End post: SHEAR WALL:PARTY WALL BTWN. H05 & H04 Wall length 7.75 Ft. Wail heigth 9.00 Ft. Total force in wall, line (Pounds) 3102.00 -------------------------------------= 200.1 Lbs./Ft. Total wall length in line (Feet) 15.50 Force= 1,551 Lbs. SHEAR= 200.13 Lbs./Ft. Shear= 1,551 Lbs. Distributed D.L.= 221.0 Lbs./Ft. WALL SHTG. TYPE: Left Hdr. D.L.= 299.0 Lbs. Right Hdr. D.L.= Lbs. Inter. Conc. D.L.= Applied at Ft. from left end Inter. Conc. D.L.= Applied at Ft. from left end OVERTURNING MOM.= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= RESISTING MOMENT= UP-LIFT FORCE= ')Jn DnQT 'nrw 13.96 Kips-Ft. 8.95 Kips-Ft. <CLOCKWISE> 646 Lbs----------------- >Holdbwn: 1,801 Lbs------------------ >End post: 6.64 Kips-Ft. <COUNTER-CLOCKWISE> 945 Lbs----------------- >Holdown: I flA T.1- Force= 1,443 Lbs. Shear= 1,443 Lbs. Distributed D.L.= 1164.0 Lbs./Ft. Left Hdr. D.L.= 1638.0 Lbs. Right Hdr. D.L.= 1638.0 Lbs. Inter. Conc. D.L.= Applied at Inter. Conc. D.L.= Applied at SHEAR= 115.47 Lbs./Ft. WALL SHTG. TYPE: 961(!~rpzv) Ft. from left end Ft. from left end CINEMA AIR PA GO SHEAR WALLj'ARTY WALL BTWN. H04 & H03 Wall length 14.50 Ft. Wall heigth 9.00 Ft. Total force in wall line (Pounds) 2990.00 ----------------------------= -------- 206.2 Lbs./Ft. .Total wall length in line (Feet) 14.50 Force= 2,990 Lbs. Shear= 2,990 Lbs. Distributed D.L.= 221.0 Lbs./Ft. Left Hdr. D.L.= Lbs. Right Hdr. D.L.= Lbs. Inter. Conc. D.L. Applied at Inter. Conc. D.L. Applied at SHEAR= 206.21 Lbs./Ft. - WALL SHTG. TYPE: = -------- _ == = = == = Ft. from left end Ft. from left end OVERTURNING MOM.= RESISTING MOMENT= UP-LIFT FORCE= END POST 'FORCE= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= 26.91 Klps-Ft. 23.23 Kips-Ft. <CLOCKWISE> 254 Lbs----------------- >Holdown: 1,856 Lbs----------------- >End post: 03 23.23 Kips-Ft. <COUNTER-CLOCKWISE> 254 Lbs----------------- >Holdown: 1,856 Lbs----------------- >End post: COWEZ SMEAR WALLTYP. BEARING WALL Wall length 12.50 Ft. Wall heigth 9.00 Ft. Total force in wall line (Pounds) 15473.00 Total wall length in line (Feet) 134.00 115.5 Lbs./Ft. 12.99 Kips-Ft. 111.41 Kips-Ft. <CLOCKWISE> 0 Lbs----------------- >Holdown: 2,677 Lbs----------------- >End post: 111.41 Kips-Ft. <COUNTER-CLOCKWISE> - >Moldown:kJoAA OVERTURNING MOM.= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= RESISTING MOMENT= UP-LIFT FORCE= A / ARCON ENGINEERS / CORPORATION ECFIE1 DEC 161986 TM & Sakahara Assoc STRUCTURAL CALCULATIONS FOR CINEMA AIR OFFICE BUILDING CARLSBAD, CA.. dl PREPARED FOR LEE & SAKAHARA ARCHITECTS '. . PROJECT: Cik)Fj_4A AIR JOB NO. BY: Lj. #42A.mY(A ARCON ENGINEERS ITEM DATE: I, CORPORATION _______________ PAGE OF I C 1A )FiiA e4 ri QF-rIc CAW, c. DESIGN CRITERIA AND ASSUMPTIONS: CODE: UNIFORM BUILDING CODE, 1982 EDITION. CONCRETE: SLAB ON GRADE: = 4000 PSI WALL FOOTINGS: f'c = 4000 PSI' REINFORCING STEEL: Fy = 40,000 PSI SOIL: REPORT BY: BENTON ENGINEERING, INC. DATED: JULY 31 & NOVEMBER 19, 1986. PROJECT No.: 86-6-5A & 86-10-20D ALLOW. BEAR. = 3000 PSF @ 24"DEFTH PASSIVE PRESS. = 1000 PCF STRUCTURAL STEEL: PIPES: Fy = 36 1(51 TUBES: Fy = 46 [:'..'Si OTHER SHAPES: Fy = 36 1(51 BOLTS: A 3 0 7 WOOD: DOUGLAS FIR LARCH TYPICAL JOISTS & RAFTERS: #2 BEAMS (4X & LARGER ): #1 POSTS & COLUMNS: #1 GL..U-LAM BEAMS: COMBINATION 24-+ F =2400 PSI b .: DATE : REVISION : PAGES PROJECT: CI&)EMA AIR ITEM: DEI&) LoAI& JOB NO. BY: j.. 140&)7tflA DATE: 12-1-S6 PAGE 2 OF ARCON ENGINEERS C 0 A P 0 R A T I 0 N CINEMA AIR --OFFICE BLDG 4 -DESIGN LOADS: SECOND STORY CEILING: --------------------- BATT INSULATION 1.. 0 PSF. 2 x 6 @ 24" O.C.C.J.1.1 PSF. SPRINKLERS 1.5 PSF. MECH. & ELECT. + MISC 1.6 PSF. 5/8" GYPBD. CLG 2.8 PSF. ROOF DEAD LOAD .........8.0 ------------------ PSF. ROOF LIVE LOAD 10.0 PSF ------------------ FLAT ROOF TOTAL LOAD 18.0 PSF FLOOR LOADS: 1" WEARING SURFACE 5/8" PLYWOOD 2 x 10 @ 16" O.C. R.J. SPRINKLERS MECH. & ELECT. + MISC. 2 x 4 @,1611 O.C. C.J. PLASTER SOFFIT 0.8 PSF. 14.0 PSF. 1.8 PSF. 3.5 PSF. 1.5 PSF. 1.6 PSF. 2.8 PSF. ------------------ 26.0 PSF. (ADD 2.0 PSF. FOR BMS.) 20.0 PSF. 50.0 PSF. 96.0 P 14.0 PSF. 1.8 PSF. 2.8 PSF. 1.5 PSF. 1.8 PSF. 1.1 PSF. 8.0 ------------------ PSF. FLOORING MATERIAL 1/2" LTWT. CONCRETE 5/8" PLYWOOD 24" TJ155 @ 19.2" O.C. SPRINKLERS MECH. & ELECT. + MISC. 5/8" GYPBD. CLG. FLOOR DEAD LOAD ........ PARTITIONS ............. FLOOR LIVE LOAD ........ FLOOR TOTAL LOAD: BALCONY LOADS: FLOOR DEAD LOAD ........31.0 PSF. (ADD 2.0 PSF. FOR BMS.) FLOOR LIVE LOAD .........60.0 PSF. = ------------------ BALCONY TOTAL LOAD: 91.0 PSF. LEVEL Wi Hi. WI X Hi. Fwall Vwall Gwal]. Gdiaph Fdiaph psf. ft. pif. psf. psf. psf. IQ AA qa An All flfl A QA A A ')I A ')1 A 90 94 ARCON ENGINEERS C 0 R P o R A T I 0 N PROJECT: Ci k)El.AA AIR kI1 Iw 1. bw;- CINEMA AIR - OFFICE BLDG INTERIOR WALL LOAD: 5/8" GYPBD.- 2 SIDES 2 X 4 @ 16" O.C. INSULATION MISCELLANEOUS D.L.= 5.6 PSF. 1.1 PSF. 0.5 PSF. 0.8 PSF. ------------------ 8.0 PSF. HEIGHT OF WALLS: 12.00 Ft. REPRESENTATIVE AREA: 144.0 Sq. ft. (121 -0" x 121 -0" CUBICLE) INT. WALL LENGTH ON REP. AREA: 24.0 Ft. EQUIVALENT WALL LOAD: 12x24x8.0/144.0= 16.00 Psf. LATERAL ANALYSIS: U.B.C. CODE: 1982 == = = == = == = == = == = = = 1.00 ROOF D.L.= 8.00 psf. 1= 1.00 FLOOR D.L.= 28.00 psf. 1.33 PARTITIONS= 20.00 psf. CS= 0.14 Z*I*K*C*S= 0.19 PROJECT: Ctk)&MA AllZ JOB NO. BY: 14 . iA1,1u-nrA DATE: 12-1-66 PAGE 4 OF ARCON ENGINEERS C 0 R P 0 R A T I 0 N 2 4q27WEY (D I LI #3 6 FRAIAUY. ALL. 6LF DrF7RTI? OVER 246P SWZY TITI#J JL = &O 74 LA)LL= 10.0 4 0 10. 0) '72.Off L "V mw Aw ? . 4I D. C. 13.20' ls& . .€4&' 0. c. )(,.4' 2S94 (,go* 7q!( 2x12@4&O.C. 20.61' 323' ?424 I n— vlw PROJECT: cO#4,4 ,t1R JOB NO. BY: 14 OokmyA / ARCON ENGINEERS ITEM J4 DATE: 12- l-& CORPORATION ______________ PAGE , OF F1OOR iRA ,-4 I k - 771 SS 14,2" e4 1&4' / 7( €t 6 - iei IO* kA v ,, t,, S , "n i ON1 VO - 'iALL 2 tA) )(,(4.+o) 4c 14 12(34-1o) = f22 14 16.2(6+0) v12Z42 I.&d4' (&-i-zo) =40 -P4 -F3 =4o& \Jz?q I)(I3')( (&4-zb)= F72 :. .,Te,7s c V1.2C. S Lz.o1 FOR 1a4L:CIr( VZ3 Al OF TH. Joist Section Properties 9112 2940 3380 3675 805 925 1005 170 198 221 11110 3935 4525 4920 990 1140 1235 285 328 362 9% 2940 3380 3675 605 925 1005 190 220 240 114 3935 4525 4920 990 1140 1235 320 365 400 10 4210 4840 5260 845 970 1055 250 284 312 12 5325 6125 6655 1000 1150 1250 385 433 472 14 6450 7420 8060 1160 1335 1450 550 615 666 16 7570 8705 9460 1315 1510 1645 745 828 895 18 8695 10000 10870 1470 1690 1835 970 1075 1158 20 9830 11305 12285 1625 - 1870 2030 1230 1358 1460 10 4210 4840 5260 845 970 1055 280 315 345 12 5325 6125 6655 1000 1150 1250 430 480 520 14 6450 7420 8060 1160 1335 1450 615 680 735 16 7570 8705 9460 1315 1510 1645 835 920 990 18 8695 10000 10870 1470 1690 1835 1090 1200 1285 20 9830 11305 12285 1625 1870 2030 1380 1515 1620 10 4165 4790 5205 1215 1395 1520 250 284 312 12 5270 6060 6585 1420 1635 1775 385 433 472 14 6380 7335 7975 1625 1870 2030 550 615 666 16 7490 8615 9360 1830 2105 2285 745 828 895 8605 9895 10755 2030 2335 2535 970 1075 1158 20 9725 11185 12155 2235 2570 2795 1230 1358 1480 22 10845 12470 13555 2440 2805 3050 1525 1679 1802 24 11965 13760 14955 2645 3040 3305 1850 2032 2178 I 18 26 13070 15030 16340 2775 3190 3470 2215 2428 2598 28 14210 16340 17760 2900 3335 3625 2615 2861 3057 30 15330 17630 19160 2900 3335 3625 3055 3336 3561 10 12 5850 1 7400 6730 1 8510 7315 9255 1380 1575 1585 1810 1725 1970 391 602 430 657 461 701 14 I 8965 1 1010 1 11205 1770 205 2215 863 I 936 I 996 18 10530 12105 12110 13920 13165 15130 1970 2165 2265 2490 2485 2705 1175 1540 1270 1659 1345 1754 20 0 16 13680 15730 17100 2360 2715 2950 1961 2106 2222 22 24 _ 15255 16835 17545 19360 19070 21045 2555 2750 2940 3165 3195 3440 2438 2974 2613 3181 2752 3348 26 18415 21180 23020 2950 3395 3690 3571 3812 4005 28 20000 23000 25000 3145 3615 3930 4230 4508 4731 30 1 21580 24820 26975 3145 3615 3930 4953 5272 5527 Maximum Resistive Moment values may be increased for Repetitive Member Usage. See below for Criteria. TJI 25135135X joist series may be increased 4% and TJII2SSI35S/45S joist series may be increased 7%. For possible increases in shear capability refer to NER 200. For deflection calculation only. Repetitive Member Design Structural wood products used repetitively 1) 3 or more members are adjacent. credit for repetitive member increases; there- can be shown to share loads between adja- 2) Member spacing is 24" on center or fore, it has been determined that the increase cent members, increasing the total load car- less. in flexure shall be 7% for products utilizing rying capacity of the system. 3) The members are joined by tranverse machine stress rated grades of solid sawn load-distributing elements (decking) lumber and 4% for products utilizing adequate to support the design load. MICRO=LAM lumber. The criteria for increases in flexural stresses Products with greater consistency, such as Incr e a s e s , w h e r e a p p r o p r i a t e , a r e s o m d i - ( for repetitive member usage is as follows: MICRO =LAM lumber, logically are given less cated in the load tables. 9.2 K-.. (continued) FMETOF Till Joist Section PropertIes 12 ___________ .1 I 10130 11650 12660 1575 1810 1965 715 770 815 14 12265 14105 15330 1 1770 2035 2210 1025 1100 1160 16 14420 16580 18025 1970 2265 2460 1393 1491 1570 18 16570 19055 20710 2165 2490 2705 1823 1946 2045 20 18725 21535 22470 2360 2715 2950 2317 2468 2589 22 20885 24020 26105 2555 2940 3195 2876 3058 3204 24 23045 26500 28805 2750 3160 3435 3503 3719 3891 26 25210 28990 31510 2950 3390 3685 4200 4452 4653 28 27375 31480 34220 3030 3485 3785 4968 5259 $491 30 29540 33970 36925 3115 3580 3895 5810 6142 6408 12 8180 9405 10225 1575 1810 1965 595 650 695 14 9905 11390 12380 1770 2035 2212 855 925 985 16 11645 13390 14555 1970 2265 2460 1160 1255 1330 : 18 13380 15385 16725 2165 2490 2705 1520 1640 1735 20 15120 17390 18900 2360 2715 2950 1930 2075 2190 ' 22 16865 19395 21080 2555 2940 3195 2395 2570 2710 24 18610 21400 23260 2750 3160 3435 2920 3125 3290 26 20360 23415 25450 2950 3390 3685 3500 3740 3935 28 22110 25425 27635 3030 3485 3785 4140 4420 4640 TIL'55( 30 23855 27435 29820 3115 358.0 3895 4840 5160 5.415 TJFI5. 16 14235 16370 17795 2480 2850 3100 1405 1505 1585 Tjrea .. 18 16360 18815 20450 2750 3135 3405 1845 1970 2065 • 20 18485 21260 23105 2965 3410 3705 2350 2505 2625 TJFS$. 22 20615 23705 25770 3205 3685 4005 2925 3110 3255 TAM',.-24 22745 26155 28430 3450 3965 4310 3575 3790 3960 TA/65 26 24880 28610 31100 3690 4245 4610 4295 4545 4750 TJf65 28 27015 31065 33770 3930 4520 4910 5095 5385 5615 T/65 30 29150 33520 36535 4170 4795 5210 5970 6305 6570 TJ/75 - 16 16220 18650 20275 2480 2850 3100 1565 1670 1750 18 18715 21525 23385 2750 3135 3405 2060 2185 2290 ISITS • 20 21200 24380 26500 2965 3410 3705 2630 2785 2910 f76 22 23705 27260 29630 3205 3685 4005 3275 3460 3610 TA/76 24 26205 30135 32755 3450 3965 4310 4000 4220 4400 Tam •. 26 28715 33020 35890 3690 4245 4610 4805 5065 5275 T77S 28 31220 35905 39025 3930 4520 4910 5695 5995 6235 • 30 33735 38795 42165 4170 I 4795 5210 6675 7015 7290 maximum ,ies,seuve moment values may ne Increased tor Repetitive Member Usage. See page 9.2 for criteria. TJI 55/55E/65/75 joist series may be increased 4%. For possible increases in shear capability refer to hER 200. For deflection calculation only. PROJECT: C1?JE.4A Ai ARCON ENGINEERS C 0 A P 0 R A T I 0 N Ff3 : TGTG 1 2,10 C = (&flo)= 90 EIa 1141 Z ___ 9' 4T12I42o. ET1; L a2.& i.A9 ioc 4-1 £ " TIJX 711 t9 FZT -TSTS e A211 0. O1 zV' T.Tr/3cx Q 4H p .0 = 1011 AF1 A Tr1 TTT/3Sxc2 - .j S I J 4 10 132 37*44 \/ 1930* w I = I s,01, , = ).px I3.61x(+10) = kç 0. 1: .1 J7G J±q 5oc1 ,-.z J LI 1r T i #/ 11 PROJECT: CIAiI.AA Al JOB NO. /A BY: 1.-1OJi7Oi'A / ARCON ENGINEERS ITEM: FLIY DATE: 12- I -hVa /7 CORPORATION ______________ PAGE OF f: Fog IMrLJ1Tb1 J," TZE/3SX Q 14 2p FT: r -r 2x c 0. C. TAreRelv • .33 121 4AU . 3 4II TAFEI &: FBI 7Th' AT = 404EP^, W I 3. Gr + e o) I44 #' '\-' . •• i ... EGE &)EXT TAGG 'FOR 14J FF2: T( (< Cottki - \r a& 3'/Z'1 A -j;= 2O 1 k)l4-O4/, cJ 1 Lz' I4GY5*1 I V /\- ci 2EQ ___ • N TR '( 6 L-V L .t1 '2?, . TF lO= ?32o (TA) P GT;2jk),eEF-) 1u/ (. CINEMA AIR - OFFICE BLDG. Page__IZOf BEAM : FBi WIDTH: 6.750 In. MIN. DEPTH: 30.2 = == = = == = n A T r. t. A f ' . i - - - -. . '., . ' - • . U L .1 • .1. • VV E : 1800.0 Ks!. 0.0 20358.0 I 0.0 1404.0 1404.0 I I mmmmmffimmm MMMMMMMMMMMMMMMMMMMMMMMMMMM mmmmmmmrnm V V 0.0 I 26.0 I 4.0 I---------/---------------------------/---------/ MOMENTS : 0.0 I 0.0 92664.0 I 92664.0 (Pounds-feet) I 76829.5 ZERO MOM.: I .0 20.9 (Feet) MAX +MOM.: 10.5 I (Feet) SHEARS : 0.0 I 14688.0 21816.0 I 25974.0 (Pounds) REACTIONS: J 14688.0 47790.0 I (Pounds) DEFLECT. : 0.27 -0.03 (Inches) CASE 2: DEPTH: 30.0 In. MIN. DEPTH: 23.1 0.0 10993.0 I 0.0 1372.0 758.0 I L. L. Immmmmmmmm MMMMMMMMMMMMMMMMMMMMMMMMMMM nimmmmmmmm AT v v BAY 0.0 26.0 4.0 /---------/---------------------------/---------/ MOMENTS : 0.0 1. 0.0 50036.0 I 50036.0 (Pounds-feet) 92265.7 ZERO MOM.: .0 23.2 I (Feet) MAX +MOM.: I 11.6 I (Feet) SHEARS : 0.0 15911.5 19760.5 I 14025.0 (Pounds) REACTIONS: I 15911.5 33785.5 I (Pounds) DEFLECT. : I 0.39 -0.13 (Inches) CASE 3: DEPTH: 30.0 In. MIN. DEPTH: 30.2 0.0 20358.0 0.0 758.0 1404.0 f mmmmminmmm MMMMMMMMMMMMMMMMMMMMMMMMMMM mmmmmmmmm AT v V CANTS. 0.0 I 26.0 4.0 /---------/---------------------------/---------/ MOMENTS : 0.0 0.0 92664.0 26097.7 ZERO MOM.: .0 16.6 MAX +MOM.: 8.3 SHEARS : 0.0 I 6290.0 13418.0 REACTIONS: 6290.0 39392.0 DEFLECT. : 0.03 USE : 6.750 x 300 FULL LOAD 92664.0 (Pounds-feet) (Feet) (Feet) 25974.0 (Pounds) (Pounds) 0.09 (Inches) 11 / ARCON ENGINEERS / CORPORATION PROJECT:ctoeM-A Am— JOB NO. BY: 14 AookAMYA PAGE 1.3 OF F?A : 4"x C3 A= 3S'x•Z' = t?I LA) p'.( aq OIL, '+ 4,c0) L' zo&tii4 /%I Jew -r1 &N IX 03006tB L Lx "-1C ZI ,c'J 44J 21 1 x (S6 +.73P 13 00 (s 2I.) AZ, I2UO4d 3& (GrAlg) = . -rg'r &N Ix =• H 1C 2'5" 1Tg1'&x &L ,AT= II.&x 22.= 20117' 14)= 22 (G~.Io)= 24e4i r - Lv j441 c F : rRY x c /-T 23xZ' 1 1 R14 w Z3'(5&+. O)=Z2'dO# L= ?3.' = zt. ' • " I 75 R( 4*x23, c/pj Gts 1BT) Al jm&= TTY (,4H . 31/ I' I:•••• Fio: r ('4"x 'P Ms I ARCON ENGINEERS / CORPORATION PROJECT: Clk)E.4A AFR ormom- A'!U JOB NO. BY: 14 i4oJroA DATE: 12-3 - PAGE 14. OF rr.'( (t)( jflfrfl jq (i .'o) q44 G 121 4 I A Al 'V Z4o4ø - d= ai' z4c4l • S?" TR( C4 .• p C AT= g .TRY 634"x 6t-b q,0i 1c 0 1 W= I142# A.J=.4q L =Mol so 620 10&4q -0 '\- J ew = 1 3 IL •3 TR'( 4"x IC.S"ciL ,_\__ C . C4 f PROJECT: jr I &)EI-4A A JOB NO. /A BY: /4 4rA /..... ARCON ENGINEERS ITEM: 44JY DATE: CORPORATION . PAGE OF ( FIE J1 1,JI %+o)+4co)2o4241 J...•4 42#1 q. ___ ti= I4.G ( +,o) =161,92.fll '- Lr pA- 'C' LL I42 •'\- = II. &o' L A) . • "Mi A3/411x(2 F 1 0 : T & L P = 42)c(4f.Se.4)r &zi4 9.? Io&4 a&,4 i24 Bio) ••2 II V = 2Wx Z ace c iI PROJECT: cW64AA Alp, JOB NO. /A BY: 14 -4OAJ-rtYrA /,.... ARCON ENGINEERS ITEM FLOOR pJ/ DATE: 7 CORPORATION ______________ PAGE OF (.. 1 H 17 CQLL iA iU 616&) ca.. 1M€ 1* pr 61 at 2' -X-T1J& -pme ltx C2 %A2 124' 4l -PIPE I lVtO t 5AME 316A 4x 12' c3 30?2r I2'1' 4°c1 E'tP. P1FE // sA,AE. 3'-çs. 12I c4 12.q' 3)/rD. -pi p C9 003 12.13' 311 677• 4" '4.4 o" c 12" ca I.9I 126, gllcI GTD. PIPE iq.q& 12" C7. I431 1,3.6' 3(j.) 73) riFE 1/ A4G 12" CS )O.1 4o' ?' -pi i' ii I&.4G 12" & + "IARco o1. )GA 4x401Th VA cas. ce U OE G, 47 AIJD ' 4. . S 4.0F,.*,je4iot.rJ4J ö Cot )MA) c L (! c4€ WJEE &4 I 3Y sTh + VAR-Co OX, 4I.3 4L0d I2' 1_. 3Sçj? + vco CC I L 12" * = oex7 ?G 's- gL 1;.). O&n,iR €011 ALL O17-ER FcvT1 ()5: = 3ct2 0 TG+ * * PAepc I:? OF PJRCON 0w0xw M MFzS Architectural Consulting Engineers Project: CINEMA AIR Item: FOOTING DESIGN ( Job No.: 8650 Date: 12-09-1986 By: H. MONTOYA Page Je7 Of FOOTING DESIGNATION: Cl COLUMN DEAD LOAD, Pdl= 25.8 KIPS COLUMN LIVE LOAD, P11= 21.99 KIPS ULTIMATE LOAD, Pu= 73.503 KIPS ALLOWABLE SOIL PRESSURE AT (DL-FLL), Pa= 3000 LBS/SQFT COLUMN/PEDESTAL SIZE (SQUARE), CPSZ= 11.5 IN. f'c= 4000 PSI fy = 40000 PSI BOTTOM. COVER C1= 3 IN. Us; P' 00 'T I N G 4 FT- AND WITH ( 4 # 5 BARS EACH WAY FOOTING DESIGNATION: C2 1 IN. SQUARE AND 12 IN. THICK COLUMN DEAD LOAD, Pdi= 20.76 KIPS COLUMN LIVE LOAD, P11= 15.66 KIPS ULTIMATE LOAD, Pu= 55.686 KIPS ALLOWABLE SOIL PRESSURE AT (DL+LL), Pa= 3000 LBS/SQFT COLUMN/PEDESTAL SIZE (SQUARE), CPSZ= 11.5 IN. f'c= 4000 PSI fy = 40000 PSI BOTTOM COVER C1= 3 IN. usm FOOTING 3 FT- 7 IN. SQUARE AND 12 IN. THICK AND WITH 4 # 5 BARS EACH WAY NGINERS Architectural Consulting Engineers Project: CINEMA AIR Item: FOOTING DESIGN Job No.: 8650 Date: 12-09-1986 By: H. MONTOYA Page I 4 Of FOOTING DESIGNATION: C3 COLUMN DEAD LOAD, Pdl= 16.9 KIPS COLUMN LIVE LOAD, P11= 13.82 KIPS ULTIMATE LOAD, Pu= 47.154 KIPS ALLOWABLE SOIL PRESSURE AT (DL+LL), Pa= 3000 LBS/SQFT COLUMN/PEDESTAL SIZE (SQUARE), CPSZ= 11.5 IN. f'c= 4000 PSI fy = 40000 PSI - BOTTOM COVER C1= 3 IN. US M FQOTING 3 FT- 3 IN. SQUARE AND 12 IN. THICK AND WITH 4 # 5 BARS EACH WAY FOOTING DESIGNATION: C4 4C6 COLUMN DEAD LOAD, Pdl= 13.61 KIPS COLUMN LIVE LOAD, P11= 11.14 KIPS ULTIMATE LOAD, Pu= 37.992 KIPS ALLOWABLE SOIL PRESSURE AT (DL+LL), Pa= 3000 LBS/SQFT COLUMN/PEDESTAL SIZE (SQUARE), CPSZ= 11 IN. f'c= 4000 PSI fy = 40000 PSI BOTTOM COVER C1= 3 IN. UE F'OOTING 2 FT- 11 IN. SQUARE AND 12 IN. THICK AND WITH 4 # 5 BARS EACH WAY NG I NRS ,'rhitecturai Consulting Engineers Project: CINEMA AIR Item: FOOTING DESIGN Job No.: 8650 Date: 12-09-1986 By: H. MONTOYA Page 20 Of FOOTING DESIGNATION: C6 C7 C8 COLUMN DEAD LOAD, Pdi= 10.99 KIPS COLUMN LIVE LOAD, P11= 8.99 KIPS ULTIMATE LOAD, Pu= 30.669 KIPS ALLOWABLE SOIL PRESSURE AT (DL+LL), Pa= 3000 LBS/SQFT COLUMN/PEDESTAL SIZE (SQUARE), CPSZ= 10.5 IN. f'c= 4000 PSI fy = 40000 PSI BOTTOM COVER C1= 3 IN. UIE-3m F'QO'I'ING 2 FT- 8 IN. SQUARE AND 12 IN. THICK WITH 4 # 5 BARS EACH WAY V ( 4 / PROJECT: C1AJjt4A ,AJ JOB NO. BY: 14. -O77?YA ARCON ENGINEERS ITEM LATEA1. $L. DATE: CORPORATION ______________ PAGE J OF LATALA.4JA Zo* (2kI '406t/l (CASE a) x = 4 Q> -X PLi'L4J7V ,BWCkCZ k1 IO1 1 O.. iJ. A Ib-(? FA 4LL t x x 1, 23 I2x 133 J4 (vr') 41, x3aQ4IL14 x 0x 133x L:&)E€ G's 4 10 tJk)E? TL: r:- tOcI 30? lGwArfle TR'( 3,V6x CHOPTLF LJ/J L: SAIAE As FI A4U • ci I. e&'1 LZ6" 7Th' C5 CsQd3 YcJ5'3 • £ q Fc $2F?L JX 12 _ F471 • K = ZI' + - Ie 3Vex1c iPL1C PROJECT: CL&IJA Aig ARCON ENGINEERS ITEM LAJA[j 'bf72, C 0 A P 0 R A T I 0 N JOB NO. BY: H. 14)L)70IA DATE: PAGE VA OF ( SHEAR PANEl. SCHEDULE - 1982 U.B.C. --------------------------------------------------------------- N NAILIN6 SILL ANCHORS II I ----- I -----------------__ ii , I I nO. , i ., mi... R MATERIAL OF FRAMED 1 FOUNDATION K SIDES EDGES INTERIOR 1 FLOOR : (A-307 BOLTS) 1 s/ft.: ---------------------------------------------------------------------------------------------- :A:5/81 qypboard 1 1 6d4' 6d541 16de81 15181 @481 o.c. 175 blocked B 1 318 CD-I plywood 1 2 8d 5 31 8d 5 121 3/41 €121 o.c. : 947 CINEMA AIR OFFICE BLDG. PAGE__0F___ SHEAR WALL 3 Wall length 24.50 Ft. Wall heigth 13.00 Ft. Total force in wall line (Pounds) 22560.00 ------------------------------------= 920.8 Lbs./Ft. Total wall length in line (Feet) 24.50 Force= 22,560 Lbs. SHEAR= 920.82 Lbs./Ft. Shear= 22,560 Lbs. Distributed D.L.= Left Hdr. D.L.= Right Hdr. D.L.= Inter. Conc. D.L.= Inter. Conc. D.L.= OVERTURNING MOM.= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= 712.0 Lbs./Ft. 0.0 Lbs. 0.0 Lbs. 0.0 Applied at 0.0 Applied at WALL SHTG. TYPE: 13 0.00 Ft. from left end 0.00 Ft. from left end 293.28 Kips-Ft. 213.69 Kips-Ft. <CLOCKWISE> 3,249 Lbs----------------- >Holdown: 1-4772 11,971 Lbs----------------- >End post: 4x 6. RESISTING MOMENT= 213.69 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 3,249 Lbs------------------ >Holdown: 14p2 END POST FORCE= 11,971 Lbs----------------- >End post: 4x1 SHEAR WALL 4 Wall length 35.50 Ft. Wall heigth 13.00 Ft. Total force in wall line (Pounds) 35100.00 ----------------------------------------------= 988.7 Lbs./Ft. Total wall length in line (Feet) 35.50 Force= 35,100 Lbs. SHEAR= 988.73 Lbs./Ft. Shear= 35,100 Lbs. Distributed D.L.= 212.0 Lbs/Ft. WALL SHTG. TYPE: Left Hdr . D .L .= 0 .0 Lbs Right Hdr. D.L. 0.0 Lbs. Inter. Conc. D.L.= 7245.0 Applied at 17.00 Ft. from left end Inter. Conc. D.L.= 0.0 Applied at 0.00 Ft. from left end OVERTURNING MOM.= 456.30 Kips-Ft. (. RESISTING MOMENT= 267.62 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 5,315 Lbs----------------- >Holdown: END POST FORCE= 12,854 Lbs----------------- >End post: 4)e. RESISTING MOMENT= 256.75 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 5,621 Lbs----------------- >Holdown: END POST FORCE= 12,854 Lbs .---------------->End post: 4ç CINEMA AIR OFFICE BLDG. PAGE _OF___ SHEAR WALL 5 ( Wall length '62 2.,__,5~ Ft. Wall heigth 13.00 Ft. Total force in wall line (Pounds) 28350.00 -------------------------------- ----- - --------= 821.7 Lbs./Ft. Total wall length in line (Feet) 34.50 Force= 13,559 Lbs. SHEAR= 821.74 Lbs./Ft. Shear= 13,559 Lbs. Distributed D.L.= 212.0 Lbs./Ft. WALL SHTG. TYPE: Left Hdr. D.L.= 0.0 Lbs. Right Hdr. D.L.= 0 Lbs. Inter. Conc. D.L. 10682. Applied at 8.25 Ft. from left end Inter. Conc. D.L.= 0.0 4pOied at 0.00 Ft. fromleft end Pdl=17,195 Lbs. OR OVERTURNING MOt.= 176.26 Kips-Ft. Pshtg.=822x13 1 =10,682 Lbs. RESISTING MOMENT= 116.99 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 3,593 Lbs------------------ >Holdown:_ff END POST FORCE= 10,683 Lbs----------------- >End post: 4, RESISTING MOMENT= 116.99 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE 3,593 Lbs----------------- >Holdown:__1W END POST FORCE= 10,683 Lbs----------------- >End post: 4?(, SHEAW WALL 6 Wall length 9.00 Ft. Wall heigth 13.00 Ft. Total force in wail line (Pounds) 28350.00 ----------------------------------------------= 821.7 Lbs./Ft. Total wall length in line (Feet) 34.50 Force= 7,396 Lbs. SHEAR= 821.74 Lbs./Ft. Shear= 7,396 Lbs. Distributed D.L.= 212.0 Lbs./Ft. WALL .SHTG. TYPE: Left Hdr. D .L .= 0.0 Lbs. Right Hdr. D.L.= 0.0 Lbs. Inter. Conc. D.L.= 0.0 Applied at 0.00 Ft. from left end Inter. Conc. D.L.= 0.0 Applied at 0.00 Ft. from left end OVERTURNING MOM.= 96.14 Kips-Ft. ( RESISTING MOMENT= 8.59 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 9,729 Lbs----------------- >Holdown: END POST FORCE= 10,683 Lbs------------------ >End post: HV' RESISTING MOMENT= 8.59 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 9,729 Lbs----------------- >Holdown: END POST FORCE= 10,683 Lbs----------------- >End post: CINEMA AIR OFFICE BLDG. PAGE_25__OF SHEAR WALL 7 (' Wall length 9.00 Ft. Wall heigth 13.00 Ft. Total force in wall line (Pounds) 28350.00 -------------------------------------= 821.7 Lbs./Ft. Total wall length in line (Feet) 34.50 Force= 7,396 Lbs. SHEAR= 821.74 Lbs./Ft. Shear= 7,396 Lbs. Distributed D.L.= 212.0 Lbs./Ft. WALL SHTG. TYPE: Left Hdr .. D .L .= 10686 .0 Lbs-:-'--- Right Hdr. D.L.= 0.0 Lbs. / Inter. Conc. D.L.= 0.0 Applip at 0.00 Ft. from left end Inter. Conc. D.L.= 0.0 Appl1led at 0.00 Ft. from left end OVERTURNING MOM.= 96.14 Kips-?4.7-.--.JPdl=15,002 Lbs. OR / Pshtg=822x131 =10,686 Lbs. RESISTING MOMENT= 104.76 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: , END POST FORCE= 10,683 Lbs. ---------------->End post: E RESISTING MOMENT= 8.59 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 9,729 Lbs----------------- >Holdown: END POST FORCE= 21,369 Lbs----------------- >End post: SHEAR WALL 8 Wall length 13.00 Ft. Wall heigth .13.00 Ft. Total force in wall line (Pounds) 16000.00 ----------------------------= --------= 188.2 Lbs./Ft. Total wall length in line (Feet) 85.00 Force= 2,447 Lbs. Shear= 2,447 Lbs. Distributed D.L.= 158.0 Lbs./Ft. Left Hdr. D.L.= 0.0 Lbs. Right Hdr. D.L.= 0.0 Lbs. Inter. Conc. D.L.= 0.0 Applied at Inter. Conc. D.L.= 0.0 Applied at SHEAR= 188.24 Lbs./Ft. WALL SHTG. TYPE: A 0.00 Ft. from left end 0.00 Ft. from left end 13.35 1,420 2,447 OVERTURNING MOM.= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= RESISTING MOMENT= UP-LIFT FORCE= END POST FORCE= Kips-Ft. <COUNTER-CLOCKWISE> Lbs----------------- >Holdown: Lbs----------------- >End post: 31.81 Kips-Ft. 13.35 Kips-Ft. <CLOCKWISE> 1,420 Lbs----------------- >Holdown: 2,447 Lbs ----------------- >End post: 2 2x6, CINEMA AIR OFFICE BLDG. SHEAR WALL 9 (... Wall length 27.00 Ft. Wall heigth 13.00 Ft. Total force in wall line (Pounds) 16000.00 Total wall length in line (Feet) 85.00 PAGE2(,OF... - 188.2 Lbs./Ft. Force= 5,082 Lbs. SHEAR= 188.24 Lbs./Ft. Shear= 5,082 Lbs. Distributed D.L.= 158.0 Lbs./Ft. WALL SHTG. TYPE: A Left Hdr. D .L .= 0.0 Lbs. = = = = = = = = = = = = = = = = = = -------- Right Hdr. D.L.= 0.0 Lbs. Inter. Conc. D.L.= 2444.0—App1ied at 9.50 Ft. from left end Inter. Conc. D.L.= 0.0. Appl..ed at 0.00 Ft. from left end OVERTURNING MOM.= 66.07 KipL --4shtg=188x131=2,444 dl=19,682 Lbs. OR Lbs. RESISTING MOMENT= 100.36 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: END POST FORCE= 2,447 Lbs----------------- >End post: RESISTING MOMENT= 80.81 !Ups-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 0 Lbs-------------- 7-->Holdown: END POST FORCE= 2,447 Lbs----------------- >End post: SHEAR WALL 10 Wall length 28.00 Ft. Wail hei.gth 13.00 Ft. Total force in wall line (Pounds) 16000.00 ---------------------------- - --------= 188.2 Lbs./Ft. Total wall length in line (Feet) 85.00 Force= 5,271 Lbs. SHEAR= 188.24 Lbs./Ft. Shear= 5,271 Lbs. Distributed D.L.= 158.0 Lbs./Ft. WALL SHTG. TYPE: Left Hdr. D.L.= 0.0 Lbs. Right Hdr. D.L.= 0.0 Lbs. Inter. Conc. D.L.= 2444.0. Applied at 2.00 Ft. from left end Inter. Conc. D.L.= 2444.0'pplied at 20.50 Ft. from left end OVERTURNING MOM.= 68.52 Kips-Ft. ,Pdl=15,002 Lbs. OR -____. t.Pshtg=188x13.t2,444 Lbs. RESISTING MOMENT= 143.81 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: END POST FORCE= 2,447 Lbs----------------- >End post: RESISTING MOMENT= 116.93 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 0 Lbs----------------- >Holdown: END POST FORCE= 2,447 Lbs----------------- >End post: CINEMA AIR OFFICE BLDG. PAGE_ OF SHEAR WALL 11 ( Wall length 28.00 Ft. Wall heigth 17.00 Ft. Total force in wall line (Pounds) 16000.00 -------------------------------------= --------= 188.2 Lbs./Ft. Total wall length in line (Feet) 85.00 Force= 5,271 Lbs. SHEAR= 188.24 Lbs./Ft. Shear= 5,271 Lbs. Distributed D.L.= 158.0 Lbs./Ft. WALL SHTG. TYPE: Left Hdr. D .L .= 0.0 Lbs. Right Hdr. D.L.= 0.0 Lbs. Inter. Conc. D.L.= 0.0 Applied at 0.00 Ft. from left end Inter. Conc. D.L.= 0.0 Applied at 0.00 Ft. from left end OVERTURNING MOM. 89.60 Kips-Ft. RESISTING MOMENT= 61.94 Kips-Ft. <CLOCKWISE> UP-LIFT FORCE= 988 Lbs----------------- >Holdown: END POST FORCE= 3,200 Lbs----------------- >End post: RESISTING MOMENT= 61.94 Kips-Ft. <COUNTER-CLOCKWISE> UP-LIFT FORCE= 988 Lbs. ---------------->Holdown: END POST FORCE= (.; 3,200 Lbs----------------- >End post: ( PROJECT: CIk)EIJsA M Wo 171 TIME" 7g1' 21o1Wfl v'zj,I EP 7 /1-I C . WALL.: ARCON ENGINEERS C 0 A P 0 R A T I 0 N ME =01PAP )f7 .7I iA 4'14.6 ' OT.A.= za ZVJ = JOB NO. BY: I-4o#jizri'A DATE: PAGE OF N SHEAR MOMENT FEET RIPS KIPS-FT. 0.00 +0.00 +0.00 1.47 +10.53 +4.76 2.94 +8.38 +18.69 4.42 +6.23 +29.44 6.89 +4.08 +37.03 7.36 +1.92 +41.44 0.83 -0.23 10.31 -2.38 +40.77 11.78 -4.23 ' +35.83 33.25 -5.47 +28.61 14.72 -6.09 +20.03 16.19 -6.08 +10.99 17.67 -5.46 +2.42 19.14 -4.22 -4.78 20.61 -2.36 -9.71 22.08 +0.11 • -11.44 23.56 +3.22 -9.07 25.03 +6.92 -1.69 26.50 -0.00 -0.00 26.50 -0.00 +0.00 ED No 'Al,33x.5'" f,J.33x..2O= .271" WALL fOOrlk): TR( 20f' WIDE )( t'€EF •rn:; am- 22.II ot4 NLij1v A. 3i-I tiI: .4 53= 10 5, A= 1.33x p.34=v ;qfl tit= Idr c 22.!!: Ab 1.331c31?ZJ11= .2'' If LiJITXx NUMBER OF INCREMENTS? lB N SHEAR MOMENT FEET NIPS NIPS-FT. 0.00 -0.00 +0.00 2.08 +11.06 +12.17 4.17 +9.06 +33.12 6.25 +7.05 +49.90 8.33 +5.05 +62.50 10.42 +3.04 +70.93 22.50 +1.04 +75.18 24.58 -0.82 ~24 16,67 -2.08 +72.20 18.75 -9.96 +67.11 20.83 -9.96 +46.25 22.92 -9.33 *26.05 25.00 -8.08 +7.80 27.08 -6.20 • -7.18 29.17 -3.69 -17,59 31 2s-0.5 -22.11 33.33 +3.22 -19.43 35.42 +7.62 -8.25 37.50 +0.00 +0.00 U PROJECT: CI kk4 A Ai JOB NO . BY: 0 iAOA)-M-(,4 - / ARCON ENGINEERS ITEM 7JT 4E€ DATE: CORPORATION PAGE OF I .4 CoLoi-4J: x T:r 3O32. 11 or. .5 33E L 13-1 A:4.43 h' 4qr _ _xI A maa = =,S. 22& -r c 11,K q" - . iaa& 'i 8AE 7jr 17q2r -1 - 65. '-?/ \)= 26. 157C) A i'JERT . iYdPECriO&) O,KI C = /&)( 4f•4 Ll&' & 24'4 ?AJb)'I.L.V k/3- 11c/ A A) 7301.76 . L2 TI135' ______ l1Hli ____ -q84'1" e... 200/f4) AE7 i ze_x /A ARCON ENGINEERS ARCHITECTURAL CONSULTING ENGINEERS J08 NO. BY: iL I&L210YA - DATE: PAGE .30 OF - 6.-rio&) .2318 EMBEDDED SHAPES SHEAR CAPACITY CONCRETE: 4000 psi. b Le H Vu SHAPE in. : in. I in. kips --I ---------I I ---------I ---------I I I I W 4 x 13 4.06 : 8.00 0.00 30.12 ,4 4 x 13 4.06 10.00 0.00 37.65 W 4 x 13 4.06 12.00 0.00 45.18 W 5 x 16 5.00 : 8.00 1 0.00 37.09 W 5 x 16 1 5.00 1 10.00 0.00 1 46.36 W 5 x 16 1 5.00 12.00 1 0.00 1 55.64 W 6 x 20 6.02 1 8.00 1 0.00 44.66 W 6 x 20 I 6.02 10.00 : 0.00 55.82 W 6 x 20 6.02 1 12.00 0.00 1 66.99 W 8 x 31 8.00 1 8.00 0.00 59.35 W 8 x 31 : 8.00 1 10.00 1 0.00 I 74.18 W 8 x 31 8.00 1 12.00 : 0.00 89.02 112/10/86 - 17:45:21 31 ( SYSTEMS PROFESSIONAL STRESS - PROGRAM NO. 16.1 REV-310F.F2 **)4( * SYSTEMS PROFESSIONAL PROGRAM NO. 16A.0 REV-208C.F1 * SPSTRESS INPUT GENERATOR 2D OR 3D * * CINEMA AIR - FRAME 1 * * ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION * AND APPLICATION BY A REGISTERED ENGINEER * COPYRIGHT BY SYSTEMS PROFESSIONAL, 1984. STRUCTURE - CINEMA AIR - FRAME 1 TYPE PLANE FRAME $ NUMBER OF JOINTS -5 NUMBER OF MEMBERS 6 $ NUMBER OF LOADINGS B NUMBER OF SUPPORTS 2 $ UNITS KIPS FEET LIST MEMBER PROP IN INCHES LIST LOADING 4 THRU S TABULATE REACTIONS DISPLACEMENTS MEMBERS $ STATS JOINT COORDINATES 1 no, .00 S $ 2 15.50 no S 13.00 $- 4 7.75 1300 5 15.50 13.00 MEMBER INCIDENCES cz ( 4 5$ 5 1 4$ 5 2 4 UNITE KIPS INCHES CONSTANTS E 29000. ALL JOINT RELEASES 1 MOMENT Z $ 2 MEMBER RELEASES 3 START MOMENT Z - 4 END MOMENT Z 5 START MOMENT Z END MOMENT Z $ 6 MEMBER PROP PR IS TABLE W S 15 1 THRU 2 * COLUMNS MEMBER PROP PRIES TABLE W 10 22 3 THRU 4 * BEAMS MEMBER PROP PRIS TABLE DL 4 3 .375 5 TH'RL! 6 * BRACES UNITS KIPS FEET LOADING NO. 1 DEAD LOAD MEMBER LOADS 3 FORCE Y UNIFORM —.336 $ 4 JOINT LOADS - 3 FORCE " 5 FORCE Y —17.20 LOADING NO. 2 LIVE LOAD MEMBER LOADS 3 FORCE Y UNIFORM -.350 $ 4 30 JOINT LOADS 3 FORCE Y -11.14 5 FORCE Y -11.46 LOADING NO. 3 LATERAL LOAD JOINT LOADS 3 FORCE X 19.73 5 FORCE X 21.42 LOADING NO. 4 DEAD+ LIVE COMBINE 1 1.0 2 1.00 LOADING NO. 5 DEAD + LATERAL COMBINE 1 .90 3 1.00 LOADING NO. 6 DEAD - LATERAL COMBINE 1 .90 3 -1.00 LOADING NO. 7 1.25x(DEAD + LIVE + LATERAL) COMBINE 1 1.25 2 1.25 3 1.25 LOADING NO. 8 1.25x(DEAD + LIVE LATERAL) COMBINE 1 1.25 2 1.25 3 -1.25 UNITS KIPS FEET $ TRACE SOLVE PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. I STRUCTURE - CINEMA AIR - FRAME 1 (UNITS IN INCHES AND KIPS) MEMBER PROPERTIES AREAS MOMENTS OF INERTIA CONSTANT MEMBER LENGTH X-AXIS Y-AXIS 2--AXIS X-AXIS Y-AXIS 2-AXIS E 1 156.00 4.4E400 .OE+00 2.9E+01 2.9E+04 2 155.00 4.4E~00 .OE+00 2.9E+01 2.9E+0. 2 93.00 6.5E400 .05+00 - 1.2E+02 2.9E-4.01 4 9,2.206.5E+00 .05400 12E+022.9E+04 5 1S'..:25.0E+00 .OE~00 1.OE-032.9E404 6 161.62 5.0E+00 .OE+00 1.0E-032.0E+0.' 0 STRUCTURE - CINEMA AIR - FRAME 1 (UNITS 1N FEET AND KIPS) O LOADING NO. 4 DEAD + LIVE APPLIED .JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT 7 3 .000 -24.750 .00 4 000 .000 .00 5 .000 -28.550 .00 SEAOTIO N'S ,APPLIED LOADS SL!PPOST JOINTS JOINT FORCE X FORCE Y MOMENT 2 1 2 . 2 2 33 30. 144 .00 2 -2.223 34.054 .00 SUM .000 64.198 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 .0000 -.0027 .0000 4 .0000 -.0005 .0000 5 .0000 -.0031 .0000 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 .0000 .0000 .0000 2 .0000 .0000 .0000 I O STRUCTURE - CINEMA AIR - FRAME 1 (UNITS IN FEET AND KIPS) o LOADING NO. 5 DEAD - LATERAL APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 19.730 -12.249 .00 4 .000 .000 .00 5 21.129 .00 REACTIONS APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT 7 1 -19.500 -19.920 .00 2 -21.561 52.336 .00 SUM -41.150 32.16 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 001 -.0013 0007 4 .0083 - .0002 .0000 5 .0P91 -. 0016 -.0007 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT '(-DISPLACEMENT ROTATION .0000 .0000 -.0007 2 .0000 .0000 -.0007 9 STRUCTURE - CINEMA AIR - FRAME 1 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = (UNITS IN FEET AND KIPS) 0 LOADING NO. 6 DEAD - LATERAL APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 -19.730 -12.249 .00 4 .000 .000 .00 5 -21.420 -.15.480 .00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 21.561 49.105 .00 2 19.589 -16.589 .00 SUM 41.150 32.416 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y-DISPLACEMENT ROTATION 3 -.0091 3 .0007 4 -.0093 -.0002 .0000 5 -.0091 -.0016 .0007 SUPPORT JOINT DISPLACEMENTS JO! NT X-DI SPLACEMENT Y-DJ SPL ACEMENT ROTATION 1 .0000 .0000 .0007 2 .0000 .0000 .0007 0 STRUCTURE - CINEMA AIR - FRAME 1 (UNITS IN FEET tND KIPS) 0 LOADINC NO. 7 1.25x(DEAD ± LI'JE ± LATERAL AP°LIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 2 24.662 -30.937 .00 .000 .000 .00 5 26.775 -25.925 .00 REACTIONS APPLIED LOADS SUPPORT JOINTS JOINT FORCE X r-,RCE Y MOMENT 7 1 -22.940 -5.461 .00 2 -2S.49C 95709 .00 ( SLIM -51..i37 80.247 FREE JOINT DISPLACEMENTS ( JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 .0113 -.0033 -.0009 4 .0103 -.0007 .0000 5 .0114 -.0038 -.0009 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 .0000 .0000 -.0009 2 .0000 .0000 -.0009 1 0 STRUCTURE - CINEMA AIR - FRAME 1 (UNITS IN FEET AND KIPS) 0 LOADING NO. 8 1.25x(DEAD + LIVE - LATERAL) APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 2 -24.662 -30.937 .00 4 .000 .000 .00 5 -26.775 -35.825 .00 ( REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 2e.498 80.821 .00 2 22.940 -.574 .00 SUM 51.437 80.247 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 -.0113 -.0033 .0009 4 -.0103 -.0007 .0000 5 -.0114 -.0038 .0009 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 .0000 .0000 .0009 2 .0000 .0000 .0009 1 C STRUCTURE - CINEMA AIR - FRAME 1 (UNITS IN FEET AND KIPS) - MEMBER FORCES FOR MEMBER 1 - • - Jc _ LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 4 1 26.415 .000 .00 3 -26.415 .000 .00 5 S 1 12.938 .000 .00 3 12.938 .000 .00 6 1 12.938 .000 .00 3 -12.938 .000 .00 7 1 33.018 .000 .00 3 -33.018 .000 .00 8 1. 33.018 .000 .00 - 3 -33.018 .000 .00 MEMBER FORCES FOR MEMBER 2 ------------- LOADING JOINT AXIA E **** SHEAR FORCE MOMENT 4 2 .225 .000 .00 5 30.325 .000 .00 5 2 .9 .000 .00 5 -15.159 .000 .00 6 2 15.159 .000 .00 5 -16.169 .000 .00 7 2 27.906 .000 ' .00 5 -37.905 .000 ' .00 S .2 37.905 ' .000 .00 ( -• . MEMBER FORCES FOR MEMBER 3 JLOx2 LOADING ' JOINT AXIAL FORCE SHEAR FORCE MOM ENT .4 3 .000 1.665 .00 4 .000 . 3.722 -8.00 19.730 689 .00 ' 4 -19.727 • 1.65.4 -3.74 6 2 -19.730 .689 • • .00 4, 19.730 1.654, '-3.74 7 ' 2 24.652 2.081 5 .00 4 -24.662 .4.552 • -10.00 9 3 -24.652 2.081 .00 4 24.552 4.562 • 5 ---10.00 MEM El. ER R'CS FOR MFMDCr-: AJkQ'2 LOADING JOINT AXIAL FORCE SHEAR FOROE MOMENT 4 4 .000 • 3.729 - S 8.00 5 .000 • 1.666 .00 5 • 4 -21.420 1.554 • -'3.74 - S 21.427 .699 . .00 6 4 2 1 4 2r,I 55/ 3 74 a' - • S 5 -21.420 5 5 7 5 . 4 -26.775 4.562 10.00 5 26. 775 2.081 .00 8 4 26.775 4.662 10.00 ( 0 5 -25.775 2.081 Co MEMBER FORCES FOR MEMBER 5 4J1L LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 4 1 4.342 .000 .00 4 -4.342 .000 .00 5 1 -38.255 .000 .00 4. 38.255 .000 .00 5 1 42.105 .000 .00 4 -42.106 .000 .00 7 1 -44.798 .000 .00 4 44.798 .000 .00 8 1 55.553 .000 .00 4 -55.653 .000 .00 MEMBER FORCES FOR MEMBER S 4I13 II LOADING JO1N AXIAL. FORCE SHEAR FORCE MOMENT 2 4.3.42 .000 .00 4 -4.342 .000 .00 5 2 42.106 .000 .00 4 -42.1 05 .000 .00 6 2 -38.255 .000 .00 (0 4 30. 265 .000 .00 7 2 55.653 .000 .00 4 -5 ..F:53 .000 .00 8 2 -44 .790 .000 .00 44.795 .800 .00 SYSTEM PROFESSIONAL STRESS STRUCTL'.R E - CIN EM. ...A.I'R - FRAME I PLANE FRAME 6. MEME?,ERS 5 JOINTS 9 I CA DNGS 68 LINES INP' 291 RECORDS LEED 2.2 MINL'TES RUNTIME 12 / 1 0/85 21g 3q, 14 L = 14 23' PROJECT: CjpjA AiR JOB NO. /A BY: P.4OsJ7r7(A ARCON ENGINEERS ITEM Af1EJ)r DATE: CORPORATION ______________ PAGE OF I. f9AiA€2: CzLL)Mk).: LJ&xj 'F7:-.?'x ~J,6j 1A 2.)2 340q 2t ( Vxl A1LA 11Z24' wi4o. T: p=I i:; GO ____ A 12 3/4ll 4'1d A 11 2/1 0/85-17:42:18 ** SYSTEMS PROFESSIONAL STRESS - PROGRAM NO. 15.1 REV-310F.F2 * ** SYSTEMS PROFESSIONAL PROGRAM NO. 16A.0 REV-209CF1 *** * SPSTRESS INPUT GENERATOR 20 OR 3D * * CINEMA AIR - FRAME 2 * * ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED ENGINEER * COPYRIGHT BY SYSTEMS PROFESSIONAL, 1984. STRUCTURE - CINEMA AIR - FRAME 2 TYPE PLANE FRAME $ NUMBER OF JOINTS S NUMBER OF MEMBERS 7 $ NUMBER OF LOADINGS S NUMBER OF SUPPORTS 2 $ UNITS KIPS FEET LIST LOADING 4 THRU 6 LIST MEMBER PROP IN INCHES TABULATE REACTIONS DISPLACEMENTS MEMBERS $ STATS JOINT COORDINATES 1 .00 .005 $ 2 45.00 .00 S 3 .00 13.25 $ 4 45.00 13.25 5 4.50 13.25 $ 5 40.50 13.25 MEMBER INCIDENCES I I 'I 4 5 4 6 1 5 7 2 5 JOINT RELEASES I MOMENT 7 $ 2 MEMBER RELEASES 3 START MOMENT 7 5 END MOMENT 7 S START MOMENT 7 END MOMENT Z $ 7 UNITS MIPS INCHES CONSTANTS S 2000. ALL ME E MBR PROP PRIS TABLE W 6 15 I THRU 2 COLUMNS MEMBER PROP PRIS TABLE W 18 45 2 Tc!J r'r.c MEMBER PROP PRIS TABLE DL 4 3 .275 S. THR 7 * BRACES UNITS KTPE FEET LOADING NO, 1 DEAD LOAD MEMBER LOADS 3 FORCE Y UNIFORM - 140 $ 4 $ 5 LOADING .NO.- 2 LIVE LOAD MEMBER LOADS 3 FORCE Y UNIFORM —.270 $ L LOADING NO. 2 LATERAL 40 JOINT LOADS 3 FORCE X 7.84 $ 4 LOADING NO. 4 DEAD + LIVE COMBINE 1 1.00 21.00 LOADING NO. 5 DEAD + LATERAL COMBINE 1 0.90 3 1.00 LOADING NO. 6 1.25x(DEAD + LIVE + LATERAL) COMBINE 1 1.25 2 1.25 3 1.25 UNITS KIPS FEET $ TRACE SOLVE PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. STRUCTURE - CINEMA AIR - FRAME 2 (UNITS IN INCHES AND KIPS) MEMBER PROPERTIES AREAS MOMENTS OF INERTIA CONSTANT MEMBER LENGTH X-AXIS Y-AXIS Z-AXIS X-AXIS Y-AXIS Z-AXIS E 1 159.00 4.4E+00 .OE+00 2.9E+01 2.9E±04 2 15.9.00 4.45+00 .05+00 2.9E±01 2.9E+04 3 54.00 1.4E+01 .0E400 7.1EC22.9E-i -C4 4 432.00 1.4E+01 .OE4-00 7.1E+022.9E+04 5 54.00 1.4E-+O1 .0E-00 7.1E+02 2.9E+04 5 157.92 5.OE±00 .05+00 1.OE-032.9E-+04 7 15"925.0E-00 .05+00 1.0E-032.95404 0 STR!CTURE - CINEMA AIR - FRAME 2 1 !N1TS IN FEET AND KIPS) 0 LOADING NO. 4 DEAD + LIVE APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE. X FORCE Y MOMENT Z 5' .000 .000 .00 4 .000 .000 .00 5 .000 .000 .00 5 .000 .000 .00 RE.CT IONS APPL I ED LOADS SUPPORT JO1 NT JOINT FORCE X FORCE Y MOMENT Z 1 E.5E' 2.225 .00 2 -5.588 9.225 .-" .00 SUM . .00.0 18.450 FREE JOINT DISPLACEMENTS 41 JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 .0003 .0007 .0000 4 -.0003 .0007 .0000 5 .0003 -.0019 -.0010 6 -.0003 -.0019 .0010 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 .0000 .0000 .0000 2 .0000 .0000 .0000 I 0 STRUCTURE - CINEMA AIR - FRAME 2 (UNITS IN FEET AND KIPS) 0 LOADING NO. 5 DEAD + LATERAL APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 3 7.840 .000 no 4 7.840 .000 on S .000 .000 .00 6 .000 .000 .00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X F v MOMENT Z 72 2 (I 2 -9.557 .00 SUM -15.579 5.570 F-r FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 3 .0581 ,- -.0017 -.0044 4 .0579 v' .0021 5 .0580 -.0177 -.0028 6 .0579 .0166 -.0022 SUPPORT JOINT DISPLACEMENTS JOINT X--DISPLACEMENT Y-DISPLACEMENT ROTATION 1 .0000 .0000 -.0024 2 .0000 .0000 --.0044 0 STRUCTURE - CINEMA AIR --- FRAME 2 (UNITS IN FEET AND KIPS) 0 LOADING NO. 6 1.25>(DEAD + LIVE - LATERAL) APPLIED JOINT LOADS, FREE JOINTS 4 JOINT FORCE X FORCE Y MOMENT Z 3 9.800 - .000 .00 4 9.800 .000 .00 5 .000 .000 .00 6 .000 .000 .00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 -2.915 5 .00 - 2 -16.784 17.302 .00 SUM -19.599 23.. FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 2 .0729 -.0014 -.0055 4 .0722 .0033 -0054 5 O727 -.0238 -.0043 .0721 fliOl ñfl')r SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION .0000 0000 2 .0000 0000 -.0054 0 STRUCTURE - CiNEMA AIR - FRAME 2 (UNITS IN FEET AND KIPS) MEMBER FORCES FOR MEMBER I i LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 4 1 -7.220 .000 no 7 flC( fl 5 1 15.246 .000 .00 3 -16.25 .000 .00 5 1 1-249 .000 .00 3 -14.040 . coo .00 MEMBER FORCES FOR MEMBER 2 1A) L --------------------- LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 4 2 -7.223 .000 .00 4 7.220 . .000 .00 ( 5 2 -20.598 .000 .00 4 20.682 .000 .00 6 2 52.193 .000 .00 4 6 -52.193 .000 .00 1 SYSTEM PROFESSIONAL STRESS 1 2/1 0/86 STRUCTURE CINEMA AIR - FRAME 2 PLANE FRAME 7 MEMBERS 6 JOINTS 6 LOADINGS 58 LINES INPUT 274 RECORDS USED 20 MINUTES RUNTIME 1 6 2 -32.118 .000 .00 43 4 32.118 .000 .00 MEMBER FORCES FOR MEMBER 3 LOADING JOINT AXIAL FORCE 4 3 .000 5 .000 5 3 7.840 5 -7.840 6 3 9.800 5 -9.800 MEMBER FORCES FOR MEMBER 4 LOADING JOINT AXIAL FORCE 4 5 5.588 6 -5.588 5 5 1.717 6 -1.717 6 5 6.985 S -5.985 SHEAR FORCE MOMENT -7.229 .00 9.073 -36.68 16.246 .00 -15.679 71.83 14.049 .00 -11.743 59.03 SHEAR FORCE MOMENT 7.390 36.68 7.380 -36.68 -2.349 -71.83 6.885 -94.37 3.454 -58.03 14.996 -149.72 MEMBER - FORCES - F OR - MEMBER -- LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 5 .000 9.073 35.68 4 .000 -7.228 .00 5 6 -7.840 21.255 94.37 4 7.840 -20.686 . .00 6 -9.800 2 2 149.72 4 9.800 -32.118 .00 MEMBER FORCES FOR MEMBER 6 LOADING JOINT AXIAL FORCE SHEAR FORCE' MOMENT 4 1 17.375 .000 .00 5 -17.376 .002 .00 5 1 -19.039 .000 .00 5 19.039 .000 .00 5 1 -S.75, .000 .20 5 9.754 .000 .00 MEMBER - FORCES -- FOR MEMBER - - zv LOADING JOINT AXIAL FORCE SHEAR FORCE MOMENT 4 2 17.376 .000 .00 6 . -17.375 .000 .00 5 2 29.718 .000 .00 S -29.716 . .000 .00 HANGAR OFFICE BUILDING DAIflMAD ATDDflDT A SOILS INVESTIGATION ABLE OF CONTENTS SOILS INVESTIGATION Page Instroduction---------------------------------------------1 Field Investigation---------------------------------------1 and 2 Laboratory Tests------------------------------------------2, 3 and 4 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS Discussion of Soil Types----------------------------------5 Conclusions and Recommendations---------------------------5 and 6 Foundation Design-----------------------------------------6 and 7 Lateral Forces--------------------------------------------7 Compacted Fill Ground-------------------------------------7 and 8 Expansive Soil Condition----------------------------------8 and 9 FillSoils------------------------------------------------9 Pavement Design-------------------------------------------10 and 11 Inspection of Construction--------------------------------11 and 12 DRAWING TITLE Drawing Location of Testing Borings and CBR Samples-------__----- 1 Summary Sheets: Boring1 --------------------------------------------- 2 Boring2---------------------------------------------3 Boring3 --------------------------------------------- 4 Boring4---------------------------------------------5 Boring5 --------------------------------------------- 6 Boring5B--------------------------------------------7 Boring.6 ---------------------------------------------- 8 CBRNo.1 ------------------------------------------------ CBRNo.2---------------------------------------------9 CBRNo.3 --------- ----------------------------------- -9 CBRNo.4---------------------------------------------10 CBRNo.5---------------------------------------------10 CBRNo.6 --------- ------------------------------------ 10 CBRNo.7 ---------------------------------------------- 10 Consolidation Curves---------------------------------------11 Boring2---------------------------------------------11 Boring4---------------------------------------------11 0 Boring6----------------------------------------------12 0 00 APPENDICES Unified Soil Classification Chart-------------------------A ., Sampling, Shear Tests, Consolidation Tests and Expansion Tests---------------------------------------------B Cl- flENTON ENGINEERING. INC. BENTON ENGINEERING, INC. APPLIED SOIl. MECHANICS - OUHDATIONs 40 flUFFIN ROAD SAN DIEGO, cAL,roaNIA 92123 PHILIP HENKINO flENON - PRUSIOINT • CIVIL INGIHEIS SOILS INVESTIGATION TILIPHONt (l9J 555.1055 Introduction This is to present the results of a soils investigation conducted at the site of-the proposed hangar, work shops, and office building for Cinema Air at the Palomar Airport, Carlsbad, California... It is understood that the proposed 18,000 square foot office building on the east side of the new high bay single span 40,000 square 'foot steel hangar is to be steel frame construc- tion, two stories in height, with concrete slab floors on grade. The location and configuration of the proposed hangar building and shops on the south side of the hangar is understood to be as indicated on a drawing prepared by Grant Construction 'Company, dated 4-22-86. The purpose of this investigation was to determine the general subsurface conditions of the site and certain physical properties of the soils, so that pertinent soil parameters may be presented for the design of the proposed hangar buildings and adjacent concrete paved apron areas. Field Investigation Six borings, 24 inches in diameter, were -drilled using a truck-mounted rotary bucket-type drill rig at the approximate locations 'shown on the attached Drawing 1, entitled "Location of Test Borings and CBR Samples." Six borings in the proposed building area were drilled to depths of 12.0 feet below the LO IL existing ground surface. Seven pits in the proposed hangar, airplane taxi DO area and apron were excavated by hand to depths of 1.3 to 1.8 feet below the existing ground surface. A continuous log of the soils encountered in the -2- borings and CBR samples was recorded at the time of drilling andisshOwn in detail on Drawings 2 to 10, inclusive, each entitled "SumthayShéét" The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained in the six test borings at intervals of 2.5 to 4 feet in depth in the soils ahead of the drilling. The drop weight used to drive the sampling tube into the soils was the "Kelly" bar of the drill rig, which weighed 1402 pounds. The average drop of the Kelly bar was 12 inches. Disturbed bulk samples were also obtained in Boring 5B for checking on petroleum contamination. Also, large bulk samples were taken in the seven CBR hand pits in the proposed paved areas at depths approximately equal to the proposed subgrade. The general procedures used in field sampling are described under "Sampling" in the attached Appendix B. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density, moisture content, and shearing strength. The results of the tests are presented on Drawings 2 to 6, inclusive, and Drawing 8. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristics of the soils and the results of these tests are presented graphically on Drawings 11 and 12, each entitled "Consolidation Curves." 10 IL 00 The general procedures used for the laboratory tests are described n Appendix B. In order to establish compaction criteria, compaction tests were performed on representative samples of the subgrade soils in the proposed paved areas. DEN1ON ENGINEERING. INC. -3- These were tested in accordance with ASTM D1557-78, which requires 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30-cubic foot mold. The results are presented as follows: Maximum Dry Optimum Boring Bag Depth Density Moisture No. Sample in Feet Soil Description PCF Percent 1 1 1.0-2.0 Silty Clay 105.8 16.4 4 1 1.5-2..5 Silty Fine to 127.0 8.7 Medium Sand 6 1 1.5-2.5 Silty Clay 113.0 13.4 Expansion tests were performed on samples of the upper more clayey. soil types in order to determine their vertical expansion characteristics with change in moisture content. Undisturbed samples were tested in two ways: the samples were allowed to dry in the air for two days, then subjected to a load of 500 pounds per square foot and saturated; or were subjected to a load of. 144 pounds per square foot without loss of field moisture, and saturated. Disturbed samples were remolded according to UBC Standard 29-2 method. The results are as follows: Boring Sample Depth Expansion No. No. in Feet Soil Description Percent Test Method 1 Bag 1 1.0-2.0 Silty Clay 12.54 UBC 29-2 (index125) 1 1 2.5 Silty Clay 3.51 Field Moisture + 144 PSF 1 1 2.5 Silty Clay 6.78 Air Dry + 500 PSF Ln 3 1 2.5 Silty Clay 11.02 Field Moisture + 144 PSF 10 3 1 2.5 Silty Clay 9.03 Air Dry + 500 PSF 00 6 Bag 1 1.5-2.5 Silty Clay 18.02 UBC 29-2 (index=180) It is concluded from the above laboratory expansion tests that the upper Silty clay soils fall in a highly to critical expansive soil category. BENTON ENGINEERING. INC. -4- Direct shear tests were performed on undisturbed samples in order to determine the mimimum angle of internal friction and apparent cohesion of the soils. All samples were saturated and drained before testing. The results of these tests are as follows: Angle of Normal Maximum Shear Internal Friction Apparent Load KSF Load KSF Degrees Cohesion PSF Boring 4 0.5 2.93 4 2090 Sample 2 1.0 2.17 Depth 5.0' 2.0 2.23 Boring .5 0.5 1.33 3 1300 Sample 2 .1.0 1.85 Depth 5.0' 2.0 1.42 California Bearing Ratio tests were performed on samples representative of the subgrade soils in the proposed paved areas. The CBR tests were performed in accordance with ASTM D_1883*and the test results are presented as follows: Molded Initial Loads in Percent Percent Bag Dry Moisture Pene- Pounds on -CBR Expansion Moisture CBR Sample Depth Density Content tration 3 sq. in. % of During After No. No. in Feet PCF % dry wt Inch Plunger Std. Soaking Penetrati 3 1 0.3-1.3 121.1 14.5 0.1 126 4.2 4.16 28.0 0.2 205 4.6 0.3 261 4.6 0.4. 340 4.9 0.5 421 5.4 . . 5 1 . 0.5-1.5 115.6. 17.0 0.1 43 1.4 9.17 36.5 0.2 65 1.4 0.3 97 1.7 0.4 120 1.7 0.5 135 1.7 6 1 0.8-1.8 122.3 13.5 0.1 63 2.1 6.56 29.6 0.2 111 2.5 0.3 150 2.6 0.4 198 2.9 00 0.5 245 3.1 The above CBR values correspond to a "K" value of 70 to 130 pci for th-is * type soil, according to Seelêy and the DM -5 Navy Design Manual. * As modified per City of San Diego standards. BENTON ENGINEERING. INC. -5- El DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS Discussion of Soil Types Asphaltic concrete and silty sand fill soils were encountered to approx- imately 0.5 foot in Borings 1, 2, 3, 5 and 5B. ,A medium compact silty clay fill was encountered to 1.5 feet in Boring 4 and was underlain by a medium compact silty sand to 2.5 feet. A medium compact silty clay fill was encountered to a depth of 2.4 feet in Boring 6. The underlying natural soils encountered in this investigation consisted of very firm silty clay at Borings 1, 2, 3, 4, 5 and 5B and clayey sand at Boring 6. These very firm soils and sandy clay were encountered in various layers to the depths of exploration. Detailed descriptions of the soils encountered are shown on Drawings 2 to 8, inclusive.. The classification of the CBR samples, Nos. 1 to 7, inclusive, are shown on Drawings 9 and 10. At the time of excavation, on July 3 and 7, 1986, no free ground water was encountered in any of the borings. Conclusions and Recommendations The following conclusions and recommendations are professional opinions that are based upon site materials observed in the above field investigation, laboratory test results, and engineering analysis and calculations. These opinions have been derived in accordance with current standards of practice. No warranty is expressed or implied. The upper fill soils to depths of 0.5, 0.5, 0.5,2.5, 0.7 and 2.4 feet, In ( , respectively, in Borings 1, 2, 3, 4, 5 and 6 were pläcéd withoutádéquäté 00 preparation of underlying natural soils or compaction. These soils are not 0 4-) adequate for support of building foundations and the building foundations U ., should be deepened at least one foot below the filled ground. 0 M ENTON ENGINEERING. INC. -6- The areas where filled ground exists below the proposed concrete floor of the hangar, such as found to 2.5 feet in Boring 4, where the percent compaction is 88 percent,-it is recommended that this filled ground be removed and be replaced in six-inch layers uniformly compacted to at least 90 percent of maximum dry density to within one foot below the concrete slab that is to support the maximum aircraft wheel loads of 35,500 pounds and that the upper one foot be uniformly compacted to at least' 95 percent of maximum dry density based on the ASTM D1557-78 method. Likewise, in the proposed concrete apron areas, it is recommended that the fiiillled ground less than 90 percent of maximum dry density be removed and be replaced as compacted filled ground as described above. Foundation Design Adequate support for the building foundations may be provided by continuous and square spread footings. Continuous footings that are a minimum of 1.0 foot- wide and are placed a minimum of 1.0 foot into undisturbed natural soil and placed at least 2 feet below the lowest adjacent subgrade elevation may be designed for an allowable maximum bearing value of 4000 pounds per square foot. For square footings 3.0 feet or wider for the building and hangar and founded as recommended above, the maximum allowable bearing value may be increased to 6000 pounds per square foot. These bearing values are for dead and live loads and may be increased one-third for combined dead, live, wind and seismic loads. Floor slabs inside the buildings may be supported by compacted fill ground or existing onsite natural soils provided at least 4 inches of 3/4--to 1 inch gravel is placed below the concrete slab, then a moisture vapor barrier then 2 inches of sand.* Paved areas for airplanes or automobiles should be placed on compacted filiground as presented in the section titled "Pavement Design." This section is found on Page 10. * This design is to minimize the adverse effects of the expansive silty clay as further described on Page 8 under "Expansive Soil Condition." BEN1ON ENGINEERING. INC. -7- The settlement of a continuous footing that is 2.0 feet wide and subjected to the above maximum vertical load for continuous footings is estimated to be on the order of 1/4 inch. The settlementof a square or round footing that is 4.0 feet wide and subjected to a vertical load of 6000 pounds per square foot is estimated to be on the order of 1/2 inch. Lateral Forces Resistance to lateral forces may be provided by passive resistance only. Passive resistance is provided against footings that are cast directly against undisturbed natural soil. Passive resistance may be calculated as 1000 pounds per square foot 1.0 foot below the proposed finished ground surface, increasing at the rate of 50 pounds per square foot per foot of depth in the firm underlying undisturbed natural soil. The above values are for combined dead, live, wind and seismic loads. I Compacted Fill Ground References made in this report to compacted filiground refer to soil that is selected, placed, compacted, and inspected as described in this section. Compacted fillground is composed of select imported sand, silty sand, and clayey sand soils that are free of trash, debris, vegetation, and other deleterious materials. All loose or medium compact fill soils less than 90 percent of maximum dry density beneath the hangar and concrete apron areas should be removed to the undisturbed natural underlying soil and then the exposed surface should be scarified to a depth of 6 inches and moistened or LO dried as necessary to achieve optimum moisture content, and compacted to at 00 least 90 percent ofmaximum dry density as determined by ASTM D1557-78, 0 modified to 25 blows of a 10-pound rammer falling from a height of 18 inches ., on each of 5 layers in a 4-inch diameter 1/30 dubic foot mold. All compaction shall be done under continuous engineering inspection, with reliable field BENTOP1 ENGINEERING. INC. density tests taken at intervals not to exceed] foot vertically and 100 feet horizontally. All field density te.sts shall verify that the soil is compacted to a minimum of 90 percent of maximum dry density except that the upper one foot of subgrade below concrete pavement that is to support aircraft wheel loads should be compacted to at least 95 percent of maximum dry density. The maximum vertical thickness of each compacted lift shall be 6 inches after compaction. Expansive Soil Condition In order to reduce the effects of expansive soil, it is recommended that all expansive clay type soils be removed to a minimum depth of 4 inches below proposed finished grade under the entire building area. The expansive clay- type soils should be disposed of off site or placed in landscape areas. In order to reduce the adverse effects of expansive soil, the following is recommended for office building foundations and the office building concrete slabs on grade: In the building area, use continuous footings throughout, and place these at a minimum depth of 2.0 feet below ,the lowest adjacent exterior finished grade. Reinforce and interconnect continuously with reinforcement all interior and exterior footings with top and bottom reinforcement so that these may span up to 10.0 feet unsupported. Reinforce all concrete slabs .with No. 3 reinforcing rods at a spacing of 18 inches on center both ways. Slabs with higher floor loadings or concentrated loads require additional reinforcement. Provide a minimum of 4 inches of gravel or crushed rock 3/4 to 1 inch in diameter, overlain by a moisture vapor barrier, BENTON ENGINEERING. INC. -9- overlain by a minimum of 2 inches of sand. ( 5) If interior "floating" slabs are used, separate slabs from perimeter footings by a 1/2-inch thickness of construction felt or equivalent, to allow independent movement of slabs relative to perimeter footings. Assure complete separation by extending the construction felt over the full thickness of the edge of the slab. Cut off door stops at least one inch above the floating slab. 6.) Provide structural separation between the hangar, offices and work shops to allow for differential movement. For both the hangar and the office building, it is recommended that. positive drainage be provided away from all perimeter footings by providing a sealed impervious paving on a sloping ground surface that drains away from all foundations for a horizontal distance of at least 15 feet and by providing adequate drainage away from the site. Do not place planters within 30 feet of -the building. Fill cnilc The select import sand, silty sand, and clayey sand soils should be tested to conform to the following physical properties: Gradation: 100% passing No. 4 sieve Not more than 30% passing No. 200 sieve Liquid Limit: Not more than 30 Plasticity. Index: Not more than 10 Angle of Internal Friction: Not less than 30 degrees Apparent Cohesion: Not less than 100 pounds per square foot Expansion: Not more than 2.00% LO Maximum Dry Density: Not less than 120 pounds per cubic foot IL CBR . Not less than 10 when compacted to 95% of IL maximum dry den-sity 00 Notes: The Angle of Internal Friction and Apparent Cohesion above are determined in direct-shear tests of samples remolded to 90% of maximum dry density and saturated and drained before testing. The Expansion is determined by remolding a sample of the soil to 92% of maximum dry density at optimum moisture, then air-dried for two days, CL then subjecting the sample to a vertical load of 500 pounds per square foot and saturating it. Soils to be used under building areas do not need to have the above CBR property. BENTON ENGINEERING. INC. - 10 - Pavement Design For asphaltic concrete paving (Ac) on site, it is assumed that the design wheel load is 6000 pounds for parking and traffic areas. For. Portland cement concrete apron paving (PCC), it is assumed that a maximum single wheel load is 35,500 pounds, or one-half of the total 71,000 maximum plane load,and that .the flexural strength of concrete 28 days after pouring is 650 pounds per square inch. The design procedure is that described in a manual published by the Portland Cement Association, dated 1955. The recommended pavement sections are as follows: Automobile Areas Airplane Alternative 1 Alternative 2 Areas Paving 3.0 AC 3.0 AC 8.0" PCC * Base Course Materials 6.0" 14.0" - (Caltrans Class II aggregate base gradation with a minimum CBR of 80 at 95 percent of maximum dry density) Imported soils having a minimum CBR 8.0" - - of 10 compacted to at least 95 percent of maximum .dry density. Onsite soils scarified, brought to 6.0" 6.0" 12.0" optimum moisture, and recompacted to at least 95 percent of maximun dry density. * The Portland cement concrete shall have a 28-day psi. During construction, the proposed paving areas should be uniformly excavated to a depth equal to the combined total thickness of Lines (a), (b) LO IL and (c) shown above plus an additional 6 inches in the Portland cement concrete IL co apron areas. The exposed surface should then be scarified toa depth of 6 inches, moistened or dried as necessary to an optimum moisture content and uniformly compacted to at least 95 percent of maximum dry density as determined by ENTON ENGINEERING. INC. ASTM D1557-78, modified to 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30 cubic foot mold. All compaction shall be done under continuous engineering inspection, with reliable field density tests taken at intervals not to exceed 100 feet horizontally. All field density tests shall verify that the upper 6 inches of soil is compacted to at least 95 percent of maximum dry density. In the (PCC) concrete apron areas, the next 6 inches of fill should be replaced and should be uniformly compacted to at least 95 percent of maximum dry density. The maximum vertical thickness of lifts shall be 6 inches after compaction. Next, the imported soils, having a CBR of at least 10, shall be placed as described above and each layer shall be uniformly compacted to at least 95 percent of maximum dry density. The base course shall then be placed at optimum moisture content and shall be uniformly compacted to at least 95 percent of maximum dry density as described above, prior to place- ment and compaction of the paving. Inspection of Construction During excavation of foundations, the exposed field conditions encountered may differ from those encountered in the limited locations explored and sampled in. this investigation. It is extremely important to anticipate that the actual • conditions and soil types encountered in the course of construction may differ from those encountered and reported in this investigation. The result may be that local modifications of the foundation design will be necessary, based on field conditions encountered. It is therefore necessary that all footing co excavations be inspected before a placement of steel reinforcement to verify 0 that soil types encountered are similar to those described in this investigation, U ., and to verify that footings are placed to adequate depths in suitable bearing 0 I.. BENTON ENGINEERING. INC. - 12 - soils that are described, in this report. It is also important to maintain the inpiace field moisture conditions at 22.4% moisture or greater in all of the upper silty clay soils and to not allow these to dry and cause shrinkage cracks in the supporting soils prior to pouring the concrete. If drying conditions exist at the time of construction, it will be necessary to provide water via sprinkler systems or some suitable method for the time the expansive silty clays are exposed. The contractor should be cautioned that final decisions regarding foundation depth may be made at the time of construction, with inspection and approval for foundation placement to be made at that time, as directed by the owner. Respectfully submitted, BENTON ENGINEERING, INC. By COkt ~'&&TPO _____________ Paul F. Benton VVAIJ Reviewed PtiilijflT. BenlIn, Civil Engineer RCE No. 10332 - Distribution: (4) Grant Construction Company, Inc. Attention: Allen R. Grant P F B/P I-lB/v rh OENTON ENGINEERING. INC. MAIN TAXI WAY 197 CONCRETE APPROACH -t. I' SCALE: 3": 60' 5B Id CONCRETE APRON z -' a. 0 aj 1w ca I$ DOOR Ii. 5 100 _:: ______ ¶ L0 0 - 1 2' STORY __4 4 —Lu U 1/ OFFICE to 0 'Ii —1,.. ,- HANGAR . . - —14 4 __J x 6 1° 0 S6 I Ia. a.. I 44 U)U) 1w W CONCRETE I APRON I2? sz z . III, I I .1 JIHI.H1IHJI LOCATION OF TEST BORINGS AND CBR SAMPLES PALOMAR AIRPORT SAN DIEGO COUNTY, CALIF. . 1IOe6 . O.SAENZ PROJECT NO. RAWINO NO. 86 - 6 - 5A I BENTON ENGINEERING, INC. I 1 I- z 0 -S 0 SUMMARY SHEET X O BORING NO. 1 wzo o i.->• . w . uj-O o, 03 we xø 03Z W 30- 50 Q0 00 U. 0 0 A W. CX 0 ASPHALTIC CONCR Brown, Moist, Compacted SILTY 1• - ed Granite Base TO FINEMDIur.1 2: cs SAND 7.0 2.4 99.3 1.13 Light : Very Firr. y, Moist, 3 to Light Olive 4 . ° 7.0 0.8 91.2 2.03 : - 241 SILTY CLAY 7 — II 8_ f/L) 9.8 8.4 95.0 2.29 - 9— (tiJ .fI 11 12 0 3.4 8.5 96.1 3.67 Indicates undisturbed drive sample - 0 Indicates sample not recovered - j Indicates loose bulk sample PROJECT NO. 86-6-5A I BENTON ENGINEERING, INC. DRAWING NO. BENTON ENGINEERING. INC. Fill co • itci 1111111!iI 1641 00 Iift1ft11111!iii!iiitti Ln DEPTH/FEET ________ • 0 SAMPLE NUMBER SOIL -4 CLASSIFICATION z 0 SYMBOL m ca DRIVE ENERGY • m FT. KIPS/FT. 01 FIELD - N.) Co . — MOISTURE S DRY WI. N) rQ • DRY DENSITY 00 LOS/CU. FT. 01 — N) N) N) SHEAR - 0 Z RESISTANCE 01 • — KIPS/S FT. O. z 0 - Mo - SUMMARY SHEET IL Xt BORING No. 3 UI... - - . -• SPHALTIC CONCRi J1 drown, Slightly Moist, SILTY Compacted 4" Decomposed FINE TO MEDIUM - Granite Base SAND 2 © Light Gray and Light Olive, hoist, Very Firm 7.0 6.2 99.3 3.19 4,- 5 11.2 181.9. 93.4 3.10 6 SILTY CLAY 8 8.4 31.5 92.2 2.23 10 11 çifrfl' 12.. 9.8 1 28.3 194.9 .22 PROJECT NO. DRAWING NO. 86-6-5A 'BENTON ENGINEERING, INC. . 4 £1 w 4 z U- p. to -'ua SUMMARY SHEET . lI • r a - x --. ORINQ No. 4 &. -p.)• v,c W:) cc? 411 ASPHALTIC CONCR 411Brown, Moist, Compacted SILTY 1 - Decomposed Granite Base 2" FINE TO MEDIUM F 2 1 r•1 ____________________________________ SAND 114i 1.4 60 15.3 112.210. ?j7 Gray Brown, Moist, Medium SILTY - Compact CLAY 3 Dark Brown, Very Moist, SILTY - 4 Medium Compact FINE TO MEDIUM SAND 7.0 23.7 101.4 1.79 Light Gray and Light Olive, Moist, Very Firm SILTY 6 : CLAY Light Gray and Brown, Moist Very Firm 7 - - 8 - CLAYEY 15.4 16.0 11.4 3.02 FINE - SAND 9 - - 8.4 17.2 107. 10 — ° Olive, 3.32 KV- Light GçaYtLight Moist, ery Firm FINE SANDY CLAY PROJECT NO. DRAWING NO. 86-6-5A BENTON ENGINEERING, INC. 5 ( SUMMARY SHEET SORINONO. 5 _!._:. . '.'' : " 0 NE SPHALTICC0NCR. - Brown, Moist, Compacted, SILTY 1.1 Decomposed Gianite Base FINETO MEDIUM SAND 'Light Gray to Light Olive, - 0 5.6 29.3 92.6 2.12 3 ' Moist, Very Firm 4 ' SILTY CLAY GD ' 7.0 25.3 98.1 1.22 6 Light Gray, Moist, •Very Firm 7 - 8 - '..L' ;. 15.4 15.1 114. 2.90 - , CLAYEY Brown, Moist, and Few Shells - and Thin Cemented Lenses and ' FINE 10 Few Lenses Silky Clay SAND - ' 12.. ç ' 9.8 21.3 lO3. 2.71 PROJECT NO. ORAWINO NO. 86-6-5A ' BENTON ENGINEERING. INC. 6 (-J w 4 z • • SUMMARY SHEET ,. SORINQPIO.58 S 40 ti Iz U ___ a 4U ASPHALTIC CONCL1 Brown, Slightly Moist, PP1 1 - Compacted 3½ Decomposed SILTY - L4iVJ Granite Base FIRM TO MEDIUM 2-. . . SAND : Light Olive and Light Gray, 3 1101 t, Very Firm SILTY CLAY ,l- Brown, Moist, Very Firm, Lean CLAYEY - I,I FINE SAND 7 - Few Shells 8 Light Olive to Light Gray, Moist, Very Firm, Little 9 J Yj4f Fine Sand in Clay S S SILTY 10- CLAY l4VI Note: Bag samples were taken where indicated in this boring and saved for testing of total recoverable petroleum hydrocarbons (TRPH). S PROJECT NO. S S DRAWING NO. 86-6-5A BENTON ENGINEERING INC. 7 BENTON ENGINEERING. INC. IL S SUMMARY SHEET UIuj IL bOINO No. 6 S IL lot - Light Gray and Light Olive Mixed, Moist, Medium Compact SILTY - 1 CLAY 2- tttl 9.1 25.7 97.1 0.90 - - Light Brown and Light Gray, 3 - Mo i St. Very Firm, Lean and - With Lenses of Marginal 4— Silty Fine Sand - 5 @ 15.4 15.9 110.02.32 - - - U - - / CLAYEY FINE - (J SAND 9.8 18.8 107.6 3.81 p - - - - 10 - - 11 S 12 X 9.8 13.7 ,111.1 3.55 PROJECT NO. DRAWING NO. 86-6-5A BENTON ENGINEERING INC. S -• 8 • W SUMMARY SHEET 3 5d O w 02 Q3Z 00) CBR No 1 • U.60 10 0;;ø W IL o 0 - Brown and Light Gray, Dry ] Loose CLAYEY FINE SAND - I MIXED WITH 40% Moist, Compact SILTY CLAY Stop at 15" CBR No.2 ight'Gray, Dry, Loose 11 1 Firm to Very Firm' SILTY CLAY • Stop at 15" CRP Nn 1 l 211 ISPHALTIC C0C 1rJntIrBrown, Moist, Compacted SILTY 1 1 'Decotnposed Granite 1" Base -INE TO MEDIUM I SAND I 'Light Gray and Light Olive, Moist, Medium Compact SILTY CLAY Stop at 18" PROJECT NO. 86-6-5A DENTON ENGINEERING. INC. DRAWING NO. BENTON ENGINEERING. INC. W z 0 F ii U- 1W 2 SUMM— SHEET co ARY .tu . . W U .cz -M co °on W. w w- • 0 0 CBR No. 4 W We cc U.00 0 be - - U 2" SPHALTIC CONCR PA Brown, Moist, Compacted SILTY Decomposed Granite 3 "base FINE TO MEDIUM SAND Light Gray and Light Olive, IMoist, Very Firm SILTY CLAY Stop at 18" CBRNo.5 Brown, Moist, Compacted,2" j-[ ecomposed Granite Base ST FINE TO EDIUM SAND SILTY CLAY Stop atl8" •, CBR_No.6 SPHALTICCONCR.j 1_FF't1 2" Brown, Moist, Compacted, SILTY J4Ml_ 1/1'1 01 7" Decomposed Granite Base FINE TO MEDIUM , SAND Light Gray, tloist, •Very Firm 1:1 SILTYCLAY ._..... Stop at 21" S CBR _No.7 I- I Brown, Dry, 1Vi4iYl Light Gray Uith Brown Streak SILT I_I_I 1I_''l1Moist,t-lediuci Firm SILTY CLAY - Irirm_to Very Firm ? at 15" :. Stop PROJECT NO. BENTON ENGINEERING, INC. DflAWINU NO. 10 86-6-SA BENTON ENGINEERING. INC. CONSOLIDATION CURVES 'LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 0.6 0.8 I 2 4 6 8 10 16 1 J.ji IT'll ETITITIR Ti Ti I ITi uN ;lfl 1111 111-1 i-'r"T"rrrvrr IF! ITITTi fTlillTh Till fill TI! Boring: 2 0 •" ____ Sample]. - r' •Depth: 2.5' • . Ell . ' 4 ... . 2 ----------__ __ --- CL i!t 7 ring: 4 ---- ample '. 2, ---.---'-----i—-- , uwj '' - - L ----------iL..------- L 0 0, S ,• • ____ ' -S - ______ ___ ____ -S.--- S... • ' ' S , .5 5 S" •• ' ' S , S - i--— - ' 45 ' 0 INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE - "40 INDICATES PERCENT CONSOLIDATION AFTER SATURATION PROJECT NO. , ' • S DRAWING ' NO. 86-6-5D .' -. BENTON ENGINEERING INC. . ' 1 .ii - ••;: I . CONSOLIDATIQN CURVES LOAD IN KIPS PER SQUARE roor 0.2 .0.4 0.6 0.8 I 2 4 0 ( 1 2 3 4 5 I k 1110 0-2 cn 6 8 tO 16 1IiI'IIi"! 11,01 I Depth: U MEN 11111 111111___ PROJECT P40. 86-6-5A o INDICAtES PER CONSOLIDATION AT FIELD MOITURE INDICATES PERCENT CONSOLIDATION AFTER SATURATION BENTON ENGINEERING . INC. 1 DRAWING No. 12 Unified Soil Classification Field ldlthcat.oa Proccures (Excluding particles Larger than 3 In. and basing fractions on Group Symbols Typical Names information Required for Laboratory Clastilication estimated weights) Describing Soils Cntena o Wide range in grain slec and substantial Well graded gravels, gravel- C - Greater than 4 a 0 amounts of aU Intermediate particle aw sand mixtures, little or no ,• - 2f sizes lines Give typical name: Indicate ap. ' c efi C lictacen I and 3 C - 010 x 0 a 3 U .h= U proximate percentages of sand and gravel; maximum size: angulanty, surface Condition. .c-,2 - - . - Predomlisantlyoae size ora range of' laes GP Poorly graded gravels, gravel. Not meesitsgaugradationrequircnsenu for GW with some I ed ci l,iix sixes miucag sand mixtures, little or no fines and hardness of the coarse E - 'a - grains: local or geologic name ES 2 2 Nonplxauc lines ((or Identification pro- - GM Silty gravels, poorly graded Atterberl limits below Above 'A' line n - . E - and other pertinent descriptive a - - -.! a a - - .9Z siC ' endures ice ML below) gravel-sand.silt nuaturea Information;and symbols in parentheses e , ,!i.,i • A line. or £1 less than 4 with Pt between 4 and 7 are Cub b, .2 - borderline cases '2 Pllssna((oridesstiflcationprocedurra, GC Clayey gravels, poorly graded For undisturbed lion on stratification, degree of a =5,(ji 5' - Atterbera limits above A tine. ,th requiring use of —o . one CL below) gs'avel.sand.clay mixtures - ComoaCtncu. cementation . 2 t3 -. greaterthan dual symbols moisture conditions and a a a Is - - 2 , Wide rants In grain sizes and substantial Well graded sands, gravelly drainage characteristics 13t3ni I c c' Grcaterthais6 C c - E amounts of all insormedsaic particle sIzes SW sands, little or no ma Example: a 5 a (0IO) Between I and 3 ____ LI s 511ty:oad. gravelly: about :o - 'i - • E CC - a a is D• x D5 Predominantly on. Line or a range of alma - Sp Poorly graded sands, gravelly Little 6nca Not esneting all gradation requirements for SW . a p a a ' S - hard. anmatar gravel particles f-in, maximum size: rounded subangular sand and grains '2 a C &" = .5 with some intermediate sizes missing sands. or no c coarse to line. about IS . non. plastic lines with low dry strength: wellcompactedand 5 ii - : 0 j ! Nonplisilc finca (for identification pro. SM Silt, sands, poorly graded sand. Atterberg limits below "A"linco,Pllesatnan Above * line with Pt bciwecn a ' .5 cedarsa. ace ML below) sill mixtures moist in place: alluvial sand: a S .iis 5 4 and 7 are S. sho 2 - a vim borderline cases Atterberi limits below a . a o. Plastic fines (far identllicai,oa procedures. Clay"sandi, poorly graded uinng use of 'A flU ma CL below) SC sand-clay mixtures "A" line with '' greater titan 7 dual symbols - , Identification Procedures on Fraction Smaller lain No. 40 Sieve Size Dry Strength 011atancy Toughness a a C 60 vi (crushing (reaction (consistency Co."., sash it toad liasid knit - a ehkrscte,. miles) to shaking) near plastic C so inorganic silts and very One X Givetypicalnamc: indicatedegrecC : Itagians aoL a,, mite sousa -So None to Quick to None ML sands, rock flour, silty or and character of plasticity, '0 40 C Slight stow Clever line sands with slight amount and maximum size of - - :.ca0051a1nen0mai - C Z T, plasticity coarse grains: colour in wet if local '°30 Medium None Inorganic clays of low to condition, odour any, or '2C u - a '- C S - .5 to high to Medium CL I medium plaSticity, gravelly geologic name, and other perti. E very slow • Clan, sandy clays, silty clayS, lean Clays nent descriptive information. 20 a and symbol in parentheses Mx . Slight to medium Slow Slight 01. claySofowplasticity Organic sills and organic silt. For undisturbed soils add infor. ' 10 nsation on structure. strstitica. 5..- c - C a Slight to Slow to Slight to - MIt Inorganic silts. micaccous or diatomaceous fine sandy or tion. consistency in undisturbed states. and remoulded moisture C 'C .E medium none S medium silly soils. elastic Silts and drainage conditions 0 10 20 30 4-0 50 60 70 80 90 100 S Uquid limit High to Inorganic clays of high plas. a very high None 111gb licit,. fat clan-s - Example: Clove, brow-n: silt, slightly Plasticity chart Medium to None to Slight to - Off Organic clays 01 medium to high - small of plastic: percentage high veryslo, medium plasticitY One sand: numerous vertical root holes: firm and dry in place: less: (ML) for laboratory classification of fine grained soils Highly Organic Soils Readily Identified by colour, odour, spongy feel and frequently by fibrous - PS Peat and other highly organic soils texture ' ao.,.ium,, ctnssijtrorioiu. Soils possessing Characteristics of two groups are designated by combinations of group symbols. For example CW-GC, well graded gravel-sand mixture with eta, binder. b All sieve sties on this chart are U.S. standard. Field ldm,ifientloa Procedure for Fine G,oaaed Soils or Fractions These procedures are to be performed on the minus No. 40 sieve size particles, approximately in. For field classification purposes, screening is not intended, simply remove by hand the coarse particles that interfere with the tests, DUa,o.iscv (Reaction to shaking): Dry Strength (Crushing characteristics): toughnexi (Consistency near plastic limit): After removing particles larger than No. 40 aless si= prepare a pat of After removing particles larger than No. 40 sieve size, mould a pat of soil Alter removing particles larger than the No. 40 sieve size, a specimen of moist soil with a volume of about one-half cubic inch. Add enough to the consistency of putty, adding water if necessary. Allow, the pit to soil about one-hail inch Cube in size, is moulded to the consistency of water if necessary to mace the soil soft but not sticky, dry completely by oven. sun or air drying, and then test its strength by putt,. It too dry, water must be added and if sticky, the specimen Place the pat in the open palm 0(0050 hand and shake horizontally, striking breaking and crumbling between the fingers. This strength is a measure 5h0u1d be spread out in a thin lever and allowed to lose some moisture vigorously against the other band several times. A positive reaction of the character and quantity of the colloidal fraction contained In the by evaporation. Then site specimen is roiled out by hand on a smooth consists of the appearance of water on the surface of the pat which soil. The dry strength increases with increasing plasticity, surface or between the palms into a thread about one-eight inch in Changes tO a livery consistency and becomes glossy. When the sampls High dry strength is characteristic for clays of the CH group. A typical diameter. The thread is then folded and re-rolled repeatedly. During Is squeezed between the fi.ngem the water arid gloss disappear from the inorganic silt possesses only very slight dry strength. Silty fine sands this manipulation the moisture contest is gradually reduced and the surface, the pat stifferig and finally it cracks or crumbles. The rapidity and silts have about the same slight dry strength, but can be distinguished specimen stiffens, finally loses its plasticity, and crumbles when the of appearance of water during shaking and of its disappearance during by the foci when powdering the dried Specimen. Fine sand feels gritty plastic Limit is reached, Squeezing assist in identifying the character of the 6ea in a and. whereas a typical silt has the smooth feel of flour. After the thread crumbles, the pieces should be lumped totcther and a Very fine cacan sands give the quickest and most distinct reaction whereas slight kneading action Continued until the lump crumbles, a plastic clay has no reaction. Inorganic silts, such as a typical goct The tougher the thread near the plastic limit and the stiffer the lump when flour, show a moderately quick maclion, it finally crumbles, the more potent is the colloidal clay fraction in the soil. Weakness of the thread at the plastic limit and quick lots of coherence of the lump below the plastic limit indicate either inorganic clay of low plasticity, or materials such as a.aolin-type clays and organic clays which occur below the A-tine. Highly organic clays have a very weak and spongy red at the plastic UntiL 129 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO. CALIFORNIA 92123 APPENDIX B PHILIP HENKING SENTON PRESIDENT . cuvll IENGINIEIER TCLEPHONE (19 565.1985 Sampling The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double-ball valve on the other and with a lining of twelve thin brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel , is either pushed or driven approximately 18 inches into the soil and a six-inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close-fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one-inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One-inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops... The:d11read1ng.i.s recorded and expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour. Mr. Allen R. Grant -2- August 15, 1986 Project No. 86-6-5A During construction, the proposed paving areas should be uniformly excavated to a depth equal to the combined total thickness of Lines (a) and (b) shown above plus an additional 3 inches in the Portland Cement concrete apron areas, if option (1) is selected. The exposed surface should then be scarified to a depth of 6 inches, moistened or dried as necessary to an optimum moisture content and uniformly compacted to at least 95 percent of maximum dry density as determined by ASTM 01557-78, that uses 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30th cubic foot mold. All compaction shall be done under continuous engineering inspection, with reliable field density, tests taken at intervals not to exceed 100 feet horizontally. All, field density tests shall verify that the upper 6 inches of soil is compacted to at least 95 percent of maximum dry density. If option (1) is selected in the (PCC) concrete apron areas, the next 3 inches of fill should be replaced and should be uniformly compacted to at least 95 percent of maximum dry density. The maximum vertical thickness of lifts shall be 6 inches after compaction. The base course shall then be placed at optimum moisture content and shall be uniformly compacted to at least 95 percent of maximum dry density as described above, prior to placement of the paving. The elevation of the bottom of the base course should be controlled so that it will drain to the perimeter or interior subdrains. The perimeter of the apron should be protected from water intrusion by positive drainage away from the base course. Respectfully submitted, BENTON ENGINEERING, INC. By Paul F Reviewed by Phi Orti, VCfv-ilEngineer RCE No. 103 r 2 Distribution: (2) Addressee (2) Cinema Air, Palomar Airport, Attention: Mr. R. Martin PFB/PHB/jer flENTON ENGINEERING. INC. AirDlane ADron (1) (2) (3) 7.0 7.0 6.5 4.0 8.0 12.0 9.0 6.0 6.0 I rIlIL.Ir HENKING flF.NIOM PPIIIOUNV . CIVIL INOINtIN BENTON ENGINEERING. INC. APrUEo SOIL MECHANICS - rouNDATIop4e 1140 flUrFIN flOAO SAN DIEGO, CALIFOnNIA 52I2 August 15, 1986 TILIPHONt 49191 555-1555 Mr. Allen R. Grant Grant Construction Company, Inc. P.O. Box 3028 Modesto, California 95353 Subject: Project No. 86-6-5A Cinema Air Alternative Pavement Designs Dear Mr. Grant: As requested, we have investigated other possible designs of Portand Cement concrete pavement for the apron area and the parking lot area for the revised loads of 32,000 pounds on each of two dual wheels. It is recommended that a minimum thickness of 4 inches of subbase be placed under the apron slab. This will provide uniform support for the slab, and will increase the effective modulus of subgrade reaction. Alternative recommendations are also given for subbase thicknesses in excess of 4 inches. For 4, .8, and 12 inches of thickness, respectively, the modulus of subgrade reaction is increased to 120, 200, and 270 pounds per cubic inch, for this site. For Portland Cement concrete paving (PCC) on site, it is assumed that the design wheel load is 6000 pounds for automobile and light truck parking and traffic areas. For Portland Cement concrete apron paving, it is assumed that a maximum dual wheel load is 32,000 pounds, or one-half of the 64,000- pound maingear plane load, and that the flexural strength of concrete 28 days after pouring is 650 pounds per square inch. The design procedure is that described in Advisory Circular 150, published by the Department. of Transportation, dated 12/7/78. The recommended pavement sections are as follows: Automobile and Light Trucks Paving 5.0 Base Course Materials, (Caltrans Class II aggregate base gradation with a minimum CBR of 80 at 95 percent of maximum dry density) On-site soils scarified, brought 6.0 to optimum moisture, and recompacted to at least 95 percent of maximum dry density BENTON ENGINEERING, INC. APPLIED POlL. MECHANICS - FOUNDATIONS 5240 RUFFIN ROAD PAN DIEGO. CALIFORNIA 92123 September, 9, 1986 PHILIP HENKINO BENTON P(SIDEHT • CIVIl. EHOIHIEq -- YILEPHOHE aS9I P65-IPUP Advanced Design Group 909 - 15th Street Suite 5 Modesto, California 95354 Attention: Mr. Elwyn Heinen Subject: Project No. 86-6-5A Supplemental Soils Data for Hangar Office Building Palomar Airport Carlsbad, California Gentlemen: This is to provide supplemental recommendations for concrete pavement design within the Hangar Building presently being designed as shown on our Drawing 1 included with our report dated July 31, 1986. The recommended final design for both the concrete apron area and hangar building that will support maximum airplane wheel loads is as follows: 7.0" Portland Cement Concrete paving (4,000 psi at 28 days), 4.0" Class II Aggregate base uniformly compacted to at least 95% of maximum dry density,and 9.0" on-site soils scarified, brought to optimum moisture and recompacted to at least 95% of maximum dry density. For areas of hangar building where only truck traffic loads are anticipated, the thickness of Portland Cement Concrete equals 5.0" (4,000 psi at 28 days), 6.0" of Class II Base uniformly compacted to 95% of maximum dry density and then 6.0" of subgrade on-site soils brought to optimum moisture and recompacted to at least 95% of maximum dry density. Respectfully submitted, S BENTON ENGINEERING, INC. By RCE NO. 1O332 Distribution: (1) Mr. Allen R. Grant, Grant Construction Company, Inc. (1) Mr. R. W. Martin, Cinema Air PHB/jer DOCUMENTATION FORM RISILDING LIGHTING COMPLIANCE Electrical Engineers 170 Newport Center Dr. Suite 245 Newport Beach, CA 92660 (714) 6404550 Form 5 Project Title 2RJMts. .'tt- . Documented by Location Date Project Designer . ' Checked by Dal. Room Room 8CR Task Areas Note Sq. Ft. No, sq. Ft. Total' Watts Allotted No. Sq. Ft. Annl IOr. (it'.. 112.11 cn ct g:. tM.... aQ t0044 03 k4 cicc. I (oc' $ • cier h°' 644 i 101, 1.44 2/ I44- t oo - __________ - ___ .•. ___I '7?- ___ 5e-,) 10 • __ __•• — __ __••. ___ __ __ , b172 • __ ___ 7 • __ -2h1 __ ___ __ ON14 ____ H __ __ 1p • ___ __ £? ____ __ __ 114• 1 00 144 2) l..o' 41fl eif) ___ ______ ____ -- iiV2V.- ..:__ __ . _____I__ 222O 'Pti rz — '"'• '- Page Hail sheet only P Electrical Engineers 170 Newport Center Dr. $Iti 245 Newport Beach, CA 92660 (714) 640.4550 'rnoilcl TItLE • I IInoi,i ISo. flown Sr. F I. flC8 Taik Areas Note Sri. Ft. A1'iil. 1(1cc. CIO Sq. Ft. Total hook Sti. Ft. 4 Waits Sq, Ft. 0cc. I - I. - 1911 I I . Fti1' I ml 7Z - 2?4/e71 1&rc' 144 \rflOJtCT huE Iloorn nown No. Sq. Ft. flC8 Task Areas Note Sq. Ft. Ho. Iium. 1(1cc, 0cc. CO F • 0 — .L. 14o --E ,J c4 ____ __ ____ __ __ __ 384 I I Page jolal-.mn fluilmilimmj hital : flail sheet only P Electrical Engineers 170 Newport Center Or. Suite 245 Newport Beach, CA 92560 (714) 6404550 r3 Form 5 Project Title . . . . . . . Documented by Location - . . : Date Project Designer . ' Checked by ØJ fizz,2.. : . Date Room Room 8CR Task Areas Note Sq. Ft. No, Sq. Ft. Total Watts Allotted Design No. Sn. Ft. Anol. /0cc. . 0cc. !Task Sn. Ft. ISu. Ft. Wails Watts • - __ ___ ___ . 04 44 45 z fH c L4 'o 7'l __ ta 1 p#J-1t too , tog> ___ __ ______ __ ___ ___ ILO V Jc Z -r-- z#z \. \oo 677 R_Z .\j O ! ..- ••.32..3 2cx DOCUMENTATION FORM UIHI.DING LIGHTING COMPLIANCE Electrical Engineers 110 Newport Center Dr. Suite 245 Newport Beach, CA 92660 (114) 640.4550 4,0 I M- ~mo Electrical Engineers 570 Newport Center Dr. SuIte 245 Newport Beach, CA 82660 - (714)640-4550 12_ 4v Page lotat flulliliiiaj Tutu •-.-- • - : Ilait sheet onIy J,JL...1l' \— unbid flooin flCfl Talk Areas Ito, s. ii. * \)() I 7IFI ___ 1• - ___ ____ ____ 4. 164 Watts Sq. ri. \440 7o 4.0 Allottol Watts l)c onrjur (OO 7l s 2 Io'4- tZO I Id I I Iftoflcl Il0L - I . I I (too,,, floorn flCfl Task Aseas Note S. Ft. Ito. Sri. Ft. 1(1cc, — Ai,rl. — '•_7 1.cse1'i'. ____I I 4 I Electrical Engineers 110 Newport Center Dr. Sulti 245 Newport Beech, CA 92660 - (714)6404550 d37;4 . ...rage Total-____________________ ljullitlinnj Idiot • lIon thttt onlyP '71 bS \47 eo Z35 'f?c loll PACIFIC THREE ASSOCIATES MECHANICAL CONSULTING ENGINEERS CINEMA AIR Carlsbad, California February 18, 1987 Mechanical Energy Compliance Forms Architect: Lee & Sakahara Associates AlA 3190 K Airport Loop Costa Mesa, California 92626 Prepared By: Pacific Three Associates 17952 Skypark Circle, Suite E Irvine, California 92714 (714) 250-4020 Job Number: 86P274 17952 SKYPARK CIRCLE, SUITE "E" • IRVINE, CA 92714 9 (714) 2504020 PROJECT TITLE I LOCATION CINEMA AIR i::ARE;BAD, CALIFORNIA C:ALC:IJLAT I ONS BY: T. K. CRO-SBY LCIC:AT I ON C:CIE,E . NO. LONGITUDE OUTSIDE WINTER DESIGN TEMP DIFF, WINTER (70-USA) B. CIC:C:LtFANC:Y CODE NO. GROSS C:ONE, IT I ONED FL. AREA GROSS HTD (ONLY) FL.AREA 157 DEGREE DAYS 0 LATITUDE 37 F. OUTS IDE SUMMER DESIGN 33 F. TEMP DIFF SUMMER (OSA-7:3) BUILDING DESCRIPTION -------------------- 054 NUMBER OF STORIES 12000 SF. BUILDING HEIGHT 12000 :E;F. GROUND FLOOR PERIMETER 2092 :30 F. 2 F. 320 PACIFIC THREE ASSOCIATES 1805 EAST GARRY STREET, SUITE 100 SANTA ANA, CALIFORNIA 92705 (714):250-4020 TITLE 24 - DIVISION 4 EVALUATION BASIC ENVELOPE VALUES DATE: 120236 JOB NO.: 36P274 FORM 1 PAGE 1 %0r ESS104, (go el I No. M.023683 .4, \Z eCHANt./' APPROVAL : - THESE CALCULATIONS COMPLY WITH DIVISIONS 1 AND 4,CIF TITLE 24. A. SITE DESCRIPTION . . ----------------- FT. FT. SF. SF. C. BUILDING ENVELOPE VALUES ------------------------ 1. WALLS OPAQUE WALL AREA (Aw) 7E:3E: SF. GLASS AREA (A9) GROSS WALL AREA (Acuw) 10226 SF. DOOR AREA (Ad) a. WALL HEAT TRANSFER VALUES (AVERAO.E) WINTER VALUES SUMMER VALUES Uw WALL 0.034 Uw WALL Us GLASS 0.3 Us GLASS I . Ud DOOR 0 Lid DOOR b. ADDITIONAL WALL VALUES (AVERAGE) GLASS SHADING WEIGHT OF WALL (Ww) COEFFICIENT (SC:) 0.32 SOLAR FACTOR (SF) MASS COEFFICIENT FACTOR (MC:F) 1 EQUIVALENT TEMPERATURE DIFF. (TDes) 44 2 FLOOR VALUES (AVERAGE) FLOOR. AREA OVER UNHEATED SPACES (Ao.F) FLOOR :'Y VALUES (Uf) .............................................................................................................. 2333 (_) 0.084 0.8 0. 5.37 LB/SF 122.7 0 SF. 0 E:61274, CINEMA AIR FORM 1 PAGE 2 3. ROOF AREAS I OPAQUE ROOF AREA (Ar) 6000 SF. SKYLIGHT AREA (As) 283 SF. TOTAL ROOF AREA (Acir) i.2:, SF Y. OF SKYLIGHT As/Aor 0.05 7. --- ----------------- -- - -- -_ I a. ROOF HEAT TRANSFER VALUES (AVERAGE) WINTER VALUES MASS COEFFICIENT (Mc) ABSORPTANC:E OF ROOF MATERIAL (A':) 0.79 - I SKYLIGHT AREA OVER 'I OF ROOF AREA FOR HEATED (ONLY) STRUCTURES 5/.AREA=.05>::A':'r 314.4 ACTUAL Y.As 0.05 - IF ACTUAL IS OVER 57. SEE * I 1. HEATING DESIGN CRITERIA ** - ITEM REFERENCE WALLS U ':' w FIG. 1H I - ROOFS LI ':' r - FIG. 2H - FLOOR LI i: f FIG. :3-H OVERALL Licu FIG. 4H I 2.. COOLING DESIGN CRITERIA ** - WALLS CiTTVw - - FIG. ic: ROOFS OTTVr FIG. 2C I OVERALL OTTV FIG. .3C: COMPLIANCE VALUES ALLOWABLE VALUES 0.429 0.1 0.245 0.304 31.6 4.1 21.13 PROPOSED VALUE,:-:; 0.243 0. 106 - -. - () 0.194 12.19 6.95 - -- I I - - * IF SKYLIGHT AREA IS OVER 57. USE AUTOMATIC LIGHT SENSITIVE SWITCH SYSTEM IN I DAYLIGHTED AREAS. - I ** IF :PRcIPcIc.EEI LIc, AND OTTV VALUES ARE EQUAL TO OR LESS THAN ALLOWABLE VALUES, BUILDING ENVELOPE COMPLIES WITHDIVISION 1 AND 4 OF TITLE 24. I 136P274, CINEMA AIR FORM 2 PAGE 1 TITLE 24 - DIVISION 4 EVALUATION 'LI' FACTORS OF BUILDING ENVELOPE A. OPAQUE WALLS EI ESIG— I WALL TYPE WEIGHTED NATION TYPE WALL ITEM 1 2 3 4 5 AVERAGE Aw Area (S.Ft) :3112 3140 1636 7E::E:E: IJW 'Ij' SUMMER o.c:)85 0.0:3 0.09 0,84 IJw I_V Winter 0.085 c:).os t:).09 0.084 MLF MassCoeff Far t':r . 1 . . 1 1 1 TDC9 I E9uiy. Temp (F) 44 44 44 . 44 Nw I Wall Wei sht(#/S.Ft) :3.3 5 10 5.37 B. GLASS IN WALLS. DESIG— . GLASS TYPE . WEIGHTED I NATION TYPE WALL ITEM 1, . 4 5 AVERAGE Shadins C::iff. 0.32 . . . . C). 32 Us 'LI' Summer 0.8 : 0.8 I Us 'LI' Winter 0.8 .0.8 Si:'l ar fir ieritati un N . . Area 662 So 1 a r fir i e n tat ii:' r . S I . Area 588 l a Orientation E Area 1028 I So 1 a r Or i e ni tat ii:' Ii W Area 60 Solar Orieritaticin S I Area SF* Solar Factor. 122.7 . . . . . 122.7 As I Tota101assArea 23:38 2338 U * VALUE OF 30 FOR GLASS IN SHADE. ** SHADING COEFFICIENT AS PER I I MANUFACTURER'S EIATA, I OR TABLE 3 OF ENERGY MANUAL 86P274, CINEMA AIR FORM 2 PAGE 2 I TITLE 24 - DIVISION 4 EVALUATION • '!J' FACTORS OF BUILDING ENVELOPE 1 ..R':'OF AREA (OPAQUE) DESIG— ROOF TYPE WEIGHTED NATION 'TYPE ROOF ITEM 1 2 3 4 5 AVERAGE I Ar Area (5. Ft ) 6,00C) f.OcX Urs U' Summer 0.053 0.053 - LIR.W . LI WINTER 0.054 0.054 AC: ABE;ORPTANC:E 0.79 . . C_).79 MC: MASS FACTOR 1 1 W Weisht(14/S.Ft) I • . SKYLIGHTS DESIG—. . . . SKYLIGHT TYPE WEIGHTED NATION TYPE SKYLIGHT ITEM 1., ' :3 4 5 AVERAGE As Area (S.Ft) 288 288 I SC Sia'iiri coeff. 0 C.97 : 0 97 I_I5 'U Summer 0.8 . 0.3 1-1w LI' Winter J .- Ell-11-DRS . DEIU —: DOOR TYPE WEIGHTED NATION I TYPE DOOR -*ITEM 4 5 AVERAGE Aw Area (5Ft) . . S 0 I LIs 'LI' Summer 0 LI w . 'IJ' Wint er . . S C) FLOORS I DES IG— ' . . S FLOOR TYPE WEIGHTED NATION TYPE FLOOR ITEM 1 2 3 4 5 AVERAGE I Af Area (".Ft) 0 Wf Weight (#/S1Ft) S Uf 'U' Winter S C) I 1 86P274, CINEMA AIR CALCS, PAGE 1 - S TITLE 24 - DIVISION 4 EVALUATION DIVISION 4 COMPLIANCE I == PROJECT TITLE : CINEMA AIR I LOCATION : CARSBAD, CALIFORNIA CALCULATIONS BY: T. K. CROSBY HEATING COMPLIANCE I (TO MAXIMIZE WALL GLASS BY HEAT BALANCE) HEAT BALANCE OF. WALLS AND ROOF STANDARD LICrW . . 0.429 1H STANDARD LI I . 0. 1 2H STANDARD Liof . S 0.245 .34 - MAXIMUM ALLOWABLE Lb . 0.429 X 10226 + 628E: X 0.1 + 0 X 0 ------------------------- 0.:30414H 1022/:. + 6288 + 0 (HEAT BALANCE) I WHERE VALUES ARE TD. : ALLOWABLE VALUES GIVEN IN FORM 1 PG. 2 PROPOSED LID . S I 0.248 X-10226 + 1:288 X 0.106 + 0 X C) ------------------ 7 ---------------------- 0.194 5H 10226 + 6288 + o WHERE VALUES ARE PROPOSED VALUES, ITEMS 6H & 7H I . S PROPOSED LIOR = I •()4 X 6000 + 288 — X 1.2 —-----------------------------= u. 106 I 6288 PROPOSED LIOW .I 0.084 X 7888 X 1 + 0.8 X 2338 + C) X C) ----------------------------------------------= 0.248 7H I 10226. MAXIMUM ALLOWABLE LIOW = I . •., H .5 0.426 . .;. SH 86P274, CINEMA AIR I CALCS, PAGE 2 COOLING COMPLIANCE I (TO MAXIMIZE WALL GLASS BY HEAT BALANCE) STANDARD OTTVW = 31.6 10 I STANDARD CITTVR = 4.1 20 MAXIMUM OTTV = I :3 j/- X 10224 + 4.1 X 6288 -------------------------------- 21 . 13 10226 WHERE VALUES ARE ITEMS 10 AND 20 .F'RC'FOSED OTTVW = 0 .1 0.084 X 7E:8E: X 44 + 2338 X 1227 X C.32 + 0.8.X 2338 X 2 1L 1 i -------------------= PROPOSED CITTVR = I 41 X 4000 x 0.05::: X 0.7 X 1 + 118 X 0.97 X 288 + 2 X 288 X 0.8 ----------------------------------------------------- = 6. 95 SC: 6288 WHERE VALUES ARE GIVEN IN FORM 1 PG. 2 PROPOSED OTTV = 4 4, 4r2I I . V I I • A' A 10 C. • A • C....C'C. = 10.19 6C 10226 + 6288 WHERE VALUES ARE 4C: AND SC. I LINE 6C MUST BE SMALLER THAN LINE 3C:. I MAXIMUM ALLOWABLE OTTVW 21.13 + 6288 X ( 21.1:3 - 4.95 ) I ------------------------- -------- = 29.85 1C)226 10. 0 • 0 Check one: Wall xxx Roof - Flow .• - Total R.sistano.Rt 11.79 11.71 Cooling healing U-Value (I/Rt) . .085 .085 Cooling healing I I ) I I I I.. I I , I . I I I I I I I I 1 I Form 3 U HEAT TRANSFER COEFFICIENT ci PROPOSED CONSTRUCTION ASSEMBLY PACIFIC THREE A$tDCIATU MECHANICAL CONSULTING S NGI"if 8$ 18035. 0*8EV IT.. SUITS 180 SANTA AMA CALIF. 8770$ (714) 5434173 List of Construction Components R D .86 3.3 2•R11 Insulation/i.1 framing factor 10 1. s01ar.c0o1 Gray Spandrel -Glass Inside Surface Air Film .68 .68 cooling heating Sketch of Construction Assembly Outside Surface Air Film 25 .17 WEIGHT lb/ft2 cooling heating p U HEAT TRANSFER COEFFICIENT Form 3 d PROPOSED CONSTRUCTION ASSEMBLY PACIFIC THREE *$IDCIAT(I ICHAJ.ICAL CO $11 U INC I NOIN It IS 101116 I. lUNY IL. SUnS III SANTA AMA CAU. VM (7fl4ISS List of Construction Components R • _1.5/8" Gypsum Board 56 S __-2.R11 Insulation/1.1 framing factor 10 Gypsum Board 56 Inside Surface Air Film .68 .68 • cooling heating Sketch of Construction Assembly WEIGHT: 5 .2 lb/ft2 Check one: Walt xxx Roof - Floor - Outside Surface Air Film .68 .68 - cooling heating Total R.sistaflc.Rt 12.48 12.48 cooling. hosting U-Value (I/R1) .080 .080 • cooling hosting U HEAT TRANSFER COEFFICIENT Form 3 PROPOSED CONSTRUCTION ASSEMBLY PACIFIC THREE A$$$CI*TIZ MECHANICAL CONSULTING ENOINI(I3 l$S 5. SASS! ".. SUITE "s $ASTA AM CAt. no 714) 345-4475 List of Construction Components A 1. Unknown construction with Rll 10 insulation. /1.1 framing factor I .5. 7. Inside Surface Air Film .68 .68 Cooling heating Sketch of Construction Assembly Outside Surface Air Film .25 .17 WEIGHT: lb/ft2 cooling heating Check one: Total Rlstanc. Rt 10.93 10 .8'5 cooling heating Wall . Roof - 1.11Valu.fl/R1) .09 .09 hhoming . cooling -Floor ME HEAT TRANSFER COEFFICIENT Form PROPOSED CONSTRUCTION ASSEMBLY PACIFIC THREE **IOCIATE$ N ICI4A$CAL CO TING tNOUN$ INS I. SAUV 5*., $(WTI 105 SANTA *5* CAUP. 5370$ (ill) I'4S2e Lift of Construction Components a R 1 Built-up Roofing 33 2 l/2. Plywood .62 R19 Insulation/1.13 framing factor 16.8 rrrx 4. Sketch of Construction Assembly WEIGHT: 3 . 6 lb/ft2 Check on.: Wall - Root xxx - Flbor - Inside Surface Air Film -.92 .61 cooling heating Outside Surface Air Film .25 .17 cooling hosting Total R.$istac.Rt 18.92 18.53 cooling. he.*ing UValu. (I/R,) .053 .054 Cooling heating U DOCUMENTATION FORM Form 4 HVAC SYSTEMS COMPLIANCE (Complete for each system) • l#. 1 5/781 PACIFIC THREE A$$OCIATE$ Project TWO CINEMA AIR Ooaimentad by________ MICHAMICAL CONSULTING (NGINSEI$ Location Carlsbad. California Dat. 2/18/87 INS E. SASSY " I" SANTA AMA Project Designer T - K - Crosby. Checked by_________ CALIF. 52755 I7I 04021 •.• . , Dat.___________ I DESIGN CONDITIONS Building ocioancy type (Table 1 of Appendix I) .. .. . . . . 054 Projea Latitude (Table 2 of Appendix I) ...............33 .2 Heating Degree Days (Table 2 of Appendix I) ............. 2092 U HEATING LOAD DOCUMENTATION (Attth celojiatlons) . Outdoor Design Temperature. Winter ................ . 37 OF Indoor Design Temperature ......................... .72 OF Outdoor Air ............................... CFM I . Heat Loss From Outdoor Air ..................... ..________ Stu/Hr. • I-.. T.nPI51tUCe of adjacent unheated spaces .............. Transmission Heating Losses ........................115 ,296 . Infiltration Air ..................................... ..________ Btu/Hr. CFM Heat Loss From Infiltration.......................... 81u/Hr. I Ventilation Air .................................. Hut Loss From Ventilation ........................616 _ _______ CFM Btu/Hr. Outdoor Air for Special Processes..................... CFM Môt Loss From Process Air .................... .... Other Hut Losses (descnb.l ........................ _________ Total Heat Losses ..............................125 ,912 etulNr. • COOLING LOAD DOCUMENTATION (Attach calculations) I -' Outdoor Design Temperature, summer, dry bIb ......... Outdoor Design Temperature, sweuner, wet bulb ......... .80 .68 Oil Indoor Design Temperature, summer, dry bulb ............74 OF Indoor Design Temperature, summer, wet bulb ...........65 opt I . Trenunisslon Heat Gain ...........................19 ,324 Btu/Hr. • Infiltration Air ............................... CFM Hut Gain From ,InfiIfratlon .... ltulHr. U . Outdoor Air for Special Procssse,...... ............. Heat Gain for Process Air ........................ CFM ltulHr. Solar Host Gain Through Wlndows,ate ............... .50,738 tu/Hr. - . I Heat . Most Gain From Ugho, Equipment. People, ate .......... Gain From Other Sources .................... 206 ,920 Outdoor Air: Fixed Minimum Type System . CFM Per Person (Not to Exoied Tabulated Minimum Ventilation Retail 15 c,.tlP.r'. Heat Gain From Outdoor Air ................ .22 ,381 aI/H,. 0(1110 PACIFIC THREE ASSOCIATES M(CNANICAL CONSULTING (" C IN £ IRS Ian I. SARRY IL. lUll! 105 SANTA ANA cAur., (714) 04OQ P. 2 OS Form 4 COOLING LOAD DOCUMENTATION (Continued) System Utilizing Outside Air For Cooling CFM Per Penon (Not to Exceed 33% of Tabulated Recommended Ventilation Rates) Heat. Gain From Outdoor Air ................ Total Cooling-Load..............................299 362 TEMPERATURE CONTROL Anach manufacturer's data or other, give specification or drawing reference which shows in detail the following information: REFERENCE (pag. or sheet No.) capability to sequence heating and cooling .......................................M- 1 temperature control device set point limits .................................... .M -1 . temperature set point range between full heating and fullcooling .......................M1 setback and shutoff controls ............................ ................ ....M -1 o capabilitytotenninateh.at1ngas70°Fand cooling at78°F ........................M1 Indicate drawing or specification reference where the temperature control device requirements given below are documented An automatic temperature control device shall be provided for: each separate HVAC sym ..............................................M -1 each zone...............................................................M-1 SIMULTANEOUS HEATING AND COOLING. The following requirements apply to the use of new .n.rgyand need not be complied with when recovered energy is used to control temperature. I In each c, when resetting Pot and cold deck tempirstum. one representative zone may be chosen to represent no more than ten zones with similar hSating or cooling requirements. I Concurrent operation of ind.p.nd.nt heating and cooling systems serving common spaces must provide either or both of the controls given below. List reference sp.c fication page or drawing number where control requirements can be verified. I REFERENCE Sequential temperature control of heating and cooling systems ...................... .M 1 I . • Automatic reset of heating temperature, to limit energy input only to that N A level to offset heat loss du, to transmission and infiltration .................. ........ __________ Reheat systems - give reference specifications pip or drawing number which will show compliance with the following when reheating 20% or more of the total air in the system. I . When serving multipl. zones, controls must automatically reset the cold air NA supply to the highest temperature level of the zone requiring the most cooling ............ _________ ..:• .Sngle one reheat systems shall be controlled to sequence heating and cooling .............NA ISOSt. SAARY [JUJ[] PACIFIC MECHANICAL St.. SUITS ISO I H A E E CONSUI.IING SANTA ANA (NOINSINS CAlIF 91105 ASSOCIATES III) 7504014 P1S 3 of Foc,, 4 Dual-duct or mulnrone systems - give reference specifications page or drawing number which will show compliance with the following: REFERENCE Is, Hot deck temperature — must be automatically reset to the lowest temperature necessary to satisfy the zonte requiring the most heating ..................N A Is Cold deck temperature — must be automatically reset to the hisest temperature n.cauary to satisfy the zone requinngtM most cooling ................. NA R.cooling systems — give reference specifications page or drawing number which shows compliance with the following if recooling 20% or more of the total air in the system. Controls must automatically reset thts temperature of Psea*sd supply air to the low,st temperature necessary to satisfy the tone requiring the most hating ...................N A HVAC SYSTEM RESTRICTIONS & SPECIAL REQUIREMENTS Several HVAC lystern types have special requirements or restrictions. In this section. the type of system. used in the design must be listed and any special re,viction. given here referenced to show compliance. Supply references to proper specifi. cations page or drawing numbers. Type HVAC Systems Used — List type of system to be used here (indude all systems for heating or cooling in the building) include reference for specifications for each system. Split system heat pump see M—1 Constant volursSo reheat system — when serving both interior and exterior zones — separate cooling coils are required it the exterior zone exceeds 20% of the total air quantity through the cooling coil. REFERENCE NA ) InIn PACIFIC IC$ANICAL St.. SWTI 'OS 1 I. WARY I H R E E CONIULTINS SANTA ANA 1146111011431 CALIF. 47705 ASSOCIATES 1711) 250470 DUAL DUCT AND MULTIZONE SYSTEMS Constant volume duct or inultizoni systems which utilize 'low energy to simultaneously he and cool .ãt streama which ore subsequently mixed f or tampiratur. control a,, prohibited for buildings larger than 20.000 square feet of conditioned space. It used, the air leakage for dampers utilized for the mixing of heating and cooling air shall b. limited to a maximum I.akag. of 3% of the total air quantity handled by the dampen whn operating at the maximum system pressur* to which the dampen will be subjected. Manufacturers label or nameplate shall state leakage rates. REFERENCE NA Economizer Cycle - For each cooling fan system, for other than dual-duct or muItizn. systems. Which serve zones having I total cooling capacity greater than 134,000 Btu/hr or more than 5.000 CFM must have, an economizer cycle unless on* of the exceptions allowed s claimed. . I . . . REFERENCE NA Electric Assistance Heating Systems - These systems shall not be used unless the total installed .4.cwlc resistance heat does not exceed 10% (ten percent) of th. annual heating energy requirement or a life cycle cost analysis. Form 8 (see Section 4.2 of this manual) shows an alternate system life cyd* cost exceeds that of the electric resistance system. Give reference if 1es3 than 10% or include Form 8 if calculating lit, cycle cost. I .. . REFERENCE NA MECHANICAL AND GRAVITY VENTILATION . . I Mechanical ventilation - Dampen which are automatically intailociced and dosed on fan shutdown are required. REFERENCE NA I Gravity Ventilators - Either automatic or readily accessibie manually operated dampers must be provided for all openings to the outside with the exception of combustion air openings. I . . .• . REFERENCE NA I POWER CONSUMPTION IN FANS . REFERENCE I Constant volum.yy,tam. . • . TotaZSupplyAir(ianlrj ..............................................11,355 M Total Pressure of Supply Fan .............................................2 .0 i. W~ I Total Supply Air (aantity Adlusted for Process Loads ............................ .- - CFM Total Gross Floor Ar ...................................................12,000 I Net Fan Performan Index (FPI).............................................1 89 Varisble volume system I . NA Total Supply Mr (senthy at Maximum Flow.................................. - Total Pressur, of Supply Fan at Maximum Flow ...............................IVldS, Wst.v Total Gross Floor Am..................................................Sq. Ft. Fan Pertorynanc, Index at Maximum Flow (FPIm) ............................... .C?M Variable Volm, Adjustment Constant ...................................... Adjusted Fin Performance Index. FPIa ..................................... U PACIFIC MECHANICAL St.. SUITE ISO lbS L AAhY I H R E E CONSuLTING SANTA ANA ASSOCIATES INGINEINS CALIF 92705 I1I4 2504020 p.,. 5•• Pu,,,, 4 PIPING AND DUCT INSULATION AND DUCT CONSTRUCTION Rofwwxm to the piping invAladon, duct inIaton and duct oonanKtion r*Wirwneno pr.,.nt.d in S.cton 4.2 of the En.rgy Conssrvsthon Design Manu& must be given below: REFERENCE M-1 1 11111 DOCUMENTATION FORM & Form 6 I UU HVAC EQUIPMENT COMPLIANCE PACIFIC THREE I ASSOCIATES M*CNAMICAt. CONSULTING ANOINt LAS I ILMU7 IS.. SUITS III SANTA AMA CMW 557$ ?I4)a64sIs References giving the specification page or drawing sheet number or manufacturer's data must be submitted to demonstrate corn. pliance with Division 6 of the standards. I ELECTRICALLY OPERATED COOLING SYSTEM EQUIPMENT ••• I ABSORPTION WATER CHILLING COOLING SYSTEM EOLP IPMENT COMBUSTION HEATING EQUIPMENT. (Oil and gasfired comfort heating equipment— S ELECTRICALLY OPERATED HEATING HEAT PUMPS I ELECTRICAL RESISTANCE SPACE HEATING EQUIPMENT Standard rating èapacity. Btu/hr 2 99 ,362 Minimum EER (COP) 8 .0 Reference M-1 Heat source (check one) Direct fired (gas-oil) Indirect fired (steam-hot water) Minimum EER (COP) Reference •. Minimum combustion efficiency at maximum rated output Reference Minimum EER (COP) 2-.5 Reference •. M1 Supplementary Heater Control N A Reference; NA REFERENCE FOR FULL-lOAD ENERGY INPUT AND OUTPUT REQUIREMENT FOR MAINTENANCE FOR MANUFACTURERS MAINTENANCE AND. I FULL AND PARTIAL CAPACITY. AND STAND-BY INPUT(S) AND OUTPUT(S) SPECIFICATION REFERENCE: S I. I I''• I SINGLE HOUR LOAD CALCULATION OUTPUT I Aug 1300h: CINEMA AIR JOB NAME: CINEMA AIR DATE PREPARED: 02-18-1987 SITE NAME: CARLSBAD, CALIFORNIA California 60501852.1 I OUTDOOR DB/WB: 77.0/ 68.0 F INDOOR DB: 74.0 F RH: 54 y. * *•* * * * * * * *** **** ** * ** * * * * * * ** * ** * * ** * * * ******************** * I Zone Loads Sistern Information Summary P,-q 1 LOAD COMPONENT SENSI BLE ( Bt 'j/hr) LATENT ( Bt U / hr) ------------------------------------------------------------ SOLAR GAIN GLASS TRANSMISSION WALL TRANSMISSION ROOF TRANSMISSION TRANS. LOSS TO LINC:ONEI. SPACE LIGHTING ( 37,500 W TOTAL) OTHER ELEC. ( 6,000 W TOTAL) PEOPLE. ( 75 PEOPLE TOTAL) MISCELLANEOUS LOADS COOLING 'INFILTRATION C:OOLING SAFETY LOAD SUB-TOTALS NET VENTILATION LOAD SUPPLY FAN LOAD (BHP ROOF LOAD TO PLENUM LIGHTING LOAD TO PLENUM. ------------------------ 0, I 6,302 7, 5 184 C) .L I •.•I 2C)•, 47:3 18, 284 () C) C) 236,811 15,299 ------------------------- .1133 C:frn) 3,7:39 18,642 24,871 C) 0 0 0 ----------- . TOTAL -COOLING LOADS :265, 421 3:3, 940 TOTAL COOL.ING LOAD = 299,362 Btu/hr I 'DI 24.95 T or 4:31.0 sqft/ T on ZONE. TOTAL FLOOR AREA = . 12,000.00 sqft ZONE OVERALL U-FACTOR = 0. 1:37 Bt'i/hr/sft/F I Transmissi on and Solar Gain by E::<posure LOAD COMPONENT AREA TRANSMISSION SOLAR GAIN I (sft) (Btu/hr) GLASS LOADS: NE . 0 01 C) I . E1,028 2,467. 12,419 SE 0 0 0 3 5:3E: 1,411 13,963 SW 0 0 0 I . . w 60 144 725 NW C) 0 0 N 662 1,589 2,705 I H 288 691 20,926 WALL LOADS: NE () C) . - E 2,180 2,669 .• SE 0 . C) - I S 1,:344 2,484 - Sw 0 0 - - W • 3,140 2,261 - I . :NW 0 • 0 - 1,224 424 • : . •..: •..... SINGLE HOUR LOAD CALCULATION OUTPUT - Aug 1300h : CINEMA AIR JOB NAME: CINEMA AIR DATE PREPARED: 02118-1987 • SITE NAME: C:ARLSBAD, CALIFORNIA California 60501352.1 I OUTDOOR DB/WB: 77.0/ 68.0 F INDOOR DB: 74.0 F RH: 54 ) I Coil Selection Parameters P9 2 COIL ENTERING AIR TEMP. (DB/WB) = 76.3/ 63.4 'des F I COIL LEAVING AIR TEMP. (DB/WB) = 55.0/ 54.4 deg F f:CIIL SENSIBLE LOAD = 265,421 Btu/hr COIL TOTAL LOAD = 299,362 Btu/hr- COOLING SUPPLY AIR TEMPERATURE . 55.0 deg F • TOTAL COOLING Cfm . . = . 11,335 f:fm COOLING C:fir/sft .0.94 C:fm/sqft . RESULTING ROOM REL. HUMIDITY = . 51 I COIL BYPASS FACTOR . = 0.056 . I . . . .. 1 . H . . : I I I I I 'I .1 S . . . HEATING LOAD CALCULATION OUTPUT CINEMA AIR .JOB NAME: CINEMA AIR DATE PREPARED: 02-18-1987 SITE NAME: CARLSBAD, CALIFORNIA California 60501852.1 WINTER DESIGN DRY BULB: 37.0 F INDOOR tiB: 72.0 F HEATING LOAD SUMMARY Note: Heating load is cornuted at winter design condition. LOAD COMPONENT LCIAti (Bt u/hr) ------------------------------------------------------------ WALL TRANSMISSION 23,318 ROOF TRANSMISSION 11,340 GLASS TRANSMISSION 73,521,--: TRANSMISSION LOSS TO LINC:OND. SPACES 0 INFILTRATION LOSS 0 SLAB FLOOR - 7,11Q HEATING SAFETY Bt'j/hr 0. SUB-TOTAL 115,296 NET VENTILATION LOSS • 10,616. TOTAL HEATING LOAD 125,912 HEATING SUPPLY C:frn 2,758 C:frn HEATING SUPPLY AIR TEMPERATURE 110.0-deg F HEATING VENTILATION AIR C:frn 274 Cfrn HEATING SEASON ROOM DRY BULB TEMP. 72.0 de9 F III PACIFIC THREE ASSOCIATES MECHANICAL CONSULTING ENGINEERS CINEMA AIR HANGER OFFICES 'Carlsbad, California February 18, 1987 Mechanical Energy Compliance Forms Architect: Lee & Sakahara Associates AlA 3190 K Airport Loop Costa Mesa, California 92626 Prepared By: Pacific Three Associates 17952 Skypark Circle, Suite E Irvine, California 92714 (714) 250-4020 Job Number: 86P274A 17952 SKYPARK CIRCLE, SUITE "E" 9 IRVINE, CA 92714 0 (714) 250.4020 PACIFIC THREE ASSOCIATES FORM 1 PAGE 1 1805 EAST GARRY STREET, SUITE 100 SANTA ANA, CALIFORNIA 92705 (714) 250-4020 TITLE 24 - DIVISION 4 EVALUATION BASIC ENVELOPE VALUES DATE: 020287 .JOB NO. : 36P274A Q%0SS10b-.' . PROJECT TITLE : CINEMA AIR LOCATION : C:ARLSBAD, CALIFORNIA . CALCULATIONS BY: T. K. CROSBY APPROVAL : ----------------------------------------OFCAL THESE CALCULATION,::COMPLY WITH DIVISIONS 1 AND 4 OF TITLE 24.. A. SITE DESC:RIFTION ------------- I LOC:AT ION f:IJDE NO. 157 DEGREE DAYS 2092 LCINGITLIDE 0 . LATITUDE :33.2 WINTER DESIGN . :37 F. OUTSIDE SLIMMER DESIGN 50 F. I OUTSIDE TEMP EIIFF WINTER (70—OSA) :33 F TEMP DIFF SUMMER (OSA-78) 2 F. B.BUILDING DESC:RIPTION I . OCCUPANCY CODE NO. 054 NUMBER OF STORIES .. 1 GROSS CONDITIONED FL.AREA 3760 SF. BUILDING HEIGHT . 9 FT. I GROSS HTD (ONLY) FL. AREA 3760 . SF. GROUND FLOOR PERIMETER 454 . FT. C. BUILDING ENVELOPE VALUES I 1. WALLS OPAQUE WALL AREA (Aw) 3530 SF. GLASS AREA (A9) 251 SF. GROSS WALL AREA (Aow) 4061 SF. DOOR AREA (d) 230 . SF. I a. WALL HEAT TRANSFER VALUES (AVERAGE) . . WINTER VALUES SLIMMER VALUES I . Uw WALL 0.284 LIw WALL 0.284 U9 GLASS 1.13 1.19 GLASS 1.1 LId DOOR 0.49* Lid DOOR . . 0.49 I b. ADDITIONAL WALL VALUES (AVERAGE) GLASS SHADING WEIGHT OF WALL (Ww) 4.58 LB/SF I COEFFICIENT (SC) 0.:32.. SOLAR FACTOR (SF) 122.7 MASS COEFFICIENT FACTOR • (MCF) 1 EQUIVALENT TEMPERATURE . . DIFF. (TDe9) I 44 2 FLOOR VALUES (AVERAGE) . FLOOR AREA OVER UNHEATED SPACES (Acif) • . • . 0 SF. U • FLOUR 'U' VALUES (Lif) I • : ••,• . • . .• : •., 0 • 86F'274A, CINEMA AIR FORM 1 PAGE 2 3. ROOF AREAS • OPAQUE ROOF AREA (Ar) 3760 SF. SKYLIGHT AREA (As) 0 • TOTAL ROOF AREA (Aor) 3760 SF. Y. OF -SKYLIGHT As/Aor 0 V a. ROOF HEAT TRANSFER VALUES (AVERAGE) U WINTER VALUES MASS COEFFICIENT (Mi:) ABSCIRPTANC:E OF Ro':'F MATERIAL (A':) 0.79 I ' SKYLIGHT AREA OVER SY. OF ROOF AREA FOR HEATED (ONLY) STRLICTLIRE 57.AREA=05::.::Au:ur•= 18E: ACTUAL XAs 0 IF ACTUAL IS OVER 51. SEE * SF. I. El. 1,. HEATING DESIGN CRITERIA ** ITEM REFERENCE WALLS LIi:,w FIG. 1H I RCICIFE U':'r FIG. 2H FLOOR U ci F FIG. 3H OVERALL Lii:, FIG. 4H 2. COOLING DE:E;:II3N CRITERIA ** WALLS OTTVw. FIG. 1C ROOFS OTTVrw FIG. 2C OVERALL OTTV FIG. 3C: I S I I • IS S COMPLIANCE VALUES ALLOWABLE VALUES 0.429 0.1 (1.245 0.271 PROPOSED VALUES 0.35 (:1. 165 (1 0.261 31.6 4.1 4.58 18.38 9.17 * IF SKYLIGHT AREA IS OVER 57. USE AUTOMATIC LIGHT SENSITIVE SWITCH SYSTEM IN I, DAYLIGHTEE' AREAS. S I ** IF PROPOSED Uo AND OTTV VALUES ARE EQUAL TO OR LESS THAN ALLOWABLE VALUES, BUILDING ENVELOPE COMPLIES WITH DIVISION 1 AND 4 OF TITLE 24. U . .5 I •r S S 1 - I S.. S. .. 86P27411, CINEMA AIR FORM 2,-PAGE 1 TITLE 24 - DIVISION 4 EVALUATION 'U' FACTORS OF BUILDING ENVELOPE DESICi- OPAQUE WALLS WALL TYPE WEIGHTED NATION TYPE WALL ITEM 1 2 3 4 5 AVERAGE I Aw Area (S.Ft) 1981 1549 3530 • UW 'U' SUMMER 0.08 0.546 0. 284 IJw 'LI' Winter 0.08 0.546 0.284 MCF MassCoeFfFct':'r 1 1 1 I TDC9 Equiv. Tern (F) 44 .4 44 Ww WallWeisht(#/S.Ft) 4.1 5.2 4.53. GLASS IN WALLS DES 10- . GLASS TYPE . WEIGHTED NATION TYPE WALL ITEM 1 2 3 4 . 5 AVERAGE SC** Shading CoeFf. 0.32 0.32 LIg 'U, Summer 1 . 1 1 . 1 • U 'LI' Winter 1.13 5 S 1.13 U .. Solar Orientation . 3 'Area 60 Solar Or ientation N S Area 56 S i: 1 a r Orientation E I Area Solar Orientation 135 S. Area . Solar Orientation I Area SF* Solar Factor 122.7 . 122.7 Ag Tc'talGlassArea 251 251 I I .. . .5 . * VALUE OF 30 FOR GLASS IN SHADE. V ** SHADING COEFFICIENT AS PER MANUFACTURER'S DATA, OR TABLE 3 -OF ENERGY MANUAL I ..: :Y:..2 :• H... : V, ... .•VV ,:•.V .S:..,;...:V .... .2. 86P27411, CINEMA AIR FORM 2, PAGE 2 TITLE 24 - DIVISION 4 EVALUATION 'U' FACTORS OF BUILDING ENVELOPE -------------------------------- I ROOF AREA (OPAQUE)' DESICi- ROOF TYPE WEIGHTED NATION TYPE ROOF ITEM 1 2 3 4 5 AVERAGE I . Ar Area (S.Ft) 2696 798 266 3760 IJrs 'LI' Summer C). 053 0.472 0. 047 0.1415 URW 'U' WINTER 0.055 0.7:3 . 0.047 .. . 0.1654 AC: . ABSCIRF'TANC:E C). 79 0.79 C). 79 . C). 79 C. . MASSFAI::TOR 1 1 .1 1 Wr Wiht(#/S.Ft) 2.6 .2.6 1.5 . 2.52 I S.. SKYLIGHTS DESIG- . S SKYLIGHT TYPE . WEIGHTED :1 NATICINTYPE SKYLIGHT ITEM 1 2 3 4 5 AVERAGE As Area (S.Ft) . 0 SC: Shading Cu:'eFf. . S 0 LI s 'LI Summer . . S C) LIw LI' Winter S S 0 DOORS DESICi- tiCiCiR TYPE S WEIGHTED I . NATION TYPE DOOR ITEM 1 2 3 4 ------------------------- 5 AVERAGE Area (S.Ft) 2:30 : 280 I IJ5 'LI' Summer 0.49 S 0.49 Uw 'IJ' Winter 0.49 . . S 5 0.49 FLOORS DES 10- . FLOOR TYPE WEIGHTED NATION TYPE FLOOR ITEM 1 2 3 4 5 AVERAGE . Af Area (S.Ft) . Wf Weight (#/S,Ft) 0 Ijf 'LI' Winter S C) I 86P274A CINEMA AIR CALCS, PAOE 1 TITLE 24 - DIVISION.--4 EVALUATION . .• '. . I. . . . . . . DIVISION' 4 COMPLIANCE ------------------------------- PROJECT TITLE : CINEMA AIR 1 LOCATION : CARLSBAD, CALIFORNIA . CALCULATIONS BY: T. K. CROSBY HEATING COMPLIANCE (TO MAXIMIZE WALL GLASS BY HEAT BALANCE) HEAT BALANCE OF WALLS. AND ROOF I . STANDARD LIOW . ' ' 0.429 1H STANDARD !J':'r ' : . : , o'.1 2H STANDARD' Ucuf ' , ' ' ' ' 0: 245 3H . ' MAXIMUM ALLOWABLE UO'= . 0429X4061+3760X0.1+OXO 0 271 4H 4061 '+ 3760 + 0 (HEAT BALANCE) ' I WHERE VALUES ARE STD." ALLOWABLE VALUES GIVEN IN FORM 1, PG. 2 • PROPOSED UO I ' 0.35 X 4061 + 3760 X 0.165 + o x. o 0.261 5H 4061 + .3760 + 0 . WHERE VALUES ARE PROPOSED VALUES, ITEMS 6H & 7H PROPOSED UOR 'I 0.1654X3760+0X0 —-------------------------------= ' . 0.165 6H 3760' PROPOSED UOW I . , 0.284 X 3530 X 1 + 1.13 X 25.1+ 0.49 X 280 0.35 7H 4061 MAXIMUM ALLOWABLE UCIW = 0.3698H - I 86P27411, CINEMA AIR COOLING COMPLIANCE I (TO MAXIMIZE WALL GLASS BY HEAT BALANCE) STANDARD OTTVW = STANDARD CITTVR = MAXIMUM OTTV I :31.6 X 4061 + 4..1 X :3760 ------------------------------ 4061 + 3760 WHERE VALUES ARE ITEMS 1C: AND 20' . PROPOSEb OTTVW =. I 0.284 X :3530 X.44 + 251 X 122.7 x 0.32 +1.1 X 251 X 2 I . -------------------------------------------------------- . 406:1 PROPOSED CITTVR = I 41X 3760'X O.1415 X 0.79 'X 1 + 11E:X OX 0 + XO XC) 3760 . . WHERE VALUES ARE GIVEN IN FORM 1' P0. 2 OTTV = . I PRoPbSED 13.42 X 4061 + 4.58 X,3760 ---------------------------- 4061+ 3760 I ' WHERE VALUES ARE 40 AND SC:. LINE 60 MUST BE SMALLER THAN LINE 30. MAXIMUM ALLOWABLE OTTVW = '1 18.38 + 3760 X ( 18.38 - 4.58 ) 4061 CALCS, PAGE 2 31.6 1C 4.1 2C .LI r. . c. C' 13.42 4C: 4.58 SC: 9.17 60 31.16 7C flDfl HEAY TRANSFER COEFFICIENT Form 3 LJCJU PROPOSED CONSTRUCTION ASSEMBLY S PACIFIC THREE *$$$CIATU MICPIA*ICAI CONHTI*@ Iasis ii, iMLGAMY PaTS IN IA7A AU CAUP. SVW I7i4)1N5 List of Construction Components. R 1.5/8 Gypsum Board .56 2.R11 Insulation/1.1 framing factor 10 Gypsum Board 56 4. Sketch of Construction Assembly WEIGHT: 5.2 lb/ft2 Check one: / Wall xxx Roof - Floor UVal' Inside Surface Air Film .68 .68 cooling heating Surface Air Film .68. .68 - • Cooling • • hooting R.slstanc.Rt 12.48 12.48 cooling. hooting sellIRt) .080 .080 Cooling hooting Outside U HEAT TRANSFER COEFFICIENT Form 3 PROPOSED CONSTRUCTION ASSEMBLY PACIFIC THREE ASSOCIATES NICHANICAL CONSULTING INGINlINS I I. NANNY tINTS its SANTA AMA CALIF. IS7N List of Construction Components R Y Gypsum Board .45 ½ Gypsum Board .45 Sketch of Construction Assembly WEIGHT: 4 . 2 lb/ft2 Check on.: Wan ._.- Roof - FIor - 8. Inside Surface Air Film Outside Surface Air Film Total R.sistanc. Rt UValu. Il/Rt) .68 .68 cooling - heating 25 cooling .17 heating 1.83 175 coolIng heating 596 .571 cooling heating U HEAT TRANSFER COEFFICIENT Form 3 PROPOSED CONSTRUCTION ASSEMBLY I I I. I I ' I . PACIFIC THREE ASSOCIATES tCHANICAL CONSULTING 1LLaw k.lUflhISS SANTA *5* CALIF. flflS List of Cpnstrucdon Components A .1 5/8 Gypsum Board. .56 R19 Insulation/i 13 framing factor 168 Inside Surface Air Film .92 .6 1 cooling heating Sketch of Construction Assembly Outside Surface Air Film .25 . L7 WEIGHT: 2 .6 lb/ft2 cooling heating Chick one: Total Ralstancs Rt 18. 53 18 .14 coolng. 'heating Wall - Roof XXX . UValus • • .053 .055 cooling hosting Floor - I flL) HEAT TRANSFER COEFFICIENT Form 3 ud PROPOSED CONSTRUCTION ASSEMBLY I PACIFIC THREE I AIIOCIATU I MECHANICAL CON$uLT$G INGINI INS 1INLSWY lt.. SUITS loS I SANTA ANA CALIF. tv (71)Th4a2I I List of Construcdon Components A Built -up Roofing 33 I 2.1/2 ' Plywood -62 I Sketch of Construction Assembly WEIGHT: 3.6 lb/h2 I . . Chock one I .. Wall - Roof I Flbw I I . I > I . Inside Surface Air Film .92 .61 cooling heating Outside Surface Air Film .25 .17 cooling heating Total Resistance Rt 2A2 1 - 73 Cooling heating UValu. DIRt) .471- .578 cooling heating 1 Form 3 HEAT TRANSFER COEFFICIENT ME PROPOSED CONSTRUCTION ASSEMBLY I PACIFIC THREE £$$SCIATII I UIC$ACAL CO$UI.TN6 INGINS INS I SI., SUnS In SAJfl* ANA ROOF CAUF. 12705 (7k) 515.4475 1 List of Construction Components R R19 insulation 19 115 7. Inside Surface Air Film .92 .61 cooling heating Outside Surface Air Film .25 .17 cooling heating TOtalfl.slltanc,Rt 21.32 20.93 cooling heating U-Value (I/Rt) .047 .047 cooling heating I. Sketch of Construction Assembly I WEIGHT: 1.5 lb/ft2 I Check one: I . Walt Roof FIOO.— I , • PACIFIC THREE A$$OCIATI$ MECHANICAL CONSULTING (NOINt INS DOCUMENTATION FORM Form 4 HVAC SYSTEMS COMPLIANCE IComplete for each system) • IR Pro*tThW CINEMA AIR HANGER OFFICESDoajmenby Location Carlsbad... California 0t2/18/87 l I. WIT SL SUWTT IN Preheat Oeslgn.r T - K - Cr n s by Ch.cksd by8AiIITA ANA _________ CAL.. 51755 (7i4)e-4IlI Date_________ DESIGN CONDITIONS Building occupancy type (Table 1 of Appendix I) ...........0 54 Project Latitude (Table 2 of Appendix ...............33.2 Heating Degree Days (Table 2of Appendix I) ..............2092 HEATING LOAD DOCUMENTATION (Attach C*IOJI*tIOns[) .' Outdoor Design Temperature, Winter .................. Indoor Design Temperature ....................... .72 OF Outdoor Air ...................... ............. CFM Heat Lou From Outdoor Air......................... Bt/H. Temperature of adjacent unheated spaces ..............________ OF Tramini Won Heating Losses ......................58 ,114 81u/Hr. Infiltration Air ..................................... CFM Heat Loss From Infiltration ...... : .................. 81u/Hr. Venthation.Air ..... . ...................... ....... CFM Hest'Loss From Ventilation ........................5 , 388 8tulHr. Outdoor Air for Special Processas...................... . CFM Heat Loss From Process Air ....................... Btu/Hr. . Other Hut Losses (describe) ......................... . Total Heatl.ossss .... . ......... ........... ...... .63,902 Btu/Hr. COOLING LOAD DOCUMENTATION (Attack ladona) / Outdoor Design Temperature. summw, dry b(iib ......... .80 OF OUtdOOI Design Temperature, swnmSr, wet bulb ......... .68 Olt Indoor Design Temperature. swnmer. dry bulb .......... 74 OF Indoor Design T.mgerature, summer, wet bulb ...........65 . OF Transmission Heat Gain ............................18 ,665 Otu/lr Infiltration Air ............................... CFM Heat Gain From )nflltiatlon ....................... Outdoor Air for Spidal Processes .................... CFM. Heat Gain for Process Air ......................... etulMr. SolarHeat Gain Through VA. dOws,ItC .................4,404 5tulHr. Heat Gain From Lights, Equipment. People, etc .........59,286 Btu/Hr. Heat Gain From Other Sources .................... - Btu/Hr. Outdoor Air: Fixed Minimum Type System CFM Per Person (Not to Exceed Tabulated Minimum Ventilation Rates) ..... ___ 15 ,8O1_______ CFMIPof 4 Heat Gain From Outdoor Air .................. Sty/Hr. HIT PACIFIC THREE A$SOCIAT($ ME C NA NP C AL C ON WL T INC E *CN It NS 1505 E. SUIT St.. SUITE 150 SANTA ANA CALiF. nlss (714) Peq. 2 of Fo,c,, 4 COOLING LOAD DOCUMENTATION (Continued) System Utilizing Outside Air For Cooling CFM Per Person (Not to Exceed 33% of Tabulated Recomrn.nded Ventilation Rates) . CFMIPwio4 Heat Gain From Outdoor Air ................. 8tulHr, Total Cooling-Load . ...............................87 , 15 6 8tu/Hr. TEMPERATURE rnNTncsl Attach manufacturer's data or other, give specification or drawing reference which shows in detail the following information: REFERENCE (page or sheet No.) capability to sequence heating and tooling ....... ............................... .M -1 temperature control device sat point limits; .............................. ......M -1 'c temperature sat point range between full heating and fuIlcooling ................. ....M -1 setback and shutoff controls ......................................... .......M -1 capability to terminate heating at 70°F and cooling at 78°F ...................... M1 Indicate drawing or specification reference where the temperature control device requirements given below are documented. An automatic temperature control device shall be provided for: . each separate HVAC system .............................................M-1 each zone .......... . ..... . ............... . ..................... . .........M-1 SIMULTANEOUS HEATING AND COOLING The following requirements apply to the- use of new energy and need not be complied with when recovered energy is used to control temperature. In each case, when resetting hot and cold deck temperatures, one representative zone may be chosen to represent no more than ten zones with similar hissing or cooling requirements. Concurrent operation of independent heating and cooling systems serving common spaces must provide either or both of the controls even below. List reference specification page or drawing number where control requirements can be verified. I REFERENCE Sequential temperature control of heating and cooling systems ..................... .M -1 I . Automatic reset of heating temperature, to limit energy input only to that N A level to offset heat loss due to transmission and infiltration ......................... I . Reheat system, - give ref.rnce specifications page or drawing' number which will show compliance with the following when reheating 20% or more of the total air in the system. When serving multiple zones, controls must automatically reset the cold air ' N A PJDOIV to the highest temperature IvsI of the zonerequiring th. most cooling .......... N A Single Zone reheat system, shall be controlled to sequence heating and cooling ............ I U LJU nat',r,a' MICKANICAL St.. SUITE lag I H R E E CONSULTING SANTA AMA M 92705ASSOCIATES ENGINE[ 11 CALIr, iES Ps.3o 4 1714) 7304070 Duel-duct or multizone systems - give reference specifications p.ge or drawing number which will show compliance with the following: I . REFERENCE Hot deck temp..ab.ir. - must be automatically reset to the lowest NA temperature necessary to satisfy the zone requiring the most hostiM .................. I • Cold deck temperature - must be automatically reset to the hi.st N A temperature necessary to satisfy the zone r.guinngthe most cooling .................. R.<:*,oling systems - g,, refwwwo specifications page or drawing number which shows compliance with the following if I .. recooling 20% or more of the total air in the system. Controls must automatically reset the temperature of hosted supply 'air to __ ' 'N temperature necessary to satisfy the zone requiring the most h4ating. ..................A .HVAC SYSTEM RESTRICTIONS & SPECIAL REQUIREMENTS I Several HVAC System types have special requirementa or restrictions. In this section, the type of system used in the design must.be listed and any special restrictions given here referenced to show compliance. Supply' references to proper sp.csti- cations pig, or drawing numbers. S 1 Type' HVAC Systems Used - List type of system to be used here (include all system; for heating or cooling in the building) include reference for specifications for each system. Split- System Heat Pump See 'M—1 I , - . ,• I.., H. I Constant volume ,ehsat system - when serving both interior and exterior zones - separate cooling coils are required it the exterior ton. exceeds 20% of the total air quantity through the cooling coil. . I . REFERENCE NA Ut11.1 PACIFIC NIC*MIC*L It.. sum 108 left 1. WIT T H R E E CONSUUINS SANTA INS INCINI(IS CALIF. 1170$ - N ASSOCIATES 114)750-4010 DUAL DUCT AND MULTIZONE SYSTEM Page 4 .f Form 4 Constant .olume duct or ,nultizone syn.ms which utilize ,vow energy to simultaneously h.at and cool air strowns wlsith are subsequently mixed for temperature control are prohibited for buildings larger than 20,000 eQuarls fast of conditioned space. If used. the air leakage for dampers uduizsd for Usa mixing of hsatsng and cooling air shall be limited to a maximum leakage of 3% of the total air quantity handled by the dampers when operating at the maximum system preseum to which the dampers will be subjected. Manufacturer's $ab.l or na,nplats shall stats. leakage rates. REFERENCE I NA Economizer Cycle — For each cooling fan ,yst.m. for other than dual-duct or multizone systems. which serve zones having total cooling capacty greater than 134,000 Btu/hr or more than 5.000 CFM must have an .conorniz.r cycie unless on. of the exceptions allowed is claimed. - REFERENCE NA El.cti-ic Assistance Heating Systems — Th.m systems shall not be used unless the total insUfl.d electric resistance hut doss not exceed 10% (tan peccant) of the annualh.adnq energy r.quirsmsnt or a life cyde cost an&ysn. Form 8 (1.. Section 41 of this manual) shows an alternate system lift cyde cost exceeds that of the electric resistance system; Give rfsr.nce if less than 10% or indude Farm 8 if calculating lite cycle cost. REFERENCE NA MECHANICAL AND GRAVITY VENTILATION Mechanical ventilation — Dampers which an automatically interlocked and dosed on fan shutdown are required. REFERENCE NA Gravity Ventilators — Either automatic or readily accessibl, manually operated dampers must be provided for all openings to the outside with the exception of combustion air openings. REFERENCE NA POWER CONSUMPTION IN FANS / REFERENCE Constant v&uns. System. -• CFM Iota Supply Air(iandty .......................................... .....3,465 Total Pressure of Supply Fan ............................................2 . 0 hod wr Total Supply Air Cjantity Adjusted for Process Loads ............................ .- - Total Gross FloorArea .......... 3,760 ........................................ SFt Net Fan Performance Index (FPI) ....... . ....... .......................... ......1 84 Variable volume system Total Supply Air Quantity at Maximum Flow ................................ ..NA Total Pressure of Supply Fan at Maximum Flow ..............................."' " TotalGross Floor Area ................................................... ..Sq. pt. Fan Performance lnd.,( at Maximum Flow (FPIm) ............... .................CRiI Variable Volume Adjustment Constant ...................................... Adjusted Fan Performance Index, FPt ....................................... HIE r.i,,r ''NICHANICAL St..SUITE OS THREE CONSULTING SANTA GSA ASSOCIATES WING AND DUCT INSULATION AND DUCT CONSTRUCTION Ralmei to the piping Insulation. duct Insulation and duct conswuction, reWlreffmft prsswtsd in Section 4.2 of the Energy Conssrvatlon Duãgn Manual must be given below: REFERENCE M-1 Form 6 nJn DOCUMENTATION FORM & UdU HVAC EQUIPMENT COMPLIANCE • PACIFIC THREE ASSOCIATES NICI,ANICAL CONSULTING INGINS INS 1MSLSAUY .. Sum IN SANTA ANA CAU. SO7$ (114)2564020 References giving the specification Page or drawing sheet number or manufacturers data must be submitted to demonstrate com- pliance with Division 6 of the standards. ELECTRICALLY OPERATED COOLING Standard rating capacity. Btu/hr 87,156 SYSTEM EQUIPMENT Minimum EER (COP) 8.0 Reference M-1 ABSORPTION WATER CHILLING Heat source (check one).- COOLING SYSTEM EQUIPMENT Direct fired (gas-oil) lndirectfired (steam-hot water) Minimum EER (COP) Reference COMBUSTION HEATING EQUIPMENT Minimuth combistion efficiency at (Oil and gas-fired comfort maximum rated output heating equipment— Reference ELECTRICALLY OPERATED HEATING Minimum EER (COP). 2,..5 HEAT PUMPS . Reference .. M :1 Supplemintasy Heater Control NA Reference . NA / .. ELECTRICAL RESISTANCE SPACE . . REFERENCE FOR FULL-1,OAD ENERGY 0 HEATING EQUIPMENT INPUT AND OUTPUT REQUIREMENT FOR MAINTENANCE FOR MANUFACTURERS MAINTENANCE AND. FULL AND PARTIAL CAPACITY AND STANDBY INPUT(S) AND OUTPUT(S) SPECIFICATION REFERENCE - . •0 •0 j.•• - .... I :SINGLE HOUR LOAD CALCULATION OUTPUT Oct 1300h :.HANGER OFFICES JOB NAME: CINEMA AIR DATE PREPARED: 02-18-1987 SITE NAME: CARLSBAD, CALIFORNIA California 60501.952.1 I OUTDOOR trB/WB: 73.0/ 66.0 F INDOOR DB: 74.0 F RH: 54 L Zone Loads & System Information Surnmar' pa 1 LOAD COMPONENT : SENSIBLE(Btu/hr•) LATENT(Btu/hr) SOLAR GAIN . I GLASS TRANSMISSION . 4,404 0 -201 . . C) WALL TRANSMISSION 5, 40:3 . 0 ROOF TRANSM 1581 ON . C) . . C> I . TRANS. LOSS TO UNI::oND. SPACE . 1:3,458 . . a LIGHTING ( 11,750 W TOTAL) 40,103. . . 0 OTHER ELEC. ( 1,880 W TOTAL) 6,416. 0 F'EOF'LE ( 11 PEOPLE TOTAL) 2,S 11 2 352 . •MISCELLANEOUS LOADS 0 C) COOLING INFILTRATION 0 . . . 0 I : CCICILI.Nn SAFETY LOAD 0 . . C) 3IJB-TCITAL; 72,400 . '2-, 352 - NET VENTILATION LOAD ( 347 C:Frn) -381 5, 182 SUPPLY FAN LOAD (BHP= :3.0) . 7,604 0 ROOF LOAD TO PLENUM . C) . 0 LIGHTING LCIAtI TO PLENUM C) C) I • TOTL C:OOLING LOADS • 79,622 7,534 TOTAL COOLING LOAD = 87, 156 Btu/hr 7.26 Ton r 517.7 sft/ T.':'ni 1 ZC'NE TOTAL FLOOR AREA = 3,76000 sft ZONE OVERALL LI-FACTOR = 0.155 Btu/hr/sft/F . I Transmission and Solar Gain by Exposure LOAD COMPONENT AREA TRANSMISSION SOLAR GAIN I (sqft) (Btu/hr) . GLASS LOADS: NE C) . 0 0 . E 135 —108 1,314 SE C) 0 0 60 —48 2,921 SW 0 0 C) W C) I C) 0 NW 0 o N 56 . :168 I H 0 0 0 . WALL LOADS: NE C) 0 - E. 18 12 - . SE C) . 1 • S 11963 5,:339 - SW C) C) - W 180 58 - I :. • NW • C) . () - N • . 0 () - I. V I SINGLE HOUR LOAD CALCULATION OUTPUT Oct 1300h : HANGER OFFICES JOB NAME: CINEMA AIR DATE PREPARED: 02-18-1937 I SITE NAME: CARLSBAD, CALIFORNIA California 60501852.1 OUTDOOR DB/WB: 73.0/ 66.0 F INDOOR OB: 74.0 F RH: V4 / I Coil Selection Parameters P9 2 COIL ENTERING AI.R TEMP. (DB/WB) = 75.9/ 62.9 del F COIL LEAVING AIR TEMP. (DB/WB) 55.0/ 54.4 deg F i::CIIL SENSIBLE LOAD = 79,622 Btu/hr- COIL TOTAL LOAD = 87,156 Btu/hr i:CIC,LING SLIFPLY AIR TEMPERATURE V 55;0 des F I TOTAL f:OOLINO Cfrn = :3,465 C:frri C:OOLINC, C:frn/scft = 0.92 Cfrri/sft I RESULTING ROOM REL. HUMIDITY = : 49 X' COIL BYPASS—FACTOR V V = 0. 050 HEATING LOAD CALCULATION OUTPUT HANGER OFFICES - JOB NAME: CINEMA AIR DATE PREPARED: 02-18-1987 SITE NAME: CARLSBAD, CALIFORNIA California 60501852.1 I WINTER DESIGN DRY BULB: 37.0 F INDOOR DB: 72.0 F HEATING LOAD SUMMARY Note: Heatin9 load is computed at winter design condition. LOAD COMPONENT ------------------------------------------------------------ LOAD (Btu/hr) WALL TRANSMISSION 6,051 ROOF TRANSMISSION 0 I GLASS TRANSMISSION 7, 025 TRANSMISSION LOSS TO LINC:OND. SF'AC:ES :34,992 INFILTRATION LOSS 0 SLAB FLOOR - 10,444 HEATING SAFETY Btu/hr I C) SUB—TOTAL 53,514 NET VENTILATION LOSS ------------------------------------------------------------- 5,:353 TOTAL HEATING LOAD 43,.92 I . HEATING SUPPLY C:frn . 1,400 C:frr HEATING SUPPLY AIR TEMPERATURE 110.0 deg F HEATING VENTILATION AIR C:fm 140 Cfrri HEATING SEASON ROOM DRY BULB TEMP. 72.0 deg F ** * ** ********* *** ***** * *** ********* * *** ********* ***** 4 ce SCHOOL FEE COMPLIANCE CERTIFICATION (Government Code Section 53080(b)) 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 School District and returned • to the Building Department of the City of Carlsbad. PROJECT INFORMATION (To be completed by the applicant) Project Address: 05L ?aLv.r Orci't I. Project Applicant: Ba\o Project Type: Residential/No, of Dwellings Commercial ,LIn trial Phased Project: _Yes ,No.. Building Permits arefor entire project &Yes Square feet of covered or enclosed space / Plan check or Building Permit No. q Official checking form Date ..a ? INFORMATION VERIFICATION (Tobe completed by the project applicant) I, , declare under penalty of perjury under the Laws of the Eate of Caornia that I am the project applicant for the 67 rject listed, above and that the foregoing information is true and correc. ' /' Executed this ,.~ day of 198, at 7 California. 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 exempt from Government Code 53080. - Final Map approval and construction started before September 1, 1986. (other school fees paid) Other School District Official: SIGNATURE zoJ . If- NAME (PRINT) RO: 5 e-:f - 5; TITLE "DATE •': PHONE NO.