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2788 LOKER AVE W; BLDG 3; CB880065; Permit
r i II) z 0 j:: C a:: C ... Ill Q IC i[ 8 a:: ~ ... 5 I Ill z ~ z 0 j:: ~ z Ill IL :I 0 0 II) ic Ill :.:: a:: 0 3 . 1[ O I hereby affirm that I am licensed under provisions of Chapter 9 {commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I hereby affirm that I am exempt from the Contrac· tor's License Law for the followmg reason (Sec. 7031.5 Busmess and Professions Code: Any ~1ty or county wh1cli re-Quires a permit to construct. alter, improve, demolish, or repair any structure, prior lo its issuance also reqwres !heap--plicant tor such permit to file a signed statement that he is licensed pursuant to the provisions of the (.;ontractor' s License Law (Chapter 9 commencing with Sectmn 7000 of D1v1s1on 3 of the Business and Professmns Code) or that 1s ex-empt there1rom and the basis for the allegea exenwt10n Any violation of Section 7031.5 by an apphcant !or a permit sub-1ects the applicant to a civil penalty of not more than five hun- dred dollars ($500) ! i I, as owner of the property, or my employees with wages as their sole compensation. will do the work, and the struc- ture is not intended or offered 1or sale (Sec 7044, Busmess and Professions Code· The Contractor's Ltcense Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees·, provided that such improvements. are no.t intend- ed or .offered f~r sate. If, however, the building or 1mpr.ove-ment 1s sold w1thm one year of completmn, the owner-bwlder will have the burden of proving that he did not build or im-prove for the purpose of sale) r I I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Busmess and Professions Code. The Contractor's License Law does not apply to an owner of property who builds or im- proves thereon. and who contracts for each proiects with a contractor(s) license pursuant to the Contractor's License Law). l"J As a homeowner I am 1mprovmg my home, and the follow- mg conditions exist: 1. The work 1s being performed prior to sale 2. I have lived in my home for twelve months prior to completion ot this work l have not claimed this exemption durmg the last three years. 0 I am exempt under Sec _______ . B & P C for this reason ____________ _ D I hereby affirm that I have a certificate of consent to self-insure. or a certificate of Workers· Compensation In- surance. or a certified copy thereof (Sec. 3800. Labor Code) POLICY NO COMPANY D Copy 1s filed w,th the city D Certified copy 1s hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS" COMPENSATION INSURANCE (This section need not be completed if the permit 1s for one hundred dollars ($100) or less) D t certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workers· Compen- sation Laws of California. NOTICE TO APPLICANT: If, after making this Certificate of Exemption. you should become subject to the Workers· Compensation provisions of the Labor Code. you must forthwith comply with such provisions or this permit shall be deemed revoked. D I hereby affirm that there is a construction lending agency for the performance of the work for which this per- mit is issued (Sec. 3097. Civil Code) Lender's Name Lender's Address USE BALL POINT PEN ONLY & PRESS MARO QTY. QTY. CARLSBAD BUILDING DEPARTMENT 2075 Las Palrnas Dr., Carlsbac:j, CA 92009-1915 (619) 438-1161 PLUMBING PERMIT· ISSUE EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER ANO/OR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAL. ALTER. REPAIR WATER PIPE EACH V-ACUUM BREAKER WATER SOFTNER EACH RQj)F DRALN (INSIDE) TOT AL PLtJMBING ELECTRICAL PERMIT -ISSUE .,~ QTY. vo ND vO NO REDEVELOPMENT AREA vO NO MECHANICAL PERMIT -ISSUE INSTALL FURN DUCTS UP TO 100.000 BTU OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3 15 HP METAL FIREPLACE VENT FAN SINGLE DUCT MECH EXHAUST HOOOIOUCTS RELOCATION OF EA FURNACE/HEATER DRYER VENT TOT t;[ MECHANTI:AL MOBILE HOME SETUP CAR PORT 1 PH ' IT 3 PH/7)J':>~ I ~./ II I AWNING EX 1ST B.LDG EA AMP/SWT 'BK R I II I GARAGE 1 PH 3 PH REMOOEL"ALHR PER CIRCUIT TE MP POLE 200 AMPS OVER 200 AMPS TEMP OCCUPANCY 130 DAYSI TOTAL ELECTRICAL APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. f(~;·~G:? BUILDING SQ. FOOTAGE .;~ ~(:•: Not Valid Unless Machine Certified PLAN CHECK TOTAL PLUMBING 001-810-00-00-8222 ELECTRICAL 001-810-00-00-8223 MECHANICAL 001-810-00-00-8224 MOBILEHOME 001-810-00-00-8225 SOLAR 001-810-00-00-8226 STRONG MOTION 880-519-92-33 .,,,,,, II FIRE SPRINKLERS OOJ...810-00-00-8227 I I z./6,.Il) PUBLIC FACILITIES Fif:J, ~'20-810-00-00-8740 c.J-"!:}t;J;, BRIDGE FEE 360-810-00-00-87 40 PARK-IN-LIEU (AREA TIF 312-810-00-00-8835 311-810-00-00-8835 001-810-00-00-8162 MFF 880-519-92-5 7 CREDIT DEPOSIT ~ u::: >-~ 0 c.. E Q) f- l "O 0 (.'.) c Ill () c.. c.. <{ I -"' C: a: 0 (J) (J) Q) (J) (J) <{ I 3: .2 ai >- Q) () C: Ill C: u::: ::::. C: Q) Q) (5 0 ti Q) c.. (J) C: 2 .s:: ~ TYPE DATE INSPECTOR o;- BUILDING &'s--o t> fQ~ ·. . I FOUNDATION -------....... /) FIELD INSPECTION RECORD REINFORCED STEEL ~ '11 vi Yr r MASONRY I I • .•. REQUIRED SPECIAL INSPECTIONS ; INSPECTOR'S NOTES , .. ' GUNITE OR GROUT INSPECTION REQ. IF INSPECTOR'S DATE 1 /v, / ,,,v -.u~~11tv JJ;;,1,, Frul IJl/l~ ,· . ' CHECKED APPROVAL SUB FRAMED FLOOR D CEILING /) SHEATHING D ROOF D SHJ:AR /1/4-/ ft , __ FRAME i//-1// ,, y EXTERIOR LATH , / ...... SOILS COMPLIANCE ,l,1/ ff .. 1"J'"PYL<.-,"''A ,.d:7 /fn// r-.t'Mt"U hlf.. J2A,ffj PRIOR TO I ~~ FOUNDATION INSP 9/,, ;r-PA1m"re1L.,rT1vJ J.-1/itJp< f>~/J,n ~ STRUCTURAL CONCRETE ;/4/ -,;t:7,Aµ('L~ /4,;,J';,} ~.A·_-_,, ~· 4 Cl.JI-AP/ltA,I. <,~J7~c..~ 1/2.3 OVER 2000 PSI INSULATION t/-,../ T'f 77'"') INTERIOR LATH & DRYWALL i /2V 1,,11 - I , PRES TRESSED ;//2 -,'~ V/Z. .f 7""/1-1/b. ~/pf) ' , I I CONCRETE . ··posT TENSl'ONED •/ CONCRETE ~; PLUMBING /) FIELD WELDING .. D SEWER AND BL/CO D PL/CO /6//.P it"! / _/ UNDERGROUND D WASTE D WATER ~11-1-1rr 1..#&-- TOP OUT D WASTE D WATER 'iMIH L/~ ..,......./ r ·- ' HIGH STRENGTH . . . . BOLTS .. ' . ,, ' --. -..,~ -· .. --SPECIAL MASONRY TUB AND SHOWER PAN ' I I , ·, GAS TEST ' _W=:f PILES CAISSONS D WATER HEATER D SOLAR WATER II . . -.•. .. -·, •. ' --~ '.\ . ' ELECTRICAL -,,, D ELECTRIC UNDERGROUND D.UFF!=R .,........ ROUGH ELECTRIC . ;/-,./ "' ~ ' . .. ..•... -.:. ·: ' D ELECTRIC SERVICE D TEMPORARY , I ·-. . .. D BONDING D POOL ' .. . , MECHANICAL ... . ·-D DUCT & PLEM., D REF. PIPING ' : . .._ :' ' .. •. . HEAT -AIR COND. SYSTEMS ' ·-. ~ .-\ -.• ·r· 1'· ~ ' '. • ·--• 1. VENTILATING SYSTEMS ' -, (·' .• '. ~,.. ·- CALL FOR F ..... _ ···-· --.. ITEMS ABOVE HAV.E BEEN APPROVED. . ·"""'I',:,.,.,.._,.. •. , t-'~ ,·>· . I• \ ... : . } \ .• . FINAL ' ' -PLUMBING ' ELECTRICAL /) . ' ·. \ :."'": .. ~ .:··; .... . \ _, . -. • -·· .. . .. MECHANICAL -. I .ill;.. ~ ·T·· ,.. .. -· GAS , ... ,]bf I ' I . ! ' BUILDING SPECIAL CONDITIONS L I .1 ~ Ill z 0 .: C IIC j (J Ill 0 ~[ = ~ z 8 a: Ill 0 .J :i I Ill z ~ 0 z 0 s z Ill IL :I 0 (J Ill ic Ill :.:: a: i . ![ O I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profnslons Code, and my license is in full force and effect. l hereby affirm that I am exempt from the Contrac-tor's ucense Law tor the following reason (Sec. 7031.5 Business and Professions Code: Any city or county wh1ctl re- quires a permit to constru~t .. alter. improve, demohsh, or repair any structure, prior to its issuance also reqwres !heap-plicant for such permit to file a signed statement that he Is hcensed pursuant to the provisions of the c;ontractor · s license Law {Chapter 9 commencing with Section 7000 of D1vis10n 3 ol the Business and Professions Code) or that 1s ex-empt therefrom and the basis for the allegeo exemption. Any vmlatIon of Section 7031.5 by an applicant for a permit sub-1ects the applicant to a civil penalty of not more than five hun- dred dollars ($500) I I I. as owner 01 the property, or my employees with wages as their sole compensation, will do the work. and the struc· turn 1s not mtended or ottered 1or sale {Sec. 7044, Business and Professiom, Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who. does such work himself or through ~is own employees. provided that such improvements are not intend- ed or offered for sale. If. however. the buIldIng or improve-ment is sold within one year ~f completion, the own~r-builder will have the burden of proving that he did not butld or im-prove for the purpose of sale). f I I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044. Busmess and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or im- proves thereon, and who contracts for each projects with a contractor(s) license pursuant to the Contractor's license Law) [l As a ~omeowner I am improving my home, and the follow ing conditions exist: 1 . The work is being performed prior to sale 2. I have hved in my home for twelve months pnor to completion of this work. 3. I have not claimed this exemption during the last three years. ~r ;h~:r~~~~it under Sec _______ , B & P.C ------------- D I hereby affirm that I have a certificate of consent to self-msure. or a certificate of Workers· Compensation In- surance. or a certified copy thereof {Sec. 3800. Labor Code) POLICY NO. COMPANY ~ Copy 1s filed with the city D Certified copy 1s hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS· COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) or less) D l certify that in the performance of the work for which this permit is issued. l shall not employ any person in any manner so as to become subject to the Workers· Compen- sation Laws of California. NOTICE TO APPLICANT: If, after making this Certificate of Exemption. you should become subject to the Workers' Compensation provisions of the Labor Code. you must forthwith comply with such provisions or this permit shall be deemed revoked . D I hereby affirm that there is a construction lending agency for the performance of the work for which this per- mit is issued (Sec. 3097, Civil Code) Lender's Name ____________ _ Lender's Address ____________ _ USE BALL POINT PEN ONLY & PRESS HARD CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad, CA 92009-1915 (619) 438-1161 QTY.I PLUMBING PERMIT -ISSUE EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER AND;DR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAL, ALTER, REPAIR WATER PIPE EACH VACUUM BREAKER WATER SDFTNER EACH ROOF DRAIN (INSIDE) TOT AL PLUMBING QTY. ELECTRICAL PERMIT -ISSUE NEW CONST EA AMP 'SWT BK R 1 PH 3 PH EXIST BLDG EA AMPiSWT'BKR 1 PH 3 PH REMODEL AL HR PEA CIRCUIT TEMPPOLE 200AMPS OVER 200 AMPS TEMP OCCUPANCY 130 DAYS) TOTAL ELECTRICAL s~ QTY. vO N 0 vO NO REDEVELOPMENT AREA vO NO MECHANICAL PERMIT -ISSUE INSTALL FURN. DUCTS UP TO 100,000 BTU OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3 15 HP METAL FIREPLACE VENT FAN SINGLE DUCT MECH EXHAUST HOOD/DUCTS RELOCATION OF EA FURNACE/HEATER DRYER VENT TOTf;,L Ml:CHANICAL QTY. I MOBILE HOME SETUP CAR PORT AWNING GARAGE APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. TYPE CONST I -Dl.) s- DCC LOAD FIRE SPR vO NO VALUATION PERMIT NUMBER ZONE 8$CXYQ~-3 BUILDING SO. FOOTAGE v Alb~ oh,>/,t1;f-C fJcJUH,1-~.s /LIJ~· Not Valid Unless Machine Certified SUMMARY/ACCOUNT NUMBER PLAN CHECK TOTAL PLUMBING 001-810-00-00-8222 ELECTRICAL 001-810-00-00-8223 MECHANICAL 001-810-00-00-8224 MOBILEHOME 001-810-00-00-8225 SOLAR 001-810-00-00-8226 STRONG MOTION 880-519-92-33 FIRE SPRINKLERS 001-810-00-00-8227 PUBLIC FACILITIES FEE 320-810-00-00-87 40 BRIDGE FEE 360-810-00-00-87 40 PARK-IN-LIEU (AREA TIF 312-810-00-00-8835 LA COSTA TIF 311-810-00-00-8835 --FMF LICENSE TAX 001-810-00-00-8162 MFF 880-519-92-57 CREDIT DEPOSIT .!!! ii: >, i;; 0 a. E (l) I- I "Cl 0 (!) C ro () a. a. <t I -"' C a: 0 ff) ff) (l) ff) ff) <t I i: .2 ai >- (l) () C ro C ii: C (l) ~ C 0 ti (l) a. ff) C ~ .c s: ~ TYPE DATE INSPECTOR BUILDING OUNDATION ' FIELD INSPECTION RECORD I ,F R M G s s F E EINFORCED STEEL REQUIRED SPECIAL INSPECTIONS ASONRY I I INSPECTION REQ. IF UNITE OR GROUT CHECKED UB FRAME D FLOOR D CEIL.ING SOILS COMPLIANCE HEATHING D ROOF D SHEAR PRIOR TO RAME FOUNDATION INSP XTERIOR LATH STRUCTURAL CONCRETE NSULATION I INTERIOR LATH & DRYWALL I PLUMBING I D SEWER AND BL/CO D Pl/CO NDERGROUND D WASTE D ~ATER ·op OUT D WASTE D \'YATER UB AND SHOWER PAN I I I ,AS TEST I I u T T G D I WATER HEATER D SOLAR W>,.TER I I ELECTRICAL : D ELECTRIC UNDERGROUND D D:UFFER ROUGH ELECTRIC D ELECTRIC SERVICE D TEMPORARY D BONDING D POOL MECHANICAL D DUCT & PLEM., D REF. PIPING· I OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY PILES CAISSONS ~ .- ·. HEAT -AIR COND. SYSTEMS ., .· ~ .-. -. ..... • '· ' 1·1;;-~ I' ·· .. ,, -~ .•• o:-. .~~ \ ... ,· ' VENTILATING SYSTEMS ' . .. CALL FOR FINAL INSPECTION'.WHF!N AU.1A'PPR1JPRIATE - ITEMS ABOVE HA VE BEEN APPROVED. . . • .. .,,,. ~ " . ~ FINAL \. ''-.·(_ .. _, ... -.. , ~-·:: \, .. ...-,~ .. ~-.,._ , .. ' I ~d) .. PLUMBING A . . I /) ,,fo -~ ELECTRICAL I : ,/ ~I' • ·.k<· -MECHANICAL . , •. /'1A It~·-··· ... -~ ·,1,/Y r J v· ·., ... GAS v / . .. I /, v---BUILDING SPECIAL CONDITIONS ' . ., ., ' \ ......... . .. ~ . , ..... "-. ' ·•. . . -·- INSPECTOR'S APPROVAL ·- \, ,.,,..,, .,. . ~ --... ... ',.•,..,· \ INSPECTOR'S NOTES ·.,. !---*' .. ~ '\ DATE . ,. . .:.. \"-, ' ··i· C ,. \ ' ... -•... .. .• . I • l .. . \ .· .... ,,_ ~ .. --~ ~-., ·\ -~ ~-; .,. r. ~ -.. .,. '· ... .. ...... -· • . -·. , .. ,, '·"-... -.. '• ~ " . -. ' -. ' -. ... . . ~" DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only White -File Yellow -Applicant PLAN ID NO. 0016 01/14 Ol01 05Misc-s:890,N: VALIDATION AREA ESTMATED VALUATION 1,9bo 0 ,~ > PLAN CHECK FEE 001-810-00-00-8821 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. 2 198J ENERGY CALCS --5tC/O. KJ R NON RESIDENTIAL BLDGS 2 SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE LA COSTA LETTER SCHOOL FEE FORM P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY Pink -Finance Gold -Assessor FINAL BUILDING INSPECTION 810065-3 DATE: ,12011, PRWECT NAME:-------------------------------.. :~•,,. ADDRESS: ___ 2_7_81_1..ok __ ._r_A_ve_n_u_e_'W_e_s...;.t _ _.;.,:•( ___ B...;_ld ...... g..._.::........;;l__,,_) ___________ _ PROJECT NO.: ________ UNIT NUMBER: ________ PHASE NO.: ~-------... TYPE OF UNIT: __ c_o_w_._M_B_L_O_C---· -----NUMBER OF UNITS: CONTACT PERSON~· _____ S_te_v_e-'--S_he_l __ ton_·_-,--_________________ _ ..... 1431-0187 CONTACT TELEPHONE:. ______________________________ _ bldg, eng., plan, util, fire, water Ill\ INSPECTED ab DATE ~ V BY: INSPECTED: APPROVED ?;:., _:;: <: DISAPPROVED .? [;,.~ ...... INSPECTED DATE .. -~ BY: INSPECTED: APPROVED DISAPPROVED i \ .,...,""' <II INSPECTED DATE ... BY: INSPECTED: APPROVED DISAPPROVED COMMENTS:-------------------------------'---- •.. ... , .. . f l Rev. 1186 WHITE: Sl,lspense BLUE: Water District GREEN: Engineering CANARY: UUl:ittes PINK: Planning GOLD: Fire • il i I FINAL BUILDING INSPECTION I PLAN CHECK NUMBER: 880065-1 & 2 DATE: _3_/_2_3_/8_9 ___ _ PROJECT NAME:------------------------------- PROJECT NO.: _______ UNIT NUMBER: _______ PHASE NO.: --li~~-"'l~- _____ C_O_M_M+€d~·=-=,-,1,-·' ___ NUMBER OF UNITS: TYPE OF UNIT: CONTACTPERSON.·~ ____ S_t_e_v_e_S_he_l_t_o_n ______________ --'s":,i.=',--TT1~rl.l.LL:::-- all departments INSPECTED BY: _________ _ INSPECTED BY; _________ _ V l1N$PECTED BY: _________ _ DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: ~ /t} --Y'f! APPROVED ~ DISAPPROVED __ APPROVED __ _ DISAPPROVED __ _ APPROVED __ _ DISAPPROVED __ _ COMMENTS:--------------------------------- Rev. 11118 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities -PINK: Planning GOLD: Fire '· ~$C:t•NO.: . ---------. UNIT NUMBER: _______ PMASE NO.: -----------lii' .. __ ...,._;_ .... c __ OMM_"""'"""·-.. "'"ft ......... ,: ___ NuMeEFt oF uNttS: TYPE OP UN,r: 1 • i ~T~~-........... --..::.:::==-::.:.:.:::;;:..::::::;:,_ _______ _.:.... ______ --+...-.ii~~ ·;k:·/),, .. •·.· .. {ii,,~,~~QNE-· __ ....., ....... ;;;...;...;;;..;;.....'"'*'""-...-...,...--'-----------.-....... ---'-....,..........,~~ ts OATE IN~· D,\T$ J.(3Md:2 I , # tJ/r:Jtlff IIIISflJIOl'ED: ----- APPA'OYEO.·..,..X--- APPROVEO .j{._ .,.._.'9"',t~P"'~-··"'l,:.¥"". '""'~'"l'IR!I("_ ... "'" ........ ,w.,.,,..., .......... .,. ... """"'"""-'"'"''""'*'"'1"'*"11lf"·*""••~·hfl9i?' fT"l"'#ff.!t"'f'"'ls'io/,•r.~virt ¥'11¥ ! AU.Wl§ : llf',"!fJ ljt "'Sf"~ ~'1"#'111'Ai.,.'i ""!¥.,,;,s::~:"'!."*"rr"'""· ..,.,, ... _l!l;?"ffl~l,-jliilf'"""'"'r'l'"'f.'!\'/"ll· .. ,,,·,"'IIY,l'!!l"'l',Wll!III'. _l"'l#!'ll',!I.\II_Z:4.1'!11: ¥•-~wa•. _!11111!1;,:;s :>~>' . ·:,. ;',· ' ::; ·-· ~NAL BUILDING INSPECTION PLAN CHECK NUMBER: • • • • ,. . ·. :11° '2.. 279D 2.7~~ ct--PROJECT NAME: -" .... ·.¾.,.._., _____ ___,_.._._ ..... ,.i......,._~___,.,_.__..___. _ _,,_'--..-'=-'-'Q......,o..J--__:;,.__ __ ___;,__~-----~ • J t DATE: _3_;./_2_3-'/8_9 ___ _ • ADORE$$: ______ 2_7_91J_-_9_6_Lo_k_e_r_A_v_e_n_u_e_W_e_s_t _____ __,... _______ _ PROJECT NO.:\ ______ .;..-..,......_ UNIT NUMBER: ________ PHASE NO.: _______ _ TYPI: Of' UNIT: 0 F-F'/C.ES, <j.. WAtE!c-Ht,uS~ COMMdli: NUMBER OF ,UNITS: OONTACTPERSON~· ---~S=te=v~e=--=S=h~e=l~to=n;_:__ ________ -~----~----- j . . tN~~Telft). BY: • · APPROVED ~SAPPROVED INSPEC"f'ED DATE ....... _,. BY: INSPECTED: APPROVED DISAPPffOVED -~ ti/ INSPECTED DATE l;t BY: INSPECTED: APPROVED DISAP'f>ROVED f/:, t_it_ ~ 1'}: f ·. ' . . . CO,~ENTS: ----------------------,.------..,.;;.;...-~~__;_,._., .,,_.,,_ ~l''W'lll"'""'""""if· ,,.,,, f '.;~Wf'ffl"l "ftJl'F"""!~ ·ili'Mi• 7"r" '"'''!'"I "t~r'llf"""F""l'.iiffii'jliii!¾!')iF~!'"-"'i1"'1ll~~P"'·",';fl"'r'~\llt,III\ ( .;,p.,.Wl:,lfiif'*A~ , ,,..; ,. ~: I •• , ' •· ' FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 880065-1 & 2 DATE: 3/23/89 PROJECT NAME:------------------------,------------ ADDRESS: ______ 2_7_9_4_-_9_6_L_o_k_e_r_A_v_e_n_u_e_Vi_l_e_st ______________ _ I PROJECT NO.: ________ UNIT NUMBER: -------'---PHASE NO.: _______ _ TYPE OF UNIT: _____ C=-0:::..M:.:.=M.c.......:~c.:...,_~--NUMBER OF UNITS: CONTACTPERSON·~----==S~t=e~v~e'--;,iS~h~e~l~to~n..c,_ ___________________ ...:,__ '~ CONTACT TELEPHONE.~· --~43~1~-~0~1~8~7--,---------------------- all departdients · I INSPECTED ~ BY: ____ ~~~-~~-DATE MAR. 2 4 1989 j INSPECTED: _____ APPROVED __ _ DrSAPPROVED __ _ INSPECTED BY: _________ _ DATE INSPECTED: fNSPECTED BY: _________ _ DATE INSPECTED: Costa Real M · · COMMENTS: un,c,pal Water District Ehgmeenng Department (619) 43~h~-367 -- APPROVED __ _ DISAPPROVED __ _ APPROVED __ _ DISAPPROVED __ _ "----------------------------------'---,---- COSTA REAL MUNICIPALWATER DISTRICT Rev. 1/86 , WHITE: Suspen~e BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire ,, f I I • POOR QUALITY i;. , f. ORI INAL (S CANARY: Utllltlee PINK: Planning .... -........... " FINAL BUILDING INSPECTION ; PLAN CHECK NUMBER: DATE: ' 4/20/lf PROJECT NAME: ---------------::::===::::7-----:----.....-,...----- • ADDRESS: ___ 2_7_18_1..oM __ r_A_venue_. ___ w_e,.;._t __ ~'c-=l_B_ldQ__..""-'•-~-J=:::oJ ~· _____ _,....._/,...., __ . __ _ -, PROJECT NO.: _______ UNIT NUMBER: _______ ~HASE NO;: _______ ___,_ TYPE OF UN1T: __ C_O_MM __ B_LO_G_. _____ NUMBER OF UNITS: CONTACT PERSON~· ______ S..;.teve ____ ..;._s;..c.he;..c.;..c.f.;;.;tan;;_;;_;_ _____________________ _ 431-0117 C()NTACT TELEPHONE._· --------------------------..,...-- bldg, eng, plan, utH, fire, woter INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVEO INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED ,. COMMENTS: Rev. 1/86 WHITE: Suspense BLUE: Watet\ District GREEN: Englnee,tng CANARY: Utilities PINK: J-iannfftj GOLD: 'Pb , \ March 3, 1989 City of Carlsbad, Building Department 2075 Las Palmas Carlsbad, CA 92009-4859 ATTENTION; CARTER DARNELL RE; DAVISON/JONES DEVELOPMENT EL FUERTE BUSINESS PARK 1 PLAN CHECK NUMBER CB 880065 P.I.P. NUMBER 87-5 Mr. Darnell, I -7 ,t..L 7"11 o b b~ .~ Please and Gary vent will aesthetic caps will the roof. approve the vent cap as provided by Wesley Okamoto of B/R/D Hunter of Air Unlimited. It is my understanding that this provide the required air ventilation, and I prefer its appearance to the existing rotary ventilator. The vent be painted with a primer and finished to match the color of I have requested this change and would appreciate your approval. Thank You for your consideration. Sincerely, 7114-r- Marty Jones, Partner DAVISON/JONES DEVELOPMENT The vent is lower in appearance and carries the same air capacity. Will help our roof mounted policy. Carter 3/9 -1 -; ./B-~ UNSCHEDULEb;INSPECTION /) DATE 3-cfl(,-91 7"..3t?~ INSPECTOR. __ --1~~...;.~------ PERMIT# _____ _ PLANCK# _____ _ JOB ADDRESS dJ7c58' L<Jk,t_, Wd: w ~tC'i,, &74..a-c.-?- :r'07'Jtf.< ~A+::! ~s TIME ARRIVE: _____ TIME LEAVE: ____ _ CD LVL CT COMMENTS ----· r l ~ u_j 2 3 4 5 6 7 8 9 10 11 12 -..... -..... ,,.--.,.,..-13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 execulive ® 2a· c/ecr r PREPARED f,Y o-~ -9/ DATE ), J .,j a,,.-~' ...... , APPLIED GEOTECHNICAL ENGINEERING, INC. 2160 Walnut Avenue, Suite H • Tustin, CA 92680 • {714) 669-8081 32368 Mission Trail • Lake Elsinore, CA 92330 • (714) 674-7851 JOB OBSERVATION REPORT ft:12-1 H c1etz-r'T~S. re,~ 3 'i-,; At...L. ,~,. ~D FT6:r ~ JOB NAME_. l::::_u __ f1_U_(c:;_..-_1Z;_("E. ___ @J_$ft_~ ...... ~-f2--f!\?....__._ __ t,c::... __ f _____ _ JOB ADDRESS 'PALoMAf?. OUR PROJECT NO. f:21-l '28 OAT! . t/,z "/ /f!:>1=> TIME __ ~( o_~! ,_cs;-=-· _A ____ M ______ _ Deptbof Footfnc E>(uvations (are) (a,i rt} satisfactory. So11 condition in bottom of. footing excav~io'l.l·:(is) ~) satisfactory. loose or disturbed material is to be 1;.moved Pf19!: tp placing concrett. ·-~· ,. ' The soil bearing recommendations pre•nted in our report on the foundation investigation (are) (eq pg:') applicable. Project No~ 81-l '2e? dated Au&· 13, (Ciff!,-/, The __ .......,,C-l:;...,...T'_._~~.___-----------building inspector is to: e/c'heck adequacy of footing widths ~heck for loose material in footing bottom B"Check reinforcement [9-"()ther (see below) REMARKS:~ Pt::12.lfv\ET~12-FTGC;. "R,]2.... '3.U)€-3 ~ 'S Af2-e,.. A~ (.., ~.,.,, 14' ' l:l:.k-"1? Pt:::121 Harr?-E:T€t s Af~-E" J>DftG \.J L\'1 t a.--re.. «~\ "-~ PLAc..eYtl\h I PIZo\J l £*:D LD....t Drn O"-.f A{?;,l) VE 412-E H <?1tN(' • ALL. c..ct,"-".;;;E. :Pc=e-:e,~ Ntdr&t:A:L * ALL ~P\l~ fi'~,£ R$: vTuX~OJT. I tJ:tt12.J 012.. Pe D f?:Cfu ti\\J 6: ~\.I og..~tt_vcD. • J l.-eO?~ H K{c,.QJA L-t ~ -to· ~ ~en f'f::4 o£-TD Ca.\C, PLIL\C. ~-it,·!J :r . tt..lf'. PAD F,6·,s A f2,f,,, A[)tGUA:1f:.., ft'12:· ~£. put:e:&1 revVH)t::1~ ~e, lD.JD11ltr"-l ~ Pm:e12J..-,tt:D ESGIL CORPORATION 9320 CHESAPEAKE OR •• SUITE :ms SAN DIEGO. CA 92123 (619) 560· I -4-68 DATE: MAY :25"" 19?? ~:lli~~ JURISDICTION: Cny (')I= C',4A'L-s 8 -4 .0 PLAN CHECK NO: F7-oo6S-S'sr IV UPS §FILE COPY DESIGNER PROJECT ADDRESS: :27T7-:2-79~ L.oA::.t:12 AvE w PROJECT NAME~· £1... h.)Ef2..,-£. &s/ ..v'Ess ~1'2J::. 1.t./ D 0 0 D. 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. p \ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien~ cies identified c7,; ATT'4 <-N~.&> ~, sn"'i are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete_ recheck. The check list transmitted herewith is fo~ your information. The pians are being held at ESgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant1 s copy of the check list has been sent to:. /NIE 4t..c..EA.I c.o,;.,e,.,~ /"3:)0 "/3a1sro'-N $G,Jr,E /(>O An,.,: JAy ,41..,_E...., Ne~~<:>4-r 'BeA-CH CA o/'2-6,o Esgil staff did not advise the applicant contact person that plan check has been completed. ' Esgil staff did advise applicant that the plan check has been completed. Person con.tacted: Be.vea,;1. @ A'-'-G"J ,fWe,. O~o70 Date contacted: -5"-·2$"-'8'3 Telephone l(f/4) '7s-2-IDI.£ REMARKS: J<EPL/:JCe,,..,E~ R/JNS ( C'Ac..C:.e-<t..A77u""".s FoL. 48c>./-£ Pa~Jl£t:4"'. By: Enclosures: ------------ESGIL CORPORATION i I CITY OF CARLSBAD PLAN CHECK NO. 88-065 SET IV MAY 25, 1988 REMAINING ORIGINAL CHECK LIST 198. Provide fires ers plans approved by the local on 506 or 3802. See also fire department.~---- PLUMBING 307. Detail why 1/4" per and building official 407. building offic buildings 1 & 5. slope 308. ENERGY ~ The building o~al,4t~iew P, k e HVAC unit over bathrooms. ~(__,I If you have any questions, please contact Robert C. Hoglen of Esgil Corporaiton at (619)560-1468. Thank you. APPLIED MECHANICAL SYSTEMS INC. May 10, 1988 CITY OF CARLSBAD 2075 Las Palmas Carlsbad, CA 92009-4859 Att: Mr. Tony Mata 2822 Walnut Avenue, (714) 838-9840 Principal Building Inspector Re: EL FUERTE BUSINESS PARK Plan Check No. 88-65 Sewer Slope Tony, Suite A. Tustin, California 92680 A verbal approval via the telephone was given by you and Bob Hogan of ESGIL Corp. (plan checker) regarding the sewer slope inside buildings #1 and #5 on March 25, 1988. The slope of 1.25% is the maximum slope achievable based on the fin. floor elevation, length of run and the invert of the existing sewer at point of connection. We are aware of the limitation on the total fixture units to be connected due to a slope of less than 2% based on the Uniform Plumbing Code. Please provide final approval on this project. Thank you for your cooperation. RW:ac 5/27 Marty: EL FUERTE BUSINESS PARK -7 BLDGS 880065 and 66 Decisions for Building Official: Corr list and comments attached. l. Design slope of 1.25% is greater than l/811 but not the 2% or 1/411 slope required by the code. Building Official can accept down to l/811 • Do you? Tony has. Planchecker has neither approved or denied. APPROVED:__,_;W_......_~..._ ___ DENIED _____ _ 2. HVAC units are shown inside the roof over the baths. Glen Adamek says this is OK unless some future occupancy is cabinet shop or other occupancy giving off bad stuff that will be blown around by the blower of the furnace. I don't see how we can turn this down based on some unknown future occupancy. c: Corr list FAUletter Sewer slope letter CITY OF CARLSBAD PLAN CHECK NO. 88-065 SET IV MAY 25, 1988 REMAINING 198. Provide fires fire department. PLUMBING ORIGINAL CHECK LIST ers plans approved by the local on 506 or 3802. See also 307. Detail why 1/4" per 12" slope cannot be obtained and building official must review per UPC Section 407. building official to review 1.25% slope at buildings 1 & 5. ENERGY 308. The building official to review package HVAC unit over bathrooms. If you have any questions, please contact Robert c. Hoglen of Esgil Corporaiton at (619)560-1468. Thank you. ( MEMORANDUM ) __ :r,Vf$: J~/'ltro _:tlw .. A-Ti1C,-... !9P~. /,6_ -~ _rty ·---~N Ve:~-':Jflld_~ __ y,)/ t?c,~~ _j{~~~ .. ~ .?:--1:13€', __ U,L-()4,J..l ... ?%~ .t? ~ ~-) ... ~nu~ k'..~5"") _ __ A/.J;Q , .. ::r: .. ~--~v~ __ iha-..<J~-~ Fl+l7. t~ __ .:1ltl; h-lTI& -~ .OtJ ... 11¼"~ ?IJiT?b .f::.~ 1ffl!. .-P~te'D ..... ~( PvMP v-:i,11t .?rt.A( ~y6f1SM · tm'" I F\J."ti'~ fop-~ 1, .,;v,rr,; ~M""'MI Vfv•r o" , ~(-+ f,Ac-,J U)jl,.., t,.J Pc°fflC., t_;ftrv~ ~fbe_ $ t't,-(f{l,VWNq J10' t--Jee.'C ·,:, Fe!"~ N&;...J" fll' I SIGNED: TOPS FORM NO. 4150 I . ,. r . ~ I CITY OF CARLSBAD 2075 Las Palmas Carlsbad, CA 92009-4859 Att: Mr. Tony Mata APPLIED MECHANICAL SYSTEMS INC. 2822 Walnut Avenue, Suite A, Tustin, California 92680 (714) 838-9840 Principal Building Inspector Re: EL FUERTE BUSINESS PARK Plan Check No. 88-65 Sewer Slope Tony, A verbal approval via the telephone was given by you and Bob Hogan of ESGIL Corp. (plan checker) regarding the sewer slope inside buildings #1 and #5 on March 25, 1988. The slope of 1.25% is the maximum slope achievable based on the fin. floor elevation, length of run and the invert of the existing sewer at point of connection. We are aware of the limitation on the total fixture units to be connected due to a slope of less than 2% based on the Uniform Plumbing Code. Please provide final approval on this project. Thank you for your cooperation. RW:ac ESGIL CORPORATION 9320 CHESAPEAKE OR .• St:ITE :?08 SA.:"11 DIEGO, C.-\ 0212:l (619) 5(;(). I -4-H8 DATE: MAile# :22. 19? p APPLICANT URIS~ JURISDICTION: C17"'o a/: C'At2.'-S/.3'4C OPLAN CHECKER BFILE COPY PLAN CHECK NO: ?'3-oo GS-St£..,-: 2 UPS :27~l '2 71 C ;2 7 '7Z-L A.. 0 DESIGNER PROJECT ADDRESS: ;:z 7 t:f'I Z 79' OKl!EIZ /WIEW PROJECT NAME~ · E=t-J=v,s1Z.:TTL 13<.1s1"1GSS ~ ~ j D D 0 --~-- D. ~ D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. . \ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien-cies ieentified ______________ are resolved and checked by building department staff. . . The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check· list transmitted herewith is fo?=" your information. -· · The pians 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 jurisd_iction to return to the applicant contact person. . . The applicant•s copy of the check list has been sent to: 7'JTA1! A"-'A/ e:,_,e"*Nl:I ;300 812-ts70~ N s o;rE 100 A11J./ .JA y 4"'-'~ /(Swpo,,z,,,-J3G;,gC# C1-'12., ~ o Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant th~e plan check!~ been completed. Person contacted:\~ q trj,.444p La.-d/:!:Ll. Date contacted: ~3/Jg Telephone @4) 75':Z-1016 REMARKS: _________________________ _ By: £# C f!tf;:-.--lSBnclosures : __ --::--------- · ESGIL CORPORATI 5-8-S'7 CITY OF CARLSBAD PLAN CHECK NO. 88-65 RECHECK NO. 1 MARCH 23, 1988 REMAINING ITEMS FROM ORIGINAL CORRECTION LIST 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619)560-1468. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you sub- mit the revised plans. 198. Provide fire sprinkler plans approved by the local fire department. Section 506,3802 and the local ordinance. 199. When serving more than 20 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended loca- tion. Section 3803. See local ordinance. 203. Provide a letter from the soils engineer confirming that the foundation plan grading plan and specifica- tions have been reviewed and that it has been de- termined that the recommendations in the soil report are properly incorporated into the plans. (As re- quired by the soil report). r City of Carlsbad Plan Check No. 88-65 Recheck No.l March 23, 1988 273. Provide details of restrooms to show compliance with Section 510(b),regarding floors, walls and showers. Provide approval for epoxy paint on drywall or provide a hard surface wall covering. Painted drywall must be approved by the building official. 214. Note on the plans: "On graded sites, the top of any exterior foundation shall extend above the ele- vations of the street gutter at point of discharge or the inlet of an approved dra_:i,nage device a minimum of 12 inches plus 2 percent". Provide elevations on the site plan to show compliance. Section 2907(d)5. CARLSBAD SPECIAL PROVISIONS 290. When serving more than 20 sprinkler, automatic sprinkler systems shall be supervised by an approved central, proprietary, or remote station service, or a local alarm which will give an audible signal at a con- stantly attended location. See correction 198 & 199 above. 305. Detail ventilation for warehouse in Unit C of building. None shown. PLUMBING 307. Detail why 1/4" per 12" slope cannot be obtained and building official must review per UPC Section 407. Building official to approve 1.25% slope at buildings 1 & 5. -- ! City of Carlsbad Plan Check No. 88-65 REcheck No. 1 March 23, 1988 ENERGY 308. The HVAC systems shown on the plans, A/C unit and exhaust fan for condensing unit is not a simple package HVAC system and cannot be modeled or inputed into the SCM program. So new energy design is re- quired or install the HVAC unit as approved in CEC approval for units (outside with out exhaust fan for condensing units) exhaust fan is not shown in HVAC performance. 311. Show the type of glazing called for in energy design on glazing schedules, on the plans. What is s.c. of Sunglas? Submit manufacturers specs. 312. A complete energy review will be made when the energy design matches the plans. OB-4. The Certificate of Compliance (CF-1}, Page 1, must be signed in the lower right by the licensed person who is attesting that the design complies with the regulations. (Manual 1-14) -Must be signed by the architect. OB-6. The owner of the building must sign in the appro- priate place on Page 2 of Certificate of Compliance (CF-1). (Manual 1-14) DISABLED ACCESS REGULATIONS Provide notes on the plans to show compliance with the following. WALKS AND SIDEWALKS(SEC. 2-3325} 4. Surface cross slopes shall not exceed 1/4 inch per foot. City of Carlsbad Plan Check No. 88-65 Recheck No. 1 March 23, 1988 5. Walks, sidewalks and pedestrian ways shall be free of gratings whenever possible. For gratings located in the surface of any of thes~ areas, grid openings in gratings shall be limited to 1/2 inch in the direction of traffic flow. 7. Abrupt changes in level along any accessible route shall not exceed 1/2 inch. When changes in level do occur, they shall be beveled with a slope no greater than 1:2 except.that level changes not ex- ceeding 1/4 inch may be vertical. When changes in levels greater than 1/2 inch are necessary they shall comply with the requirements for curb ramps. 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 than 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 side of the strike edge of a door or gate that swings toward the walk. 9. All walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least every 400 feet. 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 dimen- sion, such as at planters or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above the walk or sidewalk surface to warn the blind or a potential drop off. City of Carlsbad Plan Check No. 88-65 Recheck No. 1 March 23, 1988 1. Con't When a guardrail or handrail is provided, no curb is required when a guardrail is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk; the walk is 5 percent or less gradient or no adjacent hazard exists. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619)560-1468. Thank you. • ,- BSGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: QAP?LI9~~T JURISDICTION: ..-1· llfll!j.-UR~I~s--,:q,!£'!'!Oit_ J AN CHECKER FILE COPY QUPS PLAN CHECK NO: SET: j L . QDESIGNER ok1s,p_ 4v1=. w. PROJECT NAME: .f=t.. Fus IZ.TE 73c./s.--v,t;"ss ;;::?,4~,J:;:.. .f. D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the .jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified...,......--,----------,,,...,,..--are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. fmA' The check list transmitted herewith is for your information. ~ The plans are being held at Esgil Corp. rintil 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: . IH"= A'-t..G',J eo_,~.,,,_,.,,:.r J'3oe> J312.1s-ro~ /\I Sv,rE 100 O 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:_5-_E<_-c_n_~_~_:~1 _______ _ Date contacted: 'Z-9-3Y Telephone # (714) 75'2 -/ou. REMARKS: __________________________ _ By: ~c~C ESGIL CORPORAION 1-I11-n Enclosures: ----------- g'8-Oo6S- ,l'tAR alllCK. a>. --------------- C1TU. tJF CA££-s,:!s4D JDRISDICl'ICll: __ ._J __________ _ m: __ ::z;;;.;; __ 1-1"'>-___ -_A ___ ~_~_F_~ ___ c=··~-::1---P-A_.-v___.~--- /"'300 8tz.1s TO'-N S'vrrt= /uo OCCOPAIIC!: __ B_-_-:2.... __________ _ JIUILDJ:a; USE: 0 fft c.; ,; W4at!Hv<..l!:.e... nn OP ,Dsnax:tulll: V /\/ _..;._ __________ _ 13-.l i -;2'2. :z.,gz. ' ACIOAL AREA: __ ......;;J _____ ~ ___ .,; ____ _ /0 3-:Z.7,/ ALlDifOLE .OU.:. __ ~___.;.<./"--O-O_O ________ _ SlOIRIBS: __ I ____________ _ /'fl~ 21 " -t= BKIGB:r: _________________ _ ~s snIBKLBRS: ________________ _ ocaJPAff LOAD: }/4A.JF$ , __ ;__ ____________ _ RDIARIS:, _________________ _ Date plans received by jurisdiction: /-I<-;-?J"ll Date plans received by Esgil Corp.: /-18-g '? Date initial plan check completed: Applicant contact person: Tel. (714) ?S-.Z-/01'- Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. 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 1985 UBC. The circled items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1985 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Io speed up the recheck process, note on this list {or a copy) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. List No. 80, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMEN'IS 0 /. B. 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, C&lifornia 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdicti~n, to: The jurisdiction's building department. Provide the site address and a vicinity sketch on the Iitle Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Iitle Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the C&lifornia licensed architect or engineer responsible for the plan preparation. Please include the C&lifornia license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Indicate on the Iitle Sheet whether or not a grading permit is required for this project. Show on the Iitle Sheet all buildings, structures, 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 11not included" on the site plan or Iitle Sheet. /. Provide a Building Code Data Legend on the Iitle Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Iype of Construction Sprinklers: Yes or No Stories Height Floor Area JU$Wication to exceed allowable area in Iable _>4:. (if applicable) ~fication to exceed allowable height or ,/4ories in Iable 5-D. (if applicable) 7/29/87 c •. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Iable 9-A. Sr.CE PLAB Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. ~ Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. @ Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. Show the location. of any designated flood plains, open space easements, or other development restricted areas on the site plan. Provide a reference on the site plan to any details or specifications for required site improvements to comply with the Iitle 24 disabled access requirements. 2 D. @ I.QCAtm! otl PJcOHRrJ When two or more buildings are on the same property, 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 acception is used, show how the building(s) will comply with Section 505. When a new building is to be erected on the same property as an existing ·building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the exisiting building meet the criteria of Table 5-A and Part IV. Section 504 {c). 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). The exterior walls less than ::2-0feet to a property · e or an assumed property line, shall be 'IL fire-rated construction. Section ___ _,_03. Exterior walls shall have a 30 inch parapet when less than __ __,,__ ... feet to a property; line or an assumed property line. The uppermost 1811 of such i.rarapets shall be noncombustible. (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 ___ 03. The exterior walls shall have no openings when closer than ____ feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section,__ ___ 03. 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. Projections over public property must comply with Chapter 45. 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). y. Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). ,.)'!f': 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 pedetrian walkway must comply with the requirements in Section 509. /.' Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). Y, Exteror stairways shall not project into yards where protection of openings is required. Section 3306 (n). ~ards 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). /. 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. E. JIOILDDE AREA When a building has more than one occupancy, the 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. ;z:z¢2s-/Vo1c=-/#£ ON£ i/-r>c.ht... C,NSPl,,(J..c:na"' 'l2eQ.v1/2..IFMf:;;.rr c,,J /5U1<; .. D/.-v~ 3 t/'S-A(...oAF'? /Jo,z,,17-1 P@PR4-~ L.1"'£. A,.10 Wl-f/'£121£ 1 'Bc.11(...0/-"/<",~ ,4,e..1;. 7 29/87 3 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-elec~ical penetrations at occupancy, area, corridor or other fire separation walls as specified in I. 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). ,,t:" Foam plastics shall not be used as interior finish except as provided in Section 1712. ~ When walls and ceiling are required to be fire- resistive or noncombustible, the finish material shall be applied directly against such fire-resistive or noncombustible construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or fire stopped not to exceed 8 feet in any direction. Section 4203, 1. When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class I or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2. /. Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire- retardant treated wood may be used. Section 4203, 2. ~ All interior wall or ceiling finishes less than 1/4 inch thick shall be applied directly against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. 7/29/87 .J. Provide a note on the plans or on the finish schedule, ''Wall and ceiling materials shall not exceed the flame spread classifications in tJBC Table 42-B.n Y. A -.,........,..,,..-hour occupancy separation is required between __ ....,...,..occupancy and the occupancy. Table 5-B, Section 503 ... (d.,.,) .... ,--=Ta"""b"""l-es 43-A, B, C and Chapter 43. (See exceptions in Section 503) ~dministrative and clerical offices and similar rooms need not be separated from other occupancies provided they are less than 750 sq. ft., less than 25 percent of the floor area of the major use and not related to an H- 1 or H-2 occupancy. Section 503 (a). Provide ---,-...,.._-hour fire-resistive door assemblies in the ----hour occupancy separation. Section 503 (c). A B-1 occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 702 are met: a. B-1 is Type I construction. b. B-1/B-2 is separated by a three-hour occupancy separation. c. B-1 is restricted to passenger vehicle storage, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). d. The maximum building height does not exceed the limits in 'Iable 5-D for the least type of construction. £ The Type I construction is required to have protected openings when located within 20 feet from a property line or centerline of a public way. Section 1803 (b), }J'S. 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) 2, Tables 43-A, B, C and Chapter 43. 6 µ1. _JJ:8'. total width of exits in feet shall be not less than total occupant load served divided by SO. tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. 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. lbis may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). Double acting doors are not -allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). )l9':' Exit doors should swing in the direction of egrees when serving an occupant load of 50 or more or when serving any hazardous area. Section 3304 (b). See doors ______ _ a Exit doors should be openable from the inside V without the use of a key, special knowledge, or effort. Section 3304(c) (Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per title 24 2-3304 (c).] .),21". Exit doors from assembly rooms with 50 or more occupants shall not be provided with a latch or lock 1.mless it is panic hardware. Section 3318. All doors and gates, within the exit path from an assembly room to a public way, shall not be provided with latches or locks 1.mless they are equipped with panic hardware. Section 3318. Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet. Section 3304 (e). lbe net dimension ( clear width) at doorways should be used in determining exit widths required by Section 3303 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing, etc. , the required exit widths have not been furnished. See door Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). 7 29/87 ~When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 ( i) • ¥lf. Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (i). do Doors should not project more than 7 icnhes into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). ~ Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). ~ Ramps required by ?able 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. L. S'L\IRWAYS ;.a<: Stairway width must be at least 44 inches. when serving 50 or more occupants; 36 inches when less than 50. Section 3306 (b). ~ 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 nosing. ~ Stairway handrails should not project more than 3-1/2 inches into the required width. ?rim and stringers may not project more than 1-1/2 inches. Section 3306 (b). £. Enclosed usable space 1.mder interior or exterior stairways should be protected on the enclosed side as required for one-hour fire- resistive construction. Show 2 x @ 16" o.c. nailers. Section 3306 (m) (n). ~ Landings should not be reduced in width more than 7 inches by a door when fully open. Section 3304 (i). £. Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting· into such lower levels. Section 3306 (h) & 3309 (e). ~ Vertical distances between stairway landings are limited to 12 feet. Section 3306 (i). 8 ,m. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car. Section 5106. .xrt: Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). J;11': Provide notes, details or specifications to show the elevator will comply with UBC Sections 5102-5106 and Title 24 Section 2-5102 through 2-5105. ),?'4. Provide clear inside elevator car dimensions as required by U.B.C. Section 5103(d) 6 and Title 24 2-5103(m). a. One elevator in buildings more than three stories or buildings where disabled access is required to upper level ( s) : 6 1 -811 by 41-311 with a minimum clear opening width of 4211 • b. Elevators other than in (a) above serving an occupant load over 50 shall have a minimum inside platform of·5 feet 8 inches wide by 4 feet 6 inches deep. The minimum clear door width shall be 36 inches. c. Elevators other than in (a) above serving less than 50 occupants shall have a minimum inside .platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 2 feet 8 inches. P. GLASS ARD GLAZQG .)a'5: Specify on the window schedule the glass type and thickness to show compliance with Table 54- A and B. ):Hr.' Glazing, in the same wall plane as a door, must be safety glazing if within 1211 of the door and less than 6011 above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. ...:rfT. 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 number not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. Section 5406 (d) 7. ~ A fire-retardant roof covering is required. See exceptions under Section 3202 (b). ~ Specify roof pitch. ~oof pitch is not adequate for roof covering specified. Specify minimum pitch of ___ _ 7 29/87 ~ Specify roof material and application. ~ Specify ICBO, UL or other recognized listing approval number for roof materials not covered in UBC. ~Specify roof slope for drainage or desien to support accumulated water. Section 3207 (a). ~ Show roof drains and overflows. Size drains. per Appendix D of UPC. Section 3207 (a). . ~Show the legal basis to allow roof drainage to . flow onto the adjacent property. a Draft stop roof/ceiling area, attics, \!:::::J 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). )Hf:" 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. ;aa-=-Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. ~Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. ~ow attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). ~ovide a minimum 2211 x 3011 attic access opening ( or 3011 x 3011 if equipment is in attic). Section 3205 (c). R. FIRE D:rDIGDlSIIIIG ~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). ~ire 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). ~Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). 11 ~-Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. }!HI: Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). v-r. Provide fire sprinklers in drinking and dining establishments when the total area of unseparated rooms exceeds 5000 square feet. Section 3802 (c). a Provide fire sprinklers ft_/J;vS A,.o~//1£.P V Z3.j /Jr/5. L.c:ic,4t:-FilVE l)4,:>,,t~-rMIFl\lr" -,,--,---.,,..,,----,,--------,,..,.,,-----,,,• Section 506, . 3802. See also jurisdiction ordinance. Q When serving more than 20 sprinkler heads, ~ automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. .>'e:£-lac.lie-Oll.P1•nJ,..rel; · ~- s. Provide class ___ standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. .zgr.-Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recomendations based on the engineer's findings and shall comply with UBC Section 2905. D Specify on the foundation plan or structural ~ specifications sheet the soil classification,· the soils expansion index and the design bearing capacity of the foundation. a 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 recomendations in the soil report are properly incorporated into the plans. (Wheri required by the soil report). Q Ihe foundation plan does not comply with the ~ following soil report recomenck,.tion(s) for this project .x.4e, o,., Gl24 o-:! /bi?, ,J Po,e crr..-i.ff"dr- Pntt SE:'c:n<l-.> q, 4 ~ Sa, .... ~ /<ll~~rr.r 1. D Provide notes on the foundation plan listing e,/ the soils report recomendations for foundation slab and building pad preparation. ~E'~ S-IG. 7 29/87 t:::::'\ Note on the foundation plan that: "Prior to V the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: a. the building pad was prepared in accordance with the soils report; b. the utility trenches have been properly backfilled and compacted, and; c. the fOWldation excavations, forming and reinforcement comply with the soils report and approved plan". ..).ff{'. 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 • ..l88": Show height of all foundation wall~. Chapter 23. ~ Show height of retained foundation walls. Chapter 23. earth on all :z.a:cr.-Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. .ltl". Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. @ Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). ~ Dimension foundations per Table 29-A. TABL&N0.21-A-fOUNDA110Nl'OIISTUD l~WAI 11 IIINIMUU Rl!QUIAEIIENT8' • _,,, _,,, ---~ .... WDINOI --TU---,,,_ -rtTNI IINII' ------_, I 6 6 12 6 12 2 I I I.S 1 II 3 10 10 II I 24 a Note on the plans: "On graded sites, the top V of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. ~Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 12 ,,2ef. Show foundation bolt size and spacing. , Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). ~ Specify size, ICBO number and manufacturer of V power driven pins. Show edge and end distance and spacing. Section 306 (f) .JF U$'£ O 218. 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). .2ar. Show stepped footings for slopes steeper than 1:10. Section 2907 (c). ~ 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. .:i,,:!. Show pier size, spacing and depth into undisturbed soil. Table 29-A. J2'('! Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. ~ Show minimum under floor ventilation equal to a l sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to comers as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. ~ Specify that posts embedded in concrete shall be pressure treated per UBC Standard NO. 25- 12. Section 2516 (c) 1. r. MASOJIIR! ..xf. Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. A'ts. Show height and construction details of all masonry walls. Chapter 24. ~ Show floor and roof connections to masonry walls. CoMection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 (j) 3. A. 7 29/87 ~ Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). ~ Show a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. u. 9 1IW[la; Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Q Provide minimum structural specifications on V the plans to show that all structural materials will comply with the design calculations and building code requirements. t:::\ Provide a special inspection section on the ~ plans listing all structural elements requiring special inspection by U.B.C. Section 306. ..zas." Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with l x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. ~ Note cross bridging or blocking. Floor joists and rafters 1211 or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (h). m Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. ~Show solid blocking at ridge--!ine and at exterior walls on trussed roofs. Section ·2so6 (h), Section 2517 (h). ..a39. Show double joists. Floor joists shall be doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. ~ Bearing partitions, perpendicular to jois~, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. ~ Show rafter ties. Rafter ties shall be spaced not more than 4-feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. 13 ~ Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517 (h) 5. ~ Show 1/211 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 4811 lap splice. Section 2517 (g) 2. Q Show nailing . will be in compliance with Table ~ 25-Q. ~Show or note fire stops at the following locations per Section 2516 (f): a. in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. b. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. in concealed spaces between stair stringers_ at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. G Show stud size and spacing. Maximum allowable V stud heights; bearing wall: 2 x 4 and 2 x 6· max. 101; non-bearing: 2 x 4 max. 14', 2 x 6 max. 201 • Table 25-R-3. ~ Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 at 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 installation. Section 306 (f). Q Detail all post to beam and post to footing V:::J connections and reference the detail to the plan. Section 2516 (m). Cc:\ Detail shear transfer connections, including V 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, J, K) and Section 4713 (d). 7/29/87 .%-' Show 311 x 411 or 211 x 611 studs in first story of three story building. Table 25-R-3. _:vst::" Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. ~ Provide roof framir13 plan and floor framing plan. Section 302 (a) 7. ..lBC" Provide framing sections through Section 302 (a) 7. ~pecify all header sizes for opening over 41 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 (a) 7. Q Show on the plans all structural requirements \J 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. .:J,llt': 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. :;HS": 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). .l6s:' If foundation cripple wall studs are less than 14" framing shall be solid blocking. Section 2517 (g) 4. 14 ' ~Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. .,;Mf(: Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (g) 3. ~Showa weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e). ~ Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. ..:;;:Hf: In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). y. JII!99',I.AIU!OOS %-Parking garages shall have an unobstructed headroom clearance of not less than 71-011 above the finish floor to any ceiling, beam, pipe or similar construction. ~ction 702 (b). ~Show light and ventilation, for areas customarily used by people, will comply with Section 605. a Provide details of restrooms to show compliance ~ with Section 510 (b), regarding floors, walls and showers. C;'\ Provide restrooms for each sex if the number of V employees exceeds 4 and both sexes are employed. Section 705 (B occupancy). :J,],f!I': Show unenclosed floor and roof openings, open and glazed sides of landings and ramps, balconies or porches more than 3011 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 lin. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B • ..aiJ'1>. Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. ~Pedestrian walkway shall comply with Section 509. .21f': Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. ~ Show that aisles and seats comply with Sections 3315 and 3316. 7-73' p ar,J I I()~ 4-P P r2u v 4-<-;;;-/L. /Z'pu)GJI f/,t-aO 5u a F ~ c.. f£. W h'-<-C,.1,r&,/Jy"" ~?c/ /Vor£ 0 ,-J Pt .. tJN:S --SEE ..280":"" Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. W. TJD,E ?.I. IWIDICAPPED AD2SS @Provide note and details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC • _ist:'"' 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 or CF-5 to show compliance with state regulations for energy conservation. .~ Pedestrian walkways shall comply with Section 509. ..J,,8'!{: Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Q Please see additional corrections, or remarks, V:::::J on the following page. //"11NT 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 /?otBGa:T f/o 0c...e.AJ at Esgil Corporation. Thank you. Enclosures: l. 2 3. ou 01'2.-<jW"'rU-dZ-p /Z.<) ii ,,op" A- R>/,.J.,-e'J:> J:) R 1 w + '"'-,· .l /Jo', Ace:.£~~,/'- 1-912.. 77c. (./ '-A...-e' c,).-J17 B B'-o<;, :L f 07 29/87 Bu, 1.-01f'/'9 3, I 15 I ~= CITY OF CARLSBAD PLAN CHECK NO. 88-0065 FEBRUARY 9, 1988 ADDITIONAL CORRECTIONS CARLSBAD SPECIAL PROVISIONS 287. Note a four inch property line cleanout shall be installed in a·grade level box (City Policy 80-3). 288. Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). 289. Provide details of roof drains to show compliance with City Policy 84-35. 290. When serving more than 20 sprinklers, automatic sprinkler systems shall be supervised by an approved central, proprietary, or remote station service, or a local alarm which will give an audible signal at a con- stantly attended location. STRUCTURAL 291. Complete the structural callouts and detail cross- referencing on all sheets. Plans and details are incomplete. 292. 293. 294. 295. 296. 297. Complete the dimensioning on all roof framing plans. The Young's Modulus for glue-laminated beams with 24F-V3 combination should be 1,700,000 psi. See attached for special inspection requirements. Provide panel reinforcement designators on tilt up panels. The column base plate design is based on f'c=2500 p.s.i. concrete. Please coordinate with specifications. A complete structural recheck will be made when structural plans are complete~ City of Carlsbad Plan Check No. 88-0065 February 9, 1988 BUILDING 1 298. The beam design and beam sizes do not match the plans, See line C. Provide revised calculations. 299. The engineer shall acknowledge all design overstress or provide a design within the code stress limits. Beam R.B.13. BUILDING 2 300~ The engineer shall acknowledge all design overstress or provide a design within the code stress limits. See R.B. 3, 4, 5, 9, 10 and 12. BUILDING 3 301. Provide subpurlin design for spans over 8'. See grid line 3. MECHANICAL 302. The condensate drain and secondary (overflow condensate) drain must be separate drains. 303. Secondary (overflow condensate) drain must drain to a readily observable location, not Lav. tailpiece. 304. Show access to HVAC unit for Unit Bin Building #1. 305. Detail ventilation for warehouse in Unit C of Build- ing #1 per UBC Section 705. 306. Detail outside air for mechanical ventilation. Note outisde air cannot come from attic or warehouse. PLUMBING 307. Detail why 1/4" per 12" slope cannot be obtained and building official must review per UPC Section 407. City of Carlsbad Plan Check No. 88-0065 February 9, 1988 ENERGY 308. The HVAC systems shown on the plans, A/C unit and exhaust fan for condensing unit is not a simple pack- aged HVAC system and cannot be modeled or inputed into the SCM program. So new energy design is required or install the HVAC unit as approved in CEC approval for units (outside with out exhaust fan for condensing units) exhaust fan is not shown in HVAC performance. 309. See attached energy list. 310. Provide a Form CF-5 for each HVAC zone showing the number and type of light fixtures, and show compliance with L.P.D. levels used in SCM input. 311. Show the type of glazing called for in energy design on glazing schedules, on the plans. 312. A complete energy review will be made when the energy design matches the plans. -ELECTRICAL 313. Submit plan showing location of all services. (Building 3). 314. Submit complete one-line diagram of service and feeders. (Building 3). 315. Indicate the grounding system to be installed for building service. 316. Indicate ampere interrupting capacities (AIC) of service and subservice equipment. NEC 230-65/110-9. 317. Indicate sizes of fuses and/or circuit breakers. 318. Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits. I I City of Carlsbad Plan Check No. 88-0065 February 9, 1988 319. Submit plan showing location of all panels. (Building 3). 320. Submit panels schedules. 321. Specify conduit and wire sizes. 32f. Specify aluminum or copper conductors and type of insulation. 323. Specify electrode conductor size and type wire. (aluminum or copper) 324. Indicate wiring method. 325. Provide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. 326. As per City policy minimum size sub panel and feeder circuit to same is 100 amp. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619)560-1468. Thank you. SUPPUJ4EHL\L PI.AH roRRF.CTION SHEKI FOR SPECIAL INSPECTION The following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 (f), and 306 (a) through (f): Ii) Note that continuous inspection shall be performed by qualified special inspectors retained by "'tte owner and approved by the Building Official to act as a special inspector for the following types of construction: 0 ....fr.""" © A. ,Y- r.' J,Y.'" H. CONCRETE f 'c =251>0 .f 3o00~~ for structural walls.·;f Por.1...,.Jt::J4-Tl<>4s REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE _________ _ WELDING Field welding of chord bar connections. HIGH-STRENGTH BOLTING. __________________________ _ STR~CPJRAL 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: 0 The permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: 1. all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 2. all code deficiencies detected and deviations from the approved plans are brought to the attention of the contractor for correction, and if not corrected, revised designs to overcome the deficiency shall be prepared by the design engineer or architect of record for approval by the Building Official; and 3. all corrective work required is completed in accordance with the approved plans, specifications, and City adopted codes. @ A final inspection report, signed by the special inspector and the responsible engineer, is submitted to the Building Official upon the completion of each element requiring special inspection. The report must certify that the work was in compliance with the approved plans, specifications and applicable City codes including any authorized changes to the plans. @ Note that evidence will be provided to the Building Official that the following items were fabricated in an approved manner (Certificate of Compliance, approved fabricator certification, mill reports, etc.): 0 0 GLU-LAM BEAMS . PRECAST CONCRETE·------------------,------------ REINFORCING STEEL._--'B=i=l"""l:..;e::;..t=-..::;t'""e'""s;;..;t::;.._o=r_..;;.;;m;;.;;i;;..:;l""'l::;.._""'o-=r'---"h.;;;..;e::;..a~t-=r;..;:e:;;.ip;;_o=r..;;;t'""s'--__ _ STRUCTURAL STEEL. ____ 1_1 ____ l_1 ___ 1 ' ___ ,, ___ '_' __ ,_, _____ 11 ______ _ Y TRUSSES _____________________________ _ £INSULATION _____________________________ _ G. OTHER ...... ________________________________ _ Note on the plan that it is the responsibility of the design engineer to review and approve structural shop drawings, truss details and specifications and provide documented approval for same to the Building Official for his approval. Note on the plans that the owner shall arrange for perfonnance tests to be conducted to the satisfaction of the Building Official of the following: 0 FIRE EXTINGUISHING SYSTEMS _,,1!{. SMOKE CONTROL ASSEMBLIES~ EMERGENCY EXIT LIGHTING Y. EMERGENCY POWER SUPPLY Y. AUTOMATIC CLOSERS F. OTHER._· ______ _ SI123085 12/30/85 Tilt-up TITLE 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system shall: l. Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; 2. Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if installed so as to maintain space temperature set points in the zone that they control; 3. Se able to provide sequential temperature control of heating and cooling capacity in each zone, if both heating and cooling are provided; 4. Provide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC system has both heating and cooling capability; 5. Be able to terminate all heating at 70°F or less; and 6. Be able to terminate all cooling. at 78°F or more. EXCEPTION: Multiple zone HVAC sytems requiring concurrent operation of independent heating and cooling systems need not comply with Section 2-5315(a) 4, 2-5315 (a)5, and 2-5315(a}6. (b) Zoning. Each zone shall be provided with at least one of the devices specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. Ventilation Systems Sec. 2-5316. On mechanical ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampers interlocked and closed on fan shut- down shall be provided. On gravity ventilating systems, either automatic or readily accessible manually operated d~mpers in all openings to the outside, other than combustion air openings, shall be provided. Doors and Windows Section 2-5317. (a) Doors and windows between conditioned and uncon- ditioned spaces, such as garages and closets for central forced air gas furnaces using outside air for combustion, shall be designed to limit air leakage into or from the building envelope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re- quirements. (a) Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. (b) Each area enclosed by ceiling-height partitions shall have at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, the required reaaily accessible manually operated switching devices shall also be permitted. (c) The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per square foot throughout the entire area shall be controlled so that the load may be reduced by at least one-half while maintain- ing a reasonably uniform level of illumination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, orthat control each lamo in a space independently meet the requirements.of this section. (d) In all areas where effective use may be made of natural light, lighting circuiting shall be arranged so that units, in all portions of the area where natural light is available at the same time, are switched independently of the remainder of the area. Occupant Operating and Maintenance Information to be Provided by Builder The builde_r shall provide the building owner, manager, and the original occupants a list of the heating, cooling, water heating, and lighting systems and features, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con-· sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, lavatory faucets and sink faucets must be certified by the California Energy Commission (Excluding: waterheaters of the non-storage electric type and lavatories in public facilities having devices that limit the flow of hot water or have self-closing faucets or having devices that limit the outlet temperature to ama,ximum of 110°F) Section 2-5314, Table 2-53G. .· . . , :',· TITLE 24: DISABLED ACCESS REGULATIONS [NON-RESIDENTIAL CHECK LIST! .AT EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION. LKS AND SIDEWALKS (SEC. 2-3 J 2 5) Walks and lidewalks shall have a continuous com· mon surface, not interrupted by steps or by abrupt changes in lc,·el excccdinl( Y.i inch, and shall be a minimum of 48 inches in width, Y.Surfaces with a slope of less than 6 percent g!'3dicnt shall bt: at least as slip-resistant as that described. as a medium salted finish, ,)" Surfacrs with a slope of 6 percent gndient or greater shall be slip-resistant. Ii) Surface aoss slopes shall not exceed ',4 inch per foot. ~ Walks, sidewalks and pedestrian ways shall be Cree of gratings whenever possible. For grati_ngs loc~ted in the surface of any of these areas, gnd openings in gratings shall be limited to Y.i inch in the direction of traffic flow. _,c' When the slope in the direction of travel of any walk exceeds l vertical to 20 horizontal it shall comply (j) with the provisions for Pedestrian Ramps. Abrupt changes in level along any accessible route shall not exceed Y.i inch. When changes in level do· occur they shall be beveled with a slope no greater than °1 :2 except that level changes not exceeding \4 inch mav be vertical. When changes in levels greater than' Y.i inch arc necessary they shall comply (j) with the requirements for curb ramps. Walks shall be provided with a level area not le~s than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than 48 in~hes wide by 44 inches deep at a door or gate that swings away from the walk. Such walks shall extend 24 inches to the side of the strike edge of a door or gate /.:".\ that swings toward the walk. 1...:1/ All walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least every 400 feet. · ARDS (SEC. 2-33.26) aming curbs. Abrupt changes in ~vel, except · between a walk or sidewalk and an ad.iaccnt suect or dm-cway exceeding 4 inches in a vertical dimcn· sion such ;s at planters or fountains located in or adja~ent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in h.:ight above the walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no cur~ is required· when a guiderail is provided centered 3 inches (plus or minus one inch) above the surface of the ~k or sidewalk; the walk is 5 percent or less gradient or no adjacent hazard exi~u. . ~ Overhanging Obstructions: Any obstruc:_ta?ns that overhanl(s a pedestrian's way shall be a nunamum of 80 inches above the walking surface as measured from the: bottom of the obstruction. C. PARKING (SEC. 2-7102) ...k"'the following table establishes the number of handi- / capped parking spaces required: Total Number of Parking Spaces Number of Handicapped Parking Spaces Required l • -lO ••••••• 1 41 • 80 ••••••• 2 81 • 120 ••• , ••• 3 121. 160. • • • ............. 7 -:.nr::3.Q<> . ...-.:~::::~:...L!~-~' 301: 400 ••••••• 6 401 • 500 •••••• , 7 over 500 ••••• , • I for each 200 additional spaces provided When less than 5 parking spaces arc provided. one shall be H feet wide and lined to provide a 9 foot parkinc area and a 5 .foot loadinl( and unloading _JJCa. ,..arl'hysically handic:apped parkinl( spaces shall be lo- cated as near as prac:tic;al to a primary entrance: If onl}· one spac:e is provided, it shall ~ 14 feet wade and lined to provide a 9 foot parkml( area and a 5 foot loading and unloadinl( area. When more than onc spac:e is prcwided in lieu of providinl( a 14 foot wide spacc for each parkinl( spac:~, two spa~es can be provided within a 23 foot wide _area bned to provide a 9 foot p.ukinl( area on each sade of a 5 f~t luadinl( and unloadinl( area in the center. The min- imum length of each parkinl( space shall be 18 feet. ~eac:h parking area. a bumper or curb shall be pro- /"" :rd~d and lo<.-ated to prevent encroachment of cars over the required width of walkwirys. Also, the space shall be sn 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 physi• cally handicapped shall be provided from each such parking space to rcalted facilities, including curb cuts or ramps as needed. Ramps shall not encroach . into any p:uking space. EXCEPTIONS: 1. Ramps located at the front of physically handicapped parking spaces may encroach into the length of such spaces when such ~naoachrncnt docs not limit a handicapped penon's capability to leave or enter their vehicle thus providing equivalent facilitation. ~urface slopes of parking spaces for the physically handicapped. shall not exceed ¼ inch per foot in -~ direction. _,,,4-.t.ntrances to and vertical clearances within parking suuctures shall have a minimum vertical clearance of 8 feet 2 inches where required for accessibility '. ...)O handicapped parking spaces. /" Handicap parking identification signs shall be provided as required by Section 2~7102(e) in the following locations: •• On the paveNftt within each required park- ing space b. At the entrance to the parking facility. ;:');ANITAllY FACILITIES (SEC. 2-5 .l l } l7....r.1vhere separate fadlitics are provided for non-handi- capped penons of each sex, separate facilities shall be provided for handicapped penons of each sex also. Where unisex facilities are provided for non- handicapped penons, such unisex fadlities shall be _ ~ovidcd for the handicapped. ~ ~nerc sanitary facilities arc located on accessible floors of a building, they shall be made accessible to _ _,!be physically handicapped. /" l'_:15sageways leading to sanitary facilities shall have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: a) A dear unobstructed opening width of 32 inches. b) A level and dear area for a minimum depth of 60 inches in the direction of the door swinl( u measured at right angles to the plane of the :!nor in its closed position, and 44 inches where :he door swings away from the level and clear area. ~ltiplc accommodation toilet facilities shall have . , the: following: a) A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of suffidcnt size to inscribe a circle with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. Doon other than the door to the handicapped toilet compartment in any position may encroach into this space by not more than 12 inches. b) A water closet fixture located in a compartment shall provide a 28 inch wide: clear space from a fixture or a 32-inch wide clear space from a wall at one side of the water closet and a 48 inch long clear space in front or the water closet if the compartment has an end opening door (facing the water closet). A 60 inch minimum length clear space shall be provided in a compartment with the door located at the side. Grab bars shall not project more than 3 inches into the clear spaces as specified above. c) A water closet compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unobstructed opening width of 32 inches when located at the end and 34 inches when located at the side with the door positioned at an anf{lc of 90 dcl(recs from iu closed position. Except for door opening widths and door swinl(s, a clear unobstructed acceu not less than 44 inches shall be provided to water closet compartments designed for use by the handicapped and the space immediately in front 102385 ol a water dosct compartment shaU be not leu that 48 inches u mcuured at right angle, to com• pattmcnt door in iu doacd poailion. /" Single ac:coaaadation toilet fac:ilitiea llhall have the followings Thera lhall be sufficient epec:e in the toilat r-fore -elcheir -ea• uring )0 inches wide by 68 inches 10R9 to enter the r-and penait the door to close. The water closet shall be located in a apace which provides• 28 inch wide clear space frOM • fi•- ture or• )2 inch wide clear_space frOM • wall at -side or the water closet and 48 inchea or clear apace in front or the water closet. ~n an existing building a single accommodation toilet ,,,,.,--· facility may have the water closet fixture located in a compartment which provides a clear space of not less than 36 inches wide by 48 inches long in front of the water closet. . ?-Grab bars located on each side, or one side of the back of the physically handicapped toilet stall or compartment shall be securely ,ttached 33 inches above and parallel to the floor. Grab bars at the side shall be at least 42 inches long with the &ont end positioned 24 inches in front of the water closet stool and grab bars at the back shall be not lesa than 36 inches lon,i:. The diameter or width of the gripping surfaces of a grab bar shall be 1 l4 inch to 1 ~ inch or the shape shall provide an equivalent gripping surface. If grab ban are mounted adjacent to a wall, the space be• ~en the wall and the grab bars shall be 1 ~ inc:he,. ,¥. A dear. floor space 30 inches by 48 inches shall be provided in front of a lavatory to allow a forward approach. Such clear floor space shall adjoin or overlap an accesible route and shall extend into knee and toe space underneath the lavatory. ,.r.'Where 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. )IY.' lhtre facilities for bathing are provided ror: the public, clients or eaployees, including --.rs, bathtubs or: lockers, at lea.at cne auc:h facility shall comply with the handi- cap access standards in Section 2-.511 ( a ) 9 • ~ 1/6 inch thick identtrication symbols shall 1...::.:1. be provided on doors to sanitary facilities. A 12 inch triangle ror: -and 12 inch dia- •ter circle for~ is required. /.WATERCLOSETS(SEC. 5-1.502) / 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 scat. Flush controls shall be operable by an oscillating handle with a maximum operating force of 3 lb or by a remote low voltage button. The handle or button shall be located so they are operable without requiring excessive body movement. /. U_J!NALS (SEC. .5-15. 0 3 ) ,,,C. ~here urinals arc provided at least one elongated rim at a maximum of 1 7 inches above the floor is required. ~ Flush controls shall be hand operated, and shall be r mounted no more than 44 inches above the floor. /. ~ATORIES (SEC. 5-1504) )( ~vatories shall be mounted with a clearance of at least 29 inches from the floor to the bottom of the apron with knee dearance under the front lip ex• tending a minimum of 30 inches in width with 8 inches minimum depth at the top. Toe clearance shall be the same width and shall be a minimum of .,/,17 inches deep from the front of the lavatory. ;.:::r-· ~ot water and drain pipes under lavatories shall be -~ insulated or otherwise covered. There shall be no -~arp or abrasive surfaces under lavatories. r t"aucet controla and operating mechanisms shall be operable with one hand and shall not require tight graspinR, pinching or twisting of the wrist. The force r"'Juircd to activate controls shall be no greater Chan 5 lb. Lever-operated, push-type and electronically controlled mechanisms &re examples of acceptable dcai,i:ns. Self-closing valves ate allowed if the faucet rcmai11s open for at least IO seconds. PACE 2 ~ I KJNGFOUNTAINS(SEC. 5-1.507, 2-511) he drinking fountain shall be a minimum of 11 inches in depth and there shall be cleat and unob- stNcted 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 _ ..J.!:not acceptable. ;,r. 1 n~ bubbler shall be activated by a control which i1 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 ori£ic:e 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 lei to the front edge of the drinkin,i: fountain. re water fountains arc provided, they shall be 1o~at.:d completely within alcoves, or otherwise positioned so as not to encroach into pedestrian ways. L DO_9.RS le HARDWARE (SEC. 2·3301, 3304) .,..l<"All primary mtrances to buildings shall be made _ ~ccessible to the handicapped. _.,;z; Hand activated door opening hardware shall be centered between 30 inches and 44 inches above the floor. Latching and locking doors that arc 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 bars, or other hard· ware designed to provide passage without requiring the ability to grasp the opening hardware. Locked exit doors shall oper2te 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 l ~ 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 l~tion._ /. 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 exitway is not less than 32 inches. .K.' For hinged doors, the opening width shall be mea- /--sured with the dooc 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 On: doors are required, the maximum effort to operate the door may be increased not to exceed 15 pounds. ~Construction. The bottom 10 inches of all doors except automatic: and sliding shall have a smooth uninterrupted surface to allow the door to be opened by a wheelchair footrest without aeating a trap or hazardous condition. Where oarrow 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 aeating a trap or hazardous condition. ~resholds shall not exceed ~ inch in height. ..,)k' ~~ere turnstiles are usc;d a door or gate that is accessible to the handicapped shall be provided within '.50 fttt. . /,here shall ba a level cl~r area on each side or., exit or passage door. Provide 60 inches clear in the direction or the door swing and 64 ir>cl'lff on the side opposite the door swing direction. ,._asurements are to ba et right angles to the closed door. 102385 D(ERCY CO?fSl'JNATIOH CORRFCTIOHS -~SY. OP'YIO: &TILDUlCS On January 1, 1987, new standards, and a new design manual, went into effect to govern the energy design for new heated or cooled lowrise office buildings, (i.e. 3 stories or less). Ihe new standards and design also apply to alterations ~r additions involving heated or cooled space in existing lowrise office buildings or existing shell or speculative buildings wherein heated or cooled office space is being proposed or lighting is being extended to new conditioned space. Toe new standards (214 pages) and the ne\l "Designing for Compliance" manual (400+ pages) contain forms and design instructions that are essential to developing a complying design. To order the standards and manual you can contact the California Energy Commission, Accounting Office, 1Sl6 North Street, M~ #2, Sacramento, California 95814 (Telephone (916) 324-3014). Please address the circled items and, when resubmitting, provide a copy of this showing the page, detail, etc. where each circled item has been addressed. S In ne\l or existing buildings a Certificate of Compliance (Form CF-l) Ihe upper left corner of the Certificate of Compliance (CF-l), Pages l and 2, must show the name of the documentation author, who need not be a licensed person. (Manual 1-14) ' must be completed and imprinted plans if HVAC or lighting is extended to a new conditioned (l-13 &..nual) •. on the being space. A Certificate of Compliance (CF-1) is required to be illTPrinted on the olans for shell or speculative buildings where lighting, HVAC or other improvements will be made by the tenants. (Manual l -13) Multiple Certificates of Compliance (CF- 1) are required to be :urrorinted on the plans for speculative 9r shell buildings, where the final occupancy is not known at the tir.le of the original building permit. Toe C1Ultiple CF-l doc1Jr.1ents should address the potential uses, and i.e. office, ret.:i.il should apply the sales, etc., appropriate standards to the specific occupancies. (Manual 1-22) e Toe Certificate of Cocpli.::ince (CF-1), Page 1, must be signed in the lo~~r right by the 1 icense<I person who is attesting t.h.,.t the design complies with the regulations. (Manual 1-14) ·e·-·The O\mer of the lruiiding • ·inui"t sign .in the appropriate place on Page 2 of Certificate of Compliance (CF-1). (Manual 1-14) The design entities (electrical, etc.), must sign in the appropriate space on Page 2 of Certificate of Compliance (CF- 1). (Manual 5-4) Note on the plans, near the imprinted Certificate of Compliance (CF-1), 11A separate copy of the Certiiicate of Compliance (CF-1) has been retained by the owner and will be ma.de available to future owners or Iuture tenants. 11 (Hanual 5-4) e Note on the plans, near the imprinted Certificate of Compliance (CF-1), "At the time of permit issuance, the permittee will provide an approved copy of the Certificate of Compliance (CF-1) to the jurisdiction", for filing. (UBC Section 302 (a) 7). 011/4 If 7--was previously prepared for this entire building, or for improvements or alterations in this building, provide a copy of the approved Certificate of Compliance {CF•l). (Manual 5-4) a Certificate of Compliarice (CF-1) ~- 0~ The building is a mixed use ~uilding and a Certificate of Compliance (CF-1) must be prepared for each use unless the subordinate occupancies total less than 1.,000 S.F. and are less than 10% of the total conditioned floor area. {Manual 1-22) On CF-1., Line l, sho..,. the occupancy type, i.e. lowrise office. On CF-1, group B-2. Line 2, show the occupancy show the package On CF-1, Line 31 selected., i.e. A, », Performance Approach. On CF-1., Line 4, floor area being documentation. c, D, E or show the conditioned addressed by the On CF-1, Line 5, show the proposed or existing total resistance (Rt) for the roof. If different types of roof, complete CF-2. Complete a CF-3 if only one roof type.' On CF-1, Line 6, sho1,1 the minimum allowed total resistance (Rt) for the roof taken from the package you selected. 0~ On CF-1, Line 7, sho1,1 the proposed or existing total resistance (Rt) for exposed floors or so ff its separating conditioned space from non-conditioned space, using Form CF-2. Provide a Form CF-3. (Slab-on-grade floors are not considered to be · On CF-1, Line allowed total floor taken selected. floors for this item.) s, show resistance from the the minimum (Rt) for the package you · 0~ On CF-1, Line 9, if there are different types of walls, show the proposed or existing average total resistance(~), using CF-2. If only one wall type, only CF-3 need be completed. r ~l On CF-l, Line 10, complete CF-2 if all opaque walls and doors have the same heat capacity, generally a Heat Capacity less than four. If there are multiple walls having different heat capacities, this may be left blank·. On CF-1, Line 11, show the minimum required total resistance (Rt) for opaque walls and doors. If multiple walls, having different Heat Capacities are proposed, show the area weighted average using CF-2. r3 On CF-l, Line 12, show the total exterior wall area for the entire building or that portion covered by the new standards. Ihe exterior wall area should include opaque walls, doors and windows between the floor and the bottom of the floor, or roof, above, that separate conditioned space from non- conditioned space. Provide a CF-2. On CF-1, Line 13, show the total glazing in walls separating conditioned space from non-conditioned space. Provide a CF-2. ;E 0~ O)A1 On CF-1, Line 14, show the percent of exterior wall, between conditioned and non-conditioned space, that is glazed, i.e. Line 13 divided by Line 12 times 100. On CF-1, Line 15, shading coefficient supported by a CF-2. show the average for al~ glazing, If only one type of glazing, no calculation is necessary just enter the shading coefficient for the glazing. On CF-1., Line 16., enter the allowed percent of glazing, for the selected paclcage., based on the average shading coefficient shown on Line 15. Ibis entry should be greater than the Line 14 entry. On CF-1, Lines 17 through 21 should be left blank for lowrise office buildings. 0~9 On CF-l,_Lines 22 through 29.,.enter. the proposed area of skylights and the allowed area per the package selected. If more than 8 skylights attach a separate sheet. Prepared by, !?. C. Ho t:;LEN Jurisdiction Crr!:J or UA<-se4c:, VALUATION AND PLAN CHECK FEE c Bldg. Dept. O Esgil PLAN CHECK NO. 8¥-oo6S- BUILDING ADDRESS 273'? -27'/6 Lo1<GfZ... AvE W. -~---:----------~-~-----APPLICANT/CONTACT )Ay 4u...Erl PHONE No.(?14) '752-/0/6 BUILDING OCCUPANCY B--z_ .DESIGNER PHONE(ll4} 777~0,,~ TYPE OF CONSTRUCTION V -IV CONTRACTOR PHONE ----------- BUILDING PORTION Bv,(...01,.·-u; .1.. OFl=ILJL - VJ~ J,Jvr..Ue Air Conditionin~ Commercial Residential Res. or Comm. Fire Sprinklers Total Vall.; Building Perm it Plan Check Fee COMMENTSt_ BUILDING AREA VALUATION MULTIPLIER is-2-0 l'1.1?1'2- 7,,s-2..0 @ (a :22,):Z 3'2-@ /3S-3 ~ J J 9t+ ~ :3 7'8 . o<.t 6 er~.~ qqz .,-6 L/704 I 'J o.J 7-ro I 5': VALUE 35"31 ~'-fO :2 7-CJ,, .5"2-'8 .. -:z../ ..J os-<:. ~'.;, 3 'l"i? 6 '37, 3 7'2- $ I G Cf:Z .. $!- SHEET I OF .S- 12/87 _Prepared by, R, C, /-lot;LEN VALUATION AND PLAN CHECK FEE PLAN CHECK NO. SF-oo6S- a Bldg. Dept. O Esgil BUILDING ADDRESS :Z78'? -27<76 Lok.GR.. AvE W, --;----:----------~,--~~----APPLICANT/CONTACT )Ay 4u...Ftv PHONE No/?!'-/) '75:Z-/o/6 BUILDING OCCUPANCY . 8--z_ DESIGNER PHONE(llc/} J77-0b6-6 TYPE OF CONSTRUCTION _,_V_;..N____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Bun .. 01/'-Jt; 2. - o!AC-le 5;"5"37 "/7 e:,O · :Zt o_,,-:z 3'!~ IA./ ,4-all i+a tJ.slZ 14.J 71/ I 'I ov ~ 79.,5"0"'1~ Air Conditionin~ Commercial s;s-37 @ 210 .. ,~.,, 5"04 Residential ta .' Res. or Comm. :J.. o.)-:LY'f /·~ 30 37Z Fire Sprinklers @ .,, Total Value Si~ 6 2 "-/ . B uildirig Perm it re e $ _________________ -A. __ :Z_:Z_C/_7_SD--,--· _ /4'13 ?ii' Plan Check Fee-=$~----------------------:,.......:!$~------ 1 Ca MME N rs_---------------------'-------- SHEET .2, OF ,S-- 12/87 =~ :- _Prepared by, ?, C, Hot;LEN VALUATION AND PLAN CHECK FEE c Bldg. Dept. 0 Esgil PLAN CHECK NO. SY-ooG.S- BUILDING ADDRESS 27n -27'?b Lo1<.1:R.. Av£ W. --:----::-----------~~------APPLICANT/CONTACT }Ay .4t.~Er-l PHONE No.('7hl) ?52-/0/6 BUILDING OCCUPANCY 75-2-DESIGNER PHONE(714) J77·o~t6 TYPE OF CONSTRUCTION _Y;...._N _____ CONTRACTOR PHONE ____ _ BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Buu .. o,,, .. u; ~ - o-rRc.C!!--6 61/ 47 00 30~ ?~-f l<} A-IZA Ho GJ.r lZ t.//-14 r Ii ''"' 14,,$".3/ · Air Conditionin~ Commercial 6::>-Y @ ,:?_ ro .. I 'f:3/ Residential (a Res. or Comm. 5"/03 I ,S? Jb'54 ,~ Fire Sprinklers .,, @ Total Value l~ll 7$· / Building Permit ree $ _________________ --..-11.. ___ ?_:z._7_!-._"_·_ 472-~ Plan Che ck r ee____::$=-----------------------=-,--.:!:$~------ CO H HEN TS._•---------------------------- SHEET 3 OF _s-· 12/87 .-. -~: . Prepared by 1 l?. C, /-lot;~,J Jurisdiction Cn:$ or UA?l.. se;,:o VALUATION AND PLAN CHECK FEE c Bldg. Dept • 0 Esgil PLAN CHECK NO. 8¥-oo6S- BUILDING ADDRESS 273"8' -.27'1'6 Lo1<1:-F?.. Avs: W, --:-0-------------...----:-------A PPL IC ANT/CONTACT )Ay Au ... Fr-1 PHONE No.(?14) '752-1011, BUILDING OCCUPANCY . 8 ... '2---DESIGNER PHONE(ll'/) 777-0b&-6 TYPE OF CONSTRUCTION V N CONTRACTOR PHONE ------------- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Bv,'--01,-J<; Lj - tJPPicJL 2 837 ~7 c,o /'35,, ,6-g''J l/41,4,1,.IE+Jot:J $IE. 74f./O /9 0~ /4/ '3bD J Air Conditionin£ Commercial . -:L., F'3 7 @ zso .. 3D1lo/ Residential @ .. Res. or Comm. /OJ :3 2-7 /.~. /5°,,1?0 Fire Sprinklers @ Total Value 3D~ 6 2-3 "'3 oo /'3'-1' -. Building Permit f" ee $------------------------,,----:z 7 ~. 9-S- Plan Check f"ee $ $ _,;::------------------..:.,___;:;...._ _____ _ I. COM HEN rs_,---------------------------- SHEET t/ OF ,S- 12/87 . Prepared bys /<. C, J-lor;~,J Jurisdiction Cr~ or Q,12,, se,u::, VALUATION AND PLAN CHECK FEE c Bldg. Dept • 0 Esgil PLAN CHECK NO. SF-oo6S- BUILDING ADDRESS 273'? -.27Y6 Lok.GR.. Av£ W, --:----:----------~---:-~-----APPLICANT/CONTACT )Ay ,4u..Gr-l PHONE No.(?14.} '75:Z-/0/6 BUILDING OCCUPANCY 13---z-DESIGNER PHONE(ll'i) J77·0bt6 TYPE OF CONSTRUCTION __ l_/_N ____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Bv,,_o,Nt; 6 - oFPtc..a-~,7'89 -47 ~ /1!>/ '0 8...3 (,A.} r:r,t.,6' IN <.J Sf£ /~ 7'1-3 /'l ~ '2-tl°f~ /I 7 · Air Conditionin~ commerc al 2, 7 F'/ @ ::z 'iJ 0 .. 'l go '1 Residential ta Res. or Comm. / o 532.... I S-0. ~7 7'11 @ -Fire Sprinklers ,I / Total Value L/65 1°1· Buildiricj Permit ree. $. _________________ --&._/_C/;__2_D_·~--- / '?-lff· ~ Plan Check r ee._$%..,_ ________________ _,,;..--,:!$:..__ _____ _ CO HM EN TSi.• ---------------------------- SHEET S-oF S- 12/87 al "O G,l ;: G,l > G,l 0::: cc "O G,l ;: G,l > G,l 0::: al "O G,l ;: G,l > G,l 0::: D D D D D D ENGINEERING CHECKLIST Date: _ ___,_/_-....:2~'/-_8.;;..;::5'=--------- Plan Check No. CB8800G5 Project Address: 27EB-2'!96 ,,(_ol<£e Ave. \Je:sr Project Name: &.r<.J£.ere &Ne,5,5 a@<: I (I.ff!'/) Field Check Date: ----------- By: LEGAL REQUIREMENTS Site Plan LEGEND ~ @ 1,2,3 I tern Complete I tern Incomplete -Needs Your Action Number in circle indicates plancheck number that deficiency was identified 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. f-P4~ ~- 3. Provide legal description of property. 4. Provide assessor's parcel number. PERMITS REQUIRED Grading s. 6. 7. 8. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). Grading plans in plan check PE 1.81. 5J/; Need the following completed prior to building permit issuance: A. Grading plans signed. B. Grading permit issued. C. Grading completed. D. Certification letter and compaction reports submitted. E. Grading inspected and permit signed off by City Inspector. Right-~ Permit required for work in public right-of-way (e.g., driveway ap~, sidewalk, connection to water main, etc). 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. FEES REQUIRED 10. Park-in-Lieu fees required. Quadrant: _____ , Fee Per Unit: ____ , Total Fee: ___ _ 11 ~ Traffic imp~ct fee required. J. 4fJ-_,,..._ A I ~ Fee Per Unit: _____ , Total Fee: 73CQ . r:-~ i+• 12~Bridge and. Thoroughfare fee require9.r e --"' 11 /J ~ L. Fee Per Unit: _____ , Total Fee: !if /(S>10foJ • '){ll2.-~, OJL. l'u'-' 13. Public facilities fee required. r ~~-· 14.i>Facilities management fee required. Fee/'3o67h '-!12-~~~ 15~ Additional EDU's required: 2 i!./4 r' #,,- Sewer connection fee: __ -..=-...:::-.::-_-__ Sewer permit no. -- 16. Sewer lateral required: frtt}J pqv04f:J 'M 2(8-~. @. ~-' REMARKS: ~ fin ¥4, If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1161. . POOR QUALITY f; . f ORI INAL (S epared by, I<-c. 1-/oc;LEN VALUATION AND PLAN CHECK FEE PLAN CHECK NO. BF-oot;.S- o Bldg. Dept. 0 Esgil BUILDING ADDRESS 278'? -.271'6 Lo1<.1::R.. AvE W. _.;..-:-------------~_;_ _____ _ APPLICANT/CONTACT }Ay /,Ju.Fr-I PHONE No.(710 75z-/0/6 BUILDING OCCUPANCY ___ 73_-...,.-z-____ DESIGNER PHONE(ll'i) 777·0b6~ TYPE OF CONSTRUCTION _...,.l/_N____ CONTRACTOR PHONE ----..... BUILDING PORTION BUILDING AREA 'VALUATION VALUE MULTIPLIER I A Bu1'-D1Nc; 6 -Z--JC/1) ~f'!r!.. (2_ M-v~ 1A ~?~ -~· I OFf.'tc.lZ-~,7'39 -4? ~ /~/ ~08...3 w /4-IZ.-& J+t., cJ s a: / ~ 7'1-3 /9 ~ ~er,, 117· 7 IF tj;> ( 2 7&?r/J )' ;i~2i ~) f-(;S7'f3 pJ X ;~ ~7 ,lf,lV ) -=. I ,'JD /<.7-lor ':558 /19'/S-=f ~503 ;' -.. J~t2tlX!i~ ~ (;i.nc, 1/.~ ;~~ ~ xfil ') r (;s'N3 4x 1 111.0T' ~): ,,..,.,,)'IJJX-~ '122.1 -f 2076 -fl,330 5/ '---__) ul?werz. -=!j;>(2?B'f~ +-tPni )'P/En.0 t (tSN-3¢ +-Ga 0 rfiA=mJ) ~ I f,(99 /3oi., PMF ~ /,956 2ffv '~ 'f() -=/:) fPt"J 41 L ~11 I }l, :..--- Air Conditionin~ 'Lb -._J Commercial 2, 7 l?'j @ ;;z 'if 0 .. 'l go '1 Residential (a Res. or Comm. / o 532.... S--J. :i 7 7 Cj-<t Fire Surinklers @ , ~ ,I / Total Value L/65 101 · Building Permit fee. $ ________________ _.;ll~/_C/,:__:2._D_-_~ __ _ I ?-<ff·~ Plan Check f ee_.:S:,._ _______________ ___,;___:!$:.,__ _____ _ CO HM E: N TS'-•-------------------------- SHEET .S-op ~ 12/87 l j• l / I / Jurisdiction Cn:1 or 0--2t:..s,e,40 . Prepared by, !?. C. /-lo (yLG N VALUATION AND PLAN CHECK FEE CJ Bldg. Dept • O Esgil PLAN CHECK NO. 8¥-oo6S- BUILDING ADDRESS ~~ Lo1<Glc... AvG W. APPLICANT/CONTAc"'i~~J~A-y_·_4_L_L_G_rv ____ P_H_O_N_E_N_0_._(_?_14~U-'7_5_2---,-o-/6-- BUILDING OCCUPANCY B--z_ .DESIGNER PHONE(llc/) 7?7·0b&t. TYPE OF CONSTRUCTION V -IV WRACTOR PHONE -,_,qb G-LF-'2. IJ.vE- BUILDING PORTION Bu1'-D1Nc; .:1.. OF;::1L.F-- (/.} 4t?.E /1-u<.t..Se llF ::::f;;;, (752,0~ -~-~ ~ Be, ot1E. =P { 75:20 l/J x ; '- rC:SEu>\U ~ f7SU> r/J+ ...... Pl'4 F--:::::p> 22._26 2i Air Conditionin£ Commercial Residential Res. or Comm. Fire Snrinklers Total Val\: Building Permit Plan Check fee COM MEN TS.__ BUILDING AREA VALUATION MULTIPLIER zs-.Z-0 L/?o• /'7->?IZ.. I 'J o,J D~~~-t--(J'/-7/Lr/i 'f., le. IAOc )C-W2-:-) C I/V};Jif1 ~(J"'T ,_, ·"-2'"';; ( tft :..ttl X,7w7 t-/'/7/2.,. .,{,mT ~~\ r ""' I lltJ )C., -::: , ~ v,;;;J ) tt/11:? 12.-i +Qru/) ~d?,j) -c ~ I >'-1' .'-lo ~ 'Bf:Fl 3· ~\ v 752-0 / @ ta :Z 2,, 2 3 '2-@ 8"2-/35""3 - l J 9q. !.3- -s 7-g ·a<J 6 91.~ qqz .c,o 7-~o .. ; SI? VALUE 35'31 q.q,o 2.7'i .5'~ ., ' JS-di--f !!Be, ~7 CJ,2 " 33oq + ICflf Z =15.2S1 ce1 -I 1,(1 + 2.9~ ~ 1.11 \ '2./ OS-6 ..; "p'.3> 3'1"? 6 '87, 3 7-z.. :Z6D:3 jg. · SHEET I OF .S-- 12/87 I - I .. / I I / Dates :z-q, 83 Jurisdiction Crll;j c:>r U/2c S/340 i/ . Prepared by 1 R, C. /-/-o<;LEN VALUATION AND PLAN CHECK FEE CJ Bldg. Dept • 0 Esgil PLAN CHECK NO. 8F-oot,S- BUILDING ADDRESS 2781? -.2716 Lo1<.1:rz.. Av£ W, --:---------------,.-------APPLICANT/CONTACT )Ay /-Ju.Fr-/ PHONE No.(?14) ?s:Z.-/0/6 BUILDING OCCUPANCY . 8-z.... DESIGNER PHONE(ll'/) 177-0bt~ TYPE OF CONSTRUCTION ---:.V_!V____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER .. Bu 1 '-o, ,-u; ;l. ,z_' qt/-Le, ~-E../Z. avt:.. lA..J!:-~ -r - ot:AG!r. s;s-27 ,f./7 O<J · ;2. b ~ '2 3'j' e2- tu Ml! I-to GJ,; IZ 14, 71I I 'l Q.) ~ 79.,5!?~!,L. lTF-:P ( c;:5"37;/J'll 1 l~ ~~ JrV i? t I J/Jx ~,6;;':. ~,~-) -P'l lo7 /'6S2. :::K!Cf~'I "$.( ...... , - I --,, R12t~--=l>( 5537tl'I.~-.'~ r-:~ t1-f1#r-)r 'V7t/1/J1.: f>.rn . ;,1 Z.,? ::')" _ I\JM W l<-'7,i:fit' -'zt.J&o -PJ 1942. -/_~L/378 ~ -- 0~erL=? (S-537.,j. + I ~b ~ov )+ · J~ 711 $-;'--~v'~t-= 3,07 . +-2 84 ,: 1lf~.ol ~v ' -, P,vir-~ 20 24:9, ~ y; I ,'lo -\fBa=tq \ .J Air Conditionin~ I' Commercial 5;S-37 @ 210 -l::F.,, 5'04 Residential (a _. Res. or Comm. :J._ O:,Z-'-l"i I ·€3-30 372. Fire Sprinklers @ .,, Total Value 5'?5'" 6 :2. "f. ./ . Building Permit ree $ ________________ ___.i,____;2_:z_q_7_SD_·_ /41j3 3? Plan Check ree $ . $ --:::.-----------------.:,,.......::...._ _____ _ CO H HEN TS._·-------------------------- SHEET 2, OF .S- 12/87 ~ \ l I . Prepared by r R, C, ~t:;U:N VALUATION AND PLAN CHECK FEE PLAN CHECK NO. SF-ooG.S- Cl Bldg. Dept • . a Esgil BUILDING ADDRESS 278"8' -27r6 Lo1<1:IZ.. AvE t-v. --:--------------:---:-------APPLICANT/CONTACT }Ay Au ... Gr-1 PHONE No.(?14) 1752-10/6 BUILDING OCCUPANCY .1:J'-Z-DESIGNER PHONE(llc,i) 777-0bb6 TYPE OF CONSTRUCTION Y IV CONTRACTOR PHONE ----------- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER I A I 8u It.... 01 ,,.u; ~ -z_,~ La•,> .. ltA /I;;,c_/J, )--~,,--- o-r -r; c.1z--65'1 ~7 o.::> 30.., '73-f l,(_) A-12.E lfO (.,).f IZ ~/l4C/ Ii ~" ?4.)':i3/ 1 · '-, TtF ~ ~s</ 11 ., ~~!~ l~~7) t-( l/l/11-'t¢ .' (i,~ ~)"~) -=-.-101 +~267 = ,t~qs;::::. ~ , D \ ' . I WJ( ... ".Q2.. ) +{ 444 'i rlJ 'I. 7JAP7":.f'-Hr J -M.zB~ +lf537-:/: If 875"0~ \ l~/24~/z. ~ ( t:,5f ., )<. "Z~ n,w l. r;..t17 ..,.., A,'11.. JZ:J .._ r-- <)Eu-}ti/L -::;P ( G£'f ¢1+-tce a, utJI) )rf iµJ,IJ_ 9 t/J --:-5ooi> IP;/,wn)-= • 30 +-.Eff =/1.2.5' ( " ~ r-) - fMF -==J:> .;,6103 ,:/J )l lf..'k) -/204/ ~ I Air Conditionin£ ? ----__J Commercial 6s-t/ @ ;z. ro .. I 1.3/ Residential ta Res. or Comm. 5/03 I ,s:z:, 76 9-1 I 5') Fire Sprinklers ., @ Total Value / ?-I./ 7ss-· / B uildiri g Perm it f" ee $ ________________ --J1""----IJ_:z._J_!.-_" _· _ 472"~ Plan Check f" ee----=$~ _______________ .........;___::$!:...-_____ _ CO 11 MEN TS.·-------------------------- SHEET 3 OF S- 12/87 i . i _Prepared by t R, C. Ho c;LJ:,v VALUATION AND PLAN CHECK FEE CJ Bldg. Dept. D Esgil PLAN CHECK NO. 8¥-006 5" BUILDING ADDRESS 27811 -271'6 Lo1<::1:P-. Avtr W. --:-----:----------~-~-----APPLICANT/CONTACT )Ay /,}u ... Frv PHONE NO .(7lc..t) '752 -/0/6 BUILDING OCCUPANCY 8--z.-DESIGNER PHONE(ll'i) 777·0£&*' TYPE OF CONSTRUCTION ___ V_N _____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER I A Bu1(...D1AJt; t/ z_-,q.., ~ I ~J-.1, J'J ii\..a (J. ·.-~.--l O~Ac.JL. :Z 837 4700 I~~ -6117 W.4~ v se. 744 D .,, 19 0.J /4/ ~tq n,=---==J;, ( ~? rA ';(. ~~ ~ t~°n-r J t-ht/40-P .-6tJ()7, >t-tE:;) ,_ •""-,-v Pr()T -b:-~77 +-" £ft/-/.,, =fA/023 ~ . I J321et,C: ~ (J.,B~ 7,/J .,_ 291 8£ i'~) t-( 9'11/o ¢ )C ~~~x'+~). t"127D f--JqgL f.=11'2252 / r 8.tWEl'Z -=!? { z'Bra 7 41 -f 19. tr) rfJ/m1i*'C7t/4o rl +~ ~ "'l/4o,;)-=-. /.{£) r. /. l/-'3 -/:: 3.08 r .) -M FMf=f.) 10 3Z7--d> )( I. 'ID ~ /, ~,t/3/ I . -I Air Conditionin£ Commercial . -:2..., -g''3 7 @ zso .. 8Dil'I Residential ta Res. or Comm. /0.,, :.3 2-7 /.So. /~/ LfCJO Fire S-orinklers @ Total Value 3D~ 6Z3 ,.-13 o<> /'3'-f' -. Buildirig Permit f"ee. $ ________________ _.:l!, ______ _ :Z7 -:2-. 9s- Plan Check f" ee--::$"-------------------:.,---:%$:___ _____ _ I. COM HEN TSi...• __________________ _,:_ ______ _ SHEET '-/ _ OF .S- 12/87 :j \ / • aJ aJ aJ "'O "'O "'O 0) 0) 0) ;: ;: ;: 0) .!!:! 0) > > > 0) 0) 0) Ci:: Ci:: Ci:: ... M t'I) =II= =II= =II= u u u 0. 0. a. ~~ @oo ~DD 6)0 D PLANNING CHECKLIST Plan Check No. C!38c90065' Address k rV1.U-r£. i jl'JK.E<-4a, 1/J;=.>7< Type of Project and Use b IN~~w,au.. 4t.O~~- P--I"'\ YES--1(_ Zone Use Allowed? NO -- Setback: Front ....QJi_ Side OK Rear .I:J:S.,_ Facilities Management Zone 5 School District: San Dieguito __ Encinitas .. -- Carlsbad _L_ San Marcos -- Discretionary Action Required YES~ NO Type PJP87-5 -- Environmental Required YEsji_ NO -- Landscape Plan Required YEs-4-NO -- Comments Coastal Permit Required YES NO A ---- Additional Comments A/f;.'c.o ,,,('[1tX3~ '' JA-1YUJ~CJF ::.,r!i f'~. J$e COIJQ #-3 6f RP ~~ TI> Ht:Jvt: DE-Eo /2tS7@cJ't(IJ,J Afl%)tic0 @t c.t1YMP f<ec.af/J,tz) Md/Zn) 1$t,ez;,PbtM!r.>r ,., :(<~ ~ fb-¥--¾/BB~££• 7 OKTOIS~k-DATE 0,/1/6/48 _...,,.7'--,------ I I \ I I I I I I I i I I I I I 'I I "·.·t:;~.'.·,,;:,. .. :·~ , ;,~,cJ;.,. , ;v; :tixi1}:r;;; ,. · . ,"Ii,:•., Scheibel/Dyer Associates, Inc. Structural Engineers STRUCTURAL CALCULATIONS For: El Fuerte Business Park I Prepared for: Banzuelo/Rierson/Duff & Associates, Inc. by: Scheibel/Dyer Associates, Inc. Structural Engineers March 2, 1988 I I ~· I I I I I I I ,,- 1 I I ,I I I ·I "t""" --·'\ ,,.... ··'l"· INDEX GENERAL G1 VERTICAL ANALYSIS Vl to V118 LATERAL ANALYSIS L1 to L50 FOUNDATION ANALYSIS Fl to F20 I ~ Schelbel/Dyer Associates, Inc. ~ Structural Engineers I Project El Fuerte #1 fl· By ___ N_._N_. ___ Date Analysis: GENERAL Page Gl Of .Job 8777 '==~~===============~~~~=====~===~== Feb. !988 I I ii I I I I I I I I ,, I I I I --DESIGN CRITERIA -- I. Design based on Uniform Building Code 1982 Edition. II. Allowable Stresses A. Timber: Glu-lams-------------------------Oouglas Fir Larch (2400 F) B. Concrete: Slabs & Foundations--------------f'c = 2000 PSI Wall Panels----------------------f'c = 3000 PSI C. Reinforcing Steel: Slabs & Footings-----------------Fy • 60,000 PSI Wall Panels -Typical------------Fy = 60,000 PSI Chords & Jambs------------Fy • 40,000 PSI D. Structural Steel: Pipes----------------------------ASTM A53, Gr. B Tubes----------------------------ASTM ASOO (Fy • 46 ksi) Miscellaneous--------------------Fy = 36 ksi E. ~: Based on report by: Applied Geotechnical Engineering, Inc. Project #87-168 August 13, 1987 Allowable Bearing---------------2000 PSF with increase for wind or seismic 1 I I I I I I I I I I I I I I I I I ~, I Analysis: VER.Tl CAL ROOf :..o,..;J5 FOR D.-5•,,.. ,. Qt:' Pf!::;l, '"·' ~ t, •:..)" f , f Ut·• -• ''V ' ~r::.r, '-''' .-,· L:1,:.. ~ :* -R.00::'q/"" • t ,,~ -SHEET!Nq -ex41s @ f411 0.C. -'"'U R1 ! ~: 5 :-~' f ·; -SPR!N KLER6 -Mt:i"H '"''rA' ... oJ 6 /-, I'\ • U • &M!5C . -o-. ! -~I,,-.-_ v.!r, RE HOUSE AR~'~ , ... ,-. ..; -SUSFEND!D Cf!L!N4 -roTAL Of F:C E AREAS LIVE ;..OAD ! 2.5 P.5.F 1.5 ~.7 e.o 1.5 1. 8 10.0 P. ~ ... o.r. 2.5 12.5 P.5.F. ._..,, 'khelbel/Dyer Associates, Inc. --~ '-Structural Engineers Project EL FLlE.RTE. i±° I AL 12./12. !a,.,,. By _______ Oate ____ o...., Page V,.,/ Of .Job 8711 , N' "" G ' r , ?::" ' , V ,;:_ ~ .! •.,, ~ ,., ' V I "-J --.--. I ~ ....,., -' t , t t,l. -?ERU.S.C.TA8LE 2.3-C FOR FLAf ROOF. * G,LUE LAM BEAMS DE6:NGi PRO~RAM AUTOMATtC.-\LLY lNCLU:J:5 WE!'1H7 OF BE.AM SELECr::o !N CALCU L.ATION. \J-1 I I I I I I I I I I I I I I I I ,, I Analysis: VERTICDL ' .f"' " nh ~o I -(!, -.;j"" '~ =-o Q . I -0 -...0 '- ·~ =o '· ' " -· ~ ~ 0 ~ V-? .., ... IL C;cheibel/Dyer Associates, Inc. --~ "-. Structural Engineers Project _ __:;;;E;...;L::;;;__,;_F'...;U __ E;...._R..;..T.;__E_~~I __ _ AL By ________ Date V _,., Page -.:-Of .Job 7. <! J ll. "'--0 t w \/ .... [ I \J 1 u - J r. .{ :) rJl ill Ll. )'2..-1 2.-87 8111 I .I I I I I I I I I I I I I I I I Analysis: \' . \. ... , ~ ~-~ . C) 'I 0--; ff) ' -. I O- N)' ...,...,JL C,Cheibel/Dyer Associates, Inc. ..,..., '-. Structural Engineers Project "t=: L By lxL V-':< Page _.,, Of ---~--B ~o i -c!,. t<) : _.,__: --0 =o _1 ~ .. I =o: I i _ ___, ____ \f) 'FU~i2.TE -tl: I Date 11.-n.-61 .Job 6771 ---:::::_---. ·--~ ... I i -I ...,...,, c;cheibel/Dyer Associates, Inc. --~ '-. Structural Engineers I Project l:::L FVERTE: ¾I By AL Date 1'2.-12-87 I Analysis: VER.TICA L Page V-4 Of .Job e,111 I I @ © © ® ' I ,z.4' -f,11 1.01 -6 11 I I -i -0 ! I I I ~' -I l • 7. <{ _j ~ I 'r I 10 ill .Ii'. ~ '-5" ,5 I I z z -D L .J <l'. :) Ii. tO lL I I I I ·1 1• V-4 ----------------- -<. I c.,, ..t:,.. I 0 I II l I 11 ,zz-o n-o .. .,.. __ .... ___ 1i--------------1i------------------/// / #" /1/ // '_//' ~-/,.' / //,. /' f i/ / / ' / / ;/ \J'= _I'::\ fZlZ>-1/ / / R -,-~B-.,3 / ~-7,-4 / -~_) / / / // // ', / I"'> / / / / ,· ' / , I / .t,.__ -0 ' / / / ' I / /; / I /m;/ ' / '/' / 0 /. / / ~ / -Q i: i:ce,-/$ B 7 /' ,t < 3_ 13';,_'7,, /_: / RB ..t/' 8 / _ ;_~----0 -/ ~ 7 / / ,, / -/ /' / / / / / / c,_ lt-/ / / . ' ~"--~ -------@ 44'-o" 44'-o'' 44'-d' 44'-o'' l.) ( 3 4 5 6UILOIHC..-, -#' 4 Fl2.AM l NG, \<~Y PLAN -- )> :J OJ -<" m iii <. fq r<l -I --" r 1J rn 1J OJ '< ") CO I O m 11 10'\ 13> o r ""1\ m 0 rt Ill r il C rn L O ,;) 0 OJ --1 {J" fil Ill m - =l ~ It _j ~ I Ill _J IQ g?J cf ~~ ~S' g, ~ ·re.> a~ !J'l I» N ~ I I I I I I I I I I I I I I I I 'I I Analysis: 1/.E.JZflCA L =b"" _, I ~ -:.,,- T;, ' ri)' : bi · .. ' or'r, I ' . 11\ Ci'·, -.:., 'i ' ' ' ' ',, I ll) '· ,, , I" ' . '. ',, l. , -,, W. ·. -~ '-''-.. ....-'-.. I •, d) ·i:>'. ', ._..,, ',chelbel/Dyer Associates, Inc . .. _.. '-Structural Engineers Project ____________ _ AL-By ________ Oste 1'2.-12.-87 Psge V-0· Of .Job Bl]J ::.-.!) _, ~ --·-s) 0 I 0 '-!" -© =o _, "1" "<:I" 0 --0 I -0 "'-I" T. --0 4: .J =C) l\. I -v ID ',-<;t---e .µ. U1 1t )L 0 ~ I -0 7.. 1 -q----® ~ L -_J <[ -0 :> ~ I \'ti ll -o;t' ~ -0 - =o _1 0 v --0 =o I -o;t' ~ -e :0 I -o 0 ~ w-wwww:www ........ "?'':, I Project; /5 L.-I'-' • By Ai'/---_1 ____ oate 1 1 b-.,;. -' ·' Pane 1 ized Roof PurJ ins V~ & ., 1 l \ ,I :: ~\ ==~A~n:a~ly:•;:ia~: ===============::::l~~P;:ag~e===~~~f ==~J~o:b~....;.=;;;;;;= Pur1 ins at 8 1 -011 o.c. I SPAN I 1" 1" 5i + 22 I 2 ~2 H • Wt) X X 12 I I S 'd • M · req 1. 25 x { 1500 @ 11 ) (1800@ DKl, SS) I I WI I x Span3 req'd • --{5_3_3_3...;@~#--1..;...£..;;.,..S;;;.;.S.;..,(-E_•__,,1._8x_l_O~)) (5629@ D#l (E • 19x10 ))* ' I I I I I I . I I ·1 I I. (@i>t 1 • Sia~} L' S 'd in req 3 11 Oil£ 14 31t.3 28.6 15 39-7 33.1 16 45.lt 37.8 17 51.5 42.9 18 sa.o 48.3 19 61t.8 SJt. 0 20 72.1 60.1 21 79.7 66.lt 22 87.7 73.1 23 96. 1 80.1 2lt 104.9 87.4 25 114.1 95.1 26 107. 1 89.3 27 115. 8 96.5 28 124.7 . 103. 9 29 1)4.0 111.6 I • It reo'd '" ss #1 £ ss 0#1 107.7 102.0 133-7 126.7 163.6 155.0 197.6 187.2 236.1 223.6 279.2 261t.5 327.3 310.1 380.7 360.6 439-5 416.Je SOit. 1 477.6 574.8 54lt.6 651.7 617.5 637.2 603.7 716.6 678.0 800.1 758.0 988.6 936.6 loading Conditions: Span less than 25'-0" DL • 10 PSF LL• 20 PSF Wdl • 8-1 x 10 • 80 PLF WJI •Six 20 • 160 PLF • 240 PLF Span greater than 25' ·-O" DL • 10 PSF LL• 16 PSF Wdl • 8 1 x 10 • 80 PLF Wll • 8 1 x 16 • 128 PLF • 208 PLF Size to be Used #1 0#1* ss It X 10 le X 10 le X 10 It X 10 It X 10 It X 10 It X 10 .ft X 12 4 X 12 4 X 12 If X 12 4 X 12 It X 12 Je X lit Je X lit Je X 14 4 X lit 4 X 14 ft X 14 It X lit lJ X 16 It X 14 It X 16 4 X 16 4 X 16 I I I I I I I I I I I I I I I I I I I Analysis: B~AM NVi'\ Bt=c< 12.B-1 12.b -Z ,2.e, -3 Rl3-4 i.2.B-6"" R. e--&. Q. e,-7 I<. B-S k'.~-9 Kl!;.-1D I<. B-II [<~ -I '2. '2.B-15 D'1 !:::,At-JC. C ENO i3~1\JJG-~N '.;:,U~P:)~T Cc:::>L.-1.Jt-'\ N "";.; "ts'-· 011 tA..NT. 4s'-011 "S '::). 5 z.•_ 3/B'' ,s '=>• '5z'-3/e," l.A.'4T, LtB• -o'' ?.':::>. ~8'-d' C..e.-'41. 481 -0 11 C,4¢-IT 4B'-o•• ~.s. II 5,5 1 -II 1/z. "::>. -s. '55'-I\ ti_' C.ANr. 4S 1 -0 11 <;;,.";.,, 4 B1-011 C:A..'t-\l 4 8 1 -0'1 6 . .cs. v-7 _.......,, 'khetbel/Dyer Associates, Inc. ,.,,,_.., '-Structural Engineers Project G.L... FU~ iZ.. TE. ~, By AL Date ,2-11 -87 Page V-7 Of ..Job B77J LOAO I r--1 FOC.M A..-r1 o•·-1 LIVE LEN C.,1 ~ 1"'1 I r-J , nAx LOA.D r.2.ANC,.. I:='. LDA-0 (L-c/FTJ L..01.:..O ( 1..):)/FT) 12 f .s. ;:-0-45'-d' 30~ 5"94 I II \ 1. PbF O-.qP,.-0 3o-=, 15"'14 I 11 )'2.. Psi:: 0-52.-3/0 .303 5"94 12 PS.F 0-521 • Jg'' 3o~ 5'q 4 I II 12. .p~ i= 0-49-O '2:lo:, 594 12 PS~ o-491-011 3o::i .594 \ z. PSF 0-..q 5'-d' ~o::, 5"94 11 R;F 0-481-o'' °30~ 5"94 \2 p~;:: I A" 0-55-IIZ '30"2;;. 5'14 \2.. .f'b~ ' t' 0-55-11 Z. 3o3 594 \2. PSi=-o-481-011 -::00~ 5"94 12 .P.::,r-0-4B'-o" 30~ 5"'\4 I '2. f'6J= 0-48-d' '247 484 I I I I I I I I I I I I I I I I I I I Analysis: V ER,t CAL rC A,~, D1'S1ANC.E N U,'\i::; ::::-'" . BE;: TVl.1 C :,;. N C..OLVMt-10 126-1 2.4'_ II II i2 5 -2 391 -o'1 I II 12 B • 3 ~,7 /' t .., '--<o 4 R 6-4 ~.,..I b7.'.i" _,t,.-14 ~B-5 48 1 -o" 12 B -b 431 -o" 1< 5 -1 3o'-011 f< 6 -8 34 1-011 K". B -9 ~ c:i'-o'' 1< B -10 5'~1-41/2'' RB -II !S"G.1 -4~11 l<.5-1"2.. 481 -o'' 125 -13 4 s'-o" . 12 B -14 -;301-0 11 END SvPPOi,T ?.?, C..AJ-1, ~-"O. s. -6. C:.;:,.,.i--tT. ? b, C-Ar-l1, S. -6. C.t.,.,.>-l'T, 'o. '5. -S. 'o. C:.At-\T. S.6. C.t>..t--lT, V-8 ,......,lL C)cheibeVDyer Associates, Inc . ..,..., '-Structural Engineers Project i;;.L i:=v~eri;::· #=" I By AL Date 11.-11-Sl Page V-8 Of Job 6711 L-OAD I N i::: 012. r--l A-,-, o H LIVE LE.HC.,T ~ MIN. nA><, LOAD IZA. t--lG-iE LOAD LOA(/ lb P~F 1/ I 11 I II 0 10-11 7 'ZLJ-11 l'ZS/2.751 '275 zs<;/bZl, H7 \ '2. PS"F O -39'-011 215 Lo/Pr 53 9 L..b/FT 1--Z ?$"F I "!,II 0 -52.-64 'l15 L'c'/FT 5 ~CJ ur~. 1"2. -P~F 0-~z.'-b¾" '2.15 Lb/Pr 5JCJ '-o/i::c-r 1'2.. PSF o -4s'-0 11 1. 7 'O Lb/i:-,-539 \..o/J:"--r 1'2. PSF 0-481-011 '275 l...b/F,. 53q ~FT l-Z P':71= 0-3o'-o" '215 Lo/i !=T 5--i,e::, ..... t ~ t="T 1-z.. P.SI= V ' " I II Q '.20-0 I 34•0 15'7/ 281 I 181 3X./55I, 551 1-Z.. P5F o-391 -011 261 U?/F', 551 Uo/J:T 1-Z. P=,F I I U 2BI uri 551 (._p; 0-5b-~ ~z. Pr 71=--r 1'2.. PSF I I " 0-o,-4/i 1.BI Lb/Fr 561 l..o/Pr 1 11 '2. BI wr~r LbJi 1-Z.. P:::,F 0 -48-0 551 . t=T l'2. P.SF O-4s'-o'' '2.81 ~Fr 551 Lo/i !="1 1"2.. Psi= 0-30~011 2SI '"o/i FT 55'1 \..~ FT OF A LJr-jE::ARLY ,,, I''. I I I I I I I I I I I I I I I I I I Analysis: BEAM r--, v r~: E':-Ek 26-1 1<6-"'2.. ~ 6-3 R.6-4 I HOTE: P1'5TANCE 6'i::=-T'vJE.EN C..O\....Ut-'"1N';:;. 451-011 3?::/ -111 45' -o" 40•-01 ' I END 6VP'P::,Q.T C. A.t-l-r 5.o, Cob.NT"". s.~. AND L-OAD \_..QAD LIVE.: LOAC7 \ 2.. \?':;,F ...,...,. C,ChelbeVDyer Associates, Inc . .,.,.., '-. Structural Engineers Project ___ E-_L __ l=="_u_E_R_T_E __ *-__ \ __ AL--By _________ Oate Page V-9 Of ..Job 1N F0i2M A-r1 0 N LENG,TH M11--l. l<.AN G-iE L..OA.0 0-451-o'' 30"3 1'2.-1'2.-Sl 8711 1"\!),.'i.. \....OAD 5" '94 12. \?,Sf: 26, '2.~/ 40 303, 3o3/i'5o 0'-14 I 594/~4 \'2. .f>';:)F 0-45"~ 011 '30°!) 594 1'2.. +'~F 0-14'-o" :,0:, ot:14 14'-o''-3:S-11 "2.41 4"72.. "3 ::,1 -11 / 4.d-d' 24 1/91 LllZ / 178 6Y A. "/ ". V-9 I I I I I I I I I I I I I I I I I Analysis: V!:.R..TICA-L BE.An LOA-:.:.;; \NF0l2.r--iATION B~AM D\~1/,.;._NC.E e:. r--lD Nur--eE:c.,.,:; BET\tJE:Et-4 SvPPOQT L.IVE ._..,I\ 'lcheibel/Dyer Associates, Inc. ...,..., "-Structural Engineers E:L-~UE RTE: ;#:I Project ____________ _ AL By·--------Date Page V-!.O Of .Job LOP-...D INFOl:2.MA._TION 12-l'2.-S7 877] L..Et-1 C..,TH MIN. MAX. COL..Ur--1NS L-OAO 12.At--\ G-, E LOAD ( L.b/;:--r) LOAD (L.b/i::-r) 441-011 \'2... r'::,i:-I II I ,, 5"0'2. -545 l<B-I l ,c,._,_. 'T . n-o -44-0 '2.5~ -278 I< B -Z 44'-o" ~-€,. 11. ?~;=-0-441-011 -z.1e 545 I< 6-3 441-011 t.b,.t--11, \2. P:11= I II 0-44-0 "2.1 e, 5"45 I< B-4 44 1 -o" '::)' '='· IZ f"~F 0-441-d' '218 545 I< B-6 1. z.'-o" lA.l'-IT, lb P6F I II 0-1.1.-0 '2.03 ~CJ8 R 6-b 441-0'1 6.~. 1'2. P~F 0-44-011 1... 78 545 R 6 -7 44'-o" CAt-lT, ,-z. P=:,F 0-44'-011 27S 5Ll'5 [<6 -g 44'-o" s. ~. \"2. P6>F o-441-011 ?.. 7 B 545 v-10 I I I I I I I I I I I I I I I I I ~ ..,...,IL 'kheibel/Dyer Associates, Inc . .,,,...,, '-Structural Engineers · Project EL FvE: RTe:: #:-1 By A1... Date 12-I '2..-Sl Analysis: Page\/-1! Of .Job 8771 IN FDP-nA.--1 ON oU\LC,;IN&i ~ 5 ! e E/'"'"-r" i D1~TAi-lC..'E::' END i LOAD I H F"0/2. M AT I C>N Nvi--1 r~E: k 'o';'.:T-..l~e..N ~VPPOl2.T LIVE L Et--\(.1Ti-l MIN 1''1 AX : C.0l...UMN? l LOAC7 \2.t.,...>--IG,E" L--oA.D L--0 A,r.7 I I RF3 -! '2 0 1-0 11 !:-. 6. i IG PS!= 0-zo'-o" o I:-; L-o/FT" 713 Uo/S:-T i 441 -0 11 I ,z_ P1;,i:;:-Re -2.. C..A..Nt, 0 -441-011 o\o L-h/n· " I;:: Lb/FT RB-3 40 1 -0 11 b.!::>. 1-Z. PSF 0-401 -011 '310 LP/Pr blo L..b/n- Rc-4 441 -0 11 C.ANT", 1-Z. ?:;,'F 0 -441-011 310 l...b/FT 613 Lb/F""r RE -5 4 o'-0 11 ?-'='· 1'2... P=-~ 0 -401-011 ~10 l...b/FT b 10 1...1:::>/Pi I< B-G 44-011 C.A.t4 ,-, 1'2 P-;,F o -441 -011 -:31"3 L.b/FT ~13 Wo/FT I< B-r 401 -011 ?.'=> 1'2-P;;,i::-o-401 -o" 310 L..b/FT bi3 Li?/Fr f<. B-8 441 -011 C,.t.,...l--lT, 11. F'$i=:-Q -441-011 ~10 Lo/'F, G.10 U;N 12. B-0, 401 -0 11 ?,":::>, I '1 P::-J=" 0-401 -011 ~1'3 Lo/'FT Glo L-b/FT I<. 5-10 ~ 11 -611 .CANT" 11.. P:'a>i:: 0-191-(,.11 312i Lb/FT GI~ L.o/F-r 191 -'- 11/ 31~"'' 01:3 / 152) Glo /3a::> HOTE: -n-1s: AND LOAD ARE. 6E. PARATE::D BY A A // I ''. Y-11 I I ( I I I ·1 I I I I I I I I I I I { I 1• 8140 BEAM BDNG#l -RB-I CANTILEVERED Job Number: 8777 Job Name : EL FUERTE#! Designer : AL Date : 12-21-1987 Dimensions (ft) : LI= 0.000 LO= 48.000 L2 = 9.667 Load Data (lbs & lb/ft) Beam Weight= 34.5 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 303.0 594.0 From XI= 0.00 to X2 =48.00 P2 = 6364.1, 11941.6 Right cantilever W(l) = 303.0 594.0 From XI= 0.00 to X2 = 9.67 Reactions (lbs) Maximum Minimum : Dead load: Left support 13473.5 5083.0 6489.5 Right support 36117 .4 19336.4 19336.4 Maximum Shear Force at "d" from support (lbs) Vl(max) = 11980.9 V2(max) = 16607.7 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 144422.9 at X = 21.438 Negative Moments: -Ml(max) = 0.0 -M2(max) = 144800.1 DESIGN BEAM:-5.125 X 28.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2498.0 -fbl = 0.0 -fb2 = 2504.5 fvl = 123.0 fv2 = 170.6 Allowable Stresses (psi) +Fb = 2730.9 -Fbl = 2725.1 -Fb2 = 2725.1 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.184 Stress% 91.47 0.00 91.90 82.69 Left cant. Deflection= 0.000 Right cant. Deflection= -.077 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.67 Right support= 12.53 v-12 I I ' ; I I I I I I I I I I I I I I ' I I BEAM BDNG#l -RB-2 SIMPLE SUPPORT Beam length (ft), LO= 38.333 Load Data (lbs & lb/ft) Beam Weight= 29.0 Job Number Job Name Designer Date 8777 EL FUERTE#! AL 12-21-1987 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 594.0 From XI= 0.00 to X2 = 38.33 Reactions (lbs) Left support Right support 11941.6 6364.1 Maximum 11941.6 Minimum 6364.1 Shear@ "d" 10695.5 10695.5 Maximum Moment (ft.lbs) : MO= 114440.6 at X = 19.167 DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2791.2 fvl= 130.4 fv2= 130.4 Allowable Stresses (psi) Stress% +Fb = 2791.8 99.98 Fv = 206.3 Maximum Shear%= 63.24 Minimum Load Deflection (midspan)= 1.518 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.14 Right support= 4.14 V-13 I I I I I I I I I I I I I I I I I .\ I I 8140 BEAM BONG #1 -RB-3 SIMPLE SUPPORT Beam length (ft), LO= 42.697 Load Data (lbs & lb/ft) Beam Weight= 32.7 Job Number Job Name Designer Date 8777 EL FUERTE#l AL 12-21-1987 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 594.0 From XI= 0.00 to X2 = 42.70 Reactions (lbs) Left support Right support 13378.4 7166.0 Maximum 13378.4 Minimum 7166.0 Shear@ "d" 11968.4 17188.6 Maximum Moment (ft.lbs) : MO= 142803.3 at X = 21.348 DESIGN BEAM:-5.125 X 27 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2752.0 fvl= 129.7 fv2= 186.3 Allowable Stresses (psi) Stress% +Fb = 2757.0 99.82 Fv = 206.3 Maximum Shear%= 90.34 Minimum Load Deflection (midspan)= 0.385 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.64 Right support= 4.64 V-l4 I I \ I I I I I I I I I I I I I I ' I I BEAM BONG #1 -RB-4 CANTILEVERED Job Number 8777 Job Name EL FUERTE#! Designer AL Date 12-21-1987 Dimensions (ft) : LI = 9.333 LO= 52.030 L2 = 4.083 Load Data (lbs & lb/ft) Beam Weight= 36.3 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 7166.0, 13378.4 W(l) = 303.0 , 594.0 From XI= 0.00 to X2 = 9.33 Between supports W{l) = 303.0 594.0 From XI= 0.00 to X2 =52.03 P2 = 5555.6, 10478.4 Right cantilever W(l) = 303.0 594.0 From XI= 0.00 to X2 = 4.08 Reactions (lbs) Maximum : Minimum : Dead load: Left support 38095.7 19806.0 20238.9 Right support 28803.3 13330.9 14688.9 Maximum Shear Force at "d" from support (lbs) Vl(max) = 17685.5 V2(max) = 14175.4 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 160624.1 at X = 27.727 Negative Moments : -Ml(max) = 152318.2 -M2(max) = 48041.4 DESIGN BEAM:-5.125 X 30 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2507.3 -fbl = 2377.7 -fb2 = 749.9 fvl = 172.5 fv2 = 138.3 Allowable Stresses (psi) +Fb = 2711.0 -Fbl = 2709.6 -Fb2 = 2709.6 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.186 Stress% 92.49 87.75 27.68 83.66 Left cant. Deflection= -.086 Right cant. Deflection= -.274 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 13.21 Right support• 9.99 v-15 I I ( I I I I I I I I I I I I I I ~ I I BEAM BONG #1 -RB-5 SIMPLE SUPPORT Beam length (ft), LO= 33.833 Job Number: 8777 Job Name : EL FUERTE#! Designer : AL Date : 12-21-1987 Load Data (lbs & lb/ft) Beam Weight= 25.4 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 594.0 From XI= 0.00 to X2 = 33.83 Reactions (lbs) Left support Maximum 10478.4 Minimum : 5555.6 Shear@ "d" 9394.4 Right support 10478.4 5555.6 9394.4 Maximum Moment (ft.lbs) : MO= 88629.6 at X = 16.917 DESIGN BEAM:-5.125 X 21 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2823.4 fvl= 130.9 fv2= 130.9 Allowable Stresses (psi) Stress% +Fb = 2832.1 99.69 Fv = 206.3 Maximum Shear%= 63.48 Minimum Load Deflection (midspan)= 1.360 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.63 Right support= 3.63 V-\b I ' I I I I I I I I BEAM BONG #1 -RB-6 CANTILEVERED Job Number : 8777 Job Name : EL FUERTE#! Designer : AL Date : 12-21-1987 Dimensions (ft) : LI = 10.083 LO= 48.000 L2 = 0.000 Load Data (lbs & lb/ft) Beam Weight= 34.5 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 5555.6, 10478.4 W(l) = 303.0 594.0 From Xl = 0.00 to X2 =10.08 Between supports W(l) = 303.0 594.0 From Xl = 0.00 to X2 =48.00 Reactions (lbs) Maximum Minimum : Dead load: Left support 34766.1 18582.8 18582.8 Right support 13559.2 5232.9 6575.2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 16457.8 V2(max) = 12066.5 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 146265.2 at X = 26.426 Negative Moments : -Ml(max) = 137607.3 -M2(max) = 0.0 DESIGN BEAM:-5.125 X 28.5 in 24 F Fv = 165 I CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern I I I I I ' I I Maximum Stresses (psi) +fbO = 2529.8 -fbl = 2380.1 -fb2 = 0.0 fvl = 169.0 fv2 = 123.9 Allowable Stresses (psi) +Fb = 2730.9 -Fbl = 2725.1 -Fb2 = 2725.1 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.242 Stress% 92.64 87.34 0.00 81.95 Left cant. Deflection= -.150 Right cant. Deflection= 0.000 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 12.06 Right support= 4.70 \J-17 I I { I I I I I I I I I I I I I I I ( I I ... B§l40 TBEAM BDNG#l -RB-7 ... CANTILEVERED Dimensions (ft) : Ll = 0.000 LO= 48.000 Load Data (lbs & lb/ft) Beam Weight= 34.5 Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-19-1987 L2 = 9.667 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 303.0 I 594.0 From Xl = o.oo to X2 =48.00 Right cantilever W(l) = 303.0 I P2 = 6364.l, 11941.6 594.0 From Xl = o.oo to X2 = 9.67 Reactions Maximum : Minimum : Dead load: (lbs) Left support 13473.5 5083.0 6489.5 Right support 36117.4 19336.4 19336.4 Maximum Shear Force at "d" from support (lbs) Vl(max) = 11980.9 V2(max) = 16607.7 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 144422.9 at X = 21.438 Negative Moments: -Ml(max) = o.o -M2(max) = 144800.1 ----~---------------------------------------------------------------DESIGN BEAM:-5.125 X 28.5 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2498.0 -fbl = o.o -fb2 = 2504.5 fvl = 123.0 fv2 = 170.6 Allowable stresses +Fb = 2730.9 -Fbl = 2725.1 -Fb2 = 2725.1 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 1.184 (psi) Stress 91.47 o.oo 91.90 Shear% = 82.69 1800000 psi % Left cant. Deflection= 0.000 Right cant. Deflection= -.077 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.67 Right support= 12.53 • \J-18 I I l I I I I I I I I I I I I I I ' I I •BEAM BDNG#l -RB-8~ SIMPLE SUPPORT Job Number: 8777 Beam length (ft), LO= 38.333 Load Data (lbs & lb/ft) Beam Weight= 29.0 Job Name Designer Date : EL FUERTE#l : AL : 12-19-1987 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 , 594.0 From Xl = o.oo to X2 = 38.33 Reactions (lbs) Left support Right support 11941.6 6364.1 Maximum : 11941.6 Minimum : 6364.1 Shear@ "d": 10695.5 10695.5 Maximum Moment (ft.lbs) : MO= 114440.6 at X = 19.167 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fb = 2791.2 fvl= 130.4. fv2= 130.4 Allowable stresses (psi) Stress% +Fb = 2791.8 99.98 Fv = 206.3 Maximum Shear%= 63.24 Minimum Load Deflection (midspan)= 1.518 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.14 Right support= 4.14 \/-I 9 I I ' I I I I I I I I I I I 'I I I ' I I 8140 BEAM BDNG#l -RB-9 SIMPLE SUPPORT Beam length (ft), LO= 44.793 Load Data (lbs & lb/ft) Beam Weight= 34.5 Job Number Job Name Designer Date 8777 EL FUERTE#! AL 12-21-1987 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 594.0 From XI= 0.00 to X2 = 44.79 Reactions (lbs) Left support Right support 14076.0 7558.6 Maximum 14076.0 Minimum 7558.6 Shear@ "d" 12583.4 16313.3 Maximum Moment (ft.lbs) : MO= 157627.9 at X = 22.397 DESIGN BEAM:-5.125 X 28.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2726.4 fvl= 129.2 fv2= 167.5 Allowable Stresses (psi) Stress% +Fb = 2741.4 99.45 Fv = 206.3 Maximum Shear%= 81.23 Minimum Load Deflection (midspan)= 0.793 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.88 Right support= 4.88 v-2.0 I I I I I I I I I I I I I I I I ~ I I BEAM BDNG#l -RB-10 CANTILEVERED Job Number 8777 Job Name EL FUERTE#l Designer AL Date 12-21-1987 Dimensions (ft) : LI = 11.167 LO= 55.960 L2 = 2.083 Load Data (lbs & lb/ft) Beam Weight= 39.9 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 7558.6, 14076.0 W(l) = 303.0 594.0 From XI= 0.00 to X2 =11.17 Between supports W(l) = 303.0 594.0 From XI= 0.00 to X2 =55.96 P2 = 5944.1 , 11182.1 Right cantilever W(l) == 303.0 594.0 From XI= 0.00 to X2 = 2.08 Reactions Maximum Minimum : Dead load: (1 bs) Left support 42172. 9 22432.7 22639.0 Right support 28790.7 12973.2 14598.0 Maximum Shear Force at "d" from support Vl(max) = 19411.6 V2(max) = 14544.6 Maximum Moments (ft.lbs) (1 bs) Positive Moment, +MO(max) = 190852.4 at X = 30.592 Negative Moments: -Ml(max) = 196706.1 -M2(max) = 24671.7 DESIGN BEAM:-5.125 X 33 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi} +fbO = 2462.1 -fbl = 2537.6 -fb2 = 318.3 fvl = 172.2 fv2 = 129.0 Allowable Stresses (psi) +Fb = 2685.8 -Fbl = 2657.9 -Fb2 = 2681. 1 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.283 Stress% 91.67 95.48 11.87 83.47 Left cant. Deflection= -.024 Right cant. Deflection= -.165 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 14.63 Right support= 9.99 \J-2. l ! I I l I I I I I I I I I I I I ·1 I I, \ I I BEAM BDNG#l -RB-11 SIMPLE SUPPORT Beam length (ft), LO= 36.000 Load Data (lbs & lb/ft) Beam Weight= 27.2 Job Number Job Name Designer Date 8777 EL FUERTE#l AL 12-21-1987 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 594.0 From XI= 0.00 to X2 = 36.00 Reactions (lbs) Left support Right support 11182. I 5944.1 Maximum 11182.1 Minimum 5944.1 Shear@ "d" 10017 .3 10017. 3 Maximum Moment (ft.lbs) : MO= 100638.7 at X = 18.000 DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/0 & Load Pattern Maximum Stresses (psi) +fb = 2792.8 fvl= 130.3 fv2= 130.3 Allowable Stresses (psi) Stress% +Fb = 2811.6 99.33 Fv = 206.3 Maximum Shear%= 63.18 Minimum Load Deflection (midspan)= 1.425 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.88 Right support= 3.88 I I { I I I I I I I I I I I I ,, I ~ I I BEAM BDNG#l -RB-12 CANTILEVERED Job Number 8777 Job Name EL FUERTE#! Designer AL Date 12-21-1987 Dimensions (ft) : LI = 9.917 LO= 48.000 L2 = 0.000 Load Data (lbs & lb/ft) Beam Weight= 34.5 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 5944.1 , 11182.1 W(l) = 303.0 , 594.0 From XI= 0.00 to X2 = 9.92 Between supports W(l) = 303.0 594.0 From XI= 0.00 to X2 =48.00 Reactions (lbs) Maximum : Minimum : Dead load: Left support 35452.3 18964.3 18964.3 Right support 13509.9 5145.7 6525.9 Maximum Shear Force at "d" from support (lbs) Vl(max) = 16545.0 V2(max) = 12017.3 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 145204.8 at X = 26.504 Negative Moments : -Ml(max) = 141791.7 -M2(max) = 0.0 DESIGN BEAM:-5.125 X 28.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb0 = 2511.5 -fbl = 2452.4 -fb2 = 0.0 fvl = 169.9 fv2 = 123.4 Allowable Stresses (psi) +Fb = 2730.9 -Fbl = 2725.1 -Fb2 = 2725.1 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.209 Stress% 91.97 90.00 0.00 82.38 Left cant. Deflection= -.106 Right cant. Deflection= 0.000 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 12.30 Right support= 4.69 V-23 I I I I I I I I I I I I I ' I I ~ I I 8140 BEAM BDNG#l -RB-13 SIMPLE SUPPORT Beam length (ft), LO= 48.000 Load Data (lbs & lb/ft) Beam Weight= 32.7 Job Number Job Name Designer Date 8777 EL FUERTE#! AL : 12-21-1987 Minimum Maximum Dist. from left support (ft) W(l) = 247.0 , 484.0 From XI= 0.00 to X2 = 48.00 Reactions (lbs) Left support Right support 12400.1 6712.1 Maximum : 12400.l Minimum 6712.1 Shear@ "d" 11237.6 11237 .6 Maximum Moment (ft.lbs) : MO= 148801.5 at X = 24.000 DESIGN BEAM:-5.125 X 27 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2867.6 fvl= 121.8 fv2= 121.8 Allowable Stresses (psi) Stress% +Fb = 2739.1 104.69 tk:--c..:::, \r--· Fv = 206.3 Maximum Shear%= 59.06 Minimum Load Deflection (midspan)= 2.208 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.30 Right support= 4.30 V-24 I I ; I .I I I I I i I I I I I I I I I_ ' 1• .... B§l40 TBEAM BDNG#2 -RB-1 .... SIMPLE SUPPORT Beam length (ft), LO= 20.417 Load Data (lbs & lb/ft) Beam Weight Minimum Maximum W(l) = 163.0 , 372.0 W(2) = 238.0 , 543.0 = 14.5 Dist. Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-20-1987 from left support (ft) From Xl = o.oo to X2 = 5.00 From Xl = 5.00 to X2 = 10.92 W(3) = 275.0 , 627.0 From Xl = 10.92 to X2 = 20.42 Reactions (lbs) Left support Maximum : 5126.7 Minimum : 2330.5 Shear@ "d" : 4740.2 Maximum Moment (ft.lbs) : MO= DESIGN BEAM:-5.125 X 12 Right support 6199.0 2801.6 5557.5 29951.8 at X = 10.729 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2922.1 fvl= 115.6 fv2= 135.5 Allowable Stresses (psi) stress% +Fb = 3000.0 97.40 Fv = 206.3 Maximum Shear%= 65.72 Minimum Load Deflection (midspan)= 0.761 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 1.78 Right support= 2.15 ~-25 I I t I I I I I I I I' I I I I I I I ( !I I TBEAM BDNG#2 -RB-2-CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUER'I'E#l : AL : 12-20-1987 Dimensions (ft) . . Ll = 4.500 LO= 39.000 L2 = 6.667 Load Data (lbs & lb/ft) Beam Weight= 27.2 Minimum Left cantilever Maximum Pl= 2801.6, 627.0 Dist. from left support (ft) 6199.0 W(l) = 275.0 I From Xl = 0.00 to X2 = .4.50 -Between supports W(l) = 275.0 I 539.0 From Xl = o.oo to X2 =39.00 Right cantilever W(l) = 275.0 I P2 = 7060.4 , 13118.7 539.0 From Xl = o.oo to X2 = 6.67 Reactions Maximum : Minimum : Dead load: (lbs) Left support 19690.4 7891.6 9077.7 Right support 30098.4 15462.7 15946.1 Maximum Shear Force at "d" from support (lbs) Vl(max) = 9485.7 V2(max) = 15831.8 at X = 17.774 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 73770.9 Negative Moments: -Ml(max) = 34519.6 -M2(max) = 100040.7 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2047.2 -fbl = 957.9 -fb2 = 2776.2 fvl = 123.4 fv2 = 205.9 Allowable Stresses +Fb = 2799.1 -Fbl = 2797.6 -Fb2 = 2797.6 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.494 (psi) Stress 73.14 34.24 99.23 Shear% = 99.85 1800000 psi % Left cant. Deflection= -.152 Right cant. Deflection= 0.223 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 6.83 Right support= 10.44 • v-t.b I ' I I I I I I I I I I I ,I I I ' I I TBEAM BDNG#2 -RB-3-SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUER'IE#l Designer : AL Date : 12-20-1987 Beam length (ft), LO= 45.896 Load Data (lbs & lb/ft) Beam Weight= 32.7 Minimum Maximum Dist. from left support (ft) W(l) = 275.0 , 539.0 From Xl = o.oo to X2 = 45.90 Reactions (lbs) Left support Right support Maximum . 13118.7 13118.7 . Minimum . 7060.4 7060.4 . Shear@ "d" . 11832.4 11832.4 . Maximum Moment (ft.lbs) : MO= 150523.2 at X = 22.948 'I,,~ 1/,z,, . ~;;i~;-;~-;:-----;:i;;--;-(~---i~-----;~-;----;;-:-i;;----------- --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fb = 2900.8 fvl= 128.3 fv2= 128.3 Allowable Stresses (psi) +Fb = 2745.9 Fv = 206.-3 Maximum Shear%= Stress% 105.64 ~ /' y. 62.19 Minimum Load Deflection (midspan)= 2.030 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.55 Right support= 4.55 V-27 I I I I I I I I I I I I I I I I I I I 8140 BEAM BDNG#2 -RB-4 SIMPLE SUPPORT Beam length (ft), LO= 44.896 Load Data (lbs & lb/ft) Beam Weight= 32.7 Job Number Job Name Designer Date 8777 EL FUERTE#! AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 275.0 539.0 From XI= 0.00 to X2 = 44.90 Reactions (lbs) Left support Maximum 12832.8 Minimum 6906.6 Shear@ "d" 11546.6 Right support 12832.8 6906.6 11546. 6 Maximum Moment (ft.lbs) : MO= 144035.3 at X = 22.448 DESIGN BEAM:-5.125 X 27 in 24 F Fv = 165 CODE : 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2775. 7 fvl= 125.2 fv2= 125.2 Allowable Stresses (psi) +Fb = 2749.3 Fv = 206.3 Maximum Shear%= Stress% 100.96 60.69 Minimum Load Deflection (midspan)= 1.859 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.45 Right support= 4.45 V-28 --,"' I I ' I I I I I I I I I I I I I I I ( I I BEAM BDNG#2 -RB-5 CANTILEVERED Job Number 8777 Job Name EL FUERTE#l Designer AL Date 12-16-1987 Dimensions (ft) : L1 = 7.667 LO= 48.000 L2 = 9.333 Load Data (lbs & lb/ft) Beam Weight= 29.0 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 6906.6, 12832.8 W(l) = 275.0 539.0 From Xl = 0.00 to X2 = 7.67 Between supports W(l) = 275.0 539.0 From Xl = 0.00 to X2 =48.00 P2 = 5031.9, 9453.9 Right cantilever W(l) = 275.0 539.0 From Xl = 0.00 to X2 = 9.33 Reactions (lbs) Maximum Minimum : Dead load: Left support 31964.0 15470.2 16569.6 Right support 29453.0 14023.4 15131.6 Maximum Shear Force at "d" from support (lbs) Vl(max) = 16051.7 V2(max) = 13619.5 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 102550.6 at X = 24.062 Negative Moments : -Ml(max) = 115079.2 -M2(max) = 112977.7 DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2501.2 -fbl = 2806.8 -fb2 = 2755.6 fvl = 195.8 fv2 = 166.1 Allowable Stresses (psi) +Fb = 2757.1 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.558 Stress% 90.72 I 10 I. 05 ~-" _=_"'_ 99.21 94.91 Left cant. Deflection= 0.278 Right cant. Deflection= 0.356 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 11.09 Right support= 10.22 V-2 '1 I I I I I I I I I I I I I I I I I I ( I I BEAM BDNG#2 -RB-6 SIMPLE SUPPORT Beam length (ft), LO= 33.500 Load Data (lbs & lb/ft) Beam Weight= 25.4 Job Number Job Name Designer Date 8777 EL FUERTE#l AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 275.0 539.0 From XI= 0.00 to X2 = 33.50 Reactions (lbs) Left support Right support 9453.9 5031. 9 Maximum 9453.9 Minimum 5031.9 Shear@ "d" 8466.2 8466.2 Maximum Moment (ft.lbs) : MO= 79176.3 at X = 16.750 DESIGN BEAM:-5.125 X 21 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2522.3 fvl= 118.0 fv2= 118.0 Allowable Stresses (psi) Stress% +Fb = 2833.7 89.01 Fv = 206.3 Maximum Shear%= 57.21 Minimum Load Deflection (midspan)= 1.196 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.28 Right support= 3.28 V-30 I I '1 I I I I I I I I I I I I I I I I BEAM BDNG#2 -RB-7 CANTILEVERED Job Number : 8777 Job Name : EL FUERTE# 1 Designer : AL Date : 12-16-1987 Dimensions (ft) : LI = 5.167 LO= 30.000 L2 = 0.000 Load Data (lbs & lb/ft) Beam Weight= 20.0 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 5031.9, 9453.9 W(l) = 275.0 539.0 From XI= 0.00 to X2 = 5.17 Between supports W(l) = 275.0 539.0 From XI= 0.00 to X2 =30.00 Reactions (lbs) Maximum Minimum : Dead load: Left support 22603.2 11978. 2 11978. 2 Right support 7386.7 2547.6 3426.7 Maximum Shear Force at "d" from support (lbs) Vl(max) = 11573.3 V2(max) = 6618.1 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 48806.8 at X = 16.785 Negative Moments : -Ml(max) = 56305.8 -M2(max) = 0.0 DESIGN BEAM:-5.125 X 16.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2518.6 -fbl = 2905.5 -fb2 = 0.0 fvl = 205.3 fv2 = 117 .4 Allowable Stresses (psi) +Fb = 2889.6 -Fbl = 2895.7 -Fb2 = 2895.7 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.714 Stress% 87 .16 100.34 0.00 99.54 Left cant. Deflection= 0.045 Right cant. Deflection= 0.000 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 7.84 Right support= 2.56 V-31 I I I I I I I I I I I I I I I I l I I ---B§140 ~BEAM BDNG#2 -RB-8---SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE! 1 Designer : AL Date : 12-20-1987 Beam length (ft), LO= 22.667 Load Data (lbs & lb/ft) Beam Weight = 14.5 Minimum Maximum Dist. from left support (ft) W(l) = 172.0 ' 337.0 From Xl = o.oo to X2 = W(2) = 203.0 ' 398.0 From Xl = 5.00 to X2 = W(3) = 234.0 ' 459.0 From Xl = 10.00 to X2 = W(4) = 266.0 ' 522.0 From Xl = 15.00 to X2 = W(5) = 281.0 ' 551.0 From Xl = 20.00 to X2 = Reactions (lbs) Left support Right support Maximum . 4706.0 5672.5 . Minimum . 2480.9 2972.6 . Shear@ "d" . 4354.5 5107.0 . Maximum Moment (ft.lbs) : MO= 29550.0 at X = 11.871 DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2882.9 fvl= 106.2 fv2= 124.6 Allowable Stresses (psi) Stress% +Fb = 2987.3 96.51 Fv = 206.3 Maximum Shear%= 60.39 Minimum Load Deflection (midspan)= 1.078 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 1.63 Right support= 1.97 5.00 10.00 15.00 20.00 22.67 I I I I I I I I I I I I I I I I I I I TBEAM BDNG#2 -RB-9-CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 Dimensions (ft) : Load Left W(l) Data (1bs & Minimum cantilever = 281.0 Between supports I W(l) = 281.0 , Right cantilever W(l) = 281.0 , Reactions Maximum : Mini:mam : Dead load: Ll = 11.333 LO= 39.000 lb/ft) Beam Weight= 29.0 Maximum Pl= 2972.6 551.0 551.0 P2 = 7859.8 551.0 (lbs) Left support 24597.9 11010.3 12343.8 I I Dist. from 5672.5 From Xl From Xl 14548.0 From Xl Right support 31344.3 14983.4 16212.6 L2 = 6.833 left support = o.oo to X2 = o.oo to X2 = 0. 00 to X2' Maximum Shear Force at "d" from support (lbs) Vl{max) = 11191.6 V2(max) = 17351.5 at X = 19.175 (ft) =11.33 =39.00 = 6.83 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 53036.9 -Jfegative Moments: -Ml(max) = 101539.6 -M2(max) = 112953.4 ~-------------------------------------------------------------------DESIGN BEAM : -5.125 X 24 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) Stress% +fb0 = 1293.6 -fbl = 2476.6 -fb2 = 2755.0 fvl = 136.5 +Fb = 2789.l -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 46.38 89.16 99.18 fv2 = 211.6 Maximum Shear%= 102.60'-o ~ · Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= -.252 Left cant. Deflection= 0.940 Right cant. Deflection= 0.566 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 8.53 Right support= 10.87 V-33 I I I I I I I I I I I I I I I I I \ I I TBEAM BDNG#2 -RB-10-SIMPLE SUPPORT Job Number: 8777 Beam length (ft), LO= 49.542 Load Data (lbs & lb/ft) Beam Weight= 36.3 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 Minimum Maximum Dist. from left support (ft) W(l) = 281.0 , 551.0 From X1 = o.oo to X2 = 49.54 Reactions (lbs) Left support Right support Maximum . 14548.0 14548.0 . Minimum . 7859.8 7859.8 . Shear@ "d" . 13079.7 13079.7 . Maximum Moment (ft.lbs) : MO= 180182.6 at X = 24.771 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 30 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2812.6 fvl= 127.6 fv2= 127.6 Allowable Stresses (psi) +Fb = 2718.3 . Fv = 206.3 Maximum Shear%= Stress% 103.47 61.87 Minimum Load Deflection (midspan)= 2.072 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.05 Right support= 5.05 ! I I I I I I I I I I I I I I I I ~ I I 8140 BEAM BDNG#2 -RB-11 SIMPLE SUPPORT Beam length (ft), LO= 48.542 Load Data (lbs & lb/ft) Beam Weight= 36.3 Job Number Job Name Designer Date 8777 EL FUERTE#l AL : 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 281.0 551.0 From XI= 0.00 to X2 = 48.54 Reactions (lbs) Left support Right support 14254.3 7701. 2 Maximum 14254.3 Minimum 7701.2 Shear@ "d" 12786.1 12786.l Maximum Moment (ft.lbs) : MO= 172982.0 at X = 24.271 DESIGN BEAM:-5.125 X 30 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2700.2 fvl= 124.7 fv2= 124.7 Allowable Stresses (psi) Stress% +Fb = 2721.4 99.22 Fv = 206.3 Maximum Shear%= 60.48 Minimum Load Deflection (midspan)= 1.910 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.94 Right support= 4.94 \J-05 , I I ( I I I I I I I I I I I I I I I • I BEAM BDNG#2 -RB-12 CANTILEVERED Job Number 8777 Job Name EL FUERTE#! Designer AL Date 12-16-1987 Dimensions (ft) : L1 = 7.833 LO= 48.000 L2 = 9.750 Load Data (lbs & lb/ft) Beam Weight= 30.9 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 7701.2, 14254.3 W(l) = 281.0 551.0 From XI= 0.00 to X2 = 7.83 Between supports W(l) = 281.0 551.0 From XI= 0.00 to X2 =48.00 P2 = 4987.8, 9409.0 Right cantilever W(l) = 281.0 551.0 From XI= 0.00 to X2 = 9.75 Reactions (lbs) Maximum Minimum : Dead load: Left support 34152.9 16597.4 17762.8 Right support 30077.9 14136.7 15378.8 Maximum Shear Force at "d" from support (lbs) Vl(max) = 17575.7 V2(max) = 13845.7 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 100916.6 at X = 24.231 Negative Moments : -Ml(max) = 129510.5 -M2(max) = 119394.3 DESIGN BEAM:-5.125 X 25.5 in 24 F Fv = 165 CODE : 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2180.3 -fbl = 2798.1 -fb2 = 2579.5 fvl = 201. 7 fv2 = 158.9 Allowable Stresses (psi) +Fb = 2747.8 -Fbl = 2759.0 -Fb2 = 2759.0 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.319 Stress% 79.35 101.42 93.50 97.81 Left cant. Deflection= 0.388 Right cant. Deflection= 0.438 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 11.85 Right support= 10.43 \J-06 I ' I I I I I I I I I I I I I I ~ I I BEAM BDNG#2 -RB-13 SIMPLE SUPPORT Beam length (ft), LO= 32.750 Load Data (lbs & lb/ft) Beam Weight= 23.6 Job Number Job Name Designer Date 8777 EL FUERTE#l AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 281.0 551.0 From XI= 0.00 to X2 = 32.75 Reactions (lbs) Left support Right support 9409.0 4987.8 Maximum 9409.0 Minimum 4987.8 Shear@ "d" 8475.3 ·8475.3 Maximum Moment (ft.lbs) : MO= 77036.3 at X = 16.375 DESIGN BEAM:-5.125 X 19.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2846.2 fvl= 127.2 fv2= 127.2 Allowable Stresses (psi) Stress% +Fb = 2849.0 99.90 Fv = 206.3 Maximum Shear%= 61.68 Minimum Load Deflection (midspan)= 1.383 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.26 Right support= 3.26 I I , I I I I I I I ,1 I I I I I I ~ I I BEAM BDNG#2 -RB-14 CANTILEVERED Job Number 8777 Job Name EL FUERTE#! Designer AL Date 12-16-1987 Dimensions (ft) : LI = 5.500 LO= 30.000 L2 = 0.000 Load Data (lbs & lb/ft) Beam Weight= 21.8 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 4987.8, 9409.0 W(l) = 281.0 551.0 From XI= 0.00 to X2 = 5.50 Between supports W(I) = 281.0 551.0 From XI= 0.00 to X2 =30.00 Reactions (lbs) Maximum Minimum : Dead load: Left support 23164.8 12261. 9 12261. 9 Right support 7524.6 2528.0 3474.6 Maximum Shear Force at "d" from support (lbs) Vl(max) = 11700.1 V2(max) = 6665.5 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 49425.7 at X = 16.863 Negative Moments: -Ml(max) = 60412.9 -M2(max) = 0.0 DESIGN BEAM:-5.125 X 18 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2143.1 -fbl = 2619.5 -fb2 = 0.0 fvl = 190.2 fv2 = 108.4 Allowable Stresses (psi) +Fb = 2875.6 -Fbl = 2867.8 -Fb2 = 2867.8 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.537 Stress % 74.53 91.34 0.00 92.24 Left cant. Deflection= 0.076 Right cant. Deflection= 0.000 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 8.04 Right support= 2.61 I I { I I I I I I !I I I I I I I I I. I I .... B§l40 TBEAM BDNG#J -RB-1 .... CANTILEVERED Dimensions (ft) : Ll = 0.000 LO= 45.000 Load Data (lbs & lb/ft) Beam Weight= 30.9 Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-20-1987 L2 = 12.500 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 303.0 I 594.0 From Xl = o.oo to X2 =45.00 6092.8 Right cantilever W(l) = 303.0 I P2 = 3181.2, 594.0 From Xl = o.oo to X2 =12.50 Reactions Maximum : Minimum : Dead load: (lbs) Left support 12596.0 4734.5 6048.5 Right support 30740.0 16329.4 16329.4 ·Maximum Shear Force at "d" from support (lbs) Vl(max) = 11268.2 V2(max) = 15508.7 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 126956.7 at X = 20.158 Negative Moments: -Ml(max) = o.o -M2(max) = 124976.4 --------------------------~-----------------------------------------DESIGN BEAM:-5.125 X 25.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) +fb0 = 2742.9 +Fb = 2757.7 -fbl = o.o -Fbl = 2759.0 -fb2 = 2700.1 -Fb2 = 2759.0 fvl = 129.3 Fv = 206.3 fv2 = 178.0 Maximum Shear% = Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.287 Stress 99.46 o.oo 97.87 86.31 % Left cant. Deflection= 0.000 Right cant. Deflection= -.055 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.37 Right support= 10.66 • V-39 I I " I I I I I I I I I I I I I I ' I I •BEAM BDNGi3 -RB-2~ SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTI#l Designer : AL Date : 12-20-1967 Beam length (ft), LO= 20.583 Load Data (lbs & lb/ft) Beam Weight = 14.5 Minimum Maximum Dist. from left support (ft) W(l) = 3O3.O I 594.O From Xl = o.oo to X2 = 13. 50 W(2) = 247.O I 484.0 From Xl = 13.50 to X2 = 17 .00 W(3) = 188.O I 369.O From Xl = 17.00 to X2 = 20.58 Reactions (lbs) Left support Right support 5241.3 2746.3 Maximum : 6092.8 Minimum : 3181.2 Shear@ "d" : 5484.2 4857.9 Maximum Moment (ft.lbs) : MO= 30501.6 at X = 10.012 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2975.8 fvl= 133.8 fv2= 118.5 Allowable Stresses (psi) Stress% +Fb = 3OOO.O 99.19 Fv = 206.3 · Maximum Shear % = 64. 85 Minimum Load Deflection (midspan)= O.9O8 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.11 Right support= 1.82 V-4o I p I I I I I I I I I I I I I I ' I I .... B§l40 TBEAM BDNGf3 -RB-3 .... CANTILEVERED Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-20-1987 Dimensions (ft) : Ll = 0.000 LO= 45.000 L2 = 11.750 Load bata (lbs & lb/ft) Beam Weight= 30.9 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 303.0 , 594.0 From Xl = o.oo to X2 =45.00 Right cantilever P2 = 3741.2, 7058.4 W(l) = 303.0 , 594.0 From Xl = o.oo to X2 =11.75 Reactions Maximum : Minimum : Dead load: (lbs) Left support 12570.3 4710.2 6022.8 Right support 31261.3 16664.8 16664.8 Maximum Shear Force at "d" from support (lbs) Vl(max) = 11242.4 V2(max) = 15533.0 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 126438.2 at X = 20.117 Negative Moments: -Ml(max) = o.o -M2(max) = 126070.8 --------------------------------~-----------------------------------DESIGN BEAM:-5.125 X 25.5 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2731.7 -fb1 = o.o -fb2 = 2723.8 fvl = 129.0 fv2 = 178.3 Allowable Stresses +Fb = 2757.7 -Fbl = 2759.0 -Fb2 = 2759.0 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 1.267 (psi) Stress 99.06 0.00 98.72 Shear% = 86.44 1800000 psi % Left cant. Deflection= 0.000 Right cant. Deflection= -.036 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.36 Right support= 10.84 I I '-I I I I I I I I I I I I I I I I I TBEAM BDNG#3 -RB-4-SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE:#1 Designer : AL Date : 12-20-1987 Beam length (ft), LO= 28.250 Load Data (lbs & lb/ft) Beam Weight = 20.0 Minimum Maximum Dist. from left support (ft) W(l) = 303.0 , 594.0 From Xl = o.oo to X2 W(2) = 241.0 , 472.0 From Xl = 2.25 to X2 W(3) = 128.5 , 252.0 From Xl = 21.33 to X2 W(4) = 204.0 , 400.0 From Xl = 24.75 to X2 Reactions (lbs) Left support Right support Maximum . 7058.4 6110.5 . Minimum . 3741.2 3256.7 . Shear@ "d" . 6214 .2 5533.0 . Maximum Moment (ft.lbs) : MO= 47081.6 at X = 13.789 DESIGN BEAM:-5.125 X 16.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2429.5 fvl= 110.2 fv2= 98.1 Allowable Stresses (psi) Stress% +Fb = 2899.2 83.80 Fv = 206.3 Maximum Shear%= 53.44 Minimum Load Deflection (midspan)= 1.034 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.45 Right support= 2.12 = = = = 2.25 21.33 24.75 28.25 I I ' I I I I I I I I I I I I I I ' I I B140 BEAM BDNG#4 -RB-1 CANTILEVERED Job Number Job Name Designer Date 8777 EL FUERTE#! AL 12-16-1987 Dimensions (ft) : LI= 0.000 LO= 44.000 L2 = 11.167 Load Data (lbs & lb/ft) Beam Weight= 29.0 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 256.0 W(2) = 278.0 502.0 From XI= 0.00 to X2 =22.00 545.0 From XI =22.00 to X2 =44.00 P2 = 3409.4, 6502.1 Right cantilever W(l) = 278.0 545.0 From XI= 0.00 to X2 =11.17 Reactions Maximum Minimum : Dead load: (1 bs) · Left support 10619.1 3928.3 5091.6 Right support 27768.3 14772.3 14772.3 Maximum Shear Force at "d" from support Vl(max) = 9557.0 V2(max) = 13707.9 Maximum Moments (ft.lbs) (1 bs) Positive Moment, +MO(max) = 106173.3 at X = 19.997 Negative Moments : -Ml(max) = 0.0 -M2(max) = 108397.1 DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2589.6 -fbl = 0.0 -fb2 = 2643.8 fvl = 116.5 fv2 = 167.2 Allowable Stresses (psi) +Fb = 2770.5 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 1.224 Stress% 93.47 0.00 95.18 81.05 Left cant. Deflection= 0.000 Right cant. Deflection= -.039 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.68 Right support= 9.63 \l-4 3 I I I I I I I I I I I I I I I I , I I I BEAM BDNG#4 -RB-2 SIMPLE SUPPORT Beam length (ft), LO= 23.167 Load Data (lbs & lb/ft) Beam Weight= 16.3 Job Number Job Name Designer Date 8777 : El FUERTE#l AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 278.0 545.0 From XI= 0.00 to X2 = 23.17 Reactions (lbs) left support Right support 6502.l 3409.4 Maximum 6502.l Minimum 3409.4 Shear@ "d" 5870.6 5870.6 Maximum Moment (ft.lbs) : MO= 37658.2 at X = 11.583 DESIGN BEAM:-5.125 X 13.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2902.9 fvl= 127.3 fv2= 127.3 Allowable Stresses (psi) Stress% +Fb = 2964.2 97.93 Fv = 206.3 Maximum Shear%= 61.71 Minimum Load Deflection (midspan)= 1.009 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.26 Right support= 2.26 I I I I I I I I I I I I I I I I I t I I BEAM BDNG#4 -RB-3 CANTILEVERED Job Number 8777 Job Name EL FUERTE#! Designer : AL Date : 12-16-1987 Dimensions (ft) : LI = 9.667 LO= 44.000 L2 = 8.000 Load Data (lbs & lb/ft) Beam Weight= 27.2 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 3409.4, 6502.1 W(l) = 278.0 545.0 From Xl = 0.00 to X2 = 9.67 Between supports W(l) = 278.0 545.0 From Xl = 0.00 to X2 =44.00 P2 = 5494.1, 10300.1 Right cantilever W(l) = 278.0 545.0 From Xl = 0.00 to X2 = 8.00 Reactions (lbs) Maximum Minimum : Dead load: Left support 25437.9 11859.1 12927.1 Right support 28682.6 13835.7 14798.6 Maximum Shear Force at "d" from support (lbs) Vl(max) = 12331.3 V2(max) = 13805.0 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 88028.8 at X = 21.742 Negative Moments : -Ml(max) = 89589.7 -M2(max) = 100711.9 DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2442.9 -fbl = 2486.2 -fb2 = 2794.8 fvl • 160.4 fv2 = 179.6 Allowable Stresses (psi) +Fb = 2780.4 -Fbl = 2797.6 -Fb2 = 2797.6 Fv = 206.3 • Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.529 Stress% 87.86 88.87 99.90 87.07 Left cant. Deflection= 0.274 Right cant. Deflection= 0.296 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 8.82 Right support= 9.95 V-45 I I ( I I I I I ,1 I I I I I I I I , I I BEAM BDNG#4 -RB-4 SIMPLE SUPPORT Beam length (ft), LO= 36.000 Load Data (lbs & lb/ft) Beam Weight= 27.2 Job Number Job Name Designer Date 8777 EL FUERTE#! : AL : 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 278.0 545.0 From XI= 0.00 to X2 = 36.00 Reactions (lbs) Left support Right support 10300.1 5494.1 Maximum 10300.1 Minimum 5494.1 Shear@ "d" 9227.2 9227.2 Maximum Moment (ft.lbs) : MO= 92700.7 at X = 18.000 DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2572.5 fvl= 120.0 fv2= 120.0 Allowable Stresses (psi) Stress% +Fb = 2811.6 91.50 Fv = 206.3 Maximum Shear%= 58.20 Minimum Load Deflection (midspan)= 1.317 in, E = 1800000 psi Minimum Bearing lengths req~ired (in), Fp = 562.5 psi Left support= 3.57 Right support= 3.57 I ' I !I I I I I I I I I I I I I ' I 1• .... B§140 TBEAM BDNG#4 -RB-5-CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUER'IE#l : AL : 12-19-1987 Dimensions (ft) : Ll = 0.000 LO= 22.000 L2 = 4.667 Load Data (lbs & lb/ft) Beam Weight= 18.2 Minimum Maximum Dist. from left support (ft) Between supports W(l) = 204.0 I 398.0 From Xl = o.oo to X2 =22.00 P2 = 4546.7 I 8596.2 Right cantilever W(l) = 278.0 I 545.0 From Xl = 0.00 to X2 Reactions Maximum : Minimum : Dead load: (lbs) Left support 3466.6 341.5 1332.6 Right support 17904.0 9483.4 9483.4 Maximum Shear Force at "d" from support Vl(max) = 2946.4 V2(max) = 10520.3 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 14438.9 at X = (lbs) = 4. 67 Negative Moments: -Ml(max) = o.o 8.330 -M2(max) = 46247.6 DESIGN BEAM:-5.125 X 15 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) +fbO = 901.6 +Fb = 2955.4 -fbl = o.o -Fbl = 2926.5 -fb2 = 2887.7 -Fb2 = 2926.5 fvl = 57.5 Fv = 206.3 fv2 = 205.3 Maximum Shear% = Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= -.041 Stress 30.51 0.00 98.67 99.53 % Left cant. Deflection= 0.000 Right cant. Deflection= 0.365 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 1.20 Right support= 6.21 I I ~- I I I I I I I I I I I I I I ' I I ~BEAM BDNG#4 -RB-6~ SIMPLE SUPPORT Beam length (ft), LO= 30.333 Job Nµmber: 8777 Job 'Name : EL FOERTE#l Designer : AL Date : 12-19-1987 Load Data (lbs & lb/ft) Beam Weight = 21.8 Minimum Maximum Dist. from left support (ft) W(l) = 278.0 , 545.0 From Xl = o.oo to X2 = 30.33 Reactions (lbs) Left support Right support Maximum . 8596.2 8596.2 . Minimum . 4546.7 4546.7 . Shear@ "d" . 7746.0 7746.0 . Maximum Moment (ft.lbs) : MO= 65187.7 at X = 15.167 --------------------------------------------------~-----------------DESIGN BEAM:-5.125 X 18 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2826.6" fvl= 126.0 fv2= 126.0 Allowable Stresses (psi) Stress% +Fb = 2873.9 98.35 Fv = 206.3 Maximum Shear%= 61.07 Minimum Load Deflection (midspan)= 1.274 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.98 Right support= 2.98 V-48 I I ' I I I I I I I I I I I I I ·1 I t I •BEAM BDNGf4 -RB-7~ CANTILEVERED Dimensions (ft) : Ll = 9.000 LO= 44.000 lb/ft) Beam Weight= 27.2 Job Number: 8777 Job Name Designer Date : EL FUERTE#l : AL : 12-19-1987 L2 = 8.000 Load Left W(l) Data (lbs & Minimum cantilever Maximum Dist. from left support (ft) Pl= 4546. 7 , 8596.2 = 278.0 I 545.0 From Xl = 0~00 to X2 = 9.00 Between supports W(l) = 278.0 I 545.0 From Xl = o.oo to X2 =44.00 Right cantilever W(l) = 278.0 I Reactions Maximum : Minimum : Dead load: P2 = 5494.1 545.0 (lbs) Left support 27399.3 12930.7 13998.7 , 10300.1 From Xl Right support 28544.8 13586.8 14660.8 = 0.00 to X2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 12673.3 V2(max) = 13805.0 at X = 21.983 = 8.00 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 84978.0 Negative Moments: -Ml(max) = 100540.8 -M2(max) = 100711.9 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 --------------------------------------------------------------------CODE • 1982 I +Fb Depth Factor Adjusted for L/D & Load Pattern . Maximum Stresses (psi) Allowable Stresses (psi) +fb0 = 2358.2 +Fb = 2780.4 -fbl = 2790.1 -Fbl = 2797.6 -fb2 = 2794.8 -Fb2 = 2797.6 fvl = 164.9 Fv = 206.3 fv2 = 179.6 Maximum Shear% = Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.385 Stress 84.81 99.73 99.90 87.07 % Left cant. Deflection= 0.431 Right cant. Deflection= 0.366 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 9.50 Right support= 9.90 • V-4!3 I I I I I I I I I I I I I , I I I I I I TBEAM BDNG#4 -RB-8-SIMPLE SUPPORT Beam length (ft), LO= 36.000 Load Data (lbs & lb/ft) Beam Weight= 27.2 Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-19-1987 Minimum Maximum Dist. from left support (ft) W(l) = 278.0 , 545.0 From Xl = o.oo to X2 =.36.00 Reactions (lbs) Left support Right support Maximum . 10300.1 10300.1 . Minimum . 5494.1 5494.1 . Shear@ "d" . 9227.2 9227.2 . Maximum Moment (ft.lbs) : MO= 92700.7 at X = 18.000 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2572.5 fvl= 120.0 fv2= 120.0 Allowable Stresses (psi) Stress% +Fb = 2811.6 91.50 Fv = 206.3 Maximum Shear%= 58.20 Minimum Load Deflection (midspan)= 1.317 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.57 Right support= 3.57 v-50 I ' t '· I I I I I I I I I I I I I I ~ II I ._B§l40 TBEAM BDNG#5 -RB-1._ SIMPLE SUPPORT Job Number: 8777 Beam length (ft), LO= 10.583 Load Data (lbs & lb/ft) Beam Weight= 14.5 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 Minimum Maximum Dist. from left support (ft) W(l) = 313.0 , 713.0 From Xl = o.oo to X2 = 10.58 Reactions (lbs) Left support Right support Maximum . 3849.8 3849.8 . Minimum . 1733.1 1733.1 . Shear@ "d" : 3122.3 3122.3 Maximum Moment (ft. lbs) . MO= 10185.9 at X = 5.292 . --------------------------------------------------------------------DESIGN BEAM : -5.125 X 12 in 24 F Fv = 165 --------~-----------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 993.7 fvl= 76. 2 fv2= 76.2 Allowable Stresses (psi)· Stress% +Fb = 3000.0 33.12 Fv = 206.3 Maximum Shear%= 36.92 Minimum Load Deflection (midspan)= 0.070 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 1.34 Right support= 1.34 V-5/ I I I I I I I II I I I I I I I I ~. I I TBEAM BDNG#5 -RB-2~ CANTILEVERED Dimensions (ft) . . Ll = 9.417 LO= 44.000 Job Number: 8777 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 L2 = 10.417 Load Data (lbs & lb/ft) Beam Weight= 29.0 Minimum Left cantilever Maximum Pl= 1733.1, 713.0 Dist. from left support (ft) 3849.8 W(l) = 313.0 I From Xl = 0.00 to X2 = 9.42 Between supports W(l) = 313.0 I 613.0 From Xl = o.oo to X2 =44.00 Right cantilever W(l) = 313.0 I P2 = 3234.3 , 6196.8 613.0 From Xl = o.oo to X2 =10.42 Reactions Maximum : Minimum : Dead load: (lbs) Left support 25346.5 10935.8 12007.1 Right support 28552.7 13937.9 14794.0 Maximum Shear Force at "d" from support (lbs) Vl(max) = 13225.0 V2(max) = 14384.0 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 113681.3 Negative Moments: -Ml(max) = 69152.0 at X = 21.265 -M2(max) = 99382.7 DESIGN BEAM · : -5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fbO = 2772.7 -fbl = 1686.6 -fb2 = 2424.0 fvl = 161.3 fv2 = 175.4 Allowable Stresses +Fb = 2770.5 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 1.067 (psi) Stress 100.08 60.72 87.27 Shear% = 85.05 1800000 psi % Left cant. Deflection= -.432 Right cant. Deflection= -.087 Minimum Bearing lengths required (in), Fp = 562.5 psi Left ~upport = 8.79 Right support= 9.90 • V-52. II p I I , I I I I II 1- 1 I I I I I ' I I TBEAM BDNGJ5 -RB-3-SIMPLE SUPPORT Beam length (ft), LO= 19.750 Load Data (lbs & lb/ft) Beam Weight= 14.5 Job Number: 8777 Job Name Designer Date : EL FUERTE1#1 : AL : 12-20-1987 Minimum Maximum Dist. from left support (ft) W(l) = 313.0 , 613.0 From Xl = o.oo to X2 = 19. 75 Reactions (lbs) Left support Right support Maximum . 6196.8 6196.8 . Minimum . 3234.3 3234.3 • Shear@ "d" . 5569.2 5569.2 . Maximum Moment (ft.lbs) : MO= 30596.5 at X = 9.875 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2985.0 fvl= 135.8 fv2= 135.8 Allowable Stresses (psi) Stress% +Fb = 3000.0 99.50 Fv = 206.3 Maximum Shear%= 65.86 Minimum Load Deflection (midspan)= 0.844 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.15 Right support= 2.15 • Y-53 I I I I I I I I I I I I I I I I ' I I •BEAM BDNG#5 -RB-4~ CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE:#1 : AL : 12-20-1987 Dimensions (ft) : Ll = 9.833 LO= 44.000 L2 = 10.167 & lb/ft) Beam Weight= 29.0 Load Data (lbs Minimum Left cantilever W(l) = 313.0 Maximum Pl= 3234.3, Dist. from left support (ft) 6196.8 I 613.0 From Xl = 0.00 to X2 = 9.83 Between supports W(l) = 313.0 I 613.0 From Xl = o.oo to X2 =44.00 6170.6 Right cantilever W(l) = 313.0 I P2 = 3220.6, 613.0 From Xl = o.oo to X2 =10.17 Reactions Maximum : Minimum : Dead load: (lbs) Left support 27579.5 13041.3 14075.3 Right support 27904.2 13278.5 14270.2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 13785.3 V2(max) = 13922.1 Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 105995.8 Negative Moments: -Ml(max) = 91975.8 at X = 21.926 -M2(max) = 95915.7 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb0 = 2585.3 -fbl = 2243.3 -fb2 = 2339.4 fvl = 168.1 fv2 = 169.8 Allowable Stresses +Fb = 2770.5 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.771 (psi) Stress 93.32 80.76 84.22 Shear% = 82.32 1800000 psi % Left cant. Deflection= 0.015 Right cant. Deflection= 0.059 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 9.57 Right support= 9.68 • V-54 I I I \ I I I I I I I I I I I I I I I I I •BEAM BDNG#5 -RB-5-SIMPLE SUPPORT Job Number: 8777 Beam length (ft), LO= 19.667 Load Data (lbs & lb/ft) Beam Weight= 14.5 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 Minimum Maximum Dist. from left support (ft) W(l) = 313.0 , 613.0 From Xl = o.oo to X2 = 19.67 Reactions (lbs) Left support Right support Maximum . 6170.6 6170.6 . Minimum . 3220.6 3220.6 . Shear@ "d" • 5543.1 5543.1 . Maximum Moment (ft.lbs) . MO= 30338.9 at X = 9.833 . DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2959.9 fvl= 135.2 fv2= 135.2 Allowable Stresses (psi) stress% +Fb = 3000.0 98.66 Fv = 20·6.3 Maximum Shear%= 65.55 Minimum Load Deflection (midspan)= 0.830 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.14 Right support= 2.14 I I l I I I I I I I I I I I I I I ' I I TBEAM BDNG#S -RB-6~ CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTI:#1 : AL : 12-20-1987 Dimensions (ft) : Ll = 10.167 LO= 44.000 L2 = 10.167 lb/ft) Beam Weight= 29.0 Load Left W(l) Data (lbs & Minimum cantilever Maximum Pl= 3220.6, 613.0 Dist. from left support (ft) 6170.6 = 313.0 I From Xl = 0.00 to X2 =10.17 Between supports W(l) = 313.0 I 613.0 From Xl = o.oo to X2 =44.00 6144.5 Right cantilever W(l) = 313.0 I P2 = 3207.0, 613.0 From Xl = o.oo to X2 =10.17 Reactions Maximum : Minimum : Dead load: (lbs) Left support 27860.l 13195.0 14226.l Right support 27824.8 13172.2 14206.2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 13878.0 V2(max) = 13868.8 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 105023.6 Negative Moments: -Ml(max) = 95915.7 at X = 22.005 -M2(max) = 95649.9 DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2561.6 -fbl = 2339.4 -fb2 = 2332.9 fvl = 169.2 fv2 = 169.l Allowable Stresses +Fb = 2770.5 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.733 (psi) Stress 92.46 84.22 83.99 Shear% = 82.06 1800000 psi % Left cant. Deflection= 0.083 Right cant. Deflection= 0.080 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 9.66 Right support= 9.65 V-56 I I ' ' I I I I I I I I I I I I I I I •BEAM BDNG#5 -RB-7~ SIMPLE SUPPORT Job Number: 8777 Beam length (ft), LO= 19.583 Load Data (lbs & lb/ft) Beam Weight= 14.5 Job Name Designer Date : EL FUERTE4#1 : AL : 12-20-1987 Minimum Maximum Dist. from left support (ft) W(l) = 313.0 , 613.0 From X1 = o.oo to X2 = 19.58 Reactions (lbs) Left support Right support Maximum . 6144.5 6144.5 . Minimum . 3207.0 3207.0 . Shear@ "d" . 5517.0 5517.0 . Maximum Moment (ft.lbs) : MO= 30082.3 at X = 9.792 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2934.9 fvl= 134.6 fv2= 134.6 Allowable Stresses (psi) stress% +Fb = 3000.0 97.83 Fv = 206.3 Maximum Shear%= 65.24 Minimum Load Deflection (midspan)= 0.816 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.13 Right support= 2.13 V-57 I I I I I I I I I I I I I I I I ~ I I •BEAM BDNG#5 -RB-8~ CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE'# 1 : AL : 12-20-1987 Dimensions (ft) . . Ll = 10.250 LO= 44.000 L2 = 9.417 Load Data (lbs & lb/ft) Beam Weight= 29.0 Minimum Left cantilever Maximum Pl= 3207.0, 613.0 Dist. from left support (ft) 6144.5 W(l) = 313.0 I From Xl = 0.00 to X2 =10.25 Between supports W(l) = 313.0 I 613.0 From Xl = o.oo to X2 =44.00 Right cantilever W(l) = 313.0 I P2 = 4015.2, 7652.7 613.0 From Xl = o.oo to X2 = 9.42 Reactions Maximum : Minimum : Dead load: (lbs) Left support 27844.3 13108.5 14189.3 Right support 28952.8 13767.1 14809.5 Maximum Shear Force at "d" from support (lbs) Vl(max) = 13834.8 V2(max) = 13970.1 at X = 21.924 Maximum Moments (ft.lbs) · Positive Moment, +MO(max) = 103468.9 Negative Moments: -Ml(max) = 96708.1 -M2(max) = 100529.1 DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2523.6 -fbl = 2358.7 -fb2 = 2451.9 fvl = 168.7 fv2 = 170.4 Allowable Stresses +Fb = 2770.5 -Fbl = 2777.6 -Fb2 = 2777.6 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.672 (psi) Stress 91.09 84.92 88.27 Shear% = 82.60 1800000 psi % Left cant. Deflection= 0.131 Right cant: Deflection= 0.138 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 9.66 Right support= 10.04 • V-58 I .1 ( I I ,1 I I I I I I I I I I I ' I I •BEAM BDNG#S -RB-9-SIMPLE SUPPORT Beam length (ft), LO= 24.250 Job Number: 8777 Job Name : EL FUERTE#l Designer : AL Date : 12-20-1967 Load Data (lbs & lb/ft) Beam Weight= 18.2 Minimum Maximum Dist. from left support (ft) W(l) = 313.0 , 613.0 From Xl = o.oo to X2 = 24.25 Reactions (lbs) Left support Right support 7652.7 4015.2 Maximum : 7652.7 Minimum : 4015.2 Shear@ "d" : 6863.8 6863.8 Maximum Moment (ft.lbs) : MO= 46394.5 at X = 12.125 --------------------------------------------------------------------DESIGN BEAM:-5.125 X ·15 in 24 F Fv = 165 --------------------------------------------------------------------CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2896.8 fvl= 133.9 · fv2= 133.9 Allowable Stresses (psi) Stress% +Fb = 2939.4 98.55 Fv = 206.3 Maximum Shear%= 64.93 Minimum Load Deflection (midspan)= 0.993 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 2.65 Right support= 2.65 \/-E':J I I ( I I I I I I I I I I I I I I I - I TBEAM BDNG#5 -RB-10~ CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE#l : AL : 12-20-1987 Dimensions (ft) : Ll = 6.333 LO= 31.500 L2 = 0.000 lb/ft) Beam Weight= 21.8 Load Data (lbs & Minimum Left cantilever W(l) = 313.0 Maximum Pl= 4015.2, 613.0 Dist. from left support (ft) 7652.7 , From Xl = 0.00 to X2 = 6.33 Between W(l) = W(2) = W(3) = supports 313.0 273.0 196.0 , , I 613.0 535.0 384.0 From Xl = o.oo to X2 =19.50 From Xl =19.50 to X2 =25.50 From Xl =25.50 to X2 =31.50 Reactions Maximum : Minimum : Dead load: (lbs) Left support 23349.0 12293.3 12293.3 Right support 7399.9 2523.4 3445.8 Maximum Shear Force at "d" from support Vl(max) = 10723.9 V2(max) = 6791.3 (lbs) Maximum Moments (ft.lbs) Positive Moment, +M0(max) = 58943.8 Negative Moments: -Ml(max) = 61198.0 at X = 16.941 -M2(max) = DESIGN BEAM:-5.125 X 18 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses +fb0 = 2555.8 +Fb = 2867.8 . -fbl = 2653.6 ~Fbl = 2867.8 -fb2 = o.o -Fb2 = 2867.8 fvl = 174.4 Fv = 206.3 fv2 = 110.4 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.791 (psi) Stress 89.12 92.53 0.00 Shear% = 84.54 1800000 psi o.o % Left cant. Deflection= -.032 Right cant. Deflection= 0.000 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 8.10 Right support= 2.57 • I I I I I I I I I I I I I I I I Analysis: Al-L-LOLlJMHS TO vs~ n1i--1. 1-zx 1211 r~ = 'Z{7pv ?5.-r.. n = ? = 42. 17 -z .C1 '?$ o. :ss l,Z.~c.:,p") =-1.()-.-:P -r, ;_ 42172 1'2 ;,< 12 'A PE. OD = "5' , b 'Z. 'o 11 11."-(o.e,x 5,"'2-s>) ,z_ ...,...,lL 'ichelbel/Dyer Associates, Inc. --~ '-Structural Engineers Project __ 'c.L __ i:=_i..J_e:.12:_:-r_E __ •_, ___ _ By _ __._AL.-.. _____ Date Page V-&i{ Of .Job ?1?e::- ~.,s'' \'2.-"2.\-97 '6771 ~75 l. o.Z.C\:>-, ~ o:zs l "bG.) - -\'.l_ ¾'1 X 12'1 X \2 11 I I I I I l I A- I I I I I I I I I I Analysis: ':;:,v,£~ :::-"E~!-=),C.-, 1...-11/E y,;.._ = ~/ L .. L -v,.._ ·- L.: \ '=, 11 IB l'=f 1.0 21 1-1- 1.~ 24 2: lb 11 1S 11 30 '?012.UH &iei:: A..,~;:::_ THAN z.s~ 011 '--OA.~ == n ... 5 P!::>i=. L..OAD -::. lb, (J ?f;;,r:', s' ')I. 11.f = 100.0 ?l....F B' :,( 1 '=-:. 12.6,0 ;;>t_.~ Wd L-'r WLL-=-126 <LI= = t""i // ( 1.2 <;;" y_ '2400) ?PA"-l 1'5.¾5 1~.-~~6 17."366 16.~b5 11:r. 3b5 '2.0. 3b5 ZI. :¾E 21 "3f.S '2.~.;---C,5" '2.4. 3Co.6' 'Z. 5'". 3 b5° 1 ~.'?J G;,6 1.1. 3C.5 is.:,~ '2.9. o.;5 5 x 100 :>< 0 c 171 B 3'64 )(, 1<oooooo ;,< I 612E81D ~l'Z..6:: (IN) 40.t-)'2.. Lj x 10 D1:t= I 4'-.4 3 4><10 01:t=I 5Z.Z7 A)( 17. 'it:/ 58.LJ7 L/x12 ~j ~f:". 0 4x 12 'D¾ I 7 :. S°: 4;xrz. D~ I 14. 11. 4,<14 :!:I:: I 86.1, L/)(.J4 ~, '1 L'.j, {,'?; L/ )( 14 .J)-;t: I cio. 2-'-I L/ ;,< 14 D ti:. I en, Bo 4xlb 1*=1 J06",G5' 4X 16 .0#1 86.37 -ZYz.)(15 (tiLi3) &j I. 71. 'Z.½_x lb (6,LB) '9B. ~o 1. Yv< l, ( 6-i LJ!,) -nffS R>env IA t:>.P'PL\ ~ -ro l"IE:)(T" 'F'Afi E. 1=se. TH-e. ~ I 4-i)'\=tl T'1E°.nB>E.e.S,. • V-.b 2. ...,...,}L 'ichelbel/Dyer Associates, Inc. .. .._ '-. Structural Engineers E.i,_ l= VE.~ :#= I Project ____________ _ By ___ A_-_L-____ Date I 2.-'1. l-'d -1 Page \/-C,2. Of .Job 6777 ( f\Jl2.L-IN<;;:, @ 8 1 -0'1 o.c.) e-S'PA't--1 1..-E:'::;6 '2.~'-o" DEA'D l...,.O'l>.D \2_.'5 ~~ LI\/~ LoAD -z..o. O ~F WJL. -= S 1?< 12. G =-! 0(), c) Pu=- 't./LL -::::. 6 X 2.0 .. l(;,O. 0 fL'F WT'\. .. -= \/J L -t \IJ-rL = '2.bO 0 'PI....F :r. bnAY: ll.;.M.13,E. \2.... (IN] ~"3,'":>.~ 0, '209 V2.. "33:,,!) 0.?1 1/z_ 51'-.D 0.20 1/'2 576,0 0.25" 1/2. 51 b, O 0.305 1/-z... 57c; .-o 0.31 ;,/4 '11.t.l.67 0,26 Y.z. 414.61 0. ::;4 'lz. '9/4. 61 o. Ll01 ¾ Ci/~. bl 0,46 ::./4 \'36$ ~3 o. 36 ¾ 1365.33 0.A4 ¥4 10'3. 13, I. OD I Yi. '1~5.8', O.B~ I Y4 GJ:SS-.Bb 1.00 I Yz.. 6\LULb.YI M'E.r1!3'E.12.~ o'I"-\ L--1' . '=E.~ I FOl2...MIJL.A'::i uS.~ i1> Der:,.\ G, 'i--1 I I I I I I I I I I I I I I I I I I I Analysis: Vl!1tf' P? ~ ~ /7 V/l. C::, / ,,,_.,,,. , 0/,r..-µ' l,, /p I I ~/ i. ( 11,,,.. ~ -r 'J,.,o) ..Z, ~ CR? /'I/ I·-,... /1/1 r.. (pf? ( l o 1 / ) ,. ':?, I ··1-;; e I[:::> ..,...,]h SchelbeVDyer Associates, Inc. ..,..., '-Structural Engineers By J'/V Oate ___ 'l_/_· ~ ..... b ___ _ Page 'I/~'!> Of Job ~71] I I I I I I I I I I I I I I I I I I I ...,....,J\ 'SchelbeVDyer Associates, Inc. ..,i,,, '-Structural Engineers Project S\.... i:::-vG::..12.T~ *' By kL-Date iZ-2.1 -S ·1 Analysis: \JE..e'ii lM.. Page \J-b4 Of .Job Eil17 \- '2.- '3 - 4- 5- 5 Yz. 11 P,c,..,..ie:..\...S A.LL Sv I I-DI r--16-, S) SOL..\ D Pt,.:-{E:..L..S ?'t><HE:.LS. 'FL-v9-\ PA-Ns1...<,;. . . ,¼t, 4 @ \(;, '/2.\\ 1-tO 121 ~'ti 1"7.)(L. :I¼ 5 @ \{,1/zll VE. 12TI l-A-L \.VITI-\ TI2. v C.. I.( oooi2. O?e;N1NC:,,S, . . @ 11 -ee\l--\ Foi2C..e;: ~0Ti+-!=AC.G:"S * 4 \ b 1/-z. f-lo <2.1-a,,>1 TM..] @ II II (@ i3o11-t $ID~':::,, ot= Doo,~ #:6 \/E12.T\ ,,~ O?e;. l--11 N 6-, ) LEG, I 11 "-'' Dn-\ .::: "2 -0 'WITl-t Tl2\JC. K. t MAN Doo'2.. : -4l-4 @ tb Y2 ,l -ee.11'-\ i::-o12.c.1cZ" ~on-\ ~~<;.. l\<>121 ""'"T><L] (@ '3,oTH SID~ oi:::=. DooQ. -#-6 @ 1 Yz' \/12.121"\ lkL ove..'4, N enc.:.) Lt::C::,..,, \aJ10,!-\ = 2 1-011 'PtL~$TE..12S ¾4 {j_) 1~1/1. II -#5 @ 10'' \1-r ..1.. -~ E 1,-i l=-0'2.l ~ e,on4 FAC..Z.':::> f«)e I :.OH 1><\..] . -S.,~~C..T\VE. Vt::.l2T'\ Ul(t_ \LIIDT,+- #::,S,vt1E:D -bl -6'' "2e.1r-1 ~12.ce-re .. r-1,-FOl2.. c.1.:.t4TE I<! I II 'L-.G-i ·, l-4 1 t--l, L~"i \JJ IC°il-\ ,.. o. D. v~r;. T'i'P. ii<U'-K Doo ~ \?E:lt-1 "t=Oec.e:.n~r @ O~ ".::>IOe:~. I I I I I I I I I ·1 I I I I I I I_ ( 1~- 1 Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE #1 By Al Date 12/24/87 Page "-C:, S of___ Job_---"--87 ...... 7 __ 7 __ PROJECT DATA SUMMARY MATERIAL PROPERTIES MAX AREA OF STEEL RATIO Concrete Strength f'c: 3,000 psi Max As/Balanced As Ratio: 0.6000 Concrete Weight Cwt: 145 pcf Rebar Yield Strength Fy: 60,000 psi WWF Yield Strength Fy: 75,000 psi Steel Mod. of Elas. Es: 29,000 ksi SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Exp. C Ce: 20 to 40 ft. Exp. C Ce: USO LOAD FACTORS Load Combinations: Dead Load: Live Load Wind Load Seismic Load 70 mph 1.00 C 1.20 1.10 1.30 1.20 1.30 0.75 1.40 1. 70 1. 70 1.87 MIN AREA OF STEEL RATIOS #S's or Smaller With V: 0.0012 fy Not< 60 ksi H: 0.0020 Other Deformed Bars V: 0.0015 H: 0.0025 WWF Not Larger V: 0.0012 Than W31 or 031 H: 0.0020 Interchange Steel Ratios: Y DIMENSIONAL FACTORS Bar Spacing Increment: Min Ext. Concrete Cover: 0.500 in 1.500 in 0.750 in Min Int. Concrete Cover: Ledger Width Beam Bearing Width Beam Bucket Length DIMENSIONAL FACTORS Lw: 3.500 in Wb: 20.000 in Lb: 7 .000 in Typ. Vertical Bar Size: #5 Typ. Horizontal Bar Size: #4 Service Defl. limit Walls: H/150 Service Defl. limit Doors: H/100 Include Parapet-Min Design: N V-05 I I I I I I I I I I I I I I I I I i I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 11 By AL Date 12/24/87 Analysis: PANELS Page V-06 of___ Job 8777 S O L I D P A N E L A N A L Y S I S BLDG 11 LINE B INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel Yield Strength Fy: Steel Mod. of Elas. Es: Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Ledger Width Lw: Roof Dead Load Rdl: Add'l Axial Dead Ld. Adl: Service Defl. Limit Dlm: VERTICAL REINFORCING Bar Size: SEISMIC DESIGN 3,000 psi Seismic Zone Factor 145 pcf Seismic Imp. Factor Walls 60,000 psi Parapets 29,000 ksi ~"ip~WIND DESIGN 20.000 ft ~ 20.000 ft,/ Basic Wind Speed 5.500 in Stagnation Pressure 0.000 in Wind Imp. Factor 3.500 in Exposure Type 150 plf Walls Inward 0 plf Walls Outward Parapets H/150 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: 70 mph qs: 12.54 psf Iw: 1.00 Exp: C Cq: 1.20 Cq: 1. 10 Cq: 1.30 Ce: 1.20 Ce: 1.30 HORIZONTAL REINFORCING #5 Bar Size: #4 Bar Spacing: s: 16. 500 in Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.2255 inA2 0.0034 0.0020 Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Hid-ht. P: Seismic load F: Wind In O -20 ft. WI: 2.500 in 66.46 psf 150 plf 665 plf 0 ,plf 815 plf 19.94 psf 18.06 psf Wind Out Full Ht. Wo: 16.56 psf V-b6 Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 69.78 psf Roof Dead load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total ld. at Mid-ht. Pu: 157 plf 698 plf 0 plf 855 plf Seismic load Fu: 27 .96 psf Wind In O -20 ft. Wul: 23.03 psf Wind Out Full Ht. Wuo: 21.11 psf I I I I I I I I I I I I I I I I I_ ; l, I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #1 By AL Page V-07 of __ _ Date 12/24/87 Job_--=87.,_,7...,7 __ S O L I D P A N E L A N A L Y S I S BLDG #1 LINE B (T""1'P1CAL SD'-\D Vt>.t-lS~' INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: 2.8125 in 0.2255 in"2 0.2397 in"2 0.4701 in o. 5531 in 8.4469 in 0.8914 3122.00 ksi 9.289 37 .077 in-k 33.049 in-k 12.046 in"3 5.915 in 16.777 in-k -0.663 in-k 0.929 in-k 1.376 in-k 18.419 in-k 0.557 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Oefl. Da: Os/ Oa Ratio: 273.861 psi 166.375 in"4 16.569 in-k 0.191 in 11. 963 in-k -0.634 fo-k 0.240 in-k 0.355 in-k 11.924 in-.k 0.138 in 1.600 in 0.086 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: Lateral Load Hom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: 2.6875 in 0.2255 in"2 0.2397 in"2 0.4701 in 0.5531 in 4.0531 in 0.8914 3122.00 ksi 9.289 35.279 in-k 31.446 in-k 10.823 in"3 6.265 in 16. 777 in-k 0.318 in-k 0.984 in-k 1.458 in-k 19.537 in-k 0.621 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Oefl. Der: · Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 166.375 in"4 16.569 in-k 0.191 in 11.963 in-k 0.304 in-k 0.240 in-k 0.355 in-k 12.861 in-k 0.149 in 1.600 in 0.093 Wall Sec. is Adequate for Slenderness I I I I I I I I I I I I I ·1 I I I I \ I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project _ _..E=L ...... F..;::U...,ER=T=E'--'l.,_,,l~----- By __ __._,A=-L __ _ Date 12/24/87 Analysis: PANELS Page vh8 of __ _ Job 8777 ---------------- S O L I D P A N E L A N A L Y S I S BLDG #1 LINE B PARAPET DESIGN Seismic Load Fu: 74.57 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 2.687 in Wind Ld. 0 -20 ft. Wul: 24.95 psf Area of Steel Req'd. As: 0.0000 in"2 Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.2255 in"2 Wind Load Governs Panel Reinf. is Adeguate for Para~et HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 43.636 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 199 plf Outward Reac. at Roof: Inward Reac. at Floor: 200 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf 199 pl f 200 plf I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS ' Project EL FUERTE By NN Date 02[05[88 I Analysis: PANELS Page~-toflA of Job 8777 I S O L I D P A N E L A N A L Y S I S SOLID WALLS I T J ;J I INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 I Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Walls Cp: 0.30 Steel Yield Strength Fy: 60,000 psi Parapets Cp: 0.80 Steel Mod. of Elas. Es: 29,000 ksi I WIND DESIGN Panel Height Hp: 21.000 ft Roof Height Hr: 20.500 ft Basic Wind Speed v: 70 mph I Panel Thickness Tp: 5.500 in Stagnation Pressure qs: 12.54 psf Reveal Depth Rd: 0.750 in Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Roof Dead Load Rdl: 150 plf Walls Inward Cq: 1.20 I Add'l Axial Dead Ld. Adl: 0 plf Walls Outward Cq: 1.10 Parapets Cq: 1.30 Service Oefl. Limit Olm: H/150 0 to 20 ft. Elev. Ce: 1.20 I 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING HORIZONTAL REINFORCING I Bar Size: #4 Bar Size: #4 Bar Spacing: s: 13.500 in Bar Spacing: s: 16.500 in I Area of Steel/ ft As: 0, 1778 i nA2 Area of Steel/ ft As: 0.}455 inA2 As/Ag Ratio: 0.0027 As/Ag Ratio: 0.0022 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 I Chair Size: 2.750 in * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged I SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 68.75 psf Wall Weight Wtu: 72.19 psf I Roof Dead Load Pl: 150 plf Roof Dead Load Pul: 157 plf Panel Wt. at Mid-ht. P2: 705 plf Panel Wt. at Mid-ht. Pu2: 740 plf I Ppt. Wt.+ Add'l Ld. P3: 34 plf Ppt. Wt.+ Add'l Ld. Pu3: 36 plf Total Ld. at Mid-ht. P: 889 plf Total Ld. at Mid-ht. Pu: 933 plf Seismic Load F: 20.62 psf Seismic Load Fu: 28.93 psf ~· Wind In 0 -20 ft. WI: 18.06 psf Wind In 0 -20 ft. Wul: 23.03 psf '-Wind In 20 -40 ft. W2: 19.57 psf Wind In 20 -40 ft. Wu2: 24.95 psf I Wind Out Full Ht. Wo: 17.94 psf Wind Out Full Ht. Wuo: 22.87 psf I I I I I I I I I I I I I I I I I I, I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS PageV-0£,l?, of __ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 2.2500 in Depth to Reinf. d: 2.5000 in Area of Steel /ft As: 0.1778 inA2 Area of Steel /ft As: 0.1778 inA2 Eff. Area of Stl Aseff: 0.1933 inA2 Eff. Area of Stl Aseff: 0.1933 inA2 Stress Block Width a: 0.3791 in Stress Block Width a: 0.3791 in Neutral Axis c: 0.4460 in Neutral Axis c: 0.4460 in Roof Load Ecc. e: 7.8040 in Roof Load Ecc. e: 3.9460 in Phi Factor Phi: 0.8906 Phi Factor Phi: 0.8906 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 23. 901 in-k Nominal Moment Str. Mn: 26.801 in-k Reduced Mom. Str. PhiMn: 21.285 in-k Reduced Mom. Str. PhiMn: 23.868 in-k Cr. Mom. of Inertia Icr: 6.199 inA3 Cr. Mom. of Inertia lcr: 7,931 inA3 Nominal Deflection On: 7.785 in Nominal Deflection On: 6.823 in Lateral Load Mom. Mul: 18.235 in-k Lateral Load Mom. Mul: 18.235 in-k Roof Ecc. Moment Mu2: -0.613 in-k Roof Ecc. Moment Mu2: 0.310 in-k Rf.+ Ppt. Moment Mu3: 1.502 in-k Rf.+ Ppt. Moment Mu3: 1.317 in-k Panel Wt. Moment Mu4: 1.920 in-k Panel Wt. Moment Mu4: 1.683 in-k Ultimate Moment Mu: 21.045 in-k Ultimate Moment Mu: 21.544 in-k Mu/ PhiMn Ratio: 0.989 Mu/ PhiMn Ratio: 0.903 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166,375 inA4 Gr. Mom. of Inertia lg: 166,375 inA4 Reveal M. of Inert. Igr: 107 .172 inA4 Reveal M. of Inert. Igr: 107 .172 inA4 Cracking Moment Mer: 12.358 in-k Cracking Moment Mer: 12.358 in-k Cracking Defl. Der: 0.150 in Cracking Defl . Der: 0.150 in Lateral Load Mom. Msl: 13.001 in-k Lateral Load Mom. Msl: 13.001 in-k Roof Ecc. Moment Ms2: -0.585 in-k Roof Ecc. Moment Ms2: 0.296 in-k Rf.+ Ppt. Moment Ms3: 0.302 in-k Rf.+ Ppt. Moment Ms3: 0.302 in-k Panel Wt. Moment Ms4: 0.385 in-k Panel Wt. Moment Ms4: 0.385 in-k Service Moment Ms: 13 .103 in-k Servke Moment Ms: 13.985 in-k Service Deflection Os: 0.643 in Service Deflection Os: 0.902 in Allowable Defl. Da: 1.640 in Allowable Defl. Da: 1.640 in Os/ Oa Ratio: 0.392 Os/ Oa Ratio: 0.550 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequ~te for Slenderness I I I I I I I I I I I I I I I I ' I' I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE ' By NN Date 02/05/88 Analysis: PANELS Pag~-Lifc(., of__ Job __ 8 ___ 7 ....... 77 ___ _ S O L I D P A N E L A N A L Y S I S SOLID WALLS PARAPET DESIGN Seismic Load Fu: 77.14 psf Ult. Seismic Mom. Mus: 0 .116 in-k Wind Ld. 0 -20 ft. Wul: 24.95 psf Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0 .041 in-k Seismic Load Governs HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 44.727 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 222 plf 211 pl f Parapet Height Hp: 0.500 ft Min Depth to Reinf. d: 2.250 in Area of Steel Req'd. As: 0.0010 inA2 Panel Area of Steel As: 0.1778 inA2 Panel Reinf. is Adeguate for Parauet Reveal H / t Ratio: Outward Reac. at Roof: Outward Reac. at Floor: 51. 789 222 plf 211 pl f I !I I I I I I I I I I I I I I I I ,, I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project,_-=E=l_,F'-"'U=E=RT..._.E,.__,._l-=-1 _____ _ By AL Date 12/24/87 Analysis: PANELS Page vrc,o of___ Job 8777 ---=-'-------- S O L I D PANEL A N A L Y S I S INPUT Concrete Strength Concrete Weight f'c: 3,000 psi Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Hod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: ledger Width Lw: Roof Dead load Rdl: Add'l Axial Dead ld. Adl: 20. 000 ft 1 !' 20.000 ft 5.500 in 0.750 in 3.500 in 50 plf 0 plf Service Defl. limit Olm: H/150 VERTICAL REINFORCING Bar Size: #5 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Hin. As/Ag Ratio:* As: 0.2255 inA2 0.0034 0.0020 Chair Size: 2.750 in 'SERVICE LOADS Wall Weight Wt: 66.46 psf Roof Dead load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l ld. P3: Total ld. at Hid-ht. P: Seismic Load F: Wind In O -20 ft. WI: Wind Out Full Ht. Wo: 50 plf 665 plf 0 plf 715 pl f 19.94 psf 18.06 psf 16.56 psf V-69 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Wa 11 s Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Hin. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 69.78 psf Roof Dead Load Pul: Panel Wt. at Hid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total ld. at Hid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind Out Full Ht. Wuo: 52 plf 698 plf 0 plf 750 plf 27.96 psf 23.03 psf 21.11 psf I I I I I I I I I I I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project_-=E=-L ..... F-=U=ER.,_.T-=E_,l:...ol.___ ____ _ By _______ A=-L __ _ Date 12/24/87 Analysis: PANELS Page ~-7o of __ _ Job 8777 S 0 L I D P A N E L A N A L Y S I S BLDG 11 LINES 1 l 7 ( i'ff't c b<\.- INWARD ANALYSIS 0UTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 2.3125 in Depth to Reinf. d: 2.4375 in Area of Steel /ft As: 0.2255 inA2 Area of Steel /ft As: 0.2255 inA2 Eff. Area of Stl Aseff: 0.2380 inA2 Eff. Area of Stl Aseff: 0.2380 inA2 Stress Block Width a: 0.4667 in Stress Block Width a: 0.4667 in Neutral Axis c: 0.5490 in Neutral Axis c: 0.5490 in Roof Load Ecc. e: 7.7010 in Roof Load Ecc. e: 4.0490 in Phi Factor Phi: 0.8924 Phi Factor PM: 0.8924 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 29.691 in-k Nominal Moment Str. Mn: 31.476 in-k Reduced Mom. Str. PhiMn: 26.497 in-k Reduced Mom. Str. PhiMn: 28.089 in-k Cr. Mom. of Inertia Icr: 7.537 inAJ Cr. Mom. of Inertia Icr: 8.546 inA3 Nominal Deflection On: 7.571 in Nominal Deflection On: 7.078 in Lateral Load Mom. Mul: 16. 777 in-k Lateral Load Mom. Mul: 16.777 in-k Roof Ecc. Moment Mu2: -0.200 in-k Roof Ecc. Moment Mu2: 0.105 in-k Rf.+ Ppt. Moment Mu3: 0.394 in-k Rf.+ Ppt. Moment Mu3: 0.368 in-k Panel Wt. Moment Mu4: 1. 761 in-k Panel Wt. Moment Mu4: 1.647 in-k Ultimate Moment Mu: 18.732 in-k Ultimate Moment Mu: 18.898 in-k Mu/ PhiMn Ratio: 0.707 Mu/ PhiMn Ratio: 0.673 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 inA4 Gr. Mom. of Inertia lg: 166.375 in"4 Reveal M. of Inert. Igr: 107.172 1nA4 Reveal M. of Inert. lgr: 107 .172 i n"4 Cracking Moment Mer: 12.358 in-k Cracking Moment Her: 12.358 in-k Cracking Defl. Der: 0.143 in Cracking Oefl. Der: 0.143 in Lateral Load Mom. Msl: 11.963 in-k Lateral Load Mom. Msl: 11. 963 in-k Roof Ecc. Moment Ms2: -0.193 in-k Roof Ecc. Moment Ms2: 0.101 in-k Rf.+ Ppt. Moment Ms3: 0.080 in-k Rf.+ Ppt. Moment Ms3: 0.080 in-k Panel Wt. Moment Ms4: 0.355 in-k Panel Wt. Moment Ms4: 0.355 in-k Service Moment Ms: 12.205 in-k Service Moment Ms: 12.498 in-k Service Deflection Os: 0.141 in Service Deflection Os: 0.194 in Allowable Defl. Da: 1.600 in Allowable Defl. Da: 1.600 in Os/ Da Ratio: 0.088 Os/ Da Ratio: 0.121 Wall Sec. is Adequate for Slenderness Wal] Sec. is Adequate for Slenderness V-70 I I ' I I I I I I I I I I I I I I • I (, I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 11 By AL Date 12/24/87 Analysis: PANELS Page V-7 I of___ Job 8777 S O L I D P A N E L A N A L Y S I S BLDG 11 LINES 1 l 7 ( 1-{ P1 C-b<1..-So1...-1 D PM E-L\ I PARAPET DESIGN Seismic load Fu: 74.57 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 2.312 in Wind Ld. 0 -20 ft. Wul: Wind Ld. 20 -40 ft. Wu2: 24.95 psf Area of Steel Req'd. As: 0.0000 inA2 27.03 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.2255 inA2 Wind Load Governs Panel Reinf. is Adeguate for Parauet HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 43.636 Reveal H / t Ratio: LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 199 plf Outward Reac. at Roof: Inward Reac. at Floor: 200 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf ~-'71 50.526 199 plf 200 plf I I \ I I I I I I I I I I I I I I t I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. _STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Page \/1'2-of __ Job 8777 D O O R P A N E L A N A L Y S I S TYP TRUCK DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 21.000 ft 20.500 ft 5.500 in 0.000 in 150 plf 3.500 in 0 plf 12.000 ft 14.000 ft 2.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: #5 Bar Spacing: s: 8.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.9300 inA2 0.0141 0.0020 Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Fl: Seismic Load Above F2: Wind In 0 -20 ft. WI: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 1.500 in 4.000 in 68.75 psf 600 plf 2045 plf 137 plf 2782 plf 20.62 psf 82.50 psf 72.25 psf 78.27 psf 71. 75 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1. 0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0 .1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 72.19 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 630 plf 2147 plf 144 plf 2921 plf Seismic Load Below Ful: 28.93 psf Seismic Load Above Fu2: 115.71 psf Wind In O -20 ft. Wul: 92.12 psf Wind In 20 -40 ft. Wu2: 99.80 psf Wind Out Full Ht. Wuo: 91.48 pif I I I I I I I I I I I I I I I I I (. I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \J 11; of __ Job 8777 D O O R P A N E L A N A L Y S I S TYP TRUCK DOOR INWARD ANALYSIS OUTWARD ANALYSIS Wind Loads Govern Design Wind Loads Govern Design Depth to Reinf. d: 4.3125 in Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.4650 in"2 Area of Steel /ft As: 0.4650 in"2 Eff. Area of Stl Aseff: 0.5137 in"2 Eff. Area of Stl Aseff: 0.5137 in"2 Stress Block Width a: 1.0072 in Stress Block Width a: 1.0072 in Neutral Axis c: 1.1850 in Neutral Axis c: 1.1850 in Roof Load Ecc. e: 7.8150 in Roof Load Ecc. e: 4.6850 in Phi Factor Phi: 0.8705 Phi Factor Phi: 0.8705 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 117.394 in-k Nominal Moment Str. Mn: 98.131 i n-k Reduced Mom. Str. PhiMn: 102.191 in-k Reduced Mom. Str. PhiMn: 85.422 in-k Cr. Mom. of Inertia Icr: 53.329 in"3 Cr. Mom. of Inertia Icr: 36.538 in"3 Nominal Deflection On: 4.445 in Nominal Deflection Dn: 5.423 in Lateral Load Mom. Mui: 58.078 in-k Lateral Load Mom. Mui: 57.669 in-k Roof Ecc. Moment Mu2: -2.462 in-k Roof Ecc. Moment Mu2: 1.476 in-k Rf.+ Ppt. Moment Mu3: 3.440 in-k Rf.+ Ppt. Moment Mu3: 4 .197 in-k Panel Wt. Moment Mu4: 4.771 in-k Panel Wt. Moment Mu4: 5.821 in-k Ultimate Moment Mu: 63.828 in-k Ultimate Moment Mu: 69.163 in-k Mu/ PhiMn Ratio: 0.625 Mu/ PhiMn Ratio: 0.810 Wall Section is Adeguate for Strength Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Gr. Mom. of Inertia lg: 166.375 in"4 Cracking Moment Mer: 16.569 in-k Cracktng Moment Mer: 16.569 in-k Cracking Defl • Der: 0.201 in Cracking Defl. Der: 0.201 in Lateral Load Mom. Msl: 45.551 in-k Lateral Load Mom. Msl: 45.230 in-k Roof Ecc. Moment Ms2: -2.345 in-k Roof Ecc. Moment Ms2: 1.405 in-k Rf.+ Ppt. Moment Ms3: 1.813 in-k Rf.+ Ppt. Moment Ms3: 1.813 in-k Panel Wt. Moment Ms4: 2.515 in-k Panel Wt. Moment Ms4: 2.515 in-k Service Moment Ms: 47.535 in-k Service Moment Ms: 50.964 in-k Service Deflection Os: 1. 504 in Service Deflection Os: 2.403 in Allowable Defl. Da: 2.460 in Allowable Defl. Da: 2.460 in Os/ Da Ratio: 0.612 Os/ Da Ratio: 0.977 Wall Sec. is Adeguate for Slendgrness Wall Sec. is Adeguate for Slenderness I I I I I I I I I I I I I I I I ' I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Analysis: PANELS D O O R PARAPET DESIGN Project EL FUERTE By NN Page y 1 4 of __ _ P A N E L A N A L Y S I S TYP TRUCK DOOR Date 02/05/88 Job 8777 Seismic Load Fu: 308.55 psf Parapet Height Hp: 0.500 ft Ult. Seismic Mom. Mus: 0.463 in-k Min Depth to Reinf. d: 3.687 in Wind Ld. 0 -20 ft. wul: 99.80 psf Area of Steel Req'd. As: 0.0023 inA2 Wind Ld. 20 -40 ft. wu2: 108.12 psf Ult. Wind Moment Muw: 0.162 in-k Panel Area of Steel As: 0.4650 inA2 Seismic Load Governs Panel Reinf. is Adeguate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 196 plf Outward Reac. at Roof: Inward Reac. at Floor: 740 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf 193 plf 735 plf I I ( I I I I I I I I I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page V 1 .; of __ _ Job 8777 D O O R P A N E L A N A L Y S I S TYP TRUCK+ MAN DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 21.000 ft 20.500 ft 5.750 in 0.000 in 150 plf 3.500 in 0 plf 15.330 ft 12.000 ft 2.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 7. 500 in As: 0.9920 inA2 0.0144 0.0020 Wt: 1. 500 in 4.250 in Roof Dead Load Pl: 71.88 psf 725 pl f 3078 plf 174 pl f 3977 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 21. 56 psf F2: 104.20 psf Wind In O -20 ft. WI: 87.29 psf Wind In 20 -40 ft. W2: 94.57 psf Wind Out Full Ht. Wo : 86. 68 p sf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: O to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 17 .000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1412 inA2 0.0020 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 75.47 psf 761 plf 3232 plf 183 plf 4176 pl f Seismic Load Below Ful: 30.24 psf Seismic Load Above Fu2: 146.14 psf Wind In O -20 ft. Wul: 111.30 psf Wind In 20 -40 ft. Wu2: 120.57 psf Wind Out full Ht. Wuo: 110.52 psf I I I I I I I I I I I I I I I I I< I' I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page Vi'-of __ _ Job 8777 D O O R P A N E L A N A L Y S I S TYP TRUCK+ MAN DOOR INWARD ANALYSIS OUTWARD ANALYSIS Wind Loads Govern Design Wind Loads Govern Design Depth to Reinf. d: 4.5625 in Depth to Reinf. d: 3.9375 in Area of Steel /ft As: 0.4960 inA2 Area of Steel /ft As: 0.4960 inA2 Eff. Area of Stl Aseff: 0.5656 inA2 Eff. Area of Stl Aseff: 0.5656 inA2 Stress Block Width a: 1.1090 in Stress Block Width a: 1.1090 in Neutral Axis c: 1.3047 in Neutral Axis c: 1.3047 in Roof Load Ecc. e: 7.9453 in Roof Load Ecc. e: 4.8047 in Phi Factor Phi: 0.8597 Phi Factor Phi: 0.8597 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 136.015 in-k Nominal Moment Str. Mn: 114 .805 i n-k Reduced Mom. Str. PhiMn: 116.926 in-k Reduced Mom. Str. PhiMn: 98.693 in-k Cr. Mom. of Inertia Icr: 64.644 inA3 Cr. Mom. of Inertia Icr: 45.301 inA3 Nominal Deflection Dn: 4.248 in Nominal Deflection Dn: 5.117 in Lateral Load Mom. Mul: 70.165 in-k Lateral Load Mom. Mul: 69.671 in-k Roof Ecc. Moment Mu2: -3.023 in-k Roof Ecc. Moment Mu2: 1.828 in-k Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: 4.010 in-k Rf.+ Ppt. Moment Mu3: 4.830 in-k 6.865 in-k Panel Wt. Moment Mu4: 8.269 in-k Ultimate Moment Mu: 78.018 in-k Ultimate Moment Mu: 84.599 in-k Mu/ PhiMn Ratio: 0.667 Mu/ PhiMn Ratio: 0.857 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 190.109 inA4 Gr. Mom. of Inertia lg: 190.109 inA4 Cracking Moment Mer: 18.109 in-k Cracking Moment Mer: 18.109 in-k Cracking Defl. Der: 0.192 in Cracking Defl. Der: 0.192 in Lateral Load Mom. Msl: 55.032 in-k Lateral Load Mom. Msl: 54.644 in-k Roof Ecc. Moment Ms2: -2.880 in-k Roof Ecc. Moment Ms2: 1. 742 in-k Rf.+ Ppt. Moment Ms3: 2.212 in-k Rf.+ Ppt. Moment Ms3: 2.212 in-k Panel Wt. Moment Ms4: 3.786 in-k Panel Wt. Moment Ms4: 3.786 in-k Service Moment Ms: 58.149 in-k Service Moment Ms: 62.383 in-k Service Deflection Os: 1.570 in Service Deflection Os: 2.447 in Allowable Defl. Oa: 2.460 in Allowable Oefl. Da: 2.460 in Os/ Da Ratio: 0.638 Os/ Da Ratio: 0.995 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness I I { I I I I I I I I I I I I I I ' I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Analysis: PANELS PARAPET DESIGN Project EL FUERTE By NN hgeV11 of __ _ D O O R P A N E L A N A L Y S I S TYP TRUCK+ MAN DOOR Date 02/05/88 Job 8777 Seismic Load Fu: 389.71 psf Parapet Height Hp: 0.500 ft Ult. Seismic Mom. Mus: 0.585 in-k Min Depth to Reinf. d: 3.937 in Wind Ld. 0 -20 ft. wul: 120.57 psf Area of Steel Req'd. As: 0.0028 inA2 Wind Ld. 20 -40 ft. wu2: 130.62 psf Ult. Wind Moment Muw: 0.196 in-k Panel Area of Steel As: 0.4960 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 196 plf Outward Reac. at Roof: Inward Reac. at Floor: 894 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf 193 plf 888 plf I ~ I I I I I I I I I I I I I I I< I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE #1 By AL Date 12/24/87 Analysis: PANELS Page V-78 of___ Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER ( ""? '., (,.. ~ ! INPUT Concrete Strength Concrete Weight f' C: 3,000 psi Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Beam Dead Load Bdl: Beam Bucket Length Lb: Add'l Axial Dead ld. Adl: Effective Wall Length Le: Service Defl. Limit Olm: 20.000 ft 19.250 ft 5.500 in 0.750 in 13,500 plf 7.000 in 0 plf ----~--so·o _ ft \ H/150 VERTICAL REINFORCING EACH FACE Bar Size: #5 Bar Spacing: s: 16.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.4509 in"2 0.0068 0.0020 Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic load F: Wind In O -20 ft. Wl: Wind Out Full Ht. Wo: 1.500 in 4.000 in 66.46 psf 3857 plf 640 pl f so plf 4547 plf 19.94 psf 18.06 psf 16.56 psf v-78 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor lw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: O to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 in"2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 69.78 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 4050 plf 672 plf 52 plf 4774 plf Seismic Load Fu: 27.96 psf Wind In O -20 ft. Wul: Wind Out Full Ht. Wuo: 23.03 psf 21.11 psf I I ( I I I I I I I I I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE fl By AL Date 12/24/87 Analysis: PANELS PageV-79 of ___ Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER INWARD ANALYSIS Seismic loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 3.5625 in 0.2254 in"2 0.3050 in"2 0.5981 in 0.7036 in 7.5464 in 0.8518 3122.00 ksi 9.289 59.725 in-k 50.872 in-k 24.551 in"3 4.331 in Lateral load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 15.543 in-k Mu2: -15.281 in-k Mu3: 17.767 in-k Mu4: 0.970 in-k Mu: 18.998 in-k Mu/ PhiMn Ratio: 0.373 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: lateral load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 166.375 in"4 107.172 in"4 12.358 in-k 0.132 in 11.082 in-k -14.553 in-k 6.017 in-k 0.329 in-k 2.874 in-k 0.031 in 1.540 in 0.020 Wall Sec. is Adequate for Slenderness V-79 OUTWARD ANALYSIS Seismic loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 3.6875 in 0.2254 in"2 0.3050 in"2 0.5981 in 0.7036 in 4.2036 in 0.8518 3122.00 ksi 9.289 62.012 in-k 52.821 in-k 26.620 in"3 4 .148 in 15.543 in-k 8.512 in-k 17 .013 in-k 0.929 in-k 41.997 in-k 0.795 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Her: Cracking Oefl. Der: Lateral Load Mom. Ms 1: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Oa Ratio: 273.861 psi 166.375 in"4 107 .172 i n"4 12.358 in-k 0.132 in 11.082 in-k 8.107 in-k 6.017 in-k 0.329 in-k 25.534 in-k 1.198 in 1.540 in 0.778 Wall Sec. js Adequate for Slenderness I I \ !I I 'I I I I I I I I I I I I •c I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page~-Jq A of __ Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S FLUSH PILASTER ( 1. ~ c... C-~- ( INPUT Concrete Strength Concrete Weight f'c: 3,000 psi Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: 20.000 ft Roof Height Hr: 20.000 ft Panel Thickness Tp: 5.500 in Reveal Depth Rd: 0.750 in Beam Dead Load Bdl: 13,500 plf Beam Bucket Length Lb: 7.000 in Add' l Axial Dead Ld. Adl : ____ -0 pl f Effective Wall Length Le: 2.500 ft 1 Service Defl. Limit Olm: H/150 VERTICAL REINFORCING EACH FACE Bar Size: #5 Bar Spacing: s: 12. 000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.6200 inA2 0.0094 0.0020 Low Chair Size: High Chair Size: 1. 500 in 4.000 in SERVICE LOADS Wall Weight Wt: 68.75 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. WI: Wind Out Full Ht. Wo: 5400 plf 688 plf 0 plf 6088 plf 20.62 psf 18.06 psf 16.56 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0 .30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 {p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 72.19 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind Out Full Ht. Wuo: 5670 plf 722 plf 0 plf 6392 plf 28.93 psf 23.03 psf 21.11 psf - • • I • • • ---- • • • • • • • I ( I - Analysis: PANELS l!'l'UC'TDC'I /nVC'D .a.c_c_nrt AT~~ n1r. ~ SCHEIBEL/DYER ASSOCIATES, INC • STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Page \119 6of __ j Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S FLUSH PILASTER INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 3.5625 in 0.3100 inA2 0.4165 inA2 0.8167 in 0.9609 in 7. 2891 in 0.8354 3122.00 ksi 9.289 78.828 in-k 65.856 in-k 29.737 inA3 5.094 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 17.356 in-k Mu2: -20.665 in-k Mu3: 28.886 in-k Mu4: 1.226 in-k Mu: 26.803 in-k Mu/ PhiMn Ratio: 0.407 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 166.375 inA4 107.172 inA4 12.358 in-k 0. 143 in 12.375 in-k -19.681 in-k 8.640 in-k 0.367 in-k 1.701 in-k 0.020 in 1.600 in 0.012 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.6875 in 0.3100 inA2 0.4165 inA2 0.8167 in 0.9609 in 4.4609 in 0.8354 3122.00 ksi 9.289 81.952 in-k 68.466 in-k 32.314 inA3 4.874 in 17.356 in-k 12.647 in-k 27.636 in-k 1.173 in-k 58.811 in-k 0.859 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 166.375 inA4 107.172 inA4 12.358 in-k 0.143 in 12.375 in-k 12.044 in-k 8.640 in-k 0.367 in-k 33.426 in-k 1.575 in 1.600 in 0.984 Wall Sec. is Adequate for Slenderness I I I I I I I I I I I I I I I •c I' I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project,_-=E=L ...... F-=U=ER=T-E_,l._.1._ ____ _ By __ ___._.A-..L __ _ Date 01/04/88 Analysis: PANELS Page v-81 of __ _ Job 8777 -----.......... -- D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR INWARD ANALYSIS OUTWARD ANALYSIS Wind Loads Govern Design Wind Loads Govern Design Depth to Reinf. d: 4.3125 in Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.5314 in"2 Area of Steel /ft As: 0.5314 in"2 Eff. Area of Stl Aseff: 0.5920 in"2 Eff. Area of Stl Aseff: 0.5920 in"2 Stress Block Width a: 1. 1607 in Stress Block Width a: 1.1607 in Neutral Axis c: 1.3656 in Neutral Axis c: 1.3656 in Roof Load Ecc. e: 7.6344 in Roof Load Ecc. e: 4.8656 in Phi Factor Phi: 0.8633 Phi Factor Phi: 0.8633 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 132.560 in-k Nominal Moment Str. Mn: 110.361 in-k Reduced Mom. Str. PhiMn: 114. 440 i n-k Reduced Mom. Str. PhiMn: 95.275 in-k Cr. Mom. of Inertia Icr: 57.940 in"3 Cr. Mom. of Inertia Icr: 39.832 in"3 Nominal Deflection Dn: 4.397 in Nominal Deflection Dn: 5.325 in Lateral Load Mom. Mui: 69.092 in-k Lateral Load Mom. Mui: 63.335 in-k Roof Ecc. Moment Mu2: -4.810 in-k Roof Ecc. Moment Mu2: 3.065 in-k Rf.+ Ppt. Moment Mu3: 5.540 in-k Rf.+ Ppt. Moment Mu3: 6.709 in-k Panel Wt. Moment Mu4: 5.217 in-k Panel Wt. Moment Mu4: 6.318 in-k Ultimate Moment Mu: 75.040 in-k Ultimate Moment Mu: 79.427 in-k Mu/ PhiMn Ratio: 0.656 Mu/ PhiMn Ratio: 0.834 Wall Section is Adeguate for Strength Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Gr. Mom. of Inertia lg: 166.375 in"4 Cracking Moment Mer: 16.569 in-k Cracking Moment Mer: 16.569 in-k Cracking Defl . Der: 0.191 in Cracking Defl. Der: 0.191 in Lateral Load Mom. Msl: 54.190 in-k Lateral Load Mom. Msl: 49.674 in-k Roof Ecc. Moment Ms2: -4.581 in-k Roof Ecc. Moment Ms2: 2.919 in-k Rf.+ Ppt. Moment Ms3: 2.880 in-k Rf.+ Ppt. Moment Ms3: 2.880 in-k Panel Wt. Moment Ms4: 2.712 in-k Panel Wt. Moment Ms4: 2.712 in-k Service Moment Ms: 55.201 in-k Service Moment Ms: 58.186 i n-k Service Deflection Ds: 1.592 in Service Deflection Ds: 2.469 in Allowable Defl. Da: 2.400 in Allowable Defl. Da: 2.400 in Ds / Da Ratio: 0.663 Ds / Da Ratio: 1.029 Wall Sec. is Adeguate for Slenderness Wall Sec. NOT Adeguate for Slenderness < ,3D/0 OV~iZ. .•. OW::. V-Bf I ' I I I I I I .1 I I I I I I I • I Analysis: PANELS PARAPET DESIGN Sehmic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 11 By AL Date 01/04/88 Page V-8 2 of___ Job 8777 D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR Fu: 372.83 psf Parapet Height Hp: 0.000 ft Mus: 0.000 in-k Min Depth to Reinf. d: 3.687 in Wind Ld. 0 -20 ft. wul: 124.75 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 135.15 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.5314 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 181 plf Outward Reac. at Roof: Inward Reac. at Floor: 903 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf V-82. 166 plf 828 plf I I ( I I I I I I I I I I I I I I I le I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page\l 'o3 of __ Job 8777 D O O R P A N E L A N A L Y S I S TYP MAN DOOR (_ I I 0,,/· j {/ INPUT =SE=-=I=SM=I=C~D=-=E=S=IG=N~-------- Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 21.000 ft 20.500 ft 5.500 in 0.750 in 150 plf 3.500 in 0 plf 3.330 ft 7.000_:ft_-;, \T~O-cfo ft ( H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 15. 500 in As: 0.4800 inA2 0.0073 0.0020 I. 500 in 4.000 in Wt: 68.75 psf Roof Dead Load Pl: 400 plf 1878 plf 92 plf 2370 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic load Below Seismic Load Above Fl: 20.62 psf F2: 54.97 psf Wind In O -20 ft. WI: 48.14 psf Wind In 20 -40 ft. W2: 52.15 psf Wind Out Full Ht. Wo: 47.80 psf Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: O to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 72.19 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 420 plf 1972 plf 97 plf 2489 plf Seismic load Below Ful: 28.93 psf Seismic Load Above Fu2: 77.09 psf Wind In O -20 ft. Wul: 61.38 psf Wind In 20 -40 ft. Wu2: 66.49 psf Wind Out Full Ht. Wuo: 60.95 psf I I \ I a I I I I I I I I I ,, I I I j I Analysis: PANELS D O O R P A N E L TYP INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 3.5625 in Area of Steel /ft As: 0.2400 inA2 Eff. Area of Stl Aseff: 0.2815 inA2 Stress Block Width a: 0.5519 in Neutral Axis c: 0.6493 in Roof Load Ecc. e: 7.6007 in Phi Factor Phi: 0.8749 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 55.506 in-k Reduced Mom. Str. PhiMn: 48.560 in-k Cr. Mom. of Inertia Icr: 23.285 inA3 Nominal Deflection On: 4.813 in Lateral Load Mom. Mul: 41.515 in-k Roof Ecc. Moment Mu2: -1.596 in-k Rf.+ Ppt. Moment Mu3: 2.488 in-k Panel Wt. Moment Mu4: 4.746 in-k Ultimate Moment Mu: 47. 153 in-k Mu/ PhiMn Ratio: 0.971 Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig: 166,375 inA4 Reveal M. of Inert. Igr: 107 .172 i nA4 Cracking Moment Mer: 12.358 in-k Cracking Defl. Der: 0 .150 in Lateral Load Mom. Msl: 29.601 in-k Roof Ecc. Moment Ms2: -1.520 in-k Rf.+ Ppt. Moment Ms3: I. 210 in-k Panel Wt. Moment Ms4: 2.310 in-k Service Moment Ms: 31.601 in-k Service Deflection Os: 2.230 in Allowable Defl. Da: 2.460 in Ds / Da Ratio: 0.906 Wall Sec. is Adeguate for Slenderness SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \104 of __ Date 02/05/88 Job_-=87:...:;7-<.,7 __ A N A L Y S I S MAN DOOR OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.2400 inA2 Eff. Area of Stl Aseff: 0.2815 inA2 Stress Block Width a: 0.5519 in Neutral Axis c: 0.6493 in Roof Load Ecc. e: 4.1493 in Phi Factor Phi: 0.8749 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 57.617 in-k Reduced Mom. Str. PhiMn: 50.407 in-k Cr. Mom. of Inertia Icr: 25,230 inA3 Nominal Deflection On: 4.611 in Lateral Load Mom. Mul: 41.515 in-k Roof Ecc. Moment Mu2: 0.871 in-k Rf.+ Ppt. Moment Mu3: 2.384 in-k Panel Wt. Moment Mu4: 4.547 in-k Ultimate Moment Mu: 49.317 in-k Mu/ PhiMn Ratio: 0.978 Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: }66.375 inA4 Reveal M. of Inert. Igr: 107,172 inA4 Cracking Moment Mer: 12.358 in-k Cracking Defl. Der: O. 150 in lateral Load Mom. Msl: 29.601 in-k Roof Ecc. Moment Ms2: 0.830 in-k Rf.+ Ppt. Moment Ms3: 1.210 in-k Panel Wt. Moment Ms4: 2.310 in-k Service Moment Ms: 33.951 in-k Service Deflection Os: 2.278 in Allowable Defl. Da: 2.460 in Ds / Da Ratio: 0.926 Wall Sec. is Adeguate for Slenderness I ,I 1 I I I I I I I ., I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \J ?f2 of __ Job 8777 D O O R P A N E L A N A L Y S I S TYP TRUCK+ MAN DOOR PARAPET DESIGN Seismic Load Fu: 205.57 psf Ult. Seismic Mom. Mus: 0.308 in-k Wind Ld. 0 -20 ft. wul: 66.49 psf Wind Ld. 20 -40 ft. wu2: 72.03 psf Ult. Wind Moment Muw: 0.108 in-k Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 206 plf Inward Reac. at Floor: 364 plf Parapet Height Hp: 0.500 ft Min Depth to Reinf. d: 3.562 in Area of Steel Req'd. As: Q.00}6 inA2 Panel Area of Steel As: 0.2400 inA2 Panel Reinf. is Adeguate for Paraget Outward Reac. at Roof: Outward Reac. at Floor: 206 plf 364 plf I \. I I I I I I I I I I I I :I I I (_ I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page ___ of___ Job 8m D O O R P A N E L A N A L Y S I S I/ ~ TYP MAN DOOR { 4" / INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Hp: 21.000 ft Hr: 20.500 ft Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: 5.500 in 0.750 in 150 plf 3.500 in 0 plf 3.330 ft Door Height Hdr: 7.000~ Panel Leg Width Plg: J~oOO f!..--1 Service Defl. Limit Dlm: ' H/100 VERTICAL REINFORCING EACH FACE Bar Size: #5 Bar Spacing: s: 9.000 in .. ~. -~---' Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.8267 in"2 0.0125 0.0020 Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load P1: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below F1: Seismic Load Above F2: Wind In O · 20 ft. W1: Wind In 20 • 40 ft. W2: 1.500 in 4.000 in 68.75 psf 566 plf 2660 plf 130 plf 3356 plf 20.62 psf 77.86 psf 68.19 psf 73.87 psf Wind out Full Ht. Wo: 67.72 psf SEISMIC DESIGN Seismic Zone Factor Seismic In-.,. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind lq:>. Factor lw: Exposure Type Exp: Walls Inward Cq: Walls outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 ll1)h 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 in"2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 72.19 psf 594 plf 2793 plf 136 plf 3523 plf Seismic Load Below Seismic Load Above Fu1: 28.93 psf Fu2: 109.20 psf Wind In 0 • 20 ft. Wu1: 86.94 psf Wind In 20 · 40 ft. Wu2: 94.19 psf Wind out Full Ht. Wuo: 86.34 psf I I I I I I I I I I I I I I I I I ( I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ ...,N....,N __ _ Page ___ of __ _ Date 02/05/88 Job _ _..sm....._ __ D O O R P A N E L A N A L Y S I S TYP MAN DOOR INWARD ANALYSIS ..,OU._T_...W-'A-RD...._A ... NA ... L.._Y ... S""'I S.._ _______ _ Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection Dn: Lateral Load Mom. Mu1: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: UL ti mate Moment Mu: Mu/ PhiMn Ratio: 3.5625 in 0.4133 1n·2 0.4720 1n·2 0.9256 in 1.0889 in 7.1611 in 0.8644 3122.00 ksi 9.289 87.793 in·k 75.889 in-k 31.994 in·3 5.541 in 57.036 in·k -2.127 in·k 4.045 in·k 7.737 in·k 66.691 in·k 0.879 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in·4 Reveal M. of Inert. lgr: 107 .172 in"4 Cracking Moment Mer: 12.358 in·k Cracking Defl. Der: 0.150 in Lateral Load Mom. Ms1: 40.667 in·k Roof Ecc. Moment Ms2: ·2.027 in·k Rf.+ Ppt. Moment Ms3: 1.712 in·k Panel Wt. Moment Ms4: 3.272 in·k Service Moment Ms: 43.625 in·k Service Deflection Os: 2.384 in Allowable Def l. Da: 2.460 in Ds / Da Ratio: 0.969 Wall Sec. is Adeauate for Slenderness Seismic Loads Govern Design Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.4133 1n·2 Eff. Area of Stl Aseff: 0.4720 in·2 Stress Block Width a: 0.9256 in Neutral Axis c: 1.0889 in Roof Load Ecc. e: 4.5889 in Phi Factor Phi: 0.8644 Mod. of Etas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 91.333 in·k Reduced Mom. Str. PhiMn: 78.950 in·k Cr. Mom. of Inertia lcr: 34.n4 in·3 Nominal Deflection Dn: 5.303 in Lateral Load Mom. Mu1: 57.036 in·k Roof Ecc. Moment Mu2: 1.363 in·k Rf.+ Ppt. Moment Mu3: 3.871 in·k Panel Wt. Moment Mu4: 7.406 in·k Ultimate Moment Mu: 69.676 in·k Mu/ PhiMn Ratio: 0.883 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Reveal M. of Inert. lgr: 107.172 in·4 Cracking Moment Mer: 12.358 in·k Cracking Deft. Der: 0.150 in Lateral Load Mom. Ms1: 40.667 in·k Roof Ecc. Moment Ms2: 1.299 in·k Rf.+ Ppt. Moment Ms3: 1 .712 in-k Panel Wt. Moment Ms4: 3.272 in·k Service Moment Ms: 46.950 in·k Service Deflection Os: 2.407 in Allowable Defl. Da: 2.460 in Ds / Da Ratio: 0.979 Wall Sec. is Acleauate for Slenderness I I I I I I I I I I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ ..:;N~N __ _ Date 02/05/88 Analysis: PANELS Page ___ of___ Job._...::,:8777.:..,w __ D O O R P A N E L A N A L Y S I S TYP MAN DOOR ( '_7 1 {__,e;J I 0 ,/.u,,/ <::-...e..-, 1e./l-<-// INPUT Concrete Strength f•c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof .Height Panel Thickness Reveal Depth Hp: 21.000 ft Hr: 20.500 ft Tp: 5.500 in Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 0.750 in 150 plf 3.500 in 0 plf 3.330 ft 7.000 ft 3.000 ft H/100 VERTICAL REINFORCING fAEII F"iE <:f::e Bar She: #5 Bar Spacing: s: 11.500 in SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16.500 in Area of Steel/ ft As/Ag Ratio: As: 0.6470 in·2 Area of Steel/ ft As: 0.1455 in·2 0.0022 0.0012 Min. As/Ag Ratio:* Low Chair Size: High Chair Size: y SERVICE LOADS Wall Weight Wt: Roof Dead Load P1: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below F1: Seismic Load Above F2: Wind In O • 20 ft. W1: Wind In 20 • 40 ft. W2: 0.0098 As/Ag Ratio: 0.0020 Min. As/Ag Ratio:* 2.750 in-\ * Per 1982 UBC Section 2610 (p) 7, min. 2.750 in 68. 75 psf 233 plf 1096 plf 53 plf 1382 pl f 20.62 psf 32.07 psf 28.09 psf 30.43 psf areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Below Fu1: Seismic Load Above Fu2: Wind In O • 20 ft. WU1: Wind In 20 • 40 ft. Wu2: 72.19 psf 245 plf 1151 plf 56 plf 1452 plf 28.93 psf 44.98 psf 35.81 psf 38.80 psf Wind out Full Ht. Wo: 27.89 psf Wind Out Full Ht. WUo: 35.56 psf I I I I I I I I I I I I I I I I ' I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By: _____ N..,N __ _ Date 02/05/88 Analysis: PANELS Page. ___ of __ _ Job __ am _____ _ D O O R P A N E L A N A l Y S I S TYP MAN DOOR PARAPET DESIGN Seismic Load Fu: Ult. Seismic Mom. Mus: Wind Ld. 0 • 20 ft. wu1: Wind Ld. 20 • 40 ft. wu2: 119.95 psf 0.180 in·k 38.80 psf 42.03 psf Parapet Height Hp: 0.500 ft Min Depth to Reinf. d: 2.312 in Area of Steel Req1d. As: 0.0014 1n·2 Ult. Wind Moment Muw: 0.063 in·k Panel Area of Steel As: 0.3235 in"2 Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 213 pl f 262 plf Panel Reinf. is Adequate for Parapet outward Reac. at Roof: outward Reac. at Floor: 213 pl f 262 plf I I ' I I I I I I I I I I I I I I I le I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \/ g ~ of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL W/ OPENING 4 ,,/A?/~ etf ( , 1u/.' c:;. .,,,-. tf/ f-t_• I SEISMIC DESIGN '--_, L>-rf INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 21. 000 ft 18.000 ft 5.500 in 0.750 in 150 plf 3.500 in 0 plf 6.000 ft 9.000 ft, 3.000 ft ·r7qroo-- VERTICAL REINFORCING eeH PACI 4 Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 15.000 in As: 0.4960 inA2 0.0075 0.0020 ~, I I 2 • 750 in ; \ 2. 750 in _____ , "' Wt: 68.75 psf Roof Dead Load Pl: 300 plf 1237 plf 412 plf 1949 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 20.62 psf F2: 41.25 psf Wind In O -20 ft. Wl: 36.13 psf Wind In 20 -40 ft. W2: 39.14 psf Wind Out Full Ht. Wo: 33.12 psf Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 72.19 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 315 plf 1299 plf 433 plf 2047 plf Seismic Load Below Ful: 28.93 psf Seismic load Above Fu2: 57.85 psf Wind In O -20 ft. Wul: 46.06 psf Wind In 20 -40 ft. Wu2: 49.90 psf Wind Out Full Ht. Wuo: 42.22 psf I I \ I I I I I I I I I I I I I I 1. • I Analysis: PANELS ------------ SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page ~q3 of __ Date 02/05/88 Job_.....;:8=-7.:...::77 __ D O O R P A N E L A N A L Y S I S WALL W/ OPENING INWARD ANALYSIS OUTWARD ANALYSIS · Wind Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 2.3125 in Depth to Reinf. d: 2.4375 in Area of Steel /ft As: 0.2480 in"2 Area of Steel /ft As: 0.2480 in"2 Eff. Area of Stl Aseff: 0.2821 in"2 Eff. Area of Stl Aseff: 0. 2821 i n"2 Stress Block Width a: 0.5532 in Stress Block Width a: 0.5532 in Neutral Axis c: 0.6508 in Neutral Axis c: 0.6508 in Roof Load Ecc. e: 7.5992 in Roof Load Ecc. e: 4.1508 in Phi Factor Phi: 0.8793 Phi Factor Phi: 0.8793 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 34.462 in-k Nominal Moment Str. Mn: 36.578 in-k Reduced Mom. Str. PhiMn: 30.303 in-k Reduced Mom. Str. PhiMn: 32.164 in-k Cr. Mom. of Inertia Icr: 8.339 in"3 Cr. Mom. of Inertia Icr: 9.468 in"3 Nominal Deflection Dn: 6.433 in Nominal Deflection Dn: 6.014 in Lateral Load Mom. Mul: 22.386 in-k Lateral Load Mom. Mul: 21.087 in-k Roof Ecc. Moment Mu2: -1. 197 in-k Roof Ecc. Moment Mu2: 0.654 in-k Rf.+ Ppt. Moment Mu3: 4.812 in-k Rf.+ Ppt. Moment Mu3: 4.498 in-k Panel Wt. Moment Mu4: 4.179 in-k Panel Wt. Moment Mu4: 3.906 in-k Ultimate Moment Mu: 30.180 in-k Ultimate Moment Mu: 30.146 in-k Mu/ PhiMn Ratio: 0.996 Mu/ PhiMn Ratio: 0.937 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Gr. Mom. of Inertia lg: 166.375 in"4 Reveal M. of Inert. lgr: 107 .172 in"4 Reveal M. of Inert. Igr: 107 .172 i n"4 Cracking Moment Mer: 12.358 in-k Cracking Moment Mer: 12.358 in-k Cracking Defl. Der: 0.116 in Cracking Defl. Der: 0.116 in Lateral load Mom. Msl: 17.558 in-k Lateral Load Mom. Msl: 15.036 in-k Roof Ecc. Moment Ms2: -1.140 in-k Roof Ecc. Moment Ms2: 0.623 in-k Rf.+ Ppt. Moment Ms3: I. 538 in-k Rf.+ Ppt. Moment Ms3: I. 538 in-k Panel Wt. Moment Ms4: 1.336 in-k Panel Wt. Moment Ms4: 1.336 in-k Service Moment Ms: 19.292 in-k Service Moment Ms: 18.532 in-k Service Deflection Os: 2.097 in Service Deflection Os: 1.619 in Allowable Defl. Da: 2 .160 in Allowable Defl. Da: 2.160 in Os/ Da Ratio: 0.971 Os / Da Ratio: 0.750 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness I I t I I I I I I I I I I I I I I .( ' I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page yq4 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL W/ OPENING PARAPET DESIGN Seismic Load Fu: 154.27 psf Ult. Seismic Mom. Mus: 8.331 in-k Wind Ld. 0 -20 ft. wul: 49.90 psf Wind Ld. 20 -40 ft. wu2: 54.06 psf Ult. Wind Moment Muw: 2.819 in-k Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 223 plf Inward Reac. at Floor: 316 plf Parapet Height Hp: 3.000 ft Min Depth to Reinf. d: 2.312 in Area of Steel Req'd. As: 0.0687 inA2 Panel Area of Steel As: 0.2480 inA2 Panel Reinf. is Adeguate for ParaQet Outward Reac. at Roof: Outward Reac. at Floor: 229 plf 222 plf I I I I I I I : I I 11 I I I I I I I I I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ .... N.,.N __ _ Date 02/05/88 Analysis: PANELS Page ___ of __ _ Job 8777 D O O R P A N E L A N A L Y S I S I/All U/ OPENING I'/ L,o? INPUT Concrete Strength f•c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Hp: 21.000 ft Hr: 18.000 ft Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add 1 l Axial Dead Ld. Adl: Door Width Wdr: 5.500 in 0.750 in 150 plf 3.500 in 0 plf 6.000 ft Door Height Hdr: 9.000 ft Panel Leg Width Plg: __b.2.Q(Lil Service Defl. Limit Olm: H/100 VERTICAL REINFORCING -.•cw F1Ci ..::e, Bar Size: #5 Bar Spacing: s: 11.500 in SEISMIC DESIGN Seismic Zone Factor Seismic lq:>. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind lq:>. Factor lw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 q:>h 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16.500 in Area of Steel/ ft As/Ag Ratio: As: 0.6470 in·2 Area of Steel/ it As: 0.1455 in·2 0.0022 0.0012 0.0098 As/Ag Ratio: Min. As/Ag Ratio:* 0.0020 Low Chair Size: I -----------, • 2. 750 in I High Chair Size: L--~-~0-~~-\ SERVICE LOADS Wall Weight Wt: Roof Dead Load P1: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add1l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below F1: Seismic Load Above F2: Wind In O • 20 ft. W1: Wind In 20 -40 ft. W2: 68.75 psf 330 plf 1361 pl f 454 plf 2145 plf 20.62 psf 45.37 psf 39.74 psf 43.05 psf Wind Out Full Ht. Wo: 36.43 psf Min. As/Ag Ratio:* * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Below Fu1: Seismic Load Above Fu2: Wind In O • 20 ft. Wu1: Wind In 20 -40 ft. Wu2: n.19 psf 346 plf 1429 plf 477 plf 2252 plf 28.93 psf 63.64 psf 50.67 psf 54.89 psf Wind Out Full Ht. Wuo: 46.45 psf I I I I I I I I I I I I I I I I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By. ___ -"N:::N __ _ Page. ___ of __ _ Date 02/05/88 Job._~8:!-777!.J,..._ D O O R P A N E L A N A L Y S l S WALL W/ OPENING INWARD ANALYSIS :cOUTW:.:.::,..AR:.a:D'-'-'ANaaaA.,,,L:.:.YS""'I""'S'--------- Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Etas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mu1: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 2.3125 in 0.3235 in"2 0.3610 in"2 0.7079 in 0.8328 in 7.4172 in o.8m 3122.00 ksi 9.289 42.424 in-k 37.216 in-k 9.653 in"3 6.842 in 24.625 in-k -1.283 in-k 5.631 in·k 4.888 in-k 33.860 in-k 0.910 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig: 166.375 in"4 Reveal M. of Inert. Igr: 107,172 in"4 Cracking Moment Mer: 12,358 in-k Cracking Defl. Der: 0.116 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Oefl. Os/ Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Os: Da: 19.313 in-k -1.224 in·k 1.693 in-k 1.470 in·k 21.253 in·k 2.105 in 2.160 in 0.975 Wall Sec. is Adequate for Slenderness Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: 2.4375 in 0.3235 in"2 0.3610 in"2 Stress Block Width a: 0.7079 in Neutral Axis c: 0.8328 in Roof Load Ecc. e: 4.3328 in Phi Factor Phi: 0.8m Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 45.132 in-k Reduced Mom. Str. PhiMn: 39.592 in-k Cr. Mom. of Inertia Icr: 10.946 in"3 Nominal Deflection On: 6.419 in Lateral Load Mom. Mu1: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 22.572 in-k 0.750 in-k 5.282 in·k 4.586 in-k 33.191 in-k 0.838 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig: 166.375 in"4 Reveal M. of Inert. Igr: 107.172 in"4 Cracking Moment Mer: 12.358 in-k Cracking Deft. Der: 0.116 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service M0111ent Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Os: Da: 17.704 in-k 0.715 in-k 1.693 in-k 1.470 in·k 21.582 in-k 1.890 in 2.160 in 0.875 wall sec. is Adequate for Sler-derness I I { I I I I I I I I I I I I I I ~ I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page ___ of __ _ Date 02/05/88 Job 8m D O O R P A N E L A N A L Y S I S WALL W/ OPENING PARAPET DESIGN Seismic Load Fu: 169.70 psf Ult. Seismic Mom. Mus: 9.164 in·k Wind Ld. 0 -20 ft. wu1: 54.89 psf Wind Ld. 20 • 40 ft. wu2: 59.46 psf Ult. Wind Moment Muw: 3.101 in·k Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 223 plf Inward Reac. at Floor: 347 plf Parapet Height Hp: 3.000 ft Min Depth to Reinf. d: 2.312 in Area of Steel Req•d. As: 0.0758 in"2 Panel Area of Steel As: 0.3235 in"2 Panel Reinf. is Adequate for Parapet Outward Reac. at Roof: Outward Reac. at Floor: 203 plf 319 plf I I r t I I I I I I I I I I I I I I I ( I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE Analysis: PANELS By NN Page \/Dit) of __ _ Date 02/05/88 Job 8777 D O O R INPUT P A N E L A N A L Y S I S WALL W/ OPENING /{Jt,v7~ SEISMIC DESIGN / / I // / I , . ./ •. c___. '-'. Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Oefl. Limit Olm: 21.000 ft 18.000 ft 5.500 in 0.750 in 150 plf 3.500 in 0 plf 6.000 ft. -· 9 ~o-oo Jt 1.000 ft -~H/100 . VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 14. 500 in As: 0.5131 inA2 0.0078 0.0020 1. 500 in 4.000 in Wt: 68.75 psf Roof Dead Load Pl: 600 plf 2475 plf 825 plf 3900 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 20.62 psf F2: 82.50 psf Wind In O -20 ft. WI: 72.25 psf Wind In 20 -40 ft. W2: 78.27 psf Wind out Full Ht. Wo: 66.23 psf Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0 .1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 72.19 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 630 plf 2599 plf 866 plf 4095 plf Seismic Load Below Ful: 28.93 psf Seismic Load Above Fu2: 115.71 psf Wind In O -20 ft. Wul: 92.12 psf Wind In 20 -40 ft. Wu2: 99.80 psf Wind Out Full Ht. Wuo: 84.45 psf I I I I I I I I I I I I I I I I ~ I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \JqC\ of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL W/ OPENING INWARD ANALYSIS =OU,._.,,T ...... WA ...... R=D_.A=N=AL....,Y:..:::S=IS~------- Wind Loads Govern Design Depth to Reinf. d: 3.5625 in Area of Steel /ft As: 0.2565 inA2 Eff. Area of Stl Aseff: 0.3248 inA2 Stress Block Width a: 0.6369 in Neutral Axis c: 0.7493 in Roof Load Ecc. e: 7.5008 in Phi Factor Phi: 0.8586 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 63.221 in-k Reduced Mom. Str. PhiMn: 54.284 in-k Cr. Mom. of Inertia Icr: 25.561 inA3 Nominal Deflection Dn: 3.850 in Lateral Load Mom. Mul: 44.772 in-k Roof Ecc. Moment Mu2: -2.363 in-k Rf.+ Ppt. Moment Mu3: 5.760 in-k Panel Wt. Moment Mu4: 5.003 in-k Ultimate Moment Mu: 53 .172 in-k Mu/ PhiMn Ratio: 0.980 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds I Da Ratio: 273.861 psi 166.375 inA4 107 .172 inA4 12.358 in-k 0.116 in 35.115 in-k -2.250 in-k 3.078 in-k 2.673 in-k 38.616 in-k 2.044 in 2.160 in 0.946 Wall Sec. is Adequate for Slenderness Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mul: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 3.6875 in 0. 2565 inA2 0.3248 inA2 0.6369 in 0.7493 in 4.2492 in 0.8586 3122.00 ksi 9.289 65.657 in-k 56.375 in-k 27.730 inA3 3.686 in 41.041 in-k 1.339 in-k 5.514 in-k 4.790 in-k 52.683 in-k 0.935 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 166.375 inA4 107.172 inA4 12.358 in-k 0.116 in 32.189 in-k 1.275 in-k 3.078 in-k 2.673 in-k 39.215 in-k 1. 915 in 2.160 in 0.886 Wall Sec. is Adequate for Slenderness I I ( I I I I I I I I I I I I I I I I( I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page\./ \00 of __ _ Date 02/05/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL W/ OPENING PARAPET DESIGN Seismic Load Fu: 308.55 psf Ult. Seismic Mom. Mus: 16.662 in-k Wind Ld. 0 -20 ft. wul: 99.80 psf Wind Ld. 20 -40 ft. wu2: 108.12 psf Ult. Wind Moment Muw: 5.639 in-k Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 223 plf Inward Reac. at Floor: 631 plf Parapet Height Hp: 3.000 ft Min Depth to Reinf. d: 3.562 in Area of Steel Req'd. As: 0.0888 inA2 Panel Area of Steel As: 0.2565 inA2 Panel Reinf. is Adeguate for Paraget Outward Reac. at Roof: Outward Reac. at Floor: 203 plf 580 plf I I ( I I I I I I I I I I I I I I I { I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ N._N ____ _ Page ___ of __ _ Date 02/05/88 Job am D O O R P A N E L A N A L Y S I S WALL# 4 j$~// q INPUT '""SE""l..,SM=IC'-"-DE,..S,..l.:GN"--_____ _,;. __ Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Etas. Es: 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Hp: 21.000 ft Hr: 20.500 ft Tp: 5.500 in Rd: 0.750 in Rdl: 150 plf Ledger Width Lw: 3.500 in 0 plf 12.000 ft Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: 14.000 !!.--; Panel Leg Width Plg: I 2-:-oof_!!/ Service Defl. Limit Olm: H/100 VERTICAL REINFORCING EACH FACE Seismic Zone Factor Seismic lq>. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind lq>. Factor lw: Exposure Type Exp: Walls Inward Cq: Walls outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING 0.80 70 q>h 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1 .30 Bar Size: #5 Bar Size: #4 Bar Spacing: s: 7.500 in Bar Spacing: s: 16.500 in Area of Steel/ ft As/Ag Ratio: As: 0.9920 in"2 Area of Steel/ ft As: 0.1455 in"2 0.0022 0.0012 Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead load P1: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below F1: seismic Load Above F2: Wind In O -20 ft. W1: Wind In 20 -40 ft. W2: Wind out Full Ht. Wo: 0.0150 As/Ag Ratio: 0.0020 1.500 in 4.000 in 68.75 psf 600 plf 2045 plf 137 plf 2782 plf 20.62 psf 82.50 psf 72.25 psf 78.27 psf 71.75 psf Min. As/Ag Ratio:* * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 72.19 psf 630 plf 2147 plf 144 plf 2921 plf Seismic Load Below Fu1: 28.93 psf SefSIRic Load Above Fu2: 115.71 psf Wind In O -20 ft. Wu1: 92.12 psf Wind In 20 -40 ft. Wu2: 99.80 psf Wind out Full Ht. Wuo: 91.48 psf '1 \ 0 \ I I f ' I I I I I I I I I I I ·I I I I ( I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ ..::N~N __ _ Page. ___ of __ _ Date 02/05/88 Job._....i;:8777,1.,.!.! __ D O O R P A N E L A N A L Y S I S WALL# 4 INWARD ANALYSIS ~QU ... T.,.W"'A,..RD:....:.A...,N ... AL,._Y,..S..:.I.._S ________ _ Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: 3.5625 in 0.4960 in"2 0.5447 in"2 1.0680 in Neutral Axis c: 1.2565 in Roof Load Ecc. e: 6.9935 in Phi Factor Phi: 0.8705 Mod. of Elas. cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 98.974 in-k Reduced Mom. Str. PhiMn: 86.157 in·k Cr. Mom. of Inertia lcr: 34.840 in"3 Nominal Deflection Dn: 5.736 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 58.078 in-k -2.203 in·k 4.440 in·k 6.158 in-k 66.472 in-k o.m Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia [g: 166.375 in"4 Reveal M. of Inert. [gr: 107.172 in"4 Cracking Moment Cracking Defl. Mer: 12.358 in·k Der: 0.150 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 45.551 in·k -2.098 in-k 1.813 in-k 2.515 in-k 47.782 in-k 2.435 in 2.460 in 0.990 Wall Sec. is Adequate for Slenderness Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: 3.6875 in 0.4960 in"2 0.5447 in"2 Stress Block Width a: 1.0680 in Neutral Axis c: 1.2565 in Roof Load Ecc. e: 4. 7565 in Phi Factor Phi: 0.8705 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 103.059 in-k Reduced Mom. Str. PhiMn: 89.713 in·k Cr. Mom. of Inertia [er: 37.836 in"3 Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 5.500 in 57.669 in-k 1.498 in-k 4.257 in-k 5.904 in-k 69.328 in-k 0.773 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Reveal M. of Inert. lgr: 107.172 in"4 Cracking Moment Cracking Defl. Mer: 12.358 in-k Der: 0.150 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 45.230 in-k 1.427 in-k 1.813 in-k 2.515 in-k 50.986 in-k 2.428 in 2.460 in 0.987 Wall Sec. is Adequate for Slenderness \j \ r .. \_·' ..,,,.,,. I I i I I I I I I I I I I I I I I : I I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page. ___ of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 4 PARAPET DESIGN Seismic Load Fu: 308.55 psf Ult. Seismic Mom. Mus: 0.463 in-It Wind Ld. 0 • 20 ft. wu1: 99.80 psf Wind Ld. 20 -40 ft. wu2: 108.12 psf Ult. Wind Moment Muw: 0.162 in-It Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 196 plf 740 plf Parapet Height Hp: 0.500 ft Min Depth to Reinf. d: 3.562 in Area of Steel Req'd. As: 0.0024 in"2 Panel Area of Steel As: 0.4960 in"2 Panel Reinf. is Adeauate for Parae!i!t outward Reac. at Roof: outward Reac. at Floor: 193 plf 735 plf Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf I SCHEIBEL/DYER ASSOCIATES, INC. \I\ C t~ i. STRUCTURAL ENGINEERS I Project El FUERTE By NN Date 02/05/88 I Analysis: PANELS Page of_ Job 8m I D O O R P A N E L A N A L Y S I S WALL# 4 I INPUT SEISMIC DESIGN Concrete Strength f•c: 3,000 psi Seismic Zone Factor Z: 1.0000 I Concrete Weight Cwt: 150 pcf Seismic I~. Factor Is: 1 .00 Steel Yield Strength Fy: 60,000 psi Wal ls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 I Panel Height Hp: 21.000 ft WIND DESIGN Roof Height Hr: 20.500 ft Panel Thickness Tp: 5.500 in Basic Wind Speed v: 70qxi I Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 150 plf Wind lq,. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C I Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 15.330 ft Wal ls Outward Cq: 1.10 Door Height Hdr: 9.000 ft Parapets Cq: 1.30 Panel Leg Width Pl g: \T.o'cfcf-tt{ 0 to 20 ft. Elev. Ce: 1 .20 I Service Deft. Limit Dlm: H/100 20 to 40 ft. Elev. Ce: 1 .30 VERTICAL BEINFORCING EACH FACE HORIZONTAL REINFORCING I Bar Size: #5 Bar Size: #4 Bar Spacing: s: 16.500 in Bar Spacing: s: 16.500 in I Area of Steel/ ft As: 0.4509 in"2 Area of Steel/ ft As: 0.1455 in"2 AS/Ag Ratio: 0.0068 As/Ag Ratio: 0.0022 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 I Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 4.000 in areas of steel may be interchanged I SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 68.75 psf Wall Weight Wtu: 72.19 psf I Roof Dead Load P1: 380 plf Roof Dead Load Pu1: 399 plf Panel Wt. at Mid-ht. P2: 1785 pl f Panel Wt. at Mid-ht. Pu2: 1874 plf I Ppt. Wt.+ Add'l Ld. P3: 87 plf Ppt. Wt.+ Add'l Ld. Pu3: 91 plf Total Ld. at Mid-ht. P: 2252 plf Total Ld. at Mid-ht. Pu: 2364 plf ~ Seismic Load Below F1: 20.62 psf Seismic Load Below Fu1: 28.93 psf Seismic Load Above F2: 52.24 psf Seismic Load Above Fu2: 73.27 psf Wind In 0 • 20 ft. W1: 45.75 psf Wind In 0 • 20 ft. WU1: 58.34 psf I Wind In 20 -40 ft. W2: 49.57 psf Wind In 20 -40 ft. Wu2: 63.20 psf Wind out Full Ht. Wo: 45.44 psf Wind out Full Ht. Wuo: 57.93 psf i I ------------- I I I I I I I I I I I I I I I I ~ I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ____ N_N __ _ Page ___ of __ _ Date 02/05/88 Job _ _...sm......_ __ D O O R P A N E L A N A L Y S I S WALL # 4 INWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. Area of Steel /ft d: 3.5625 in As: 0.2254 in"2 Eff. Area of Stl Aseff: 0.2648 in"2 Stress Block Width a: 0.5193 in Neutral Axis Roof Load Ecc. c: 0.6110 in e: 7.6390 in Phi Factor Phi: 0.8761 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 52.485 in-k Reduced Mom. Str. PhiMn: 45.984 in-k Cr. Mom. of Inertia Icr: 22.344 in"3 Nominal Deflection Dn: 4.743 in OUTWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: 3.6875 in 0.2254 in"2 0.2648 in"2 0.5193 in Neutral Axis c: 0.6110 in Roof Load Ecc. e: 4.1110 in Phi Factor Phi: 0.8761 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 54.472 in-k Reduced Mom. Str. PhiMn: 47.724 in-k Cr. Mom. of Inertia Icr: 24.198 in"3 Nominal Deflection Dn: 4.545 in Lateral Load Mom. Mu1: 36.n8 in-k Lateral Load Mom. Mu1: 36.519 in-k Roof Ecc. Moment Mu2: -1.524 in-k Roof Ecc. Moment Mu2: 0.820 in-k Rf.+ Ppt. Moment Mu3: 2.324 in-k Rf.+ Ppt. Moment Mu3: 2.227 in-k Panel Wt. Moment Mu4: 4.444 in-k Panel Wt. Moment Mu4: 4.259 in-k Ultimate Moment Mu: 42.022 in-k Ultimate Moment Mu: 43.825 in-k Mu/ PhiMn Ratio: 0.914 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig: 166.375 in"4 Reveal M. of Inert. Igr: 107.172 in"4 Cracking Moment Cracking Defl • Mer: 12.358 in-k Der: 0.150 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 28.845 in-k -1.451 in-k 1.149 in-k 2.196 in-k 30.738 in-k 2.254 in 2.460 in 0.916 Wall Sec. is Adequate for Slenderness Mu/ PhiMn Ratio: 0.918 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig: 166.375 in"4 Reveal M. of Inert. Igr: 107.172 in"4 Cracking Moment Cracking Def l • Mer: 12.358 in-k Der: 0.150 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Da: Ds / Da Ratio: 28.642 in-k 0.781 in-k 1.149 in-k 2.196 in-k 32.768 in-k 2.280 in 2.460 in 0.927 Wall Sec. is Adequate for Slenderness I I \ I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By ___ _,N.,.N __ _ Page ___ of __ _ D O O R P A N E L A N A L Y S I S WALL# 4 Date 02/05/88 Job am I PARAPET DESIGN I I I I I I I I I I I I Seismic Load Fu: Ult. Seismic Mom. Mus: Wind Ld. 0 -20 ft. wu1: Wind Ld. 20 -40 ft. wu2: Ult. Wind Moment Muw: Seismic Load Governs 195.39 psf 0.293 in-le 63.20 psf 68.46 psf 0.103 in·lc LATERAL SERVICE LOAD REACTIONS Parapet Height Hp: 0.500 ft Min Depth to Reinf. d: 3.562 in Area of Steel Req'd. As: 0.0015 in-2 Panel Area of Steel As: 0.2254 in"2 Panel Reinf. is Adequate for Parapet Inward Reac. at Roof: 196 plf outward Reac. at Roof: 193 pl f 465 plf Inward Reac. at Floor: 469 plf outward Reac. at Floor: Per UBC, Mininun Roof Reaction for Panel Anchor Design is 200 plf \/ \O(r I I (, I I I I I I I I I I I I I I I I( I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE fl By AL Date 12/24/87 Analysis: PANELS Page\J \ 01 of__ Job 8777 D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR h L /J ~ INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Hod. of Elas. Es: 29,000 ksi Panel Height Hp: 20.000 ft Roof Height Hr: 20.000 ft Panel Thickness Tp: 5.500 in Reveal Depth Rd: 0.000 in Roof Dead Load Rdl: 150 plf Ledger Width Lw: . 3.500 in Add'l Axial Dead Ld. Adl: 0 plf Door Width Wdr: 12.000 ft Door Height Hdr: ... }4.JlOO . .-ft_ Panel Leg Width Plg:_ 2.000_.~ Service Defl. Limit Olm: H/100 VERTICAL REINFORCING EACH FACE Bar Size: #5 Bar Spacing: s: 11.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.6764 inA2 0.0102 0.0020 Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Fl: Seismic Load Above F2: Wind In O -20 ft. WI: Wind Out Full Ht. Wo: 1.500 in 4.000 in 66.46 psf 600 plf 1861 plf 0 plf 2461 plf 19.94 psf 79.75 psf 72.25 psf 66.23 psf V-72 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 16. 500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1455 inA2 0.0022 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 69.78 psf 630 plf 1954 plf 0 plf 2584 plf Seismic load Below Ful: 27.96 psf Seismic Load Above Fu2: 111.85 psf Wind In O -20 ft. Wul: 92.12 psf Wind Out Full Ht. Wuo: 84.45 psf I I i \ I I I I I I I I I I I I I I I ,c I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE 11 By Al Page \J '\ 0£> of __ Date 12/24/87 Job_~87,_,,7_._7 __ D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR INWARD ANALYSIS OUTWARD ANALYSIS Wind Loads Govern Design Wind Loads Govern Design Depth to Reinf. d: 4.3125 in Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.3382 inA2 Area of Steel /ft As: 0.3382 inA2 Eff. Area of Stl Aseff: 0.38}2 inA2 Eff. Area of Stl Aseff: 0.38}2 inA2 Stress Block Width a: 0.7475 in Stress Block Width a: 0.7475 in Neutral Axis c: 0.8795 in Neutral Axis c: 0.8795 in Roof Load Ecc. e: 8.1205 in Roof Load Ecc. e: 4.3795 in Phi Factor Phi: 0.8739 PM Factor Phi: 0.8739 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 90.098 in-k Nominal Moment Str. Mn: 75.801 in-k Reduced Mom. Str. PhiMn: 78.737 in-k Reduced Mom. Str. PhiMn: 66.243 in-k Cr. Mom. of Inertia Icr: 44,459 inA3 Cr. Mom. of Inertia Icr: 30.645 inA3 Nominal Deflection Dn: 3.895 in Nominal Deflection Dn: , 4.754 in Lateral Load Mom. Mui: 55.274 in-k Lateral Load Mom. Mui: 50.668 in-k Roof Ecc. Moment Mu2: -2.558 in-k Roof Ecc. Moment Mu2: 1.380 in-k Rf.+ Ppt. Moment Mu3: 2.454 in-k Rf.+ Ppt. Moment Mu3: 2.995 in-k Panel Wt. Moment Mu4: 3.805 in-k Panel Wt. Moment Mu4: 4.644 in-k Ultimate Moment Mu: 58.975 in-k Ultimate Moment Mu: 59.686 in-k Mu/ PhiMn Ratio: 0.749 Mu/ PhiMn Ratio: 0.901 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: }66.375 inA4 Gr. Hom. of Inertia lg: }66.375 inA4 Cracking Moment Mer: 16.569 in-k Cracking Moment Mer: 16.569 in-k Cracking Defl. Der: 0.191 in Cracking Defl. Der: 0.191 in Lateral Load Mom. Hsi: 43.352 in-k Lateral Load Mom. Msl: 39.739 in-k Roof Ecc. Moment Ms2: -2.436 in-k Roof Ecc. Moment Ms2: 1.314 in-k Rf.+ Ppt. Moment Ms3: 1.440 in-k Rf.+ Ppt. Moment Ms3: 1.440 in-k Panel Wt. Moment Ms4: 2.233 in-k Panel Wt. Moment Hs4: 2.233 in-k Service Moment Ms: 44.589 in-k Service Moment Ms: 44.726 in-k Service Deflection Ds: 1.603 in Service Deflection Os: 2.360 in Allowable Defl. Da: 2.400 in Allowable Defl. Da: 2.400 in Os/ Da Ratio: 0.668 Ds / Da Ratio: 0.983 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness '1-13 I I ( I I I I I I I I I I I I I I I t I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 11 By AL Date 12/24/87 Analysis: PANELS Page\' l cf} of___ Job 8777 D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR PARAPET DESIGN Seismic Load Ult. Seismic Mom. Fu: 298.26 psf Mus: 0.000 in-k Wind Ld. 0 -20 ft. wul: 99.80 psf Wind Ld. 20 -40 ft. wu2: 108.12 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs LATERAL SERVICE LOAD REACTIONS Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 3.687 in Area of Steel Req'd. As: 0.0000 inA2 Panel Area of Steel As: 0.3382 inA2 Panel Reinf. is Adequate for Parapet Inward Reac. at Roof: 181 plf Outward Reac. at Roof: 166 plf 662 plf Inward Reac. at Floor: 723 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf ., \J-74 I SCHEIBEL/DYER ASSOCIATES, INC. 'J \ lO STRUCTURAL ENGINEERS I Project EL FUERTE ( BY. NN Date 0~l05l88 I Analysis: PANELS Page ___ of Job §.777 I D O O R P A N E L A N A L Y S I S TYP TRUCK DOOR,BLDG 2 ( l '/C.., &; ) II INPUT SEISMIC DESIGN Concrete Strength f•c: 3,000 psi Seismic Zone Factor Z: 1.0000 I Concrete Weight Cwt: 150 pcf Seismic lq:,. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 1. Panel Height Hp: 20.000 ft WIND DESIGN Roof Height Hr: 20.000 ft Panel Thickness Tp: 5.500 in Basic Wind Speed v: 70 q:>h I Reveal Depth Rd: 0.000 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 150 plf Wind lq:,. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C I Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 12.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 14.000 ft Parapets Cq: 1.30 Panel Leg Width Ple~--1:soo-tt 0 to 20 ft. Elev. Ce: 1 .20 I .. Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1 .30 VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING I Bar Size: ~ Bar Size: #4 #5 Bar Spacing: s: Bar Spacing: s: 16.500 in I Area of Steel/ ft As: 1.0629 in"2 Area of Steel/ ft As: 0.1455 in"2 As/Ag Ratio: 0.0161 As/Ag Ratio: 0.0022 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 I Low Chair Size: 1 .~00 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 4.000 in areas of steel may be interchanged I §ERVICg LOADS ULTIMATE LOADS Wall Weight Wt: 68.75 psf Wall Weight Wtu: 72.19 psf I Roof Dead Load P1: 750 plf Roof Dead Load Pu1: 787 plf Panel Wt. at Mid-ht. P2: 2337 plf Panel Wt. at Mid-ht. Pu2: 2454 plf I Ppt. Wt.+ Add1l Ld. P3: 0 plf Ppt. Wt.+ Add1 l Ld. Pu3: 0 plf Total Ld. at Mid-ht. P: 3087 plf Total Ld. at Mid-ht. Pu: 3241 plf I Seismic Load Below F1: 20.62 psf Seismic Load Below Fu1: 28.93 psf Seismic Load Above F2: 103.12 psf Seismic Load Above Fu2: 144.63 psf f Wind In 0 • 20 ft. W1: 90.32 psf Wind In 0 • 20 ft. Wu1: 115.15 psf Wind out Full Ht. Wo: 82.79 psf Wind out Full Ht. Wuo: 105.56 psf I I I ( I I I I I I I I I I I I I I I j I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By, ___ _.N:.:.:Nc._ __ Page. ___ of __ _ Date 0Z/05/88 Job,_-=8m.:..w. __ D O O R P A N E L A N A L Y S I S TYP TRUCK DOOR,BLDG 2 INWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. Area of Steel /ft d: 4.3125 in As: 0.5314 in"2 Eff. Area of Stl Aseff: 0.5854 in"2 Stress Block Width a: 1.1479 in Neutral Axis c: 1.3505 in Roof Load Ecc. e: 7.6495 in Phi Factor Phi: 0.8673 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 131.322 in·k Reduced Mom. Str. PhiMn: 113.891 in·k Cr. Mom. of Inertia Icr: 57.564 in"3 Nominal Deflection On: 4.384 in Lateral Load Mom. Mu1: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 69.092 in-k ·3.010 in-k 3.450 in-k 5.380 in-k 74.912 in-k 0.658 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Crackfog Moment Mer: 16.569 in-k Cracking Defl. Der: 0.191 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Deft. Da: Os/ Oa Ratio: 54.190 in-k -2.869 in-k 1.800 in-k 2.804 in-k 55.926 in-k 1.629 in 2.400 in 0.679 Wall see. is Adequate for Slenderness OUTWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: 3.6875 in 0.5314 in"2 0.5854 in"2 Stress Block Width a: 1.1479 in Neutral Axis c: 1.3505 in Roof Load Ecc. e: 4.8505 in Phi Factor Phi: 0.8673 Nod. of Etas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 109.368 in-k Reduced Mom. Str. PhiMn: 94.851 in-k Cr. Mom. of Inertia lcr: 39.554 in"3 Nominal Deflection On: 5.314 in Lateral Load Mom. Mu1: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 63.335 in-k 1.909 in-k 4.182 in-k 6.520 in-k 75.946 in-k 0.801 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 in"4 Cracking Moment Mer: 16.569 in-k Cracking Deft. Der: 0.191 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Meant Ms1: Ms2: Ms3: Ms4: Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 49~674 in-k 1.819 in-k 1.800 in-k 2.804 in-k 56.098 in-k 2.373 in 2.400 in 0.989 Wall See. is Adequate for Slenderness \/ \ l \ I ( I ,, I I I I I I I I I I I I I Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE BY. NN Page ___ of __ _ Date 02/05/88 Job am D O O R P A N E L A N A L Y S I S TYP TRUCK DOOR,BLDG 2 PARAPET DESIGN Seismic Load Ult. Seismic Mom. Fu: 385.69 psf Mus: 0.000 in·k Wind Ld. 0 -20 ft. wu1: 124.75 psf Wind Ld. 20 -40 ft. wu2: 135.15 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 181 plf 903 plf Parapet Height Min Depth to Reinf. Hp: 0.000 ft d: 3.687 in Area of Steel Req'd. As: 0.0000 in"2 Panel Area of Steel As: 0.5314 in"2 Panel Reinf. is Adequate for Parapet outward Reac. at Roof: outward Reac. at Floor: 166 plf 828 plf Per UBC, Mininun Roof Reaction for Panel Anchor Design is 200 plf ,, SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS I I Project EL FUERTE ' By NN Date 02[05[88 I Analysis: PANELS Page \I \ ~ ~ of Job 8777 I DOOR P A N E L A N A L Y S I S 888R9 W/ OPENGS,BLDG 5 w~ I INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 I Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 I Panel Height Hp: 19.000 ft WIND DESIGN Roof Height Hr: 17 .000 ft Panel Thickness Tp: 5.500 in Basic Wind Speed v: 70 mph I Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 150 plf Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C I Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 18.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 12.000 ft Parapets Cq: 1.30 Panel Leg Width Plg: 2.000 ft 0 to 20 ft. Elev. Ce: 1.20 I Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING EACH EACE HORIZONTAL REINFORCING I Bar Size: #5 Bar Size: #4 Bar Spacing: s: 12.000 in Bar Spacing: s: 16.500 in I Area of Steel/ ft As: 0.6200 in"2 Area of Steel/ ft As: 0.1455 in"2 As/Ag Ratio: 0.0094 As/Ag Ratio: 0.0022 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 I Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 4.000 in areas of steel may be interchanged I SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 68.75 psf Wall Weight Wtu: 72.19 psf I Roof Dead Load Pl: 825 plf Roof Dead Load Pul: 866 plf Panel Wt. at Mid-ht. P2: 2131 plf Panel Wt. at Mid-ht. Pu2: 2238 plf I Ppt. Wt.+ Add'l Ld. P3: 756 plf Ppt. Wt.+ Add'l Ld. Pu3: 794 plf Total Ld. at Mid-ht. P: 3712 pl f Total Ld. at Mid-ht. Pu: 3898 plf I Seismic Load Below Fl: 20.62 psf Seismic Load Below Ful: 28.93 psf Seismic Load Above F2: 113.44 psf Seismic Load Above Fu2: 159.10 psf ( Wind In 0 -20 ft. WI: 99.35 psf Wind In 0 -20 ft. Wul: 126.67 psf I Wind Out Full Ht. Wo: 91.07 psf Wind Out Full Ht. Wuo: 116.11 psf I I I I I I I I I I I I I I I I I ,, I t I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \l\\\..\of __ Job 8777 D O O R P A N E L A N A L Y S I S ::11cmns W/ OPENGS,BLDG 5 INWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: w~ 3.5625 in 0.3}00 inA2 0.3750 inA2 o. 7352 in 0.8650 in 7.3850 in 0.8606 3122.00 ksi 9.289 71.879 in-k 61.861 in-k 27,934 inA3 3.573 in 54.911 in-k -3.198 in-k 5. 931 in-k 3.998 in-k 61.643 in-k 0.996 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Os/ Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Os: Da: 273.861 psi }66.375 inA4 107 .172 inA4 12.358 in-k 0.103 in 43.068 in-k -3.046 in-k 3.225 in-k 2.174 in-k 45.420 in-k 2 .031 in 2.040 in 0.995 Wall Sec. is Adeguate for Slenderness OUTWARD ANALYSIS Wind Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: 3.6875 in 0.3100 inA2 0.3750 inA2 0.7352 in 0.8650 in 4.3650 in 0.8606 3122.00 ksi 9.289 74.691 in-k 64.281 in-k 30.337 inA3 3.419 in 50.335 in-k 1.890 in-k 5.675 in-k 3.825 in-k 61.726 in-k 0.960 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Os/ Da Ratio: Msl: Ms2: Ms3: Ms4: , Ms: Os: Da: 273.861 psi }66.375 inA4 }07.172 inA4 12.358 in-k 0.103 in 39.479 in-k 1.801 in-k 3.225 in-k 2 .174 in-k 46.678 in-k 1.929 in 2.040 in 0.945 Wall Sec. js Adeguate for Slenderness ' I I I t f I I I I I, I ,, I I I I 1< I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Analysis: PANELS PARAPET DESIGN Project EL FUERTE By NN Page V \ \ ') of __ D O O R P A N E L A N A L Y S I S 1111:$ W/ OPENGS,BLDG 5 (AJA,tA.,A,_, Date 02/05/88 Job 8777 Seismic Load Fu: 424.26 psf Parapet Height Hp: 2.000 ft Ult. Seismic Mom. Mus: 10.182 in-k Min Depth to Reinf. d: 3.562 in Wind Ld. 0 -20 ft. wul: 137.23 psf Area of Steel Req'd. As: 0.0537 inA2 Wind Ld. 20 -40 ft. wu2: 148.66 psf Ult. Wind Moment Muw: 3.293 in-k Panel Area of Steel As: 0.3100 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 192 plf Outward Reac. at Roof: Inward Reac. at Floor: 833 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf 176 pl f 763 plf I I I I I I I /I I I I I I I I I I t I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \J \ l] of __ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS BLDG 5 INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 2.2500 in Depth to Reinf. d: 2.5000 in Area of Steel /ft As: 0.1455 inA2 Area of Steel /ft As: 0.1455 inA2 Eff. Area of Stl Aseff: 0.1577 inA2 Eff. Area of Stl Aseff: 0.1577 inA2 Stress Block Width a: 0.3093 in Stress Block Width a: 0.3093 in Neutral Axis c: 0.3639 in Neutral Axis c: 0.3639 in Roof Load Ecc. e: 7.8861 in Roof Load Ecc. e: 3.8639 in Phi Factor Phi: 0.8926 Phi Factor Phi: 0.8926 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 19.830 in-k Nominal Moment Str. Mn: 22.196 in-k Reduced Mom. Str. PhiMn: 17.700 in-k Reduced Mom. Str. PhiMn: 19.812 in-k Cr. Mom. of Inertia Icr: 5.405 inA3 Cr. Mom. of Inertia Icr: 6.878 inA3 Nominal Deflection On: 4.513 in Nominal Deflection On: 3.969 in Lateral Load Mom. Mul: 11.108 in-k Lateral Load Mom. Mul: 11.108 in-k Roof Ecc. Moment Mu2: -0.619 in-k Roof Ecc. Moment Mu2: 0.303 in-k Rf.+ Ppt. Moment Mu3: 0.708 in-k Rf.+ Ppt. Moment Mu3: 0.623 in-k Panel Wt. Moment Mu4: 0.868 in-k Panel Wt. Moment Mu4: 0.763 in-k Ultimate Moment Mu: 12.065 in-k Ultimate Moment Mu: 12.798 in-k Mu/ PhiMn Ratio: 0.682 Mu/ PhiMn Ratio: 0.646 Wall Section is Adeguate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 166.375 inA4 Gr. Mom. of Inertia lg: 166.375 inA4 Reveal M. of Inert. Igr: 107 .172 inA4 Reveal M. of Inert. Igr: 107.172 inA4 Cracking Moment Mer: 12.358 in-k Cracking Moment Mer: 12.358 in-k Cracking Defl. Der: 0.091 in Cracking Defl. Der: 0.091 in Lateral Load Mom. Msl: 7.920 in-k Lateral Load Mom. Msl: 7.920 in-k Roof Ecc. Moment Ms2: -0.591 in-k Roof Ecc. Moment Ms2: 0.290 in-k Rf.+ Ppt. Moment Ms3: 0.192 in-k Rf.+ Ppt. Moment Ms3: 0.192 in-k Panel Wt. Moment Ms4: 0.235 in-k Panel Wt. Moment Ms4: 0.235 in-k Service Moment Ms: 7.755 in-k Service Moment Ms: 8.636 in-k Service Deflection Os: 0.057 in Service Deflection Os: 0.064 in Allowable Defl. Da: 1.280 in Allowable Oefl. Oa: 1.280 in Os/ Oa Ratio: 0.045 Os/ Oa Ratio: 0.050 Wall Sec. is Adequate for Slenderne~s Wall Sec. is Adgguate for Slgnderne~s I I l. I I I I I I I I. I I I I I I I i' I SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/05/88 Analysis: PANELS Page \I \ \ e> of __ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS BLDG 5 PARAPET DESIGN Seismic Load Fu: 77 .14 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 2.250 in Wind Ld. 0 -20 ft. Wul: 24.95 psf Area of Steel Req'd. As: 0.0000 in"2 Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.1455 in"2 Wind Load Governs Panel Reinf. is Adegu1te for Parauet HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 34.909 Reveal H / t Ratio: LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 165 plf Outward Reac. at Roof: Inward Reac. at Floor: 165 plf Outward Reac. at Floor: Per UBC, Minimum Roof Reaction for Panel Anchor Design is 200 plf 40.421 165 plf 165 plf I ,I I I I t I I I ,, I I I ·, I I I. I /· ,, I Analysis: LA/ \7 \ < J t ,. -:r:. " X ,. \-. - 't~ '3 1--·-- I ..,,..., SchelbeVDyer Associates, Inc. ..,.., "-Structural Engineers /;!J ; -Project " ' t:./$-<../ I! By 'VIV Date I Z. / ~":>] Pagel f Of Job b 11 7 @ t {,I? ® bt.':> J ~-:!,~ --./:--.(D @ \ I I I I I I I I I I I I I I I I I I ,, I Analysis: I, /::1..f V i.. I ti<. I "" I .. ,-;, > 1><--1 4 w 2 • 1 b ~ w f/-G;;> .-----~-· - wf4?'t~· ....,_., ',chelbel/Dyer Associates, Inc. ,..,J///1/f '-Structural Engineers Project L:L r. 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( • "? ... t,~ ~ ) ,i '"\ ' ' '"1 "' "''-'"1/J/ tJb,)?~. ~A;t(.;{' /4) ~ 4/L.:, ,-1 ..., ... }\ ',cheibel/Dyer Associates, Inc . ..,...,, '-Structural Engineers Project p(_ c:· H!:> Sy ;..,/,;,,/ Date /I~::,_, Page /-?,c,Of .Job z:;77 J I I I I I I I I I I I I I I I II ..,...,,. ~helbeVDyer Associates, Inc . ..,,.., , Structural Engineers ,~ ~ -.I Project ~ ~ '4'Vrl../ ~ By ti(/ Date f Z. lb] Analysis: l,Af Pag&.L :::$1 Of Job £ 11 1 I \4 I -i.d. 46 1 4-o' l) toJ (2 4 1 &1 11,, 1/1. 4 z,; If {Cle) e U I {/I / ,z_ 1/-::: "; ½ I I l I I I I I I I I I I I I I I 1• ,, I ,......,JL ScheibeVDyer Associates, Inc. ,,_,.., , Structural Engineers P ~'-i, ~ 7 reject ___________ _ ,,,,, Analysis: /,,I'.>,) ~prjA.,, <,; L/;.,.1t.: A / By //.,,/ Page L-t,~f --Y(.. ~~1~,J.....,lbG:tAtt.o'~,1 1 ,;:.. 4°'"'- 0 c.. 1-o ""'-< ~ t. <:le, '- ~ Ve:::.. z-# o '? "1.,/?;, '-3_...: ~ ~. ; I-<;.. G,,. -v c.-"?> <-t ~ /r'f e l,,~ N r \ c,Vul"-f_ ?,_, ,o'P' t..o'/ ~ \ 7 ~ ',i ~' LIHU -1-;; ; Y t.. '? 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Structural Engineers Project_/£._t.. _ _.,C: _____ _ By t,/4 Page· t... m f'Jf Date / /4?~ . .Job /J 111 .-f J/.:-~-. L ~ ""~ /?J...,,~:: ;< 4 .1.: ~ lo6 'Z,. C,°\, ~ 1...-l,f( JA~ y.G-1 1.-l '2,.. '--- 4> II~ i, , ~~. P< i, h~ x Q.1 { i,c..., 4 .. ; ~, 'l, '"" ..z-d .... "' DD d'....1..-------t , -I 4 4 ·°l' -. I I '· I I I I I I I ;_I I I I I , I I I (,, I -Analysis: 4-,k I 4 I //(.('/t.-;; V L ~~,< , -2.A\ '" Lo""'- \o,<. '?'/ ,._ ~ ~ /":,. 6$ l1-,,zo""- ...,...,, c;chelbel/Dyer Associates, Inc. ... _.. '-Structural Engineers Project L::!'L r"· ~ 1 By ;y /-,j Date / / 6 E:, Page L::?f26t Job Z 1 1 J 4' v'"-z.,. ., J.>~ Pf,.~ "4 .. 7 .: ,,... 4u."" c.. \6 '-'. ,1 .. ·t"' I ii I I I I I I I I I I I I I I 1• Analysis: t-,kf I) ~ ,;, L /4 ~At/2..; ,,,,· h/J""t-161/ --z..,4 0 t't., ,, / ,Ii,$ /1 . ./) . / ~ , .. 0 /t.t.l-<-1 ..., .... , c;cheibel/Dyer Associates, Inc . ..,..,. '-Structural Engineers . l£l-~ Proiect _________ _ Sy /,/tJ Page·k~b Of l lh,£ Date ___ _ .Job ~i 7 1 c..· ~,. ·------" 'i I <J\ I "-'~ ,.1--1 ~ /l,t; ~ ~ ~-=-, d 'Z>l d" LI $1 I ..,...,Jh 'icheibeVDyer Associates, Inc . ..,..., '-Structural Engineers I . Project Ir(.,,. I'-' If 5 By /1/,,J Date I l~Z, I ... . , r, • 1 1 lb=~A~n;;aly~s~is~: d:~~4g. ·~J==========::::d:~P;:ag~e~L~!):;;. ~O~f ==~.J~ob~-i:>;;;;'-;;1;;1~1= I I I I I I I I I 1. I I I I I I ~~--::~~!' tt:_r:_v __ ~-/' -V l..-.. 1., r;),<.. 'f'-¢ t,.. "'-l OK,.. ( ~ ~ /A// ea V--4 • / /(P\..;;) Vu t. "3p(_ 0 l..-, t O ~ q V'"' .... ,;t.~ v(...,z_~ p( 4.1{;.... -?;.t;O{I ~ ~ l~ ~ -1 J., \ ...,...,JL CichelbeVDyer Associates, Inc. ..,_..,, , Structural Engineers Project .... J_t,._f:..__~_~_;"'1..._/_~_,,1 __ _ By N.A/ Date /1, /.rb:, 1 l'==~A~n;;al~ys~is~: ~L;;;A;;;;l===========::k:~P~a~ge~L;;;;;;· ~re~O~f;;;;;=~J;;;;;o~b =b;;1=1;;]~ I I I I I I I I I I I I I I , I •• --., I; I ---------------------""4-----4A 11.,' 11,,. 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I. 1..'? ti. ~ i;:, / i. 1 41::, r 1 (, I\-, le> vt?~~ C---z? t t.. u ~J2rA '/ t-//VV '?, ;, 4/~ v-4-; t> ?If ..... , ..,...,, 4'.CkhelbeVDyer Associates Inc Structural Engineers · · I I I Analysis, LA/ By N,v Date /'!, /,b J ===:~~~~~=========l,,1P~a:ggiel~L/~l~o~f~~~J;ob;:b~7~1~Jb I bt-Jj'-1_ ~ ; I I I I I I I I I I I I I 11.,' 11.: / , I 0 ' I di i-1/t I ~ 4 ,1~,J ~ ./-) /oJ e ~11,,1d1t -i I/ ) /:?/. <2 J j 0 / / 1.,, I// I~~ {l LP/ &/ / 't,; 1' ~ ~i,~ Vi!,41.,;s t/r.. ~~ ----L-'O I I I I I I I I I I I I I I / 1-.../ Analysis: (...,.J{A'/ ~---~--····--- Vu"~-~"' 'L"-i.e.,.,. ...,..,, 'icheibel/Dyer Associates, Inc . ..,II/I/IT , Structural Engineers Project et,_ /'"· By N,v Page l-42-r::>f Date f / ,b i>'.J .Job £>171 4 C..' <l' 4V~ ~ . b6A ~/~~-J( .d .1'?,. "'-d.~"'" I~ ~ -z.-11 c.. /"1,t:;J --··--·--~-·'·-··--··-·--- t-/A/t; c, ; I -V -z.. "'47 "'-,. 1 ~ ,<. W .t... <., 0 1 j)(. 1 bG -z.. 17 J i,.._ "l-,o • I I. I I I I I I I :I I I !I I I I ·I ' ,,,, I Analysis: ~Ar V4 -z., I;-.::,. 6 "-~ --"'1 .._ ....,..,, c;cheibeVDyer Associates, Inc. _,,..., '-. Structural Engineers Project el, /' By /1/A/ Page t..Y~of Date ..Job ~11] ij, ~ ;i_ , L-,61" '1--~~ K ~~ ;..._ 4__.c. ~ ..... lt-?!(2i4. .. , - /_./r/{./ ;;, /. Ii. 0~ "'1 4~ 't-4~"""-- 4 i? K 1.. I /to.0 -_ fp(p ~ IC_ A# LL 1•,< 1.,l I( /~1. z, 9l D <. t... I I ,~· 4'1""NV/~ ~ -/18 I --' '· . I I I I I I I I I I I I I I I / I'.,, I Analysis: V /;/t -r 41..1~,.,__ ( 1 (_,pi._ 1, 1;(o,~) -~ ~ 1... 1,.,7 h. v ½"' ~ '7 1, 11---·· 4-~ l..-~'f "-/ ._..,,. 'icheibeVDyer Associates, Inc . ..,_.,,, '-. Structural Engineers Project tf'L C: By 1t/J Page L4!:f Of ;Jc.I Date / / C> C:,:, .Job ~111 Is ' I ..,..,IL c;chelbeVDyer Associates, Inc. ..,..., '-Structural Engineers J Proje"';,~L /-tleN°e 1 ., I,'> l · By NV Date " ~ l==~A;;n;;a~ly~si~s:~L~A/~,,-=======~===~~P~a~g~e ~J=t:-/;;;6,~f~==J~o~b~Q~l~l~];;; I I I I ,I I I I I I /~ .. 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I a: ..,, y / /Y-) __ ...__.1. ... .., .. }L ',cheibeVDyer Associates, Inc • .,,,..., '-Structural Engineers Project Lf t-r' By /'/,"./ Page lJfb~ Date .Job.!>] 11 I I I Analysis: lAJ' .J )I"' ,/ e. I) 10d e 'f 1~d c ~ /:;c/ e J) /v/ e I I I 'I I © ® 1, ( '>fAq(_:lftJ~) I ·'? I /-1, t-''i. ( ~;,' )/ 4/ / 't- 4 / (pl' 1-Z.. {., / {/ I / 1.,,, _....,lL Schelbel/Dyer Associates, Inc . .,,,..., '-. Structural Engineers Project ~L rt./eM(f By NV. Page .[...4-e Of I l d<l Date Job 4o' • -;1 .. s . I I I I I I I I I I I I I ! I I I I 1, I I ...,...,, c;chelbeVDyer Associates, Inc. _,.., '-Structural Engineers Project c!J. r, # {::P /\/A/ Sy ______ Oate ___ _ Analysis: ~p./ Page i.L.f'j Of Job [::, 1 I 1 ( ~A':) v z. 1, ~ "' ...., 1 0 1 , f ,{ • ~b c.-o< \ u' "' ~ -i (:>, c. &>~ ~ ___ ...... "' __ _ - ' ' I--6 l. d.Cf > I.Z/,. ,._ t.. c.J . I? ( (.p -t, " L tt't...::? ) A I 2, I / I 1,,, /,z,, I., (.p °1 ,.. 1,,, I t-de..,) (}( 14 1 ; I ""It. r.. 1 J?I Lt.167 /' ·-----' ,_ .... 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GG S- c-s 3>4. 15~ c.-f:, 'Z,J. 011 C.-7 1.~. 165" 6-2. 30,140 C-'2. 31. 1_c; I 5-2 17.lGS & ::, 25. 4~1 6-4 1.6. b82 {.-z. \l. 904 c:-~ 17. ~/iC) l-4 16. 544 ..,..,)\ 'kheibeVDyer Associates, Inc . ..,.., '-. Structural Engineers Project _ _.;;;:;~~L=-__ i=;:.....:::::V.:::E.:..:12~T"..!il;:;-==-· ~~::;;;.J..I By __ ~M._-=----Date 1'2...-1'1-8 7 Page F-3 Of Job fjll] Foo-r,,._.c,, MA'2K '='' e: 41-011 x 4 1-0• ?,::-::, 41 -b 11 'x 41 -b II P1=-"2. 4'-011 x 4'-ou P~-~ S'-011 xs'-o" ~-\ 4'-(,ll )(L\'-bl\ Pi=--2. 41-011 x41-011 Pr--~ 41-b11 x 4 1-611 PF-'2.. 4'-G" >< 41-611 f'I="-'Z 4-o'' x4'-o'1 n:-:;, 4!-o'' x41-011 ?F-'::> 4'-0" x41-011 Pi=-"3> "3-611 J( "3-<:/ ?r--4 4'-0" ;< 4'-D" 'PF-~ 4'-011 1-4'-011 R:;-:::, I I I I I I I I I I I I I I I I ,,,, I I Analysis: 6 D N G, . ~5" G, 12., 0 LIN'E.'=> 13-Z s-~ 6-4 B-5 &-k:> '3-1 3-6 3-9 6-10 10TAL- LO~ '25, 34" 2...8. 552.. 27. 519 11. ~o4 '17. 860 1.1. 924 1-1. B4Ll 1.6. llSZ. '2.':>. ~4q F-4 .__..JL 'kheibeVDyer Associates, Inc . ..,..,,, '-Structural Engineers Project ___ E._L __ MJ_E._12_~_:r __ =:: ____ ~_I_ By ___ k\....--=-------Date 1'2..-19-B 1 Page l="-4 Of Job 8177 FOOTtHC,, MA.'2.K° -:>1"2.E ~I -0'1t 4 1-o" 'Pi=-~ Ll'-011 'I-4'-011 ~-3 41-011 x 4'-011 n=-~ 4'-o" x4'-o" Pt=--:;- 4'-o" X".4-!-011 'Pl=-:::i 4'-01' X41 -011 Pi:=-3 41-o'' x41-011 'PF-~ 4'-011 ,x 4 1-011 Pi=-~ 4'-0~ X 4-01' PF-3 I ********************************************************************** * * I * SCHEI BEL/DYER ASSOCIATES, INC~ * . *--------------------------~-----------------------------------------* * REINFORCED FOOTING DESIGN PROGRAM * I. * Latest Revision.02/01/86 * * * ********************************************************************** I Job Title: EL FUERTE (JOB No. 8777) ( 'P ~ -I'\ ********************************************************************** I *****SQUARE FOOTING DESIGN aY ACI 318-71***** I******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * I I I ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= COLUMN DIAMETER (IF ROUND) = YIELD STRENGTH OF REIN. STEEL= 28-DAY CONCRETE STRENGTH = LENGTH OF RECTANGULAR FOOTING= ALLOWABLE SOIL PRESSURE = COLUMN LOADS DEAD LOAD = LIVE LOAD = 12.000 .000 60000. 2000. .000 1.850 22.564 19.692 IN IN LB/SQ IN LB/SQ IN FT K/SQ FT KIPS KIPS I ******************************************************* . * OUTPUT DATA * ******************************************************* I FOOTING WIDTH, B EFFECTIVE DEPTH FOOTING AREA OF REIN. STEEL REQUIRED = = = I ACTUAL PERCENTAGE REIN. STEEL= MAX. ALLOW. PERCENTAGE STEEL = ACTUAL SOIL PRESSURE I ULTIMATE SOIL PRESSURE DEVELOPE. LENGTH FURN. = = = 5.000 FT 8.500 IN . 2 04 SQ IN/FT .002 .011 1.690 K/SQ FT 2.603 K/SQ FT 21.000 IN is Rll:NFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) *•***************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * *I IN SQ IN SQ IN IN * * ·----------------------------------------------------------------------------* * 3 10 5.400 1.104 1.020 9.000 * * 4 6 9.000 1.178 1.020 12.000 * *I****.**************************************************************~********** DLLS To SATISFY ACI ART 15.6.5 oF 1;2 PERCENT oF coLUMN AND AT LEAST 4 BARS *~~***************************************************************************** *I ..R DIA. NO. REQD LD. REQD 1/2 PERCENT REQD AREA FURNISHED * IN IN SQ IN SQ IN * • 3750 7 67. 500 • 720 . 773 *I . 5000 4 · 90. ooo • 720 • 785 * ****~************************************************************************ I ********************************************************************** * * I =-------------------~:~~=~~~~~=~~-~~~~:=~=~~:=~:: ______ ~-------------= * .REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * I: ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) ( 'PF--Z...) I ********************************************************************** I *****SQUARE FOOTING DESIGN BY ACI 318-71***** I ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * I I I ,I I I I ******************************************************* RECTANGULAR COLUMN MIN. WIDTH = 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL = 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING = .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 17.487 KIPS LIVE LOAD = 15.299 KIPS ******************************************************* * OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 4.250 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .204 SQ IN/FT ACTUAL PERCENTAGE REIN. STEEL = .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1.815 K/SQ FT ULTIMATE SOIL PRESSURE = 2.795 K/SQ FT DEVELOPE. LENGTH FURN. = 16.500 IN Rll:NFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) *'-ft***************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * =1-----------------------=~-------~~-=~------------~~-=~--------------=~------= * 3 8 5. 625 • 884 . 867 9. 000 * * 4 5 9. 000 . 982 • 867 12. 000 * *I***************************************************************************** DLLs To SATISFY ACI ART 15.6.5 OF 1;2 PERCENT OF COLUMN AND AT LEAST 4 BARS *~ ~***************************************************************************** , *,-~ DIA. NO. REQD LD. REQD 1/2 PERCENT REQD AREA FURNISHED * IN IN SQ IN SQ IN * . 3750 7 67. 500 • 720 • 773 . *1 . 5000 4 90. 000 • 720 . • 785 * ***************************************************************************** I ................... ******************······••*************************;-7 * * I =-------------------~=~~=~~~~~:~~-~~~~==~:~~:=~:: ____________________ : * I : REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * ********************************************************************** I I I I I I I Job Title: EL FUERTE (JOB No. 8777) (P\:=-~J ********************************************************************** *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH = 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL = 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING = .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 14.598 KIPS LIVE LOAD = 14.192 KIPS ******************************************************* * OUTPUT DATA * *******************************************~*********** I FOOTING WIDTH, B EFFECTIVE DEPTH FOOTING AREA OF REIN. STEEL REQUIRED = 4.000 FT = 8.500 IN = I ACTUAL PERCENTAGE REIN. STEEL= MAX. ALLOW. PERCENTAGE STEEL = ACTUAL SOIL PRESSURE I ULTIMATE SOIL PRESSURE DEVELOPE. LENGTH FURN. = = = .204 SQ IN/FT .002 .011 1. 799 K/SQ FT 2.785 K/SQ FT 15.000 IN R8:NFORCING STEEL IN LONG DIRECTION OR BOTH· IF SQUARE (SELECT ONE) *•***************************************************************************** * BAR SIZE NO.BARS · SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * =1-----------------------=~-------~~-=~------------~~-=~--------------=~------= * 3 8 5. 250 . 884 • 816 9. 000 * * 4 5 8.400 .982 .816 12.000 * *I***************************************************************************** DIELS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS *~~***************************************************************************** *I ...R DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED · * · IN IN SQ IN SQ IN * • 3750 7 67. 500 • 720 . 773 *1 .5000 4 90.000 .720 .785 * *********************************************************~******************* r:: --, I ********************************************************************** * * I =-------------------~=~~=~~~~~=~~-~~~~==~=~~:=~:: ____________________ : I .·.. * REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * I : ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) (~-4) I ********************************************************************** I II I I *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN LENGTH OF RECTANGULAR FOOTING= .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT I COLUMN LOADS DEAD LOAD LIVE LOAD = = 9.078 10.613 KIPS KIPS I ******************************************************* * OUTPUT DATA * ******************************************************* I FOOTING WIDTH, B = 3.500 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .204 SQ IN/FT I ACTUAL PERCENTAGE REIN. STEEL = .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1.607 K/SQ FT ULTIMATE SOIL PRESSURE = 2.510 K/SQ FT I DEVELOPE. 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I/ b e ~--~;--/ ~ -f' 1;:;, e r"' /·~ /,? 7c_;_, e , <J ~ _.....,,_,,,._.......,._, _____________ .... ___ .,.,..__. ~ ~~. ~b p1.-1,( p1... ,;c, P<. '"L;" ~ ~ ~ Vq ~ ~.l A. ,.-b ei<,\ .. '-.\. p( d• ~ -1:;I?"" / I 0L1/:J Lf c:;/,,, ----·· I I I I I I I I I I I 1· I I 11 I _... .... , ',chelbel/Dyer Associates, Inc. --~ '-Structural Engineers Project eL r By N/v' Page r' 11 f"Jf 'J; tK?v'---/.{j?<? e~/o 1..-.. v t, -z. c.J I'\...,,_ \. -A ', '&, 0. c) 0 ~ ? ~ ) ,i ;.. U.,p ?,., \. 0 ,..s. I /7 / ---.;;,'. "'Z. I {_p ,., K 4 a po r 1' ~ -14 G' ~-!:-t:... ¥/ If Lt /~? e. 14 .. .,,.P . I C ,r r .h ,,, ~ i,........ /. 7/ V ?----:. , 1.> I.:? X '2-,( J 1,, p1... 1._.,Gr:, -~-, -,,,,, , ~ ,:; 1 .. -~ ,< J. 4 P< 7 't, lb,,, v" I !_i,,tf I -4 LI.!. :J l-.// 1--'f~ !if Date \ /~~ .Job .£.117 I I I I I I I I I I I I I 1 I Analysis: /" // /\/ ...,...,, c;cheibel/Dyer Associates, Inc . ..,.., '-Structural Engineers _ Project /1. L ~ By ti,,./ Pagefk Of Date / / ~ ,2-,i .Job 61] 1 A ?<-~4-0 ;:,-;ra-.$ '?A ,v1 ~ ~ /1.,) L.;J '-7 I U-v ~ ""'""-,..-•• ...,._,, _ _. • ......,,.,,,_--.<!<-a .. -·~...,--...--,,_-_...,_~~--~--.. --••. ,,.,,, •• ~,.,_~,,,.,.,_.,, .. .-.. _,,_~~-- ~ APPLIED GEOTECHNICAL ENGINEERING, INC. April 20, 1988 Project No. 87-168 Banzuelo/Rierson/Duff & Associates 4501 East La Palma Avenue, Suite #202 Anaheim, CA 92807-1907 Attention: Mr. Wesley Okamoto Subject: Review of Foundation Plan, Grading Plan and Specification Gentlemen: El Fuerte Business Park Carlsbad, California Job Numbe:::-87-35 --- As requested, we have reviewed the submitted plans by Banzuelo/ Rierson/Duff & Associates, dated 4/11/88 for the subject site. Our review of the plans submitted to us on April 20, 1988 indicated that the footings will be deepened from 18 inches to 24 inches. The deepened footings will waive the drainage require- ments, as recommended by our Foundation Report, dated August 13, 1987. The grading plan and specification have been designed to correspond essentially with the recommendations presented in our Foundation Report, dated August 13, 1987. Respectfully submitted, APPLIED GEOTECHNICAL ENGINEERING, INC. ~ ~~n~~ s. (Stanford) RGE 919 PCY/e.g 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail, Lake Elsinore, CA 92330 • (714) 674-7851 L ... -. ~ APPLIED GEoTECHNICAL ENGINEERING, 1 August 13, 1987 Project No. 97-168 Allen Company 1300 Bristol N, Suite 100 Newport Beach, California 92660 Attention: Mr. Jay Allen Subject: Geotechnical Investigation Propos~d Industrial Buildings Carlsbad Oaks Business Center Lots 14 and 15, Palomar Airport Road and El Fuerte Street . Carlsbad, California Deat" Mr. Allen @ Enclosed is our report on the Soil and Foundation Investigatio11 performed at the subject site in accordance with your authorization. Subsoils encountered in the borings consisted of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Fills were en~ountered in the borings ranging from a depth of 2 feet to 9 feet below the existing ground surface. An adequately constructed foundation system consisting of conventional spread footings established in rccompacted on~site soils is expected to provide satisfactory support for the proposed structures. 'rhe details of uur investigation and recommendations are included in the accompanying soil and foundation investigation report. The oppurtuni ty to br~ of service 1-s sincerely appreciated. If you -have any questions, please call. Very truly yours, APFi,1 ED GEO'J'J:-:CHNICAL ENGINEERING,, INC. 1~rLW~ Peter C.Yony, P.E.,M.S. (Stan RCE: 19282 PCY/WFY/mt Wayne F. Yong Staff Engineer 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail, Lake Elsinore, CA 92330 • (714) 674-7851 August 13, 1987 Project No. 87-168 Page One GEOTECHNICAL INVESTIGATION PROPOSED INDUSTRIAL BUILDINGS CARLSBAD OAK BUSINESS CENTER LOT 14 AND 15 PALOMAR AIRPORT ROAD/EL FUERTE ROAD CARLSBAD, CALIFORNIA 1.0 INTRODUCTION This report presents the results of our geotechnical investigation for the proposed industrial buildings in Carlsbad, California. The purpose of this investigation was to evaluate the foundation materials and subsurface conditions underlying tpe site and provide recommendations concerning the pertinent soil and foundation engineering aspects of its development. Preliminary construction details provided by Mr. Jay Allen indicate that the proposed development will consist of independent single story concrete tilt-up industrial build- ings occupying a total land area of 5.58 acres for Lot 14 and 4.89 acres for Lot 15. Structural details are not available at the time of this report preparation. Typical wall loads of 4000 pounds per lineal foot, and maximum column load of 100 kips have been assumed for engineering analyses. Major site grading is not anticipated. 2.0 SCOPE The scope of services performed in this investigation included a visual site reconnaissance, subsurface exploration, laboratory testing, engineering analyses of laboratory and field data, and the preparation of this report. The data obtained and the engineering evaluations performed as part of this investigation, were for the primary purpose of providing design criteria for the following: 1. Grading and Earthwork 2. Foundations 3. Pavement 3.0 SITE DESCRIPTION 3.1 Surface Conditions At the time of our field investigation the property was vacant and covered with grass and bushes. The ground surface was relatively level. APPLIED GEOTECHNICAL ENGINEERING, INC. ... l August 13, 1987 Project No. 87-168 Page Two 3.2 Subsurface Conditions Seven exploratory borings were done to determine the subsurface conditions at the site. On the basis of these exploratory efforts, the soils underlying the two pro- perties are considered to consist of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Generally, the surficial soils appear to be moderately expansive, as supported by our laboratory test results. Fills were encountered in the borings ranging from a depth of 2 feet.to 9 feet below the existing ground surface. It is reported, that the fills were placed under the observation and testing of other geotechnical consultants during the mass grading for the tract. Our test results indicated that the fills encountered in our test holes were adequately compacted. Free groundwater w.as not encountered in any of the borings drilled to the maximum depth of 15 feet. 3.3 Grading and Earthwork General Site grading will be required to provide: 1) Nearly level individual building pads: 2) Suitable foundation conditions to support the proposed structures: 3) Adequate surface gradients for control of water runoff: 4) Excavation into fill to accomodate the installation of foundations and utility systems: and 5) Subgrade preparation for proposed parking areas and driveways. Processing of On-Site Soil a) After the areas have been stripped of all vegetation and debris, the existing on-site soil in the areas of proposed building pads and pavements, should be reworked to a depth of 12 inches and densified to at least 90 percent of maximum laboratory density. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Three b) The depths of excavation should be reviewed by the Soil Engineer during the actual construction. Any surface or subsurface obstructions, or questionable material, encountered during grading should be brought immediately to the attention of the Soil Engineer for proper exposure, removal, or processing as directed. No underground obstructions or facilities should remain in any structural areas. c) Wherever structural fills are to be placed, the upper 12 inches of the surficial soils should be excavated and recompacted to 90 percent relative compaction. d) Any loosening or softening of reworked or native material, consequent to the passage of construction traffic or·weathering should be made good prior to further construction. e) After the site has been stripped of any debris, vegetation or organic soils, excavated on-site organic free soils are considered satisfactory for reuse in the construction of on-site fills. f) Any imported soils shall be approved by the Soil Engineer prior to use. Caution should be exercised to prevent mixing of select existing or imported material with soils containing debris and/or organic matter. Any objectionable mate~ial, as determined by the Soil Engineer, should be stripped and removed from the property or stockpiled for landscaping purposes. Compaction Requirements Reworking or compaction shall include moisture-conditioning as needed to bring the soils to approximately the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to the laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accor- dance with A.S.T.M. Test Designation Dl557-78. Drainage Building pads should be adequately drained away from slopes, pavement areas and structures toward the street or to an approved drainage system. Inlet structures should be maintained to provide for their function. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Four 4.0 FOUNDATION DESIGN 4.1 Footings The proposed building may be supported on conventional spread footings established in compacted soil. These footings may be designed for an allowable bearing value of 2000 pounds per square foot, which is for a minimum depth of 12 inches. The bearing value may be increased by 300 pounds per square foot for each additional foot of depth to a maximum allowable bearing value of 3500 pounds per square foot. This design value may be increased by one-third, if the Structural Engineer takes into consideration short duration structural loading conditions, such as induced by wind or seismic forces. Continuous perimeber footings for the building rather than isolated pads should be used and founded at least 18 inches below adjacent ground surface. Continuous footings should be reinforced with at least 1 #4 rebar at the top and also the bottom. All visible cracks in the foundation excavation should be brought to the attention of the Geotechnical Engineer to determine the need for pre-soaking prior to placement of the foundation concrete. Footings located near a slope should be deepened in order that a minimum distance of 5 feet measured horizontally between the outer edge of the footings and the slope face can be achieved. 4.2 Settlements Total settlements due to new structural loads are estimated to be less than 0.5 inch. Differential settlements are expected to be less than 0.5 inch. 4.3 Lateral Capacity For design, resistance to lateral loads can be assumed to be provided by friction acting at the base of found- ations and by passive earth pressure and may be combined without reduction. If passive earth pressure is used, it is important that backfill should be placed under engineering observation and testing. A coefficient of friction of 0.30 may be assumed with the dead load forces. An allowable lateral APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 8~-168 Page Five passive earth pressure of 250 lb./sq. ft./ft. may be used for the sides of footings poured against undis- turbed or recompacted soil. 4.4 Slabs-On-Grade Concrete floor slabs may be directly supported on the properly prepared subgrade: if necessary, preparation shall include proof-rolling just prior to construction to provide a firm unyielding subgrade. If a floor covering that would be critically affected by moisture, such as vinyl tile, is to be used, slabs should be protected by a plastic vapor barrier of at least six-mil thickness. The sheeting should be covered with at least one inch of sand to prevent punctures and to aid in the concrete cure. In order to provide a firm working base after pre-soaking, the sheeting may be laid over a layer of 3 inch thick crushed rock of gravel. Native subgrade material, on the basis of laboratory test data, are considered to be medium in expansion potential. In order to minimize crack size because of expansive subgrade material conditions, the concrete floor slabs should be reinforced consistent with the recommendations of the Structural Engineer or Architect and at least as follows: 1) Concrete floor slabs should be at least 4 inches thick actual. 2) The floor slabs should be reinforced with at least 6" x 6" -Wl.4 x Wl.4 welded wire mesh or equivalent bar reinforcing and installed at mid-height. 4.5 Expansion Controls The native materials are considered moderately expansive. The moisture content in the upper 12 inches of the building pad should be at least 120 percent of optimum moisture prior to pouring the floor slabs. If the moisture content of the upper foundation soils is less that 120 percent, the building area under slab-on-grade floors should be pre-soaked until moisture tests indicated that the desired moisture level has been attained. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Six 4.6 Drainage The pad should be adequately drained toward the street or to an approved drainage system. Inlet structures should be maintained to insure their function. Planter areas adjacent to wall foundations are not recommended unless they are properly designed to have sealed bottoms for a width of at least 5 feet measured from the exterior of wall footings or raised planters or concrete walks. All rain water from the roof should be collected using gutters and downspouts and discharged to the street or paved area through pipe inlets and drain pipes • . 4.7 Pavement Design Representative sample of the surficial soils, typical of the subgrade materials within the planned parking areas and driveways were collected for laboratory "R" (resistance) Value. The test would determine an "R" value for pavement design. Results of the test showed an R-Value of 8 and assuming the Traffic Index (T.I.) coefficient to be representative of parking areas and truck traffic driveways, the following pavement sections may be used: Location (T.I.) (A.C.) (A. B) Automobile parking Truck traffic/Driveways 4.0 5.0 3.5 inches 5.5 inches 4 inches 7.5 inches Where A.C. is Asphaltic Concrete: A.B. (Class 2) is Aggregate Base with minimum "R" Value of 78. Prior to placing pavement or aggregate base, the existing grade should be reworked to a depth of 12 inches and densified to 90 percent of the maximum dry density, as determined by A.S.T.M. D1557-78 compaction method. The aggregate base should be compacted to 95 percent relative compaction. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. No ponding of surface water should be allowed adjacent to the paved areas. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Seven 4.8 Retaining Walls Cantilevered retaining walls supporting a horizontal, and non-surcharged backfill may be designed to resist a horizontal lateral soil pressure of 45 lb./cu.ft. equivalent fluid density. For .a surface slope of 2:1 (horizontal to vertical), the wall may be designed to resist a horizontal lateral soil pressure of 58 lb./cu.ft. equivalent fluid weight. The above design pressure assumes that sufficient drainage will be provided behind the walls to prevent the build-up of hydro-static pressures from surface water infil- tration. Adequate drainage may be provided by means of a system of subdrains or weep holes with filter materials inst~lled behind the walls. Retaining wall backfill should be designed and tested to achieve 90 percenb relative compaction. Retaining wall footings may be designed using the recommendations presented under the section "Slabs-on-Grade". 5.0 GENERAL INFORMATION In order to prevent misinterpretation of this report by other consultants it is recommended that the Soil Engineer be provided the opportunity to review the final design and spec- ifications. The Soil Engineer will also determine whether any change in concept may have had any effect on the validity of the Soil Engineer's recommendations, and whether those recommendations have, in fact, been implemented in the design and specifications. If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation or misapplication of his recommendations or for their validity in the event changes have been made in the original design concept without his prior review. Review of the final design and specifications will be noted in writing by the Soil Engineer and will become a part of this report. This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our explor- atory borings. The possibility of differenct local soil conditions cannot be discounted. It is the responsibility of the owner or his representative to bring any deviations or unexpected conditions observed during construction to the attention of the Soil Engineer. In this way, any required supplemental recommendations can be made with a minimum of delay to the project. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Eight Construction should be observed and tested if necessary at the following stages by the Geotechnical Consultant. o During removal of unsuitable materials. o During compaction and filling operation. o During retaining wall and trench backfilling. o When any unusual conditions are encountered. It is the responsibility of the property owner or his authorized representative to review the recommendations made by Applied Geotechnical Engineering, Inc., and to authorize the contractor to perform such work as required to comply with such recommendations. The contractor and/or the property owner sahll have the respon- sibility to inform the Soil Engineer of the starting date of grading, scheduled grading hours each day, and anticipated period during which testing and/or observations by the Soil Engineer will be needed. Any grading including backfill performed without testing and/or observation as specified by the Soil Engineer and the Local Governing Grading Code may not be approved or certified by the Soil Engineer. APPLIED GEOTECHNICAL ENGINEERING, INC. .. LOCATION MAP ,-.;--::-,., ~, .. r . W~ter' Sa~'Francisco - far\k • -,Peak•.~ I -·-c·o·--, l Bose mop supplied from USG S 7. 5 minute series, ' . -: .. ~ scale b-' !I ,I t :X.· ' I 1~l,1ypil$:-'.; ,. ' .· I . --.. . I I 2000 J feet ,I 0 N' ------. ,~ ' • ..-..:i .. \_ -~: ,:. ~ _!. -- -;;. ... ---1::::i,.----- APPLIED GEOTECHNICAL ENGINEERJNG, INC. -; __ , ,: PROPOSD INDUSTRIAL BUILDING Lot 14 S 15 Palomar Airport Road ond El Fuerte Street, Carls bud Project No= 97-168 Dote= 8/ 13 /87 Figure No: 1 · (. -----r : ' -------------- ~ ~ '-.. " ,, ·-..... • B+ ~ App r ox i m a t e Io c a t i o n of l BORING LOCATION PLAN G-o' i 14, -/ ~' ;1:ne1 ~14f. ·1-z.:?1·~,' j ~-------1 ! i \ \0. 1,.~ ' ----........ ----- 17. .:..-- 7 I 117-~ ....,......;. tJ_._~7~-:rf ~53--~'--=-' ____ , ; t,';.. l----- -. LOKER AVc Boring tests 0 r ' ~ /; ~ ! I \ i i l i I ,~, lfC~v. '--. 7,,-t r.XC '?f. :t ~· \ \ \ \ \ ' \ \ ' \ \ ' \ UJ ;.... c:: UJ ~ I.I.. -J UJ 5CA\,E l'',.?S'l>' APPLIED GEOTECHNICAL . ENGINEERING, INC. lot 14 PALOMAR AIRPORT ROAD & EL FUERTE ST. CARLSBAD, CALIFORNIA Project No: 87-168 Date: 7-23-87 Figure No: 1 l f . ' i ' J \ ' " ·,, -.. , , B+ ~ Approximate location of /i \1~· .. <r- ~~· ><:-~.:: '-.,¾/ -rv. f / ,. I 1'1. ~ BORING s,1c,,.;,c,.p_ G>o' I /Of', ·- - ~'" ;± n,.-7q'. .:,f 1~z1~-, . , -----~ ! i~ 1,.---,. '·-........_ ----- LOCATION 17. :"7 ~70'?f. --.j.. ~53-··· ~~-: . .I ~ I ~----· 7 I 0 r .. ----··· ' ?l ii~. - /~ ~ ! i I I i ! !Ir I ,~ -"~"'· '·, ,i4 ,ax '"?f. :t ilro. -. LOKER AV£ Boring tests PLAN ta. ~ \ \ \ \ \ I \ I \ \ I \ UJ I- C:: UJ ~ LI. -J UJ 5CA\,E I",.~· lot 14 PALOMAR AIRPORT ROAD & EL FUERTE ST. CARLSBAD, CALIFORNIA -------------------...---------------------·· I I 107t_:~3-87 'Figure No:1 I ~· APPLIED GEOTECHNICAL . ENGINEERING, INC. Project No: 87-168 ., 1 t t Drill Rig: 16.9 02.0 14.6 07.4 LOG OF BORING Boring Elevation: Boring Number 8 Inch This log Is a representation of subsurface conditions at the time and place of drllllng. With the passage of time or at any other location there may be consequential changes In conditions. Bl 5 15 20 25 30 35 40 Description and Remarks Silty CLAY -some fine sand grains, organics, hard to very stiff, moist, soil colors consisted of greys,black, greens and brown, pieces of silt- stone, well cemented, some sand layers, decomposed shell Sandy CLAY -some gravels, fine to medium, slightly moist, greyish brown, pieces of siltstone Bottom of Boring@ 10' No Groundwater Boring Backfilled Lo APPLIED GEOTECHNICAL ENGINEERING, INC. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 Figure No.: 1 Drill Rig: 73 8.6 80 8.3 I I I I I I I I I I I 116. 114. LOG OF BORING Boring Elevation: Boring Number 8 Inch This log Is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes In conditions. B2 Description and Remarks Silty CLAY -grey, brown, black, organics, moist, hard 5 to very stiff crushed Sandstone -light brown to white, moist, dense to very dense 15 Bottom of Boring@ 10' No Groundwater 20 Boring Backfilled 25 30 35 40 APPLIED GEOTECHNICAL ENGINEERING, INC. Lot 14, Pa omar Airport Roa Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 Figure No.: 2 I Drill Rig: Mobile B-47, Hollow stem 14041 30" r 10.3 e ro k LOG OF BORING Boring Elevation: Boring Number 8 Inch This log Is a representation of subsurface conditions at the time and place of drtlllng. With the passage of time or at any other location there may be consequential changes In conditions. B3 5 10 15 20 25 30 35 40 Description and Remarks Surface Cracks -1--1---~Silty CLAY -soil colors consisted of grey, green, brown, Clay, greyish Silstone, hard to very stiff, slightly moist SANDSTONE -hard to very dense, whitish brown hard to drill, auger in rock Lot 14 Bottom of Boring@ 6' No groundwater Boring backfilled APPLl ED GEO'l1ECHNICAL ENGINEERING, INC. Carlsbad Oak Business Center Carlsbad, California Project No.: 8 7 _ 1 6 8 Figure No.: 3 Drill Rig: Mobile B-47, Hollow stem. 140//:. 30" Drnn Date Drille<g / 5 / 8 7 Logged by\.iy LOG OF BORING I Boring Diameter: 8 Inch I Boring Elevation: IThis log is a representation or subsurface conditions at the time and place of drilling. With the passage of lime or at any other location there may be consequential changes in conditions. Description and Remarks Boring Number B4 b::: 75 18. 4109. 7 ... Silty CLAY -greyish, brown, crushed Sandstone layers, hard to very stiff, slightly moist ::r=: 33 20.2 04.3 + 30 21.9 98.9 ---- I-... - I- - - 5 -. . - ~-·-,_,.___._Crushed SANDSTONE -some clay fines, "" ' .. I-- I-. ~ 15 • "" . I-- ~ . I-. i-20 - "" . ... -... -... . -25 • ... --. -----30 ---------35 ----------40---... ----- APPLIED GEOTECHNICAL ENGINEERING, INC. Lot 14 light brown, pieces of clay stones, moist • ' ' Bottom of Boring@ 10' No groundwater Boring backfilled Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 4 LOG OF BORING DrlllRig: Mobile B-4], Hollow IBoringDiameter: stem. 140;~ 30" nrnn 8 Inch I Boring Elevation: Boring Number Date Drilled: S / S / S 7 I Logged by: IThis log Is a representation of subsurface conditions at the time and place of drilling. With the WY passage of time or at any other location there may be consequential changes in conditions. BS I ...l-35 23.4 t,-42 10.2 tr:: 78 24.2 ' . 98.3 i,-,. 106 .2 i,-.. 103 .5 ... to . . 5 -. Silty CLAY -grey, orange, black clay, hard to very stiff, slightly moist, coarse very dense sand layers --•. --. ·~, .. l" layer of black sandstone ---10 --• --. .. . ~---. t-. . ... 20 --. ,. . ,. . ,. . -25 -.. . .. --. --... 30 -----. ---35 ---.. - i,-- i,-. ,-40 - too . .. . .. . ... . APPLIEO GEOTECHNICAL ENGINEERING, INC. Clayey SAND -gravels, piece of sandstone moist, brown, orange I ' Bottom of Boring@ 15' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 5 LOG OF BORING DrillRig: Mobile B-4], Hollow IBorlngDlameter: IBorlngElevatlon: stem 140/I. 30" Dron 8 Inch Boring Number Date Drilled: 8 / S / 8 7 llogg ed by: IThls log Is a representation of subsurface conditions at the time and piece of drllllng. With the -WY passage of time or at any other location there may be consequential changes In conditions. B6 -,--72 7.6 11 - cc: 80 16.9 ~ 63 17.7 122 .8 -. -. -99.4 ... - i-5 -107 .3 .. - i-... . I-~-·-.. . ... I-. .. 15 • .. . I-. .. . .. . ~ 20 -... . ... ... . ... """ 25 • .. . ---. -... 30 --. ... ... ... . ... 35 ---... . ... -.. . ... 40-... . .. . .. . ... . APPLIED GEOTECHNICAL ENGINEERING, INC. Description and Remarks Sandy CLAY -light orange, brown, moist, pieces of sandstone, hard Crushed SANDSTONE -clay fines, orange brown, moist, soft, medium to coarse sand grains, very weathered SANDSTONE -w/grey layers, brown layers, moderately hard to soft, weathered, moist I ' Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 6 I I I I I LOG OF BORING Boring Number DrillAig: Mobile B-47 , Hollow IBoringDiameter: stem 140// 30" Drnn 8 Inch I Boring Elevation: Date Drilled: 'Logged by: 1Thls lo0 Is a representation ol subsurface conditions at the tlma and place of drilling. With the 8 / 5 / 8 7 WY passage of time or at any other location there may be consequential changes In conditions. B7 52 17.8110.8 _ Silty CLAY -light brownish orange, whitish to. brown _streaks, :C: 100 r.:c: 100 17.0109.9 16.2 111.] -------- -.. i,---i- i,-.. ----... ... ... --.. .. i,- i-.. i,- i,-... ... .. ... I-.. ... --.. ... - -. - 5 -- - -tn ---.. --- 15 ----- 20 - -- 25 --- - 30 ----- 35 ----- 40----- APPLIED GEOTECHNICAL ENGINEERING, INC. -moist,·~irm to stiff -' SANDSTONE -moderately hard, well cemented, brown layers and grey layers l Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 7 August 13, 1987 Project No. 81-168 Page Nine Moisture-Density APPENDIX A LABORATORY TESTING Moisture-density information usually provides a gross indication of soil consistency and can delineate local variations at the time of investigation and provide a correlation between soils found on this site. The dry unit weight and field moisture content were determined for selected samples, and the results are shown on the log of boring sheets. Moisture-Density (Dl557-~8) A selected soil sample was tested in the laboratory to determine maximum dry density and optimum moisture content using the A.S.T.M. D1557-78 compaction test method. This test procedure uses 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers to a 1/30 cubic foot cylinder. The results of the tests are presented below: Boring No. Bl BG Sample Depth (Feet) 1-3 1-3 Expansion Test Soil Description Silty CLAY Sandy CLAY Maximum Dry Optimum Moisture Density (Pounds Content (Percent Per Cubic Foot) of Dry Weight) 116.5 15.2 116.0 16.3 At the conclusion of rough grading, the surficial subgrade soils on the building pad were observed for expansive soil conditions and a representative soil sample was obtained for laboratory ·testing. This sample was remolded in a 1 inch high ring to 50 percent saturation in accordance with UBC Standard No. 29.2. Using a surcharge load of 144 psf, they were covered with water and subsequent volume changes were recorded following a 24 hour saturation period. The laboratory expansion test results are tabulated below: Boring Boring Depth Soil No. (feet) Description Expansion Index Expansion Potential Bl 1-3 Silty CLAY 88 Medium B7 1-3 Silty CLAY 83 Medium APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 19~7 Project No. 87-168 Page Ten APPENDIX A (CONTINUED) Direct Shear Direct shear tests were made with a direct shear machine at a constant rate of strain of 0.05 in./min. The machine is designed to test the soils without completely removing the samples from the brass rings. Samples were tested to evaluate the internal angle of friction and cohesion. The samples were tested at the increased Coulomb shear strength parameters below: Boring No. Bl Depth (feet) 3 Soil Description Silty CLAY w/ SAND AND SILTSTONE fragments Coulomb Cohesion (lbs./sg.ft. 300 APPLIED GEOTECHNICAL ENGINEERING, INC. Angle of Internal Friction (Degrees) 33 ,. ID z 0 I-< u J ' ID :> IL Ir 0 I&. 0 111 > 0 Ir IL IL "' ~ .. .... I ,0 N 0 0 z :l Ir 0 I&. ·' DIRECT SHEAR TEST DIAGRAM ->--·>-. --~--H·· 11· ·1-+ -L··t+. j +-1 +· t-+··t t-·+-l-t·t· -H-+t -t-41+ -u-H-I ~m--:-...:'.=-=~'-;::: · = :4 J-; .· -· i--·· t-f =t { c1 T! q J.·.t=ti·: t±tr· JJ.:rt rrlt · : :-- ,_ ... --+-,__ c--tt 1.·-· . . ··r-.j. 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I . _: ::_':J=-. -::· .... , .. ~, ·t'·i1-tJ -_ r1 l J F ··i~ .· r · i ,··· . t·,:111 .. rt-~ ·IJ=tl 1·tr= :irJ, · ~:=·== _· q::=~·:: -·• • ·-···· d ·-1. ···· ,-i-· ···1-1-+··• 1-·t \· T I ! · · t. l.·· ! j · ! j 1 .· l '--i , + t·t,· f·-,··•· ·· ·l-l.J.t··'-.. ,--,-. -1--.i-1---~ · -. · -· 1-:-r I ,+ TH I , l h r , ' 1 : t I r 1 · + rrt 1 + t·h-,-+ 1· ··->----+1- :c -: ·-..:. ·.tJ -t'·· ·-tL f t-1····· ·1fi+i.1t· .. . I. :1· .!· .1 .. j lf i i J:t t t l j.j-i .... ·:1!i·l1,.·LI :Ljii+.: :_ -_:::-~..:.t-.-.: ~ .... -..... l . -·l1·-t ·t-., l : 11: ! 1l.·# 1· 1 ·1· 1 l--·:·I· .L.·1· --,--·1-r--t----z . ~ ... 1.f·, Lr-TTht·j · _t j_.· . '--h-~li .. ~~, .... =t=w.-.··r1 -tl.: !. l·1; .. ->-· +·-r,- lLI .. --· 1· l·t ..... i .. -J· ·t' I . t l ·f !-,·l· 1 i 11· l-1'·· rl--1--,.' ·1-+ i.\-1'· ···--·----±-+-t+-,., ·1 I-· 1-· ,·l. ·-. ·. '· , ·r·····, t' i l· ... 1 , ... ·++ ···r-+ 1.· .· 1-r·t·t .. ,-t-i---1. !··.-·--·~-·-t--t.·· ..,_ ... -.. -·····/ 1-. __. l ·!·· I • l : . ' i . I • I . -: t ··1 1-·T l-1 t7: . ··t ,-. -+·t -·---. ...+, t--··t · 1 · H. 11: i : :l-1 · rt ·,:ft lx 1· 1t:··rl·· ··-·----·+i-1 Cl) J j t lj[ 1· 1 · 1· 1· !1 '' _j t· fl',V!t I ·1 l '1[ I ,11 1 -· ·---·-1 i.i --··1· I . 1: 1·1 • • [ ]ff. 1 :' ·i·-·· ·····!. r·· ··1·1·1 1·>-+· i r-i'-. --· . ··j· l · . . ·1 -. -1 I .. .I t ' • .. • i • ... 1 r. t· L ... l .. . .. .. I ·1 · rt· ··r_j .... l -.•--Lt-r 1· 1-r····-t'--f ,·tH·l!f-1 -,.!1 _' _q+·· ti-·.····.f Ir,.· ······t·j -.-·q-:-·-:1.++.,-o:: -J_j_ -Ml -·1 I 1 +··• ·1·· 1 l: it, r: ; i. : f ~i I •. ti'.'+ 1·tt~-: 1 · ++r 1 ,-11; t·\j-t ,-; t·I <( t-~-+--4- 1 .. •,----··+-+-l. -t-·7·-1 ~--· [!!-t--j -t -·. !--· ,· .-J-+·. -·r--f I ·t-1· ,--r-t--rr-r---r.·r--lLI .. -···· -. · ··, .··1 ·, !·, ·-·l .·· !11 r' 1 • ,. 1 1 r , , i-, ·t -.l f-,· -J. ·'.·+--·,·-+~-. t·1- "T"' --·•··· ·-... t· f .. ,··+ 1 ·t· .. . l ·J ·r '1·· l I r, I r t.· ·1 ·r r ·-•·1·t··t·· l-.... J--t· .... I i t-, -+1·· ·1·-j· +·d·t. ----· ,· 11 j H :· ·l t :f · · ! I ix" rd 1 -· · t-· + -1 t· + r · +it+ ~ ·-1-,· 1-1 ·i--i II) 2 ' : i i 1 Ti : . . : l ' ! ,·,rr r 1 ! ! ! r : r 1 rrt r; ~ n ; I ~( :Fi -r ,·t t l I•-, 11 -i · 1 ! ..... 'r ,-t 1·! [ 1··t·· t·.····•··•-·-·.,r .-1 1·•·• .... ·=t.:r ·r.--.· · t.:i-.-.jttt ..... Ji :t·-1':io I : l.i. · J if ,~\J··r ·t, :t ~·· 1+t-i---J lrt··· ·4:11J.1:. ··+-f .. ~ •.il -t--F · in·· ·r-· ::_i.+ ·· -·· ·f.·, ..:.,,~ -~ c_;_.; ,_J:L+.-1 .__tLL_ .. · d.1·tr· ... 7r_tt·-r L.::.1Lir.i.·_ ~4-tt···rrt-1]± -· H-1 J·±· -L ~-·'-,Ll. rtn··. i . t·t ! l' f· ll j l 11 .... 1 • I· ·• i f-l .1 H+ -t-Ll. -H·'--.L I ... ~ .. 1'-1· -· . , LJ' -, . : -1 L, l l , ._ 1.. . ; 1 1· .. J +·· 1 ·i-+ -Lj j. L . -H .L ·+-+ l .··r'-·11-1·t·i 1 ttY'k" .-+LI I j !·· i IL+ ·t ·1·.·I . -11·-+-,-lt +1 .··t· 1·.·t1·I -•rl--·rr-+ I -t-· t I l f 1%1 I .·r h· · f ' 1 t t I i ·t I,·: · -1 . -t f-iT 1·+ , 1 it -+r-t +·+-t 1 1-t + l[ '},4 l1'+' -+ ·fl ll. ff.· I ii r l.-t L H H_ 1-·-·t·i.-l .... L rt.-+t-t'-·r··--t -r-~1t·+ . ---d/-~-tr'-·r 1 .. · ~.\ .. ~!.·. r-. tj, Lt·1.1 --J-l ,· ·ool· ·· -·-1+-····-t -1--~ ~ -1_ l J>"' ... tH-c. -:r=ttl 1 I f ! ]1 i : r J-1-i , J.t· -Lt1 :: =rt+-1.t·· -1-1:1:.t--:. .j.+· · :J:·:::.- --~~-1--1--+-+-1· ·· , --rr··,,-i -H-· ;i·---j -4··1 ; -~---t-···H--1~ ;+-..!-. 1--!+t+ , I I LY-.... -i·· . ·-.... ····~--+--' -..... ~ ·r-l i-i·-. I , .... · t· , ,_._, ... , ,_J / ... L .· . -•· 1··1+ t-q·:t 1..-t'.'-l. -. -1 -.. -t·+ I r1' I· .. : r-.. i l II,-; 1-H -+: '. r1· 1 ;.~+-~tH-·-·+t···· !1 ··~ -.. : ··1-:L-. Tii --Lr' 1'·tr -1,t1i· t ! i! I! ·17\--\, ·1•·1:-i.··· rl ib. ·r--th i .. -t.t+ .. ·.1r·1±:. O I l . , 1 1 , • , : 1 . 1 .. , , • 1 : , , • • , , , 0 1 2 3 4 5 6 Boring No. P.,I -------NORMAL STRESS ( ksf) • • Depth 3, E&fS.X Soil Type ______ _ Sample Type ______ _ APPLIED GEOTECHNICAL BNGINEERING. INC. Peak Residual L.crr 14-Al-&C> IP.:> ~"t>M.°'2!.. AtFZ-Pofl!:f 'fl...r:> / ., '--1== u•it:re ~, ~L--1!,P.iAC, Project No: e,7-l(e,e, FIQure No: • ANALYSIS • DESIGN PROFESSIONAL PAVEMENT ENGINEERING • SOILS, ASPHALT TECHNOLOGY 2700 S. GRAND AVE. • SANTA ANA, CA 92705 R -V A L U E D A T A S H E E T ~ PROJECT NUMBER ___ 1_6_3_4_6 _____ _ BORING NUMBER 87-168; Carlsbad B-5 @ 1•3' --------- SAMPLE DESCRIPTION Grey/Green Slightly Diatomaceous Sandy Clay I ............................................................................. I tern S P E C I M E N _ ..•••.•.•.•... a b C d I Mold Number 1 2 3 Water added. arams +85 +108 +68 I Initial Test Water, % 19.8 22.0 18.2 Comoactor Gaae Pressure. nsi 105 100 115 ' I Exudation Pressure, osi 311 200 460 I Height Samole, Inches 2.61 2.59 2.43 I Gross Weiqht Mold. arams 3148 3140 3126 I Ta re Wei aht Mo 1 d, a rams 2088 -2107 2112 Samole Wet Weiaht. arams 1060 1033 1014 I Expansion, Inches x 104 35 20 58 Stability 2.000# (160 osi) 60/137 72/146 54/126 I T~rns Oisolacement 4.09 4.45 3.63 R-Value Uncorrected 9 5 16 I R-Value Corrected 10 6 15 I Orv Dens itv, #/CF 102.7 99.1 -107.0 I D E S I G N CAL C U·L AT ION 0 A T A I Traffic Index Assume 4.0 I G: E. by Stability 0.93 0.97 0.88 I G. E. by Exoansion 1.17 0.67 1. 93 I ·Equilibrium R-Value 8 by Expansion 6iOllSS1' Exafl~-lJ!i d: 8/1-1/87 ;~ ~~ ~ I '· 1/~-G I= I~~ f = 1. 25 I \f~' 6,,_..,...., REMARKS St~ ~~N"lf'#· RCE 30659 I ..... rn~,\\i \..../ The data above is based upon processing and testing samples as received from the field. I Test procedures in accordance with latest revisions to Department of Transportation, State of California. Materials & Research Test Method No. 301. ... R-VALUE GRAPHICAL PRESENTATION PROJECT NO. / ~ 3¢G, BORING NO. w.0.62-LloB-,'B-':ti)/-3' DATEtilasuJ. //, /CJB7 TRAFFIC_ INDEX ~ io R-VALUE BY EXUDATION __ 9_._ __ _ R-VALUE BY EXPANSION __ B-"----- . Vl Ol ...J .. uJ ex: :::, Vl Vl uJ ex: a. ex: 0 r-u .:l: a. ::E: 0 u 400 350 300 200 100 0 % MOISTURE AT FABRICATION 800 700 600 500 400 300 200 100 . t: .. z 0 H ~ ~ &:I.I >-IQ C/l 100 9G 80 70 60 50 ~~-:_ ;-~; :1;;::::; ~;~t;: ;:;;~;; ;;~. ~<;~~-: ;:::;-~. EE!,;J ~~i~~\ =~!;it~?":-= j~f~~ ~;.rt=-=: :::?; ::~:!:-:: §g~ :-:~_;::: ~=~~~ ~~~=: :.~r:~ ~~~~~~ ~~~::~: ~~~~~ .. ~~ ~ 2c=~r: 40 ~;ili.:f: ~§== ::!.:1£:E ~j~~ '.:~T::~ ?:~[;: :~:<~ :~~~;~: µ::§r:ili ;::J~I~ ~!ff: ~~E~ ::~-:=:~ :~~, =<<: ':::: __ : ;~lf:t ::di~ l:1~ iiffi~:: ~:J=-:: ~;:µ.:; :i=L:. :;;,:i H = E-< ~ g;! 1 8 30 20 10 0 1.0 2.0 3.0 4.0 lfu) COVER THICKNESS BY EXPANSION• FT. % MOISTURE _ _,•-----4N-----11N __ R-VALUE vs. EXUD. PRES. " M M T by EXUDATION ~-RK-S ~~-QJ~ ~:"" -:-_,4j=-=-=t=·=d= .... ·5~_·_T_v_s_. _E_XP_AN_._r_· ___ .1). ____ 6, ____ A __ T _b_y_E_XP_AN_S_l_ON l,nHclle • ,\\a19\i11 P-ESSIONAL PAVEMENT ENGINEERING 4.0 3.0 2.0 1.0 0 f' Summary and Worksheet (Part 1 of 2) ~oe,*24-11 CF-5 Proposed Adjusted LPD · 1 Total ..... Walle (CF-I) • • • • • • • .4; AA WIIII 2 Conll'CII CNCII W• (WI-SI) •••• , • -\¥all a A4uslld Walll (Line 1 • lJne 2) • • • • • m; Wall 4 Cancllonld Floor AIN • • • • • • , • , 0 ti 5 Aclutlld LPO (Une 9/ Une 4) • , , • , •. , w...,.a Whole Building LPD Lumlnalre Schedule A I C ........... ,...,., ..... A.r.Nnce Canllruclloft Coda Docunenla '--lnlnDNafploft G 4911 ;; ---~ INCJu..lt::>_ Ff)(.TIJ~ H 1011 ~U-' .,,.,. --M,..~_ IL.lnA.t..lt). bluJM Dall Tailored LPD Approach (when applicable) 1 WIIII far IO: A• M (W9,IC) • • • • • • __ Wall I Ta Wall b IC: 11 F (WNO) • . • • Wall a Non-Ta w. r.. lO: EI F (WS-90). • Wall 4 Ta WIiia b IC: Cl. H II (WNE) • • • Walla I Non-TaW.r..lC:G.Hll(WS-IE). Wall t AIIIIIM1Nll11• 9IDlw UOh*II (WNF), WlltS 7 TOIII --.ct Wall (hi 1-8) • • • • • • W• I ·ealCftallld FIDar AIM • • • • • • • • • t2 t Mulnun LPD (Ula 7 / LN I) • , • • • • . Wlllllft2 D E F =-= Numlllrof TOIII ......... (Incl ...... w. ,~ ~ 44,z. I? VJ5 88>4 ~ 'Z)'Z.1~1/$)l-AMP FL.UC~. 'fO '2.10 84<:x:> 1'2.0V. M~Te-rt./~V& e,.A I I Att!:J....,. L,&N~ P•T• 1:.\7'2.<o Fom1Reviud9eplemblrtl8t *' ,• • _,,.._, 1 I J ~ i l:.ightins Summary and Worksheet (Part 1 of 2) CF-5 Proposed Adjusted LPD Tailored LPD Approach (when appffcable) 1 TafllllulclntWatll(CF-1) •••••••• "1~5A-Watll 1 Wat111Drl0:A•M(W8,IC) •••••• __ Wall 2 Conni Credit w ... (WB-18) • • • • • • -WIii 3 Actuallcl Watll (Une t • Line 2) • • • • • ,7?54 Wall I Tllfl Wall IDr IC: E a F (W8-iD) • • • • Wall I Non-Taak WIii far IO: Ea F (WI-ID) • • Wall 4 Conclloned Floor AIN • • • • • • • • • ~ 12 5 Actualld LPD (Une SI Line 4) • • • • • • ..!.dQ_ Wlllllfl1 4 Tlllk WIii far IC: G. H 11 (WI-IE) • • • W• I Non-Taak Wlllfar IC: G. H 11 (WS-IE) • Wdl I AIIIIIWhal11• ... tJah*II (WNF) • w ... 7 Taflll AlloNd Wall Chi 1-1) • • • • • • Wda I ·eadllOI-, Floor A1N • • • • • • • • • ft2 t ....._ LPD(Une 7/Unel). • • • • • W1lllllll2 Whole Building LPD Lumlnalre Schedule A 8 C D E F ........... ~ .. =-= Aerlrlnoe ConnvcllDn Numberol Tolll Code Docullenll ........ .,..... ....... (Ind......., w~ G ic:it" ~eee&D ........ ..,. .. ..!t:,. 9 ?4 ~ Fl)(.TLJ~ H I011 ~J2..F~ MT~ I I e:,e, 14-b 11 .. J, .... A. i,J D, DIU.lt1 ~ {.Z.)e.''ll~'t~J L.,.AMP Fl.LIO~. ~ '2.10 G:,~ I rtoV. MA.-e,Te:ra../~lAVe- 12..1..1 I J.te1T' Le1'J-ee-P PapTClflll 7~&4- ; lightins Summary and Worksheet (Part 1 of 2) CF-5 ~:u1::-t:..Tc 0L.1<011---Jt:;--~:::>c:, P/:•f:J: .. -t-1 (e,Ll;:::,e,.•~) p Tih A.-~.-:~,. E-lB~rr:-1~ Documentation Author/Firm Proposed Adjusted LPD 1 Total Buldlng Walll (CF-5) • • • • • • • e,4'2-W• 2 Conni CrecltWdl (WS-58) •••••• __ w. .. 3 Actualld Walll (lJne 1 • line 2) • • • • • • t;,4'2. Wdl 4 Conclloned Floor AIM • • • • • • • • • G:> b '2.. ft2 5 Actualld LPD (Una SI line 4) • • • • • • I, '2. ~ Wlllllll2 Whole Building LPD Lumlnalre Schedule A a C Lumlnllre Reference In iw.rence Conll'Uctlon Coda Docunenla ........ Dltcq,ton Tailored LPD Approach (when applicable) 1 WIIII 91,r IC: A• DIE (WI-IC) •••••• __ Wdl 2 TIiie Waii 91,r IC: EI F (W9-SO) • • • • Walll I Non-TIiie WIii far IC: E IF~) • • Wdl 4 TMlc Walll far IC: G. H 11 (WS-SE) • • • Walla 5 Non-TIiie W• far IC: G. H 11 (WS-5E) • Watta I RIIII"'._.. .. SIDlw Ughlng (WS-5F) • Walla 7 Tolll MowN Wdl (lnet 1-8) • • • • • • Walla I .Conditioned Floor AIM • • • • • • • • • ft2 t MulnMn LPD (Una 7 / Line I) • • • • • • Wllllllft2 D E F Numblrof w...,... wnlnilre Tolll ......... (Ind. ...... ., WO G 9 11 ,e.e:-e~e:-D INC~ND. I ~ ~4 FIXTLl~c H 1011 <:.-:.,LJl2-FAc.& M-rD. I C:,6 r.oo !~A.ND. c;KLlt·1 .T '2.1 :><: 4' /~') L...Z...t-1r 1<.eceo;_',E:D I 110 11() FLUOK. LE--t,J.::kA :• 1'2.(,\,.~ I< ('2.') '2.' )( 4'/?) L.AJ'1F FUk+!... :::.-7 r71) ~:?,(_) IWV. Mk;r1:::,ie,/sLAv'e-<,;.. (_ . BALL,l";;:;r LE:NC·~c> Page Total 84-·2.. Foon Revised September 1988 Pave -2-of ::;, ., '• . . lightins Summary and Worksheet (Part 1 of 2) CF-5 jij;'f,it-TB: e>1.1'3tN~ Pbf:l'::t:t (e,L.ro.:t!e4) A,..J.'9. el.1:::-CT~IC Proposed Adjusted LPD 1 Total 8uMng Walll (CF-I) • • • • • • • .~¾Q Wlltl 2 Conni Cf9Clt Wall (WS-58) • • • • • • ___ Wdl S Acplld Welll (UM 1 • Line 2) • • • • • -~ Wall 4 Conclfoned Floar Ma •..•••. • . '2-5-I.Z. ftl 5 Act,llld lPD (IJne I/ Line 4) • • • • • • ! • ?'4 Wlllllftl Whole Building LPD Lumlnalre Schedule ,. I C Lumlnah ""-•In Reflnnce CanalrUCllon Code Oocunenta ........ ~ For EntarmmentAr,,,w:, u. Only Tailored LPD Approach (when applicable) 1 Walll for IC: A• OIE (WI-IC) • • • • • • __ Wall 2 TaelcWdlfarlC:Ea F(WS-50). • • • Wall S Non-TMkWlllforlC:EAF(Wl-50). • Wall 4 TMk Wall far IC: G. H 11 (W9-5E) • • • Wans I Non-Taelc WIii for IC: G. H al (W9-9E) • Wall • AIIIIIWINlfl .. IIDlw Ughlng (WS-IF) • wans 7 Total MMN w... (hi 1-1) • • • • • • wans I .Conclloned Floor AIN • • • • • • • • ~ ftl I Mulnun LPD (lN 7 / Une I) • • • • • • Waltllftl D E F WdlP:11' Numlllrof ~ TOIII LlnllllH (Incl. ......., w. ~ ('2.)'2.' it4'/~) LAHP R-UO~. le;, '2.10 ~~<.oo 1'2.0V. M!.A1~~LA.V& o.A..1 I 1£:L..-~ ' PapTotlll ~?<~ Farm Revised September 1981 '· ' . '°tigtitinp Summary and Worksheet (Part 1 of 2) CF-5 Proposed Adjusted LPD Tailored LPD Approach (when appUcable) 1 Tolal8ulclr,gWdl(CF-5) ••••••• ,,Z.oe,o W• 1 W• blO: A• M (W8-IC) •••••• __ Wall 2 Conhl CnNII Wane (WS-SB) • • • • • • --Well 3 Aclutlld W• (Line 1 • Une 2) • • • • • • '2.080 Wall 2 TIIIII Wall 11,r IC: EI F (WS-90) • • • • Wall 3 Non-TIIIII Wllll 11,r IC: E I F (WS-SD) • • Wall • conclloned Floor ArN • • • • • • • • • 1 e ~ 5 •• 4 TIIIII Well far IC: 0. H 11 (WS-SE) • • • Wdl 5 Aclutlld LPD (Une 3/ Une 4) • • • • • • I. I?, w-,a2 I Non-TIIIII WIIII far IC: G, HI I ('W9-IE) • Watt I ~81Dfw Ughfng(WS-SF). Waltl 7 Total MMld Wall (Inn 1-8) • • • • • • Waltl I ftl t Wantlftl Whole Building LPD Lumlnalre Schedule A a C D E F Lumfnlh Aerer•iceln =-= Aaflnnce Cona1nlctlon Numlllrof Tolll Codi Docunente Llllllnan.,...... ............ (Incl......, w..- ~ '2.'><.4' (a,) LAMP ~~eo 11 110 1570 FUJO~.~~~e:t:> 1'20~ I<. ZY,11-4't~)IAMP Fu.bit. 1 '210 '2.10 1€0V. M.Aen,,.iz./et>,.V6' e,,A-I I .AeT l -~--..r, . Pap Total ---.....; -, ~ Fann Revised September 1981 Page ..2,_ of~ ·~ :4 Lightins Summary and Worksheet (Part 1 of 2) ..Joe,4i4=,z.4--,7 · ~ CF .. s>;:. y', .' ~ect~&t2..T!=:-e,tk,IN!:£$ pfui t (!zktG,t t) &PL.~/~ecl£. For~..,u,,o.,i,J:;; ·:< A,.,-J.~. &l.&c-Tf;.JC: L,\OWN .. , •. · CH,A~~~=--------=~-OocumentatonAulhorlFhl 0a1e ~ ··~·e,/io;ee, . CheckNa, 0a1e Proposed Adjusted LPD · T~lored LPD Approach (when applicable) . . -~~ t TOflllBulrlngWab(CF-5) ••••••• 41,Z..G, we 2 Conni CNclt Walll (WS-59) • • • • • • ~~ Walll 3 A*911tdWat11 (line 1 -line 2) ••••• ,S::]1'2.<.o Wall 4 Concllloned F1acr Area • • • • • • • • • 7 O(p'f!:, ft2 5 A*911td LPO (Line 3 / Line 4) • • • • • • I, ~ 7 Walllt'fll Whole Building LPD Lumfnalre Schedule A B C Lumlmn Refentneeln f'Wenlnce Conttructlon Code C>ocwrMnll wrm•~ G ,:1 11 i:,..,,.,-,-::: -... ~ INCA.Nt:>. f'IXTU~ H 101' 'SIU~ r:>..,-..e, MTO. IIJoJi.. ND bklJM ~ '2.)'2.1 '44'/:?>) LAMP FLUO~. · 1,z.ov. M~Te-it./sLAv& -e,Al.,.L.Aeo T l.-E::,t.J~ Form Reviled September 19" D E Numberof rt:::: ...... (lnd.balnlJ ,~ ~ I? G,8, +o 2.10 Page Total F TOIII .· < .... 44~···.· .. .'\:. . 88,4 . .. ·. : 84o::> ·•. ,: "'17,Z.(o '"'"+•,,Z,Jr,:1:;,lf ., .... -~.>'.?''~4~[~t~f · tightinp Summary and Worksheet (Part 1 of 2) Doc:wnentatlon AuftorlFlrm · Dall Proposed Adjusted LPD Tailored LPD Approach (when applicable) 1 Total Bulclnt Watt, (CF-5) • • • • • • • I 1~24 Walll t WIiii fDr 10: A• DIE (WI-IC) • • • • • • _____ Walle 2 Conttal CNclt Watll (WS-58) , , , , , , -W.111 3 A*911N:1 Wlllllt (Une 1 • Une 2) , , • , , .7~ !::>4 Walll 2 Tllk WIii far IC: I & F (WNO) • • • • Walle I Non-Tak WIIII far IC: I & F (W9-ID) • • Wall 4 Concffoned Floor ANa , • • • , • , , , 2:f:?'Z. ftl 5 A*911N:1 LPO (Line SI Une 4) • , • • • • I • 0 Wallllfll 4 TllkWlll,-IO:O.H&l(WS-IE). • • .w ... I Nen-TMlc W. far IC: G, H &I (WME) • Wall I At1111Mho111II• ._Lllh*'I (WS-5F). W• 7 TolllAIOW9dWalll(lnll1-t),,.... W• I ·co.Nllonld ADor AIM • • • • • • • , • ft2 t Mllllnun LPD (Ult 7 / Line I) • • • • • • Waltllfl2 Whole Building LPD Lumlnalre Schedule A B C D E F LIMnln• Reference In WalllP.11' Aaferetice Conalt'Ucllon Number of Llffll'llilre Total Codi Docunenla wnin.. Dncq,lc,n ........... (Incl ...... .., w._.. G "'l 1' Ree6£E>SD I NCAN 17. '1 ~4 ~ f I)(. T tJ !?,t; H 10 11 cotJKr==Acc-MTD I I G,8, 14-e> INCA.ND. D~LJM ~ {'2.)e.''1'·~'(::?>) I-AMP FLLIO!ll, ~ '210 G:,~ I '2.DV. MA0TB'"'/<:>l..AVE::- e..A..u..i.e; r U::t.J~ .. Page Total 7=!,&4 Form Revised September 1988 """~",¾'li~if t;i ,::c.,. ·/.',~:i ! . I , . · Lightinp Summary and Worksheet (Part f of 2) ~~~ e,Ll<:>INe<e,~ PM~.,., /~t..D&.t:a,) A. -J :0. ~If--lC.. Proposed Adjusted LPD ,<';'~',1~;;; ,:;;;/: Tailored LPD Approach (when appHcable)hi· },, : -' ,'' '~, µ ', 1 Total Bulclng WIIHI (CF-5) • • , • , , , ~4'2-Wattl t WllllfarlO:A•M(Wl,IC) •••••• W.111 2 Conlrol Creclt Welti (WS-58) • • • • , • W.111 I TIii& Wall far IC: 11 F (WS-iD) • • • • WIii 3 Ac"'911cf Wlllll (lJne 1 • IJnll 2) •••• , • e,4,z_ Walla a Hon-TIiie Wiii far IC: I & F (WND) • • .w ... 4 Concllloned Floor AIM . • , • , , • • • (Db 'Z. ft2 .. Tllk WIiia far IC: 0. H I I (WI-IE) • • • WIii 5 Ac"'911d LPD (l.N 3 / Unll 4) • • • , • • l.'2.~ Wallllll2 8 Hon-TIii& WIii far IC: G, HI I (W9-8E) • .... I AIIIIIIWholllll ... Ughllng(WS-IF) • WIIII 7 Tolll AllolNd Wala (ht t.e) • • • • • • WIIII 8 'Cancl*tnlcl Floor AIM • • • • • • • • • ft2 I Mllllnun LPD (I.ht 711.N 8) • • • • • • Wallllftl ·• Whole Building LPD Lumlnalre Schedule A a C D E F Lumklalre AefeNliceln =-= ·. ., Flaf8"tnce Conlwctlon Numblrof Tolll Codi Docunenta wnlnah ~ Lunlillnt (lnclbllut) Wtt11 G c.1 11 ie..ece,-;c.->:bE;;:O INCA..ND. I ~ ~ FIXTLlP-t:;; H lo" SLl12.F.k:.& MrD. I (pf!) G:>.8> It-CA.ND. ~tJM '2.')(41 /~'} L.AMP t<.EC-· -t ' -.J ~ 110 I 10 FLLIOI<!.. LE-4-JS>&D 1'2.c>V. ~ ('2.1'2.1~4 1/7) !...AMP A.J.Jott.. ~ '2.10 G,~ liDV. MA€,Tl::,1<../<=:,LA.v'e-. BALL.AeT l.,..E:;NS>E=D PageTolll 64-'2. Form Revised September 1988 , . ~· Lightins Summary and Worksheet (Part 1 of 2) EL fUt:;~,:e: e,oo,r-J~ p~:J:, (r;Lro.:lf!4') Pfolict Titi A,..J,<3. ell::-CJ~IC Proposed Adjusted LPD 1 Total ..... we (CF-5) •••• , •• ,:?¾? WIIIII 2 CanhlCNNltWIIIII (WS-58) •••••• __ Wall 3 A4Ullld Walla (Une 1 -Une 2) • , , • , .;7¾', Wall 4 Conclloned Floor Al'N ••••••••• 12.:zl'fr: fl2 5 A4Wlld LPO (line I/ Une 4) • • • , • • I , ?'.4 WIIIIIII Whole Building LPD Lumlnalre Schedule A a C Lumlnth Reference In Reretence Conltrucfon Code Docunentt ....... ~ ~ ('2.)'2.1 it41(~) l.At1t'> F\..LIOF(.. l'ZDV. M;,.--:.. -up../~LA~i;:::,. r::I..AI I ll=··· I .... ,:.....,,_t:> Fam, Revised September 1989 D . Numberof ............ IG> E F =-= •. Tolll " ?ix> 1 if (lnat.bllul) WO···. '2.10 ?¾a)"' : ;•: .. . .. : ' ;:;t,:. JI ···" . ., ~\/', :-:<.;~ Page Total "2..4.A-. >~!\1' -' , '. ~ BulldngTolll ._I __ ..,.. ___ -----,----.-I . • L1Qht1ns Summary and Worksheet (Part t of 2J · • " e-t... FU&P..T& 2,lJ'31N§:;:e, PM!(; :f: f {BL..~.~::,) pijficitili ~ . ..J.'2:>. &L~T~lc. Proposed Adjusted LPD Tailored LPD Approach (when ~plica~e) ,,/. . _-.. :·,.: 1 Total Bulclng Waltl (CF-5) • • • • • • • • ,Z.Oe,o W• 1 WIIII for IC: A• OIi (WNC) • • • • • • __ Wala ., ;: 2 COM'OI Cntclt Waltl (WS-SB) •••••• -,,.--Wall 3 A""911d Waltl (line t • line 2) • • • • • • 'ZC>ee> Wall 2 Tllk Wall far IC: E I F ('Ws-io) • • • • , W.. a ,..._Taak Wllllt for tc: E & F (W8-SD) • • : Wala 4 CondlllanedF'loorArN ••••••••• 15:?S ft2 4 Tllk Well rar IC: 0, H &I (W8,SE) • • • Wlb ' S A""911d LPO (LM II Lint 4) • • • • • • I. I ::, w...-I ..._Taak Wlllrar IC: Cl.HI I (WI-IE) • Wata •. t AIIIIM'hall .. 8IDtw Ughfng (WS-SF) • W111t 7 TofllAloNclW.ClnN 1-1). , • , • • Wlb I ·eo.ldtlotled floor ArN , • • • • • • • • .112 I .,.._ LPD (Lht 71 LN I) • • • • , • . Wattllfl2 Whole Building LPD Lumlnaire Schedule A 8 C D E F l.&lnlnllnt ""---'" =-= RefMnce Conltructlon Numwof TOIIII Code Oounentt Llmtah~ ......... (lnd.bllal) w. '2.'it4' (;3,) LAt1P ~--~ ·-11 110 1870 Ft.LIO~. L-~N<3'e-D 1'2.0V. I<. 2)'2.'it.4'{?)LAt1P Fubf-.. 1 '210 ,Z.10 le.DY. Mk, fei.'J'eLAve- f:,AIJA~,-I -·. -~ - . ~ - PageTOIII t?J"'Ja.,-.. Form Revised September 1988 Lightins Summary and Worksheet (Part 1 of2) ..Joe,•24-11 Proposed Adjusted LPD · 1 Total 9ulclng Watll (CF-5) • • • • • • • 4-, ,Z.G, we 2 Contol er.cit w ... (WS-58) • , , • , , --,.-.--W.111 3 A4ullld Wlllta (UM 1 • UM 2) , • • , , ,j ·rz<o Wdl 4 Conc111oned Floor ArN , • , , , , , , , 7 O(pf!:, 112 5 A4ullld lPO (llnU / UM 4) • , • , • • I , ~ 7 Wflltllf(I. Whole Building LPD Luminalre Schedule A B C lumlnm Refer8nce In Refe,.,.. Conltucfon Code ~ Lumlnlh ~ G "111 ~----~ INCA.J.Je:>. rl)(.TlJ~ H 1011 '=1U12 r::k"'"'-MTO. It-Jo.A ND DRIJM s';t' ',',.,, .:; 1 iiW8farlO:A•M(W8-IC), ••••• __ I,,Walll:~;;,;( i'.>i,r'., I ;tllk Wall far IC: I & F (Wl-iO) • , •• --~ Walll f ,, · 3 , Hon-TukWlllllforlC:E&F(WS-50)... "'Walll :'. -,'' i .· 4 .· .. Tak Wall far IC: G. H & I (WI-IE) • , , ,; WIits ~'{ 5 .· Non-TukW.forlC:G.Hll(WS-5E). t'Wdl · I W'Whol11• 8lmw lJOhlnl (WS-IF) • ·'.· WIits .. 7 Tolll MMld Walll (lnN 1-8) • • • • • • WIIII .' 8 'Conclfollld Floor ArN , • • , • • , • , tl2 t , Mulmunl LPO (lN 711.N I) • • • • , • _ ___. w .. "'" 0 E =.: .. /:.' Numberof Tolll . \Ct .......... (lnd.balul) •.... I~ ~ 44'2... . ·. f? &5 854•·';. .. . ' ~ '2.),Z.1 ,-.4'{::?,) l-N1P FLUO~. ,to Z.10 ~··•>'..· :,; " 1'2.0V. MP&Te~ /SLAY& -l?AJ..LA~T U::-t..ieoEt, hgeTolll -=,-i ,Z.G,. ),d, Fom, Revised September 1988 . Lightins Summary and Worksheet (Part 1 of 2) ef&iue:-rz-re:, fZLIS>1 t-J ~ P/-::JY-t I {e,we,. t-,z.) p T1li ,6 . ..J. e. ~t...~T f::I c Dall Proposed Adjusted LPD Tailored LPD Approach (when appHcable) Total Bulclng Waltl (CF-5) , • • , , , , • "1 ~54-We 2 Conni Cl'IKlt Walt (WS-5B) , , , , , , ___,__ Walil 3 A""911dWIIIII (lJne t • Une 2), , , , , .J~S-4 Walil 4 Concllloned Floor Area , , , , , , , , , p~~,Z. fl2 5 A""911cf LPD (Line 3 / Une 4) , , , , • • I. 0 Waltllfl2 Whole Building LPD Lumlnalre Schedule A B C lumlnln Reference In Flaference Connucllon Code DoctwMnta um1nan~ G 4 11 l<.E::C£7'.:.1S&D INCAN/7. Fl'i-TlJ~ H 1011 'BtJF?FAc.e-MTD. INC.b.ND. ~LIM 1 WIii tar 10: A• M (WI-IC) • • • • • • __ 2 TIiie Wall fer IC: E & F (WNO, • . • • __ 3 Non,.Taek WIii far 10: I & F (WS-50) •• __ 4 Talk Wall for IC: G. H &I (WS-IE) • • • '--- I .Non,.TMl&WlllfarlC:Q.H&l(WNE) • ....__ • fltll&Wtal11111t ... Ughfnr, (WS-IF). -- 7 TOIII Allowed Wall (Inn 1-e) • • • • • , __ I 'CondfcNlld Floor ArN • • • , , • • • , -- • Mamum LPD (I.Me 71 Une I) •••••• , __ D E F ... ,.. · . Numllerol ........ TOIII ........... (Ind. ......., w._.. 9 ?4 ~ I I C:,~ 14-e> ~ 1{'2.) e,• ,,_4, (:::3) L..AJ1p PLU0f'2-., ~ '2.10 (p~ I rzov. MA0T&P../-e>LA.Ve- e,)!l,...U.A.'?r L..E-t-1"2:,E-t:> ' Page Total 7~54- \.: ,,i< <l I ' ,' 1¥. ' ij ' t~,- ,}'J, ,,, f. ., 1 ,,:·&~ ~~:\;~; \t )l . ,:tt: I :~~::· ~i 1-.~ .··f;;' '"\~!}l 1f.;c ;f :f ;;; '\'.',-:' • < :t<:·i'·' . Lightins Summary and Worksheet (Part f of 2) .·'icF~slil E:L-JUE-IZ--TI:: eilJ'2>1N~~ F'M"-f j (e,L.DG,.•~) Prol flh A . .-J .0. ~If-IC. Dall · Proposed Adjusted LPD 1 Total Bulclng Wlttl (CF-5) • • • • • • • ~4,Z. Waltl 2 Control er.cit Welll (WS-5B) • • • • • • __ W.111 3 A4untd Walla (Une 1 • Une 2) • • • • • • e,4-z_ Wdl 4 Concllloried Floor AIM • • • • • • • • • G:, t!:> 'Z. ft2 5 A<tualld LPD (Uie 3 / Une 4) • • • • • • I, '2. ~ Wllll/ft'l Whole Building LPD Lumfnalre Schedule A 8 C Lumlnalre AefMN.ceh Rarerence ContlVcton Codi Document• ....... Delcq,ton Far Enbolmlnt~UII.Onlf~.~;)f ·,,.· . ;, ChlcbdS, ! ==~~":~:::: ' j~~=~t: : ~==-IC~O.to~~~=-):: --~'=t,'>f I NM-Tlllk W. tar to: G, H II (W9-8E) • Wall ,'c : I A1111f/M11• 111n Ughtng (W8-IF) • WID 7 T• MMICIWata(ht 1-1). • • • • • . WID 8 .Concl*Nwd Flaar A1N • • • • • • • • • ft2 I Mulnun LPO (I.N 111.ht I) , • • • • • . Wtltllft2 D E F =-= . / .. NumNrof Tollll ......... (lncl.balul) w. G 19 II ~e:c'-ef?6S-D INCA.HD, I ~ ~ Frx. n.l r--1=: H 1011 'Slll<-FJ>,c .. & MrD. I G>2> u,f:, INSAND. c:::tzLJM . J ,Z.1)(41 /~') LAMP t<.c:ee-2...a..F:n I 110 110 FLLlO~. I Pct..ls,&p ,.z.ov. ~ ('2.J ,z_' " 4 1 I 7) L.AM P FU.Jo fl, ~ '2.10 G,~ l~V. Mk,Te:,l<'../~LAve- BAU...Aeir L,.E::Nt::,E:o ' PageTOlll 64'2.. Fom, Reviled September 1988 Proposed Adjusted LPD 1 Total Buldlng Waltl (CF-5) , , , , , • • .2~~ Waltl 2 Conni Credi Want (WS-58) , , , , , , __ Wall 3 A411111tdW111t1 (Une 1-Une 2). , • , , ,2'0a,c") Wall 4 Concltfoned Floor ArN , •••••• , • 12-21,Z. ft2 5 A*811td LPD (line 3/ Une 4) , , , , , , I • ?'.4: Wllllllft2 Whole Building LPD Lumlnalre Schedule A a C l.wnlnalnt RefeNnetln Aeflt,ence ConduclJon Codi Document• wnlnah DNcq,ton ~ ('2.) '2.' it4'{?) LAMP FUJOf'.. 1'2.0V. M~...:, 1r'%1V"::>LA_ V& i,.,ll..1 I 1.~r I .,.. ,:... _.-.h Form Revised September 1988 D E F WelllP.lr 1_, \.il· Numblrof ........ .......... (lnd.llllalJ w. la, 'ZIO ~~" .. PageTOIII ~~t"~ r Summary and Worksheet (Part 1 of 2) e-L-FLlo~T& e,Ll<:,IN§:$0 Pe&!:: JJ {~~-'"'S) PrciJict 'f1ii A . -J. 0. &u;.c.I t'--1 c. Documentallon AulhorlFlrm Dalt ---------------------------------,:.·;~)./'-~:,\:--:-,---+ Proposed Adjusted LPD 1 Total BuHnt we (CF-5) • • • , • • • • Zo 2 Conni CNMlt Walll (WS-58) •• , ••• .....-- 3 ~lld Wllltl (Une 1 -lJne 2) • • • • • , '2o 4 Condloned Floor AIM • , • • • • • • • J e, '.2 5 Aclutlld LPO (lkte 31 Une 4) • • • • • • I. I 1' Whole Building LPD Lumlnalre Schedule A a C 1.um1n• Reference In Reference Conlncllon Code Doct#nentl .....,.,. Delcq,llon 1 W. IDr IC: A• M (Wl,IC) • , • , , , --~ 2 _, TIiis WIii IDr IC: I a F (WNO) •.•• _...._,. 3 Non-TIiie WIiia lar IC: E a F (WMD) • • __ 4 TIiie Wiil lar IC: G. Ha I (WNE) • • , j Wdl',t/ S tfan.Tllk Wtlll lar IC: G. Ha I (W9-5E) • ;. Wala ' • AIIIIM'hal••• --Ughlng(WI-SF). --7 TOIII AIIMlcl Wall (Inn 1-8) • • • • • • __ I ·ec.tcllonld Floor AIM • • • • • • • • • __ I Mulnun LPD (I.ht 71 U. 8) ••• , •• __ D E F Walla,.. Numwof ......... Tolll .......... (lnd.Nlut) w ... 'f> :f, .::J" '2.'i<4'(2'JLAMP ~~ 17 110 1870 FWO~. ~~~ 1'20~ t<-12)tZ.'1-4'(?) LAMP FL.lb~. 1 '2.10 '2.10 leDV. M)l.e.,f"eP~91.AV& e,.A.-1 JA~r , -· -._.; ;: . . · •. Page Total .... --.,, ·-~ ... Ji --------· • ,< '* ift1 8u11c1nt TOIII I . 5,;.. ; ;~!:1" =================================;:====-}=·:~-;::::l!tkC'~ Page _z__ot ..2... Form Revised September 1988 POOR QUALITY .. ' I: f t: . f ORIGINAL (S r----~-" SUNGLAS<RJ REFLECTIVE AND SUNGLAS!"' HP REFLECTIVE MONOLITHIC GLASS SPECIFICATION Nominal U-Volue<•J rronsmit-rhtck-lance ness (%) Sub-Shading Re/olive strafe Summer Winter Co-Heat rota/ rota/ Product Designation Exterior Appearance Gloss mm inch Daytime Nighttime efficient Goin<"> Solar Visible· Solar Sunglas Reflectiv~ Silver, High Blue (1) Reflectance Blue 6 1/4 1.07/.93 1.12/.89 .36 87 20 18 34 Sunglas Reflective Blue, Medium Blue (2) • Reflectance Blue 6 1/4 1.10/.93 1.12/.89 .43 102 20 18 11 Sunglas Reflective Subdued Silver Bronze (1) Reflectance Bronze 6 1/4 1.10/.91 1.13/.88 .43 100 25 22 29 Sunglas Reflective Bronze, Low Bronze (2) • Reflectance Bronze 6 1/4 1.14/.88 1.13/.88 .49 114 25 22 11 Sunglas Reflective Subdued Silver Grev (1) Reflectance Grev 6 1/4 1.10/.91 1.13/.88 .41 97 23 18 29 Sunglas Reflective Grey, Low Grev (2) • Reflectance Grey 6 1/4 1.13/.88 1.13/.88 .48 112 23 18 10 Sunglas HP Reflective S1-08 Silver, High Clear 6 1/4 .88/1.14 .90/1.11 .23 58 6 8 31 SH4 Reflectance .90/1.11 .93/1.08 .29 70 10 14 25 Sl-20 .97/1.03 .99/1.01 .37 88 15 20 20 s2-08· Green, Medium Green 6 1/4 ,90/1.11 .90/1.11 .25 62 4 7 17 S2-14' Reflectance .92/1.09 .93/1.08 .29 70 8 13 16 S2-20' .99/1.01 .99/1.01 .33 80 10 17 13 S3-08' Grey, Low Grey 6 1/4 .90/1.11 .90/1.11 .26 64 4 4 13 S3-14' Reflectance .93/1.08 .93/1.08 .29 70 6 7 11 Sj-20' 1.00/1,00 .99/1.01 .33 80· 8 10 10 S4-08' Bronze, Low Bronze 6 1/4 .90/1.11 .90/1.11 .26 64 4 5 15 S4-14' Reflectance .93/1.08 .93/1.08 .30 73 8 9 12 S4-20' 1.00/1.00 .99/1.01 .34 82 10 12 11 S5-08' Blue, Medium Blue 6 1/4 .92/1.09 .93/1.08 .25 62 4 5 16 S5-14' Reflectance .93/1.08 .94/1.06 .28 69 7 9 12 S5-20' .96/1.04 .96/1.04 .32 77 10 13 10 81-20 Blue/Grey, Medium Clear 6 1/4 .92/1.08 .94/1.06 .35 82 15 20 20 81-30 Reflectance 1.02/.98 1.041.97 .44 102 22 30 15 82-20' Aquamarine, Low Green 6 1/4 .94/1.06 .94/1,06 .32 77 10 17 13 82-30' Reflectance 1.04/.96 1.04/.97 .39 93 14 26 10 R~, ,i~~. J Blue 6 1/4 .96/1.04 .97/1.03 .32 77 10 13 11 :•11•11u 111n1, 1.03/.97 1.04/.96 ,39 92 15 19 8 (a) The Winter Nighttime U-Volues ore based on on outdoor temperature of 0° F, on indoor temperature of 70°F, o 15 mph outside air speed, and no Slffl. Daytime U,Volues ore based on on outdoor temperature of 89 ° F, on indoor temperature of 75 ° F, o 7.5 mph outside air speed, and o solar intensi~ al BTU/Hr.-Sq. Ft. U-Volue measured in BTU/Hr.-Sq. Fl.-0 F. R-Volue (Overall resistance to heat transfer, R = 1/U) measured in Hr.-Sq. Fl.-°F/BTU. ·' (b) Based on ASHRAE solar heat gain factor of 200 BTU/Hr.-Sq. Ft. and outdoor air 14 °F wormer !hon indoor air and no indoor shading. • Cooled lite may require heat-strengthening or tempering. SUNGLAS REFLECTIVE PRODUCT First Character CODE EXPLANATION Coating Color S-Silver B-Blue G-Gold C-Copper The product specifications and descriptions used in this brochure were in effect at the time of publication. Ford Glass reserves the right to change product specifications without notice and without incurring obligation. See your Ford Gloss Representative for the most up-to-dale information on product availabi/ify and specification data. Second Character Gloss Substrate 1-Clear 2-Green 3-Grey 4-Bronze 5-Blue ---, SUNGLAS''' REFLECTIVE AND SUNGLAS''' /-IP REFLECTIVE MONOL/111/C GLASS SPECIFICATION Nominal U~I· Transmit-Out Thick· ranee Refl/Jj ness R-Vatue (%) C Sub-Shading Relative strafe summer Winter Co-Heat Total Total Product Designation Exterior Appearance Glass mm inch Daytime Nighttime efficient Gain<"> Solar Visible· Solar Sunglas Reflectiv~ Silver, High Blue (1) Reflectance Blue 6 1/4 1,07/.93 1.12/,89 .36 87 20 18 34 Sunglas Reflective Blue, Medium Blue (2) • Reflectance Blue 6 1/4 1.10/.93 1.12/.89 .43 102 20 18 11 Sunglas Reflective Subdued Silver Bronze (1) Reflectance Bronze 6 1/4 1.10/,91 1.13/,88 .43 100 25 22 29 Sunglas Reflective Bronze, Low Bronze (2) • Reflectance Bronze 6 1/4 1.14/,88 1.13/,88 .49 114 25 22 11 Sunglas Reflective Subdued Silver Grev (1) Reflectance Grev 6 1/4 1.10/.91 1.13/,88 .41 97 23 18 29 Sunglas Reflective Grey, Low Grey (2) • Reflectance Grey 6 1/4 1.13/,88 1.13/.88 .48 112 23 18 10 Sunglas HP Reflective S1-08 Silver, High Clear 6 1/4 .88/1.14 .90/1.11 .23 58 6 8 31 S1-14 Reflectance ,90/1.11 ,93/1,08 .29 70 10 14 25 Sl-20 .97/1.03 .99/1.01 .37 88 15 20 20 $2-08' Green, Medium Green 6 1/4 ,90/1.11 ,90/1.11 .25 62 4 7 17 S2-14 • Reflectance .92/1.09 .93/1.08 .29 70 8 13 16 s2-20· .99/1.01 ,99/1.01 .33 BO 10 17 13 S3-08' Grey, Low Grey 6 1/4 .90/1.11 .90/1.11 .26 64 4 4 13 53.14• Reflectance .93/1.08 .93/1.08 .29 70 6 7 11 S3-20• 1.00/1,00 .99/1.01 .33 80 8 10 10 S4-08' Bronze, Low Bronze 6 1/4 .90/1.11 .90/1.11 .26 64 4 5 15 S4-14' Reflectance ,93/1.08 .93/1.0B .30 73 B 9 12 S4-20' 1.00/1.00 .99/1.01 .34 82 10 12 11 S5-08' Blue, Medium Blue 6 1/4 .92/1.09 .93/1.08 .25 62 4 5 16 S5-14' Reflectance .93/1,08 .94/1 .06 .28 69 7 9 12 S5-20• .96/1 .04 .96/1.04 .32 77 10 13 10 81-20 Blue/Grey, Medium Clear 6 114 ,92/1,08 .94/1,06 .35 B2 15 20 20 81-30 Reflectance 1.02/.98 1.04/.97 .44 102 22 30 15 82-20' Aquamarine, Low Green 6 1/4 .94/1.06 .94/1,06 .32 77 10 17 13 82-30' Reflectance 1.04/.96 1.04/.97 .39 93 14 26 10 85-20' Blue, Low Blue 6 1/4 ,96/1.04 ,97/1.03 .32 77 10 13 11 85-30' Reflectance 1.03/,97 1.04/,96 .39 92 15 19 8 (a) The Winter Nighttime U-Values are based an an outdoor temperature of 0°F, an indoor temperature of 70°F, a 15 mph outside air speed, and n, Daytime U:Values are based on an outdoor temperature of 89 ° F, an indoor temperature of 75 ° F, a 7.5 mph outside air speed, and a solar inten BTU/Hr.-Sq. Ft. U-Value measured in BTU/Hr.-Sq. Ft.-0 F. R-Value (Overall resistance to heat transfer, R = 1/U) measured in Hr.-Sq. Ft.-°F/BTU. (b) Based on ASHRAE solar heat gain factor of 200 BTU/Hr.-Sq. Ft. and outdoor air 14 ° F wormer than indoor air and no indoor shading. • Coated lite may require heat-strengthening or tempering. SUNGLAS REFLECTIVE PRODUCT CODE EXPLANATION First Character Coating Color S-Silver B-Blue G-Gold C-Copper The product specifications and descriptions used in this brochure were in effect at the time of publication. Ford Glass reserves the right to change product specifications without notice and without incurring obligation. See your Ford Glass Representative for the most up-to-dote information on product availabi1ity and specification data. Secand Character Third/Fil 'Glass Substrate Day/lgh. 1-Clear 08 2-Green 10 3-Grey 14 4-Bronze· 20 5-Blue 30 SEE TITLE 24 REPORT SCANNED SEPARATLEY CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 Check No. ~ C) CG> This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the C~ty of Carlsbad Building Department. SCHOOL DISTRICT: / Carlsbad Unified San Marcos Unified --801 Pine Avenue Carlsbad, CA 92008 (457-4985) Encinitas Union Elementary 270 West San Marcos Blvd. San Marcos, CA 92069 (744-4776) San Dieguito Union High School 625 North Vulcan 189 Union Street Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) Project Applicant: ~---....__._.,~_1/_Jl_d/41_~ __ .J_· 0_-_#_e_S_-,--APN: t5/o <J -av -~ a7Re--a1?~ A4-e1'.'f Project Address: RESIDENTIAL: SQ. FT. of living area -----Number of dwelling units ---- SQ. FT. of covered area ---- COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA.~;~ C\ ''. ~ > / SQ. FT. of garage area o('Fr( "l_.. U/4 /l~ou.J 4./ Prepared By ~ ~ _ __.__.......___~-----'---------Date V<Mr FEE CERTIFICATION (To be completed by the School District) ---Applicant has complied with fee requirement under Government Code 53080 ---Project is subject to an existing fee agreement __ Project is exempt from Government Code 53080 ___ Final Map approval (other school fees EXEMPT - and construction started before September 1, 1986. paid) __..x.__ Other ~C-a=r~J=s=b=a=d_U=n~i~f~i~e~d _____ Sc~h_o~o_l_D_i_st_r_i_c_t_i_s_n_o_t_y_e_t_co_l_l_e_c_t_i_n=g_d_e_v_e_l_o~p_e_r __ _ fees for commercial. Residential Fee Levied: $ based on sq. ft.@ ------------------- Comm/Indust Fee Levied: $ based on ------------sq. ft.@ Sc and SB 201 fees are capped at $1.50 per square foot for residential. is capped at $.25 per square foot for commercial/industrial.