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Home My WebLink About2041 CORDOBA PL; ; 87-169; PermitDECLARATIONS LENDER WORKER S COMPENSATION OWNER/BUILDER CONTRACTOR 1 i f f i £ r i 1 I I | ;" I i I !! 5 1 ~ « ' u f 3 ! "^ ^ •*o S 5 < o *" O 5 - °- S w i "|| 5 c ±r " o o 5 5 ? | - Q 1 *??a§ a S3 ?° " * S 9 0 3 35l m ^3 s g o S 3 g = >II^? g??|5 J cn n > ui 0 = z c 3 Q -1 3" "* CT — T3 aS „ O — O -••5 « i 5 SETS1 Slf 1 5?SS logs ^ 3 £ S = ».<•, 1 Ji" |o - r. 3 S -tify that in trie :-it is issued I st>o as to becomeaws nf Californi.-sli 2"= 9a a 3 ance of tne wor: employ any pe;t to the WorkerO o 5" III= < 5 It CERTIFICATE•ORKERS COMsection need ns 'or one hu^drT h TJ O-s3^ "2 ^ V?x EMPTION FROiTJON INSURAInmpleted if th<lars iStOOl or leVI TJ O 3 1 - • P g r S ~ ' 0 = S 1 5 - 1' > z * - S s ;> s | 1 SH ; 1 2^; n 9 2. t - 2. 9 ^ % S s 3 11 ss^ C^ 3 Cif i s|ll 5. 3 o o r.. S <j> 1 Iss?! » lg-l-ss "if5! 1H1 « ° ^5 *" o ^ T3 "" o i |s c "e 5i ? 5 a "•" ti: o "II 3 3 m 3 i 1 <0 5 I f lliifl: |S|||i liJiil g|||SJ. 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"• Q. — 5 n Every permit issued by the ButIGexpire by limitation and becomeby such permit is not commencec'f the building or work author^a* arty \>m* alter ifrie WDT> is conmg Official under thenull and void If thewithin 180 days fromed by such permitimenced tor a oenodjrovtsionsoMhis)uildmg or workthe dafe o* suchs suspended orot 18D davs* AN OSHA PERM'T5 0 DEEP AND DCSTRUCTURES OVES REQUIRED FOB EXCAVATIONS OVERMOUTION OR CONSTRUCTION OfR 3 STORIES IN HEIGHT3D 0" 'I TOTAL FEES PAYABLEO""* \1 3 CREDIT DEPOSITSo>co § T? r"1-i •^ TJ Tl ^ DT 0 T; JC C s OO CD o (Jl "C -D X 0m C/)m H X o o o o rn T! U~> D? O ID O FT- 5 T3 X T) 2 oo CO Jp- -p CO o s oo 8§ CO m C en -c -a O — ) -n CO CO o 0o oa 00 oo COen D ELECTRICAL PERMIH Cm \ O MOBILE HOME SETUPDD n* rr CD DD O CDm -nmm CO Ol CD CO CD 0 O CD CO -t-o :r JS Cs TOT^l MECHANICALt PUBLIC FACILITn C/5 mrr ro O CO O CO FIRE SPRINKLERS 001 30 oo CD O Oo ro IE JJ ID m 33 rn --i _n 3C ^ S O O ^ OO CD t/i uD to CO S > C/: c; z X RELOCATION OF EA FURNACE/HEATERo 0o cc CD CD 0 Oo CO rviCTi EACH VACUUM BREAKERMECH EXHAUST HOOU DUCTSo m 0 CD O CO O CD O CD 0 CO rsj EACHINSTAL ALTER REPAIR AAT FR PIPF^ m Z — t -r. Z CO Z C! m O C \ O Sm X O CD CD OC CD CD 0 O CD 00 ro c. m I C/) or: m r— "% rn m CD -H cS CD 0 CC 0 CD 0 CD O OO ro CO 0 1 <EACH GASSYSUM 1 1 (J 4 UUI'-r- 03 C X rS 0 33 m CO o DD X tj -H O— ) cr CD CD O CD Or CD 0 CD CD Ct> r-o S,. M O ^EACH WAT FR HFAIfcH AM) OR VE-N1:BOILER/COMPHESSOH UP TO 3 HP \,'\ -o % O 3:m o ?; oo CO 0 oo s CO CO to < H§ X or C CD CO rn OVER 100000BTU\ CO CD ID —1 § GO 0 CD CD CC rsj ro rn 'X X rr X -D J —1 33 cr CO -H O o 0o s CC c: CO CD 0 CD o CD COr-j rv> CD 3 PLUMBING PERMIT ISSUE^o < v>MECHANICAL PERM«\ISSUEC k>"$i SUMMARY/ACCOUNT NUMBER..-AS- 1CENSUS TRACT-c T- r- o i .•n C Z C/1 GRADING PERMIT ISSUED•O N DREDE VF LOPMENTAHE A•G NDAT»KYPECONSTOCC LOAD< I D J5 i , T \Z ' a 3) j- m A —i 0 z 50 men O On dc V N •NJ 1 * * 1 O rr •Ji n 3) •c 2 O-p O 33 L»^t ^4 * I ? i | DESIGNER S ADDRESS1 STATE LICENSE NOo z CT i ' b s \ c \3 V D m S Z C X. £DESIGNER S PHONEjLie'/fotj0014 12/04 0101 02EldF»t 267. OfHot Valid Unless Machine CertifiedG Z ^ "-> 2 1Ki R LOWNER S PHONE^2^^/rg71 CONTRACTOR S ADDRESS 'STATE LICENSE NOBUILDING SO FOOTAGE 1N ^ ) r O BLOCKSUBDI VISION'ASSESSOR PARCEL NO,2/0-7- 3dO-~7£' i 0z ^i >CONTRACTORS PHONE •im oo> w 3) O Zo 1 S ot} " "vl 5 BUSINESS LICENSE it |$1 \S oO V m *~~o s 1 i * H — Zc fj^ 2 o CARLSBAD BUILDING DEPARTMENT «ppi ipATION ft PFF2075 Las Palmas Ot , Carlsbad, CA 92009 1915 (619) 438 1161 «rri-n*« 1 ivn « rtrH i o •o m O 00 -O m GO Z 3D O TJ•o 5 z-t 0 -ILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONSWhite — Inspector Green — (1) Finance Yellow — Assessor Pink — Applicant Gold — Temporary File 1 SPECIAL CONDITIONS~-X^}--:BUILDING^ /' .. 0 co « ^ £ ^4 X FT O I Z o 1- «ff/ **• IMI ^"^p ELECTRICAL• ^Ya ;> s-» Vp PLUMBING1 C*£ -n z r- 3 § 03 i. CD O m *> •r~ rn com IT 2 "w ^ 3 33 O S 0 CALL FOR FINAL INSPECTo25 3:m ^r- f* 3>-o -D O 33 S n{VENTILATING SYSTEMSHEAT - AIR COND SYSTEMSn o TJ m D 31m Tl TJ TJ z O sn 3 3= 2 ^C r m •1 C >J •> > ' 1 D BONDING D POOLD ELECTRIC SERVICE D TEMPC31 33 «;, 3 C f, 3 nrr : c N \ 0 •v , D 5c n n•) 3 5 3 V, J ^ ?D ELECTRIC UNDERGROUND Dc-n-nm 3)ELECTRICAL• r < 3 n 3 3 S n 3 C 0 Cr : < j n D ] ^ > Hna cn Hn 0 ] 0) > D »• n D o co Hm $ _^~ ryJ1 CAISSOZ TUB AND SHOWER PAN ]— ,. [ ^V % ^rft1» o oc I CO m S Hm 3J e X "^^J s ' \1 } <J 1 J> C/1 Z c "2. C r C ? 2 C V ^ < I n < na MM V1 t ^ ^ 0 * *< / » 3 1 3 3 ) ' J ± > 5 1 1 >^i 3 • i I s s c C C/ n enm m 3) z a DO oo n TJ O O > 1 T' i V: TJim Z Cl H .T 1 H .---PLUMBING 1Tl m r~ O 5 m r~ O Z Q o C ZoJJn-jm Z FT 3 O 31 5 a 31 S I- V. «• ^o H — J zr, 5 Tl INSULATION ii«•£> ••** c"(T 1 O TJ03-7 m n"PRESSEDRETEEXTERIOR LATH 'r^c r~- > ftfc. % B»^ O 'J~. < Hm TJ Jj C ro 0 0 ^ 5 I TJ > '£ ~ O z 0 TJ rp H FRAME !k •*«. S -r C Cz c * r Z iSHEATHING D ROOF D SHm 31 s<M O^X -^ TJ U O H 0 COc 03 Tl 33 m n T| 5o 33 a 0m z O 1 i ::> >i (/!g r" CO COMPL;z rp : I 1 GUNITE OR GROUT |z CO TJ m O— i O Z o I 3m n OC ^rn -i D j> ^ TJ ^ 3D n %l O O Hm S 2 ! D n ) -i r> Dn ) H ) 3 1 REINFORCED STEEL '1« r 41 I m O E5m O en rn O > i— Zen TJ m O—\ 6 en en TJ O O en Z O Hmen FOUNDATION |• *te ji (^t Tl mr— D Zen TJ O H O jDm o TJ D BUILDING iTJm O -lm co ^mI ! 1 />/> L/V i V -C DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE , * i. CARLSBAD, CA 92009 4859 (619)4381161 MISCELLANEOUS FEE RECEIPT f Applicant Please Print And Fill In Shaded Area Only JOB ADDRESS ASSESSOR'S , . PARCEL NO X PLAN ,0 NO OWNER OWNER'S 0012 04/03 0101 OSMisc. 240-00 CITY ZIP VALIDATION AREA CONTRACTOR FRTMATFnVAMIATinN / S> CS CONTRACTOR'S MAILING ADDRESS FEE. CITY ZIP TEL PLAN IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED :2-i- STATE LICENSE NO BUSINESS LICENSE NO LEGAL DESCRIPTION CHECK IF SUBMITTED D 2 ENERGY CALCS 2 1987 ENERGY CALCS // FOR NON RESIDENTIAL BLDGS DESCRIPTION OF WORK \T/ ** 2 STRUCTURAL CALCS / D 2 SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE CONTACT PERSON LA COSTA LETTER t//> JrJ ADDRESS SCHOOL FEE FORM CITY ZIP TEL P &E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY APPLICANTS SIGNATURE DATE White File Yellow Applicant Pink Finance Gold Assessor REQUEST F €itp of Cartebao INSPECTION RECORD TIME INSPECTOR I/~^-~^L£-^ pERM|T NO DATF^ /£ ~~ O t OWNER /"") >£' AnnRFss /^ ,/^^^V/ (^a&£>0&S? /£ REQUESTE5^^(^X---ry*--tl--*!K fCLs^S^f PHONE NO xO - ^ ^/ BUILDING D FOUNDATION D FOOTING D SLAB H REINFORCING STEEL [ 1 MASONRY D GROUT GUNITE H FLOOR AND CEILING SUB FRAME r.j SHEATHING LJ ROOF 11 SHEAR WNFRAME D EXTERIOR LATH 1 INSULATION LJ INTERIOR LATH OR DRYWALL - FINAL PERSON TAKING REPORT\,X*M^[L,m^r_ ELECTRICAL n TEMPORARY SERVICE H UFFER GROUND D ELECTRIC UNDERGROUND V^T*©«%fcL ELECTRIC D POOL BONDING : : ELECTRIC SERVICE n FINAL PLUMBING G SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL SPECIAL INSTRUCTIONS. MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT U PATIO U POOL D SPA 1 SIGN D GRADING C DRIVEWAY D FINAL Ready For Inspection D Monday HAM D PM D Tuesday ! ] Thursday D Friday Cttp of Cartefcab REQUEST FOR INSPECTION RECORD /^-r^ INSPECTOR S'sCst*.^ PERMIT NO TIMF DATE X"^?>^~"'fl OWNER sy - ^^ /&> ADDRESS „/? ^^ <£*& Y/ t-~^~~Z-^-^~&—&—' S^*' REQUESTED &^{y%^2S~t~&f f^Z^C^ PHONE NO *7^-? t^~ &> /£> £*? BUILDING n FOUNDATION G FOOTING D SLAB Z REINFORCING STEEL Q MASONRY U GROUT GUNITE G FLOOR AND/CEILING SUB FRAME G SHEATH INffija^ROOF G SHEAfl_ G EXTERIOR LATH // Z INSULATION * u INTERIOR LATH OR DRYWALL G FINAL PLUMBING Z UNDERGROUND PLUMBING G SEWER AND PL/CO Z' TOP OUT PLUMBING Z TUB OR SHOWER PAN U GAS TEST G WATER HEATER D SOLAR WATER G FINAL PERSON TAKING REPOf^O^^^1^ J '*-, : — '- ELECTRICAL G TEMPORARY SERVICE U UFFER GROUND •Z! ELECTRIC UNDERGROUND J ROUGH ELECTRIC G POOL BONDING G ELECTRIC SERVICE G FINAL MISCELLANEOUS U CONDITIONED AIR SYSTEMS H SOLAR HEAT ,:; PATIO U POOL G SPA G SIGN G GRADING Z DRIVEWAY G FINAL SPECIAL INSTRUCTIONS . Ready For Inspection Q Monday GAM ,Z P M "•v /Tuesday } >i Wednesday |/\* Ij Friday Citj> of Cartebab REQUEST FOR INSPECTION RECORD • I) INSPECTOR \| AS"*^* PERMIT NO TIMF DATF ~2— ~~ I OWNER * ADDRESS £^j£> V / Cx<y^L6-l/-iL-> /"t£- RFOUFRTFDRY "T^Ltf.,^^ PHONE NO PERSON TAKING REPORT Ofi~s BUILDING G FOUNDATION G FOOTING G SLAB G REINFORCING STEEL G MASONRY G GROUT GUNITE G FLOOR AND CEILING SUB FRAME G SHEATHING G ROOF G SHEAR V' FRAME ' G EXTERIOR LATH III INSULATION G INTERIOR LATH OR DRYWALL G FINAL vO \ « 1^,° f ELECTRICAL G TEMPORARY SERVICE G UFFER GROUND G ELECTRIC UNDERGROUND G ROUGH ELECTRIC G POOL BONDING G ELECTRIC SERVICE G FINAL ,. $* / /? / I/<1\^- PLUMBING G UNDERGROUND PLUMBING G SEWER AND PL/CO G TOP OUT PLUMBING G TUB OR SHOWER PAN G GAS TEST G WATER HEATER G SOLAR WATER G FINAL MISCELLANEOUS G CONDITIONED AIR SYSTEMS G SOLAR HEAT G PATIO G POOL ij SPA G SIGN G GRADING '.] DRIVEWAY G FINAL SPECIAL INSTRUCTIONS. Ready For Inspection G Monday GAM G PM G Tuesday LI Wednesday G Thursday III Friday Citp of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR OWNER ADDRESS REQUESTED BUILDING G FOUNDATION G FOOTING G SLAB G REINFORCING STEEL G MASONRY G GROUT GUNITE G FLOOR AND CEILING SUB FRAME D,SHEATHING G ROOF G SHEAR G EXTERIOR LATH G INSULATION G INTERIOR LATH OR DRYWALL G FINAL ELECTRICAL G TEMPORARY SERVICE i ; UFFER GROUND ! ! ELECTRIC UNDERGROUND G ROUGH ELECTRIC G POOL BONDING G ELECTRIC SERVICE FINAL PLUMBING G UNDERGROUND PLUMBING G SEWER AND PL/CO G TOP OUT PLUMBING G TUB OR SHOWER PAN G GAS TEST G WATER HEATER G SOLAR WATER G FINAL MISCELLANEOUS G CONDITIONED AIR SYSTEMS G SOLAR HEAT 121 PATIO G POOL G SPA G SIGN G GRADING D DRIVEWAY G FINAL SPECIAL INSTRUCTIONS ( ^Wednesday V c Ready For Inspection G Monday GAM ~. PM G Friday Citp of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR OWNER _ /O _ DO ADDRESS BUILDING C FOUNDATION 3 FOOTING D SLAB LJ REINFORCING STEEL D MASONRY U GROUT GUNITE LJ FLOOR AND CEILING SUB FRAME [.] SHEATHING ~i ROOF D SHEAR D FRAME D EXTERIOR LATH fjf INSULATION LI INTERIOR LATH OR DRYWALL G FINAL PLUMBING D UNDERGROUND PLUMBING U SEWER AND PL/CO D TOP OUT PLUMBING n TUB OR SHOWER PAN U GAS TEST G WATER HEATER C SOLAR WATER n FINAL ELECTRICAL D TEMPORARY SERVICE L~! UFFER GROUND D ELECTRIC UNDERGROUND D ROUGH ELECTRIC G POOL BONDING Zi ELECTRIC SERVICE r_: FINAL MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT U PATIO C POOL H SPA D SIGN D GRADING D DRIVEWAY Zl FINAL SPECIAL INSTRUCTIONS. Ready For Inspection D Monday DAM C PM D Tuesday D Wednesday l~] Thursday Citp of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR/ "-^-^Lx^ PERMIT NO TIME DATF ^-2 /£> 0 OWNER ,- , /O .. ^^ ^//^/} ADDRESS s\ ^-j^)^-/ L^^-^^^/^/^zft^ ./£&$^iLj£L RFOUFSTFD^^Lz/>'^/ jF^t^<£_, PHONE NO ' /I A / / v^-^JJaic PERSON TAKING R E PO RT J&^yS/ BUILDING , REINFORCING STEEL " MASONRY > GROUT GUNITE O FLOOR AND CEILING SUB FRAME H SHEATHING n ROOF III SHEAR ('.' FRAME ^^~^ '. EXTERIOR LATH r^^ r::. INSULATION / ^/x? H INTERIOR LATH OR DRYWALL ' '-• FINAL (_ v X7 ^^ ELECTRICAL [' TEMPORARY SERVICE !.! UFFER GROUND i ELECTRIC UNDERGROUND ;•' ROUGH ELECTRIC ::; POOL BONDING '•'"•. ELECTRIC SERVICE rn^TNA^^ ^ ^^\ z^-*?' } // ) ^^'N^^^><>_ . — - — " PLUMBING LJ UNDERGROUND PLUMBING T:, SEWER AND PL/CO II TOP OUT PLUMBING !j TUB OR SHOWER PAN ill GAS TEST D WATER HEATER IJ SOLAR WATER u FINAL MISCELLANEOUS P CONDITIONED AIR SYSTEMS Li SOLAR HEAT D PATIO D POOL L"i SPA >.'< SIGN ;:; GRADING ;:.; DRIVEWAY ;- FINAL SPECIAL INSTRUCTIONS . Ready For Inspection D Monday DAM C PM D Tuesday C Wednesday hursday '-.-: Friday Citp of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR PCSMITNO OWNER V^v^-fl-^-. TIME DATF £s>-~7 ADDRESS 2-C> 4* / <Q^ rf- <=P«aCfo^ REQUESTED BY \PHONE NO BUILDING D FOUNDATION D FOOTING D SLAB D REINFORCING STEEL D MASONRY n GROUT GUNITE U FLOOR AND CEILING SUB FRAME D SHEATHING U ROOF D SHEAR D FRAME D EXTERIOR LATH U INSULATION U INTERIOR LATH OR DRYWALL U FINAL PLUMBING D UNDERGROUND PLUMBING u SEWER AND PL/CO n TOP OUT PLUMBING ifi-TtTB OR SHOWER PAN D GAS TEST D WATER HEATER U SOLAR WATER D FINAL SPECIAL INSTRUCTIONS, Ready For Inspection D Monday DAM D PM PERSON TAKING REPORT ELECTRICAL D TEMPORARY SERVICE D UFFER GROUND C ELECTRIC UNDERGROUND H ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE n FINAL MISCELLANEOUS •2 CONDITIONED AIR SYSTEMS U SOLAR HEAT n PATIO n POOL D SPA :: SIGN H GRADING H DRIVEWAY n FINAL _ Thursday Friday Citj> of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR. OWNER PERMIT NO TIMF REQUESTED PERSON TAKING REPORT BUILDING FOUNDATION D FOOTING D SLAB u REINFORCING STEEL 3 MASONRY D GROUT GUNITE ~ FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR U FRAME n EXTERIOR LATH D INSULATION D INTERIOR LATH OR D FINAL st I U (P PLUMBING n UNDERGROUND PLUMBING ~ SEWER AND PL/CO u TOP OUT PLUMBING n TUB OR SHOWER PAN D GAS TEST D WATER HEATER C SOLAR WATER u FINAL ELECTRICAL r)° D TEMPORARY SERVICE u UFFER GROUND H ELECTRIC UNDERGROUND ROUGH ELECTRIC [J POOL BONDING D ELECTRIC SERVICE ~ FINAL MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT ID PATIO a POOL a SPA D SIGN D GRADING C DRIVEWAY D FINAL SPECIAL INSTRUCTIONS. Ready For Inspection _ Monday D AM D PM Tuesday LJ Wednesday [i: Thursday LI Friday dtp of Cartebab REQUEST FOR INSPECTION RECORD /it-xo r^^INSPECTOR /; J ' PFRMITNO S) -7 TIME o/ — /fc>7 nATF/"s^^'=^5-c-C OWNER l/r~i^^^_^ ^-j / , s) ADDRESS >r> , , ^ C*£)<~'/ L^f^-^l^Ld^-^— /Z^f _ _ REQUESTED BY ^&^4/l&VL&/Ls (^-f-7fi&s(/lj - PHONENO / ^ ^\ PERSON TAKING REPO/RTX-^^^57 ) BUILDING [J FOUNDATION U FOOTING D SLAB L. REINFORCING STEEL IJ MASONRY U GROUT GUNITE G FLOOR AND CEILING SUB FRAME J SHEATHING Z ROOF H SHEAR : : FRAME _ EXTERIOR LATH ~. INSULATION ;_ INTERIOR LATH OR DRYWALL D FINAL , PLUM^INGT^ f \ X^. _ j^" . . ^ . / ^7 ^» ,V WN'DE'RGRStJND PLUMBING/ *-^ L^— <-<£ A ^ C^ V X<_! SbWbH AND PtTCQ^ V_ ~ TOP OUT PLUMBING Z TUB OR SHOWER PAN D GAS TEST f 1 WATER HEATER H SOLAR WATER : : FINAL ^7^^ ^-^L./ V — ^— . — — ELECTRICAL IJ TEMPORARY SERVICE D UFFER GROUND G ELECTRIC UNDERGROUND ;_ ROUGH ELECTRIC C POOL BONDING I 1 ELECTRIC SERVICE ;l FINAL \ MISCELLANEOUS ^) 1 ! CONDITIONED AIR SYSTEMS G SOLAR HEAT ;_ PATIO G POOL IT SPA Z SIGN D GRADING G DRIVEWAY L FINAL SPECIAL INSTRUCTIONS Ready For Inspection D Monday n AM H PM Friday Cttj> of Cartebao REQUEST FOR INSPECTION RECORD TIME INSPECTOR V C^V PERMIT NO ^ / """"" ' ^ / HATF 1 / OWNER /} S\ . REQUESTED BY s^^7I/L/^txv^ f^-cc^-j'v^— PHONE NO ^3 >? 7 — / ^C^ <-/ V BUILDING C FOUNDATION I/HFOOTING D SLAB D REINFORCING STEEL IH MASONRY -_\ GROUT GUNITE D FLOOR AND CEILING SUB FRAME n SHEATHING D ROOF i 1 SHEAR U FRAME \ Ci EXTERIOR LATH I D INSULATION [j INTERIOR LATH OR DRYWALL D FINAL ^ I s \J * ' » U /I / ,M PERSON TAKING REPORT 1 Xi / \/// ELECTRICAL/X! D TEMPORARY SERVICE r.i UFFER GROUND ' D ELECTRIC UNDERGROUND [1 ROUGH ELECTRIC r/ Li POOL BONDING J^ 1 i ELECTRIC SERVICE J i; FINAL 1 PLUMBING /_\_ UNDERGROUND PLUMBING n SEWER AND PL/CO G TOP OUT PLUMBING [j TUB OR SHOWER PAN ,~ GAS TEST Li WATER HEATER D SOLAR WATER L;, FINAL SPECIAL INSTRUCTIONS. MISCELLANEOUS [J CONDITIONED AIR SYSTEMS D SOLAR HEAT L"; PATIO |J POOL 3 SPA D SIGN n GRADING ~: DRIVEWAY !2 FINAL Ready For Inspection D Monday DAM H PM D Tuesday D Wednesday LI Thursday Cttp of Cartebab REQUEST FOR INSPECTION RECORD TIME INSPECTOR // MX , PERMIT NO O / / «•" / nATF / Sf- a <3U L- v. — > / OWNER _^ , /*~~) 2 -, /_)/ ADDRESS x<7 * .-) *=>^& *7^ (-^ 0 /?<£} 0J& S? ^~Z. /^C^~ REOUESTH2m^<Y^7^^-^2-- L. — ^~?£&</£, . PHONE NO ^^ A/ t <Tfr-^' PERSON ,,,KING REPOBfC--^^^^ , BUILDING ^FOUNDATION \2 FOOTING D SLAB ff REINFORCING STEEL L"! MASONRY ~ GROUT GUNITE U FLOOR AND CEILING SUB FRAME D SHEATHING n ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION ~ INTERIOR LATH OR DRYWALL 2 FINAL / (OtU/r" ( ELECTRICAL D TEMPORARY SERVICE D UFFER GROUND / D ELECTRIC UNDERGROUND S/ U ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D FINAL \ / PLUMBING [)<^JDCnQnOUrJD-PLUMBING I U SEWER AND PL/CO li TOP OUT PLUMBING a TUB OR SHOWER PAN D GAS TEST D WATER HEATER C SOLAR WATER u FINAL SPECIAL INSTRUCTIONS. Ready For Inspection u Monday CAM n PM // MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT iJ PATIO D POOL !Z SPA D SIGN D GRADING C DRIVEWAY D FINAL D Wednesday D Thursday D Friday ADDRESS: D APPROVED PLANS SHALL BE ON JOB SITE BUILDING D FOUNDATION D REINFORCING STEEL D MASONRY D GROUT-GUNITE D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION DINTERIORLATHORDRYWAL PLUMBING P UNDERGRbUND PLUMBING P UNDERGROUND WATER P ROUGH PLUMBING P TOP OUT PLUMBING P SEWER AND PL/CO P TUB OR SHOWER PAN P GAS TEST P WATER HEATER ELECTRICAL D TEMPORARY SERVICE D ELECTRIC UNDERGROUND P ROUGH ELECTRIC P POOL BONDING D ELECTRIC SERVICE P UFER GROUND DGFI D SMOKE DETECTOR MISCELLANEOUS P PLENUM AND DUCTS P COMBUSTION AIR nr6oNDITIONED AIR SYSTEMS f DA / ,y <-, / L lL'(. <*< {i //fUy / - / . jti /( / ,,!_/ /'' i / f0 > J ' / - <t / / D GRADING P POOL P PATIO P SIGN P OTHER TIME. DATE INSPECTOR U CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT PHQH£ 438-5525: .-..„,.,- „.,,,, Wote F/na/ Inspection Required . ADDRESS: BUILDING D FOUNDATION D ffelNFORCING STEEL D MASONRY D GROUT-GUNTTE - - D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALl D APPROVED PLANS SHALL BE ON JOB SITE y - -- — - -.- " -• 6 \*^ \L Cj'P Vr\ ' ~ r~ * PLUMBiNQ. D UNDERGROUND PLUMBING D UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO D TUB OR SHOWER PAN D GAS TEST D WATER HEATER ELECTRICAL D TEMPORARY SERVICE D CLECTKIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D UFER GROUND a GFI D SMOKE DETECTOR -S-i MISCELLANEOUS D PLENUM AND DUCTS D COMBUSTION AIR D CONDITIONED AIR SYSTEMS D SOLAR D GRADING D POOL D PATIO D SIGN. D OTHER •A- -4-* TIME . DATE / INSPECTOR - // •!' ^i r r D CITY OF CARLSBAD — - - - ««!.#M^Kfk i*...^,. CORRECTION NOTICE ADDRESS: D APPROVED PLANS SHALL BE ON JOB SITE BUILDING D FOUNDATION D REINFORCING STEEL D MASONRY D GROUT-GUNITE D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL PLUMBING D UNDERGROUND PLUMBING D UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO D TUB OR SHOWER PAN D GAS TEST D WATER HEATER ELECTRICAL D TEMPORARY SERVICE D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D UFER GROUND D GFI D SMOKE DETECTOR MISCELLANEOUS D PLENUM AND DUCTS D COMBUSTION AIR D CONDITIONED AIR SYSTEMS D SOLAR D GRADING D POOL D PATIO D SIGN D OTHER TIME DATE INSPECTOR CITY OF (CARLSBAD BUILDING INSPECTION DEPARTMENT PHONE 43&-3550 Mot*. Flail <n«o«etfMi ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 2O8 SAN DIEGO, CA 92123 (619) 560-1468 DATE: JURISDICTION: PLAN CHECK NO: (LlTV £» -7 - /£ <9 '^Jl PROJECT ADDRESS; ,2OV7 PROJECT NAME; PftU,LL TD F, 0 APPLICANT PLAN CHECKER FILE COPY UPS DESIGNER D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified OnJ fmftC^H&n ^MfmT, are resolved and D D D checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. [ \ The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. [1 Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS : Telephone # By ; ~Enclosures; ESGIL CORPORATION ^7 If Lgf Tftj<*A-L ftU_Ti ig-r ^Pftfttx, -rn Af >n »V. /3.'0 C- *J lo 'PfXrr*. VJ a A?TO ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 2O8 SAN DIEGO, CA 92123 (619)560-1468 DATE JURISDICTION _ PLAN CHECK NO: PROJECT ADDRESS PROJECT NAME- or PAULL I APPLICANT PLAN CHECKER FILE COPY QUPS QDESIGNER D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: 3-5V.5 Rfi II Esgil staff did not advise the applicant contact person that plan check has been completed. FOj Esgil staff did advise applicant that the plan check has been completed. Person contacted- Date contacted: REMARKS• Telephone # rr.i «,'' " f D By;Enclosures: ESGIL CORPORATION Cttp of Cartebab JURISDICTION PROJECT ADDRESS TO UJfilTt K./• -.. PLAN CORRECTION SHEET Plan- Check No. £7 Date plans received by the jurisdiction_ Date plans received by plan checker 9 "/ PDU-RlH ., Date in-ifciei- plan check completed *7 "/? By. FOREWORD PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS 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 .E&ill . (LfrflP <3 3. ?./) dHe •;/>/> /*>f- DP _ j^pr) ty^.o. tp QZ.IZ 2. To facilitate rechecking, please identify, next to each eireied item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. in m /Jo /Jo .S///J//J Ue£~ ,<> TO r F) f Pi 0//5, 3°3a it } fir R IF AT ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O-1468 DATE JLLLY JURISDICTION: PLAN CHECK NO (L /T V OF LICANT_ fCTJJ £ ) T PROJECT ADDRESS: PROJECT NAME; &0<-/l jPLAN CHECKER QFILE COPY QUPS rjDESIGNER PfiULL* P< DP "!??) D . — - I _ I D The plans transmitted herewith have been corrected where necessary and substantially comply with the }urisdiction'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. HH The check list transmitted herewith is for your information. W The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. HH The applicant's copy of the check list has been sent to: ^ AA I 1 Esgil staff did not advise the applicant contact person that plan check has been completed. HH Esgil staff did advise applicant that the plan check has ^ been completed. Person contacted- t^ftLre/?. ^/wx-^/v -fti--,-s i/,p Date contacted; ~7 '.. "1 -„'- 'T7 REMARKS Ptef&e (<f*>P6*)r> -rr> fin. Telephone # /JOT r /j T>J<r ot By; -Enclosures; ESGIL CORPORATION Citp of Cartebab JURISDICTION (lRR/<>Afln Oate 7-<3 3 -? 7 PROJECT ADDRESS £n<-l) dc£fofrf? Pi.. TO LO# PLAN CORRECTION SHEET Plan - Check No g1 ? - Date plans received by the jurisdiction ^_ Date plans received by plan checker / 7^ ~ Date iaa**al plan check completed By e IL&eti FOREWORD PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. 1. PLANS 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 2.To facilitate rechecking, please identify, next to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. 7V ///„ 13?, Se-rr i-i *>/v\/e >?AT. ' d , J £ \Df CJR .n<;c; /S Afte Hill ?,$/OOT TL'sZ> S C-r O. ti PLL ^. Lice *)<,£-/) pg.n ps TO PtO 0 (L£i.)vr. ^, Hull //O nJOR_rv - I**, fytyuJ if- AT ESGIL CORPORATION 932O CHESAPEAKE DR , SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: JURISDICTION: PLAN CHECK NO: I 1487 g.7-//09 7T PROJECT ADDRESS.Pi, QFILE COPY QUPS QDESIGNER PROJECT NAME. Fau(l D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the [jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified _ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: [""| 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: [/Je>14-p.r (jo<afe><r« I _ Date contacted: (,\\\<*~i REMARKS • Telephone # By:Enclosures: ESGIL CORPORATION JURISDICTION Ca.r\-s,l&tJL PROJECT ADDRESS <3OM1 C TO. U)a,\-\-er Cs Date /g,"7 PLAN CORRECTION SHEET Plan- Check No. g»7-f/P <? T Date plans received by the jurisdiction_ Date plans received by plan checker 5/z-t e^£5/l<a Date inittai plan check completed <£,// By kM-r-f- f FOREWORD- PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in con formance with the cited codes and regulations. Per Sec. 303 (c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS 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 facilitate rechecking, please identify/^ next to each fcfceaJLed. item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. 8. 10 =>g>. HL /IT. Addi+ia/*& I dL / '-C <Te.iy-e.rccJ See &. fro' -fo re over Tn vY\ > k/ Tor) YY\ A 7.itr\ 7.it-^ ^'•f <rstll bu 4- s va\j\-i-f>A. re i li r-«j . iiPrY\i -1-c^fi T-Q ivi i 1 f. i/a -i-'a m J a^ (TO 1 the +r I o /i fl -j /Prf Pro ride c. /"/ ra <• i K> ft e.y\- rs fee.>ec t1*-^ Pt«r. Ckeck A?* & 7- //. -7 56..1*7.2 . 1-7,3 nte ~f~hf Q IQ.£I ^a add, i 3f '.Yl€*rfo //c /rr ,+ C, TI 2.e TO. .U 'r x're 1 -ra ESGIL CORPORATIOiN 932O CHESAPEAKE DR . SUITE 2O8 SAN DIEGO. CA 92123 (619) 56O-14O8 DATE JURISDICTION CITY OF CARLSBAD [JPLAN CHECKER QFILE COPY PLAN CHECK NO. g 7 - )la^ Q UPS QDESIGNER PROJECT ADDRESS. PROJECT NAME. /</\ory {\DDrT, ,—| 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 I—. with the jurisdiction's building codes when minor deficien- I I cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies [| identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's ffl copy for your information. The plans are being held at Esgil Corp until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to -7 -/ D 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 HI been completed. Person contacted- ^f i.T ^7/x?r's / , Date contacted- ~' <7~\ Ij \ Telephone REMARKS BY ^ -..- ENCL ESGIL CORPORATION ___ FLAN CHUCK NO- JURISDICTION: GUY OF CARLSBAD TO: LOftLT sr TELEPHONE NO. ENCLOSURES: _Y)pU Date initial plan check completed ? Bv Applicant contact person PL, Telephone ^-f^ "(0? "7 ? FOREWORD; PT.EASK RKAn Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped The plan check is based on regulations enforced by the Building Inspection Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments PROJECT ADDRESS: 1982 UBC (eff 7/1/85) 1985 UPC (eff 11/12/86) 1984 NEC (eff 10/1/85) 1985 UMC (eff. 11/12/86) The above regulations apply to residential construction PLAN COKKMmfW SINGLE FAMILY AND DUPLEX DWELLINGS Date plans received by jurisdiction Date plans received by Esgil Corporation The circled items need clarification, modification or change All items have to be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed i e . plan sheet, specification, etc Be sure to enclose the marked UP list when you submit the revised plans NOTE. PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED. Carlsbad List 10, Single Family Dwelling and Duplex With All Supplements 1 3/25/86 A. PLANS 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 2 Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to The jurisdiction's building department Indicate on the Title Sheet of the plans, name of the legal owner and name of person responsible for the preparation of the plans Section 302 (a) 7 the Plans, specifications and calculations shall be signed by a California state licensed engineer or architect (California Business and Professions Code) 05) Specify on the Title Sheet of the plans the gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony Section 302 (c) ^\ 6 J Provide a statement on the Title Sheet of sefie plans that this project shall comply with Title 24 and 1982 UBC, UMC, and UPC and 1984 NEC Submit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot Identify property lines and show lot dimensions and all easements Show location of all cut or fill slopes and approximate finish floor elevations for all structures and show elevations at all lot corners Section 302 (c) \8 J Indicate distance from center line of street or alley to property line and distance from property lines to proposed building Section 302 (c) B. FIRE PROIECTIOK Q Walls closer than 3 feet to property lines 11 be one-hour rated construction, have no openings, and shall have 30 inch parapets when the building floor area exceeds 1,000 square feet on any floor (Table 5 A Section 1709 (a)) ( 10 ) Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line Eaves over required windows shall be not less than 30 inches from the side and rear property lines Section 1710 and Section 504 (a) and (b) '1 Plastic skylights shall not be installed within 8' of an exterior wall located where openings in such exterior wall are prohibited or required to be protected Section 5207 (a) 7 S~\12 ) Projections, including eaves, shall be Sane-hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the property line Section 1710 13 ) Show location of permanently wired smoke oe^ector, centrally located in corridor leading to sleeping rooms or above stair if sleeping rooms are on upper level Section 1210 A smoke detector shall be installed in the basement of dwelling units having a stairway which opens from the basement into the dwelling Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area Section 1210 2 3/25/86 C. ROOM SIZES. LIGHT. VEHTILATIOH AND GLAZIBG Habitable rooms, other than kitchens, shall contain at least 70 square feet of floor area Section 1207 (b)o16y Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1205 (a) Appears to be deficient in / fj r<i i< Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet In bathrooms, laundry rooms and similar rooms 1/20 of area is required and minimum is 1 5 sq ft (Section 1205 (a)) At least 1/2 of the common wall must be open and have an opening not less than 25 sq ft if light and ventilation is being supplied from an adjacent room Section 1205 (a) 19 Required windows shall not open into a roofed porch unless the ceiling is at least 7 feet and the longer side is "at least 65% open Section 1205 (a.) Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required openable windows are not provided Section 1205 (a) No habitable room, other than a kitchen, shall be less than 7'0" in any dimension Section 1207 (c) Show that ceiling height for habitable rooms is a minimum of 7'6" Section 1207 (a) Show ceiling height for laundry rooms, hallways, corridors, and bathrooms is a of 7'0" Section 1207 (a) Dimension on the plans, the 30" clear width for water closet compartments and 24" clearance in front of water closet Section 511 (a) 25J Specify safety glazing for glazing in hazardous locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces Section 5406 Glazing, in the same wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded on faceted glass Section 5406 (d) 7 2/7 Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor) Section 5406 (d) 5 Sleeping rooms shall have a window or 'exterior door for emergency exit Sill height shall not exceed 44" above the floor The window must have an openable area of at least 5 7 square feet with the minimum openable width 20" and the minimum openable height 24" Section 1204 1J A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below The mezzanine floor must have a clear height of 7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 42" in height Section 1716 3CT The loft you show does not comply as a dezzanine floor and is, by Uniform Building Code definition, a story Section 1716 3 3/25/86 D. EXITS. STAIRWAYS. AMD RAILINGS 3x Floors above the second story shall have not less than 1 exits Section 3303 (a) "ft Required exit doorways shall be not less than 36" in width and not less than 6"8" in height, and shall be capable of opening at least 90 degrees Section 3304 (e) 3y7 Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width Section 3306 (g) 3 Provide 36" high protective railing for porches, balconies, and open sides of stair landings Openings between railings shall be less than 6" Section 1711 3ft Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail Table 23-B 34 Provide stairway and landing details Section 3306 (b) & (c) a Maximum rise 8" and minimum run is 9" b Minimum headroom is 6'6" c Minimum width is 30" 36 All handrails per Section 3306 (j), shall satisfy the following a Provide handrail for stairways with 4 or more risers b Handrail shall be 30" to 34" above the nosing of treads c The handgrip portion of handrail shall be not less than 1 1/4" nor more than 2" in cross-sectional dimension (See attached) 8 A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing in the direction of stairway travel, to less than one-half the required width of the stairway Section 3306 (g) 39 A door may open inward at the top step of a stairway provided the top step is not more than 7 1/2" lower than the floor level Section 3304 (h) 4io Provide details of winding stairway complying with Section 3306 (d) a Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest b Maximum rise is 8 inches c Minimum width is 30 inches yi Provide spiral stairway details, per Section 3306 (f) a Minimum run is 7 1/2 inches measured at a point 12 inches from where the treads are the narrowest b Maximum rise is 9 1/2 inches c Minimum headroom is 6 feet 6 inches 4y Spiral stairways may not be used for required exits when the area served is greater than 400 sq ft Section 3306 (f) 4 3/25/86 /3'3 Spiral stairways must have a clear walking space of 26 inches between the column and handrail, show dimension Section 3306 (f) Provide I C B 0 Research Report and Number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication shall be done under special inspection per the approved fabrication plans Section 306 (a) 4B and Section 306 (f) 45 In buildings over 2 stories in height, provide 3/4 hour fire-rated assemblies for all openings in the exterior wall below or within 10 feet horizontally of an exterior stairway An exit balcony with 2 separated stairways is exempt Section 3306 (1) Exterior stairways shall not project into the 3 foot setback from the property lines Section 3306 (n) 4/ The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction Section 3306 (m) E. ROOflMK Specify roof slope Roof slope is not adequate for roof type specified Table 32-B, Section 3203 (h) 5(3 Specify roof material and application Chapter 32 50. Specify I C B 0 or U L approval number for roof materials not covered in U B C , e g title, etc , Section 107 S2 The maximim slope for a fire retardant built-up roof, with rock or gravel surfacing, is 3 inches in 12 inches, Section 3203 (e) 2 5^ The minimum slope for a fire retardant built-up roof, with cap sheet surfacing, is 1/2 inch in 12 inches Section 3203 (e) 3 5U Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water Section 3207 (a), Section 2305 (f) and Section 2511 (d) 6 5JB Show roof drains and overflows Section 3207 [56 ) Provide skylight details to show compliance with Sections 3401 and 5207 or provide I C B 0 approval number each Plastic skylight must be separated from other by at least 4 feet Section 5207 (a) 6 58 ) Show attic ventilation Minimum vent area s^l/lSO of attic area or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents Show required area and area provided Section 3205 (c) Provide fireplace construction details or lote construction to be per attached fireplace standard drawing Chapter 37 t show veneer support and connections in ismic Zones 3 and 4, comply with Section 3002, 4, 5, 6, and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached sheets 30-1 or 30-2 5 3/25/86 61 Show height and construction details of all masonry vails Chapter 2A Note that cleanout openings shall be provided at the bottom of all cells to be grout filled over 4' in a single pour Cleanout shall be sealed before grouting, after inspection Section 2414 (a) 8 Show floor and roof connections to masonry walls Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater Cross grain tension or bending in wood ledgers is not permitted Section 2312 (j) 3 A 64 Provide details for damp proofing the foundation walls, below finish grade, where useable space exists on the interior side of the walls Section 1707 (d) Show a minimum 2" air space and flashing ietween planter and building walls Section 2516 (c) 7 G. GARAGE AHD CARPORTS £Garage requires one-hour fire protection on garage side of walls and ceiling common to the dwelling Table 5 B Section 503 (d) 67 All elements supporting floor above garage, including walls supporting floor joists, to have one-hour fire-resistive protection on the garage side Section 503 (a) 6EJ Show 1 3/8" solid core self-closing door for openings between garage and dwelling Section 503 (d) Garages are not permitted to open into a used for sleeping purposes Section 1104 70 Openings between carport and residence require self-closing doors and stationary windows Section 1214 7JL Show garage framing section, size of header over garage opening, lateral cross bracing at plate line, method of bracing garage front, and holddowns if required Chapter 23 NOTE Maximum shear panel ratio of height to width is 3 1/2 to 1 Table 25-1 Doors may open into the garage only if the floor or landing in the garage is not more than 1/2" lower than the door threshold Section 3304 (h) 73 Provide an 18" raised platform for any FAU, water heater, or other device in the garage, which may generate a flame or spark, UMC Section 508, UPC Section 1310 (a) H. FOOHDAHOH REOOIREMEHTS Q Fer soils report, note on the plan the s classification, whether or not the soil is expansive, and note the allowable bearing value Section 2905 (c) ft?DU;0£ SAILS Ke.fbe~ Ip The foundation plan does not comply with the soil report recommendation for this project Please review the report and modify design, notes and details as required to show compliance Provide notes on the foundation plan listing the soils report recommendations for foundations, slab and building pad preparation 6 3/25/86 7^ The soils report recommends excavations be reviewed by soils engineer Note on the foundation plan that "Prior to the Contractor requesting a Building Department Foundation Inspection, the soils engineer shall advise the building official in writing that 1 the building pad was prepared in accordance with the soils report, 2 the utility trenches have been properly backfilled and compacted, and, 3 the foundation excavations, formings and reinforcements comply with the soils report and approved plan" Show height of all foundation walls Chapter 23 7^9 Show height of retained earth on all foundation walls Chapter 23 If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills Chapter 29 §a Note on plans that wood shall be 6" minimum above finish grade Section 2516 (c) 7 ^\ 82J Note on plans that surface water will drain away from building and show drainage pattern and key elevations Section 2905 (f) 83 Dimension foundation per U B C Table 29A Floors Supported* 1 2 3 Stemwall 6" 8" 10" Width 12" 15" 18" 12" 18" 2V ^Foundations may support a roof in addition to the floors Where only a roof is supported, use foundation for one floor 8> Show foundation sills to be pressure treated, or equal Section 2516 (c) 3 85 Show foundation bolt size and spacing Section 2907 (e) 86 Specify size, I C B 0 number and raanufacturer of power driven pins Show edge and end distance and spacing Section 306 (f) If required by structural calculations, show size, unbedment and location of hold down anchors on foundation plan Section 2312 (f) If hold downs are required by calculations, note on plan that hold down anchors must be tied in place prior to foundation inspection Section 305 (e) 2 89 Show adequate footings under all bearing walls and shear walls Section 2907 (b) 90 Show on the elevations, stepped footings tor slopes steeper than 1 10 Section 2907 (c) <3i Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders Section 2516 (c) 92 Show pier size, spacing and depth into undisturbed soil Table 29-A Show minimum underfloor access of 18" x Section 2516 (c) Show minimum underf loor ventilation equal to 1 sq ft for each 150 sq ft of underfloor area Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides Section 2516 (c) 3/25/86 95 Specify that posts embedded in concrete shall be pressure treated per UBC Std No 25- 12 Section 2516 (c) I. FRAMDC 96 Show wall bracing Every exterior wood stud wall and main cross partition shall be braced at each end at least every 25 feet of length with 1x4 diagonal let-in braces or equivalent Section 2517 (g) 3 9/7 Note cross bridging or blocking Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line Sec 2506 (g) Show blocking at ends and at supports of floor joists, and for rafters at exterior walls Section 2517 (d) 3 9/9 Show solid blocking at ridge line and at exterior walls on trussed roofs Section 2506 (g), Section 2517 (h) Ij/O . Show double joists Floor joists shall be doubled under bearing partitions running parallel with the joists Section 2517 (d) 5 IGrl Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beans, walls or partitions, more than the depth of the joist Section 2517 (d) 5 102 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) 4 103 Show rafter purlin braces to be not less than 45 degrees to the horizontal Section 2517 (h) 5 1C/4 Show 1/2" minimun clearance between top plate of interior partitions and bottom chord of trusses (To ensure loading will be as designed) ,105.1 Show double top plate with minimum 48" lap splice Section 2517 (g) 2 Show nailing will be in compliance with le 25-Q 10.7 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 108 Show stud size and spacing Maximum allowable stud heights, Bearing wall 2x4 and 2x6 max 10', Non-bearing 2x4 max 14', 2 x 6 max 20' 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 8 3/25/86 110 Note an A I T C Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to erection Section 306 (f) [ill ) Detail all post to beam and post to tooting connections and reference the detail to the plan Section 2516 (m) ~yLl Detail shear transfer connections, including roof and floor diaphragms, to shear walls Section 2513 \113y 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) Show 3" x 4" or 2" x 6" studs in first story of three story building Table 25-R-3 5 Provide truss details and truss calculations for this project Provide. roof .framing plan and floor aming plan Section 302 (a) 7 £.Hou) £/!.£+• <> f Pi f inie-, f>r C -i Pe-rftiLs, US./.*fdrLGit 0 -i ' Provide framing sections through ADD -i A EKO »»*><-, f *- l T \» Section 320 (a) 7 Specify all header sizes for opening over wide Section 2517 (g) 5 19 Provide calculations for main vertical and horizontal framing members and post footings Section 302 (a) 7 s~\ 1201 Provide calculations for lateral loads, shear panels, shear transfer and related Section 302 (9) 7 OH SHOU) U ITH Set Z-StnLcJ 3, [121] Show on the plans all structural requirements developed in the structural calculations Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used Section 2516 (c) 4 1^3 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 Show location of attic access with minimum size 22" x 30" Section 3205 1/5 Show draft separation for attic areas between units in a duplex Section 2516 (f) 1 6 Wood stud bearing walls, with studs at 2V c , require 3 ea 2 x 4 or 2 ea 2x6 or 2 ea 3x4 top plates if supporting either floor members or roof trusses that are spaced more than 16" o c and do not bear within 5" of the supporting stud Section 2517 (g) 2 I 127J Specify plywood grade and panel identification index Table 25-N 126 When roof pitch is less than 3 12, design ridge as a beam Section 2517 (h) 129 If foundation cripple wall studs are less than 14" framing shall be solid blocking Section 2517 (g) 4 9 3/25/86 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 131j Show plywood sheathing over exposed eaves, crother weather exposed areas, is exterior grade Section 2516 (g) 3 13/2 Show a weep screed at the foundation plate line on all exterior and stud walls to be stuccoed Section 4706 (e) Show corridor width to be minimum 36" Section 3305 (b) Specify truss layout for 30" x 30" attic access 135 Ridges, hips, and valleys shall be at least one size larger than supported rafters Section 2517 (h) 3 .6 In open beam construction, provide strap les across the beams at the ridge support Section 2501 (b) J. MECHANICAL All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code Show the size, location and type of all heating and cooling appliances or systems 138 Show source of combustion air to furnace, per Chapter 6, UMC Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms Show basis for compliance UBC. Section 1211 &HOu) lj/0 Show minimum 30" deep unobstructed working space in front of furnace Section 505, UMC 1</1 Note on plans, clearances to be per manufacturer's listing Section 504, UMC 14/2 Furnace shall not be installed under any stairway Section 704, UMC I<v3 Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room, unless specified as direct vent appliance, enclosed furnace or electric heating appliance Section 704, UMC Show I C B 0 approval number for prefab fireplace 14/5 Show access to the attic or underf loor furnace to be minimum 30 inches by 30 inches Section 708 & 709 UMC yu6 Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide Section 708, UMC lifl Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace Section 708, UMC 14(8 Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace 149 Note on plan Gas vents and noncombustible piping passing through three floors or less shall be effectively draft stopped at each floor or ceiling UBC, Section 1706 (a) 6 10 3/25/86 K. All wiring shall comply with the National Electrical Code \15oJ Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels li>l Show location of all electrical receptacles (l52j Electrical receptacle locations and/or spacing is not adequate in YY\<Tf? >w. 13 153 Show at least one convenience outlet other than outlets for laundry, etc , outdoors, in garages and basements NEC, Art 210-52 l44 Note convenience outlets in bathrooms, outdoors, and in garages and basements (other than for laundry and similar equipment) shall be GFI protected, NEC, Art. 210-8 1555 Note electrical system ground to be provided per NEC, Art 250-81 L.G (UHITORM PLDMBIWG CODE) 156 Show water heater size, type and location on plans UPC, Section 1310 15f7 Show source for providing combustion air to fuel burning water heater If wall opening in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve inches of the enclosure and one-half within the lower twelve inches UPC, Section 1307 1!»8 Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom UPC, Section 1309 Provide adequate barrier to protect water neater from vehicle damage UPC, Section 1310 160 Show T and P Valve on water heater and snow route of discharge line to exterior UPC, Section 1007 (e) 161 Provide dryer vent to outside UMC, Section 1903 162 Note on the plan that hose bibbs and lawn sprinkler systems shall have approved backflow prevention devices UPC, Section 1003 Shower stall shall accommodate a 30" circle and have a minimum floor area of l,QZU sq in UPC, 909 (d) M. HDISB IHSCLATIOH (DUPLEXES) Show details of-duplex-common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (SIC) rating in walls of 50 decibles and on Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibles Title 25 Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating Title 25 186 Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident Title 25 11 3/25/86 H. ENERGY OOHSKRVATIOH; PT.EAS1I State regulations (California Admin Code) require that the design satisy one of the attached alternative energy packages or submit calculations The law also requires that many mandatory conservation items be satisfied i!67J Show on the Title Sheet of the plans, the required elements of the alternative energy package that was selected, and next to each element show how you are complying with each element If calculations were used, provide similar data on the plans U68 ) The plan sheet showing the required elements of the selected energy package, and listing the design elements showing compliance with that selected package, must be signed by either the owner or a licensed professional i e , architect, engineer or contractor A design professional must note his/her state license number Section 1403 of Title 20 189 Show on the plans the "R" value for the walls, floors, ceiling and related areas 1/0 Show double glazing as per Energy Design, on Glazing Schedule 1/1 Show on the plan how shading requirements are satisfied (l72 J The plans are not in compliance with the energy conservation compliance package selected or design calculations provided Show on plans conformance as follows OP fl&OFD P&O'JiOF ft rr £ x) d-lr Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Energy Conservation Requirements" \lL Show the size, type, make, model and location of the space heating (or cooling) system and provide heat loss calculations if the output BTU/Hr exceeds 45,000 O. CARLSBAD S.F.D & DOPLKX SUPPLEMEHT 1/5 Energy conservation design should be for Zone 7 See attached energy packages 1/6 Floor drains must have auto-prime (city policy) -^1771 Note exhaust fans cannot be ductless type ty policy) I'm New residential units must be pre-plumbed or future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 179 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) ISO All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy) [81 Incorporate the waterproofing details, on the attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s) 12 3/25/86 182 J Show on the Title Sheet on the plans, the formation required by the attached Developmental Services Sheet 1183J All new residential buildings, including additions, require a soils report Please submit two copies UBC Adopting Ordinance 8792 requires Fire Retardant roof on all structures (Sec 18 04 230) Show compliance with UBC Section 3203 (e) City Ordinance 9792 requires two park- ing spaces/unit with clear area of 20'x20' 1 e no washing machines, etc Show compliance Heavy timber framing, minimum 6" x 10" beams and minimum 8" x 8" post, for tha structural beam and column supporting the fire separation between the garage and living area above, is acceptable if shown on the plans (city policy) 185 Please see additional corrections, or remarks, on the following page. The City of Carlsbad 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 felLF.FX} \,}fiLKcR at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 2075 Las Palmas Dr., Telephone (619)438-1161 dank you Enclosures $) 'Iff -,' *„ - .. i/.-,;/•.-? TO Pi.fi JU"> AOftflO & C/9/J fe. IJL) PRnuiCte Tie .<rd.f»ifn * //Jf *VY> 13 10/6/86 TBS. FOLLOWING MOTES SPECIFYING HANDATCR/ REQUIREMENTS SHOULD BE INCORPORATED OH PLAN SHEETS, OR CONTAINED WITHIN JOB SPECIFICATION DOCUMENTS MANDATORY ENERGY CONSERVATION REQUIREMENTS OF THE STATS OF CALIFORNIA (1) All heating, ventilating, air conditioning, and water heating equipment shall meet all of the requirements of the Appliance Efficiency Standards and shall be certified by the California Energy Commission (2) A two stage thermostat, which controls the supplementary heat on its second stage, shall be provided for heat pumps (3) Thermostats shall be equipped with an automatic setback, which the building occupant can program to automatically set back the thermostat twice in 2k hours (4) Equipment which requires preventive maintenance to maintain efficient operation shall be furnished with complete necessary maintenance information (5) All gas-fired fan type central furnaces, gas-fired fan type v,all furnaces, and cooking appliances shall be equipped with an intermittent ignition device (6) All fan systems exhausting air to the outside shall be provided with backdraft dampers (7) All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1982 Edition (8) A vapor barrier is required in climate zone 1, 14, and 16 (9) All manufactured windows and sliding glass doors shall meet the 1972 ANSI air infiltration standards and shall be certified and labeled (10) All swinging doors and windows leading to unconditioned areas shall be fully weather-stripped (11) Storage type water heaters and storage and backup tanks for solar systems shall be externally wrapped with R-12 insulation or greater (12) The five feet of pipe closest to the water heater, if outside conditioned space, shall be insulated with a minimum of R-3 Steam and steam condensation return piping and recirculating hot water piping outside the building envelope shall be insulated in accordance with T20-1406(d) (13) Lamps used in luminaries for general lighting in kitchens and bathrooms shall have an efficiency of not less than 25 lumens per watt (14) Showerheads and faucets shall be equipped with flow restrictors as outlined in the appliance efficiency standards and shall be certified to the Energy Commission (15) Masonry and factory-built fireplaces on exterior walls, shall be equipped with tight-fitting closeable metal or glass doors covering the entire opening of the firebox, a combustion air intake equipped with a readily accessible, operable, and tight fitting damper to draw air from the outside of the building, and a tight fitting flue damper with a readily accessible control (16) Insulation used shall comply with California Quality Standards (17) The insulation installer shall post a signed certificate Section 276 Insulation Certificate (All Occupancies) After installing insulation, the installer shall post in a conspicuous location in the building a certificate signed by the installer and the builder stating that the installation conforms the requirements of Title 24, Part 2, Chapter 2-53, and that the materials installed conform with the requirements of Title 20, Chapter 2, Subchapter 4, Article 3 The certificate shall state the manufacturer's name and material identification, the installed "R" value, and (in applications of loose fill insulation) the minimum installed weight per square foot consistent with the manufacturer's labeled density for the desired "R" value (18) For infiltration control all openings and penetrations must be caulked and sealed, such as around windows, at sole plates, and openings for utility pipes and wires Form ECH 3/5/86 DEVELOPMENTAL fjl ^^T • 120° ELM AVENUE SERVICES K^ljrjM CARLSBAD, CA 92008-1969 BUILDING DEPARTMENT ^&3~>^ (819) 438-3523 Citp of Cartefoafc THE INFORMATION LISTED BELOW MUST BE SHOWN ON THE TITLE SHEET OF THE PLANS FOR YOUR SINGLE FAMILY DWELLING Site Address Legal Description Assessor's Parcel Number Quantity of Grading in cubic yards Contact Person - Name and daytime Phone Number Circle any Planning Commission or City Council Action on this Property. Variance, Conditional Use Permit, - Tract or Parcel Map, Zone Change, Planned Development, Redevelopment Permit, Specific Plan, Site Development Plan PLAN CHECK NUMBER cd 112383 Datei CITY OF CARLSBAD Prepared byt 0 UJflLA'F? VALUATION AND PLAN CHECK ^EE PLAN CHECK NO. %7-//*9 BUILDING ADDRESS £M( ''}f\f'C^/^f> &T p Bldg. Dept. P Esgil APPLICANT/CONTACT j/lfitT ^/VITV^ -PL PHONE NO. 3?3-t)')'jJ BUILDING OCCUPANCY tf-3 TYPE OF CONSTRUCTION V-/IJ BUILDING PORTION Rfr&m Ar>r»TifiiL) Air Conditioning Commercial Residential Res. or Comm. Fire Sprinklers Total Value BUILDING AREA PE Ks^(L\ ^^^^/ v^? A/ DESIGNER PHONE CONTRACTOR VALUATION ry e @ @ -o PHONE VALUE ^^~, ;2J^??) ^ (l^)]\i. &tf£^~ Fee Adjusted To Reflect Building Permit Fee $ Plan Check Fee $ D Energy Regolaticms (Fee x 1 1) D Handicapped RagulaLions (Fee x 1 065) COMMENTS 0/4/82 K 1N 0) rea <5 1i| CQ_ dj Z 0) 0)cc S (Pa I:> s.^** CO T3 ? Va: (U rea ca 73 0) a; 0) £ ENGINEERING CHECKLIST Date 4/3//R'? Plan Check No ft7-/4>q Project Address 2o<ll Crt-r<de)oa PL Project Name jZ^iv/dlkLj Pe*~> AArj, Field Check Date By LEGAL REQUIREMENTS Site Plan u Q. LEGEND Item Complete /~\) 'tern Incomplete - Needs ^^ Your Action 1,2,3 Number in circle indicates plancheck number that deficiency was identified U 0CL / 0. 0 a a a Provide a fully dimensioned site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improve- ments, right-of-way width and dimensioned setbacks 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 Provide legal description of property Provide assessor's parcel number PERMITS REQUIRED Grading 5 6 7 Grading permit required Grading plans in plan check PE n 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-of-Way Permit required for work in public right-of-way (e g., driveway approach, sidewalk, connection to water main,etc) Industrial Waste Permit application required To be filled out completely and returned to Development Processing ci / FEES REQUIRED a a a p E{ a a 10 Park-m-Lieu fees required Quadrant , Fee Per Unit 11 Traffic impact fee required Fee Per Unit , Total Fee 12 Bridge and Thoroughfare fee required Fee Per Unit , Total Fee | 13 Public facilities fee required 1U Facilities management fee required Fee 15 Additional EDU's required Sewer connection fee , Total Fee 16 Sewer lateral required Sewer permit no REMARKS O K to issu Date 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 '- «« IV <0 Q • 1 v<l \PC #1 Reviewed By /»- <U Q J \ CO T3o; <u =«= U0. QJ (0 PC #3 Reviewed ByCDC G D n D D D PLANNING CHECKLIST , ^ lO 1 X5/ Plan Check No %7 -/<&;) Address <?/? <5V ( ^rM^hz r ^- Type of Project and Use /\j&6 /ScJ<H/> Zone /C/ Use Allowed' YES i^ NO ^^^^/^Setback Front 'Qf^ Side Q/^ Kear (J^\ ,*-<c."e Lv™? '' Discretionary Action Required YES NO ^^ Type Environmental Required YES NO £--""" Landscape Plan Required YES NO s^ Comments [~j Qj (j Coastal Permit Required [ I [ j Additional Comments &\ Vv YES N0 t^M^;L OK TO ISSU DATE CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No DEVELOPMENT PROCESSING SERVICES DIVISION ' 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department SCHOOL DISTRICT Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92008 (457-4985) Encinitas Union Elementary 189 Union Street Encinitas, CA 92024 (944-4306) Project Applicant yNfU3\A \ Project Address RESIDENTIAL fl.(jl\ San Marcos Unified 207 West San Marcos Blvd San Marcos, CA 92069 (744-4776) San Dieguito Union High School 625 North Vulcan Encinitas, CA 92024 (753-6491) APN SQ FT of living area SQ FT of covered area COMMERCIAL/ INDUSTRIAL SQ FT AREA Prepared By / Number or dwelling units SQ FT of garage area Date \ o#ax-^— c_-<_ FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986 (other school fees paid) Other Residential Fee Levied $ 1 Q Q 5 6*0 based on Comm/Indust Fee Levied $ ?w based on sq ft @ sq ft @ S c'KoTTll Title t)ate AB 2926 and SB 201 fees are capped at $1 50 per square foot for residential AB 2926 is capped at $ 25 per square foot for commercial/industrial I I_) I I\ l__l I I I)\/.\ I\ l_/:\ i\ i. PALJLL RESIDENCE REffXTCL/ADDITION CALCULATIONS Page 1 of 17 Calc Mm Cover Job it 8777 Project PAUL RESIDENCE Tile Nn PR_Cov Structural Calcs TJi Dt Issue Date Nov 13, 1987 1st Revised Date > CONTRACTOR & CLIENT BUTa-ER CONSTRUCTION CO 7364 El Cajon Boulevard, <*.ilte 215 San Diego, California 92115 > DESIGNER & ARCHITECT > ENGINEER > PROJECT LOCATION > SEISMIC & WIND ZONES D G. DRAFTING & DESIGN 2445 Morena Boulevard, Suite 2O9 San Diego, California 9211O STEVEN R HAUSER, P.E. 3099 'C' Clairemont Dr , Suite #337 San Diego, CA 92117 (619) 272-3905 2O41 Cordoba Place, Carlsbad, CA APN #207-300-76 Seismic Zone 4 Per Local Regulations Wind Velocity Zone @ 7O /if/), Exposure B expires June 30, 1988 > BUILDING TYPE Single Story, Uood Frame, Type V-NR, Shear Panel Box System & OCCUPANCY Standard Single Family Residential, R-3 (UBC '85) > NUMBER OF 1 BUILDINGS > TECHNICAL REPORTS Trusses Geology Soils Other none none none none > ENGINEERING SOFTWARE ENERCALC, Structural Engineering Template Library, Version 3 O > STANDARD PUBLISHED REFERENCES UNIFORM BUILDING CODE (UBC), 1985 Ed International Conference of Building Officials Notes on ACI 318-77 (ACI), 1977 Ed Portland Cement Association / American Concrete Institute AMERICAN INSTITUTE OF TIMBER CONSTRUCTION MANUAL (AITC), 2nd Ed (1974) American Institute of Timber Construction AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL (AISC), 8th Ed (198O) American Institute of Steel Construction EARTHQUAKE DESIGN OF CONCRETE MASONRY BUILDINGS (CMS), Vol 2, (1984) Englekirk, Hart & Concrete Masonry Assn of California & Nevada > PURPOSE OF CALCULATION To assess as accurately as is possible and practical, the reasonable maximum loading conditions for the subject structure consistent with the standards of professional practice. To mal<e professional engineering Judgements with respect to tlxj analy/rd bcHvavior of the subject structure and make appropriate recommendal 10113 via tlx?se calculations to the design professional responsible for the assuibly and production of the documents to be used for construction Ibl DISCLAIMER. INCLUSIONS & MATERIAL SPECIFICATIONS >ENGINEER'S DISCLAIMER The engineering Judgements, decisions and recommendations made within the context of these structural calculations are based upon the information provided to this engineer by the design professional(s) responsible for the assembly and production of the construction documents required to describe the structural quality of the subject structure SRH, PE does not warrant the accuracy of these calculations where changes to the structure's design, configuration, site location and/or site orientation have been made after production and completion of these structural calculations or where these calculations have been applied to other similar or non-similar structures SRH, PE recommends that when any design changes have been made during the production of, or after the completion of the structural calculations, that SRH, PE be notified as soon as possible so that appropriate modifications to these recommendations may be made within a realistic time frame that will allow for a timely and orderly modification of the structural calculations and related construction documents INCLUSIONS TO THE CALCU_ATIONS Consultant & Project Data Ol Standard References & Purpose Ol Disclaimer & Calc Inclusions O2 Material Specifications O2 Q-avity Load Accumulation O3 Timber Joist, Beam & Header Desists O4 Timber Stud, Post & Column Designs 05/00 Concrete Pad Footing Designs O*yiO 40 KSI Linear Ftg Min Steel Oiart 11 General Stiear Wall Assembly Scfied 12 Sinpson Hardware Schedules 13 Simpson Catalog Detail References 14/17 >MATERIAL SPECIFICATIONS >TIMBER Douglas Fir - Larch, 19K max /Moisture content, Grade by 2x & 4x Lumber, DFtt2. Fb(psi)= 12OO/135O 6x & up Beams, DFttl: Fb(psi)= 1,3OO Studs & Posts DFttl Fb(psi)= 1,150 Glu-Laminated Beams • Fb(psi)= 2,4OO MICRO=LAM(tm) Beams Fb(psi)= 2,8OO Fv(psi)= 9O Fv(psi)= 85 Fc(psi)= 1000 Fv(psi)= 165 Fv(psi)= 285 E (ksi)= 1,200 E (ksi)= 1,400 E (ksi)= 1,600 E (ksi)= 1,800 E (ksi)= 2,OOO Horizontal Plywood : Index (32/16), Exterior Glue Vertical Plywood . Structural II, C-D, C-C (UBC Standard 25-9) >CONCRETE- >REBAR >SOILS >MASONRY >MORTAR >STRUCTURAL STEEL Portland Cement Concrete, 2OOO pel minimum @ 28 days ASTM Grade 6O deformed reinforcing bar, Fy = 4O,000 psl Gross Allowable Bearing Pressure, 1OOO pel maximum Lightweight Type 'N' units, F'm = 135O psl minimum, Specially Inspected Type M or S, plastic mortar, 2OOO psi minimum @ 28 days >BOLTS >WELDS (per AISC) E = 29,OOO ksi Rolled Sections. Fy = 36,OOO psl Plate & Bar Fy = 36.OOO psl Pipe & Tube Fy = 46,OOO psi Fb(psi)= 24,000 Fb(psi)= 24,OOO fb(psi)= 30,820 Fv(psi)= 14,4OO Fv(psi)= 14,400 Fv(psi)= 18,4OO ASTM A307 fasteners Ft « W.OOOpsL, Fv = lO,OOOpsi. E7OXX, low hydrogen electrodes FILE IN GRAVLOAD CC D6D 30BI 8777 PAGE 3 OF \7 (" l~~> l._l l") l~~ PROJECT PAULL RESIDENCE AOOITIOM/REIIODEL ) 1 \ 1 1 I 1 CALC NM GRAVITY LOAD DETERNINAT ION 1/1 STRUCTURAL COMPONENT GRAVITY LOAD DETERHINATION - ROOF TYPES -> Typical Conditions Typical Locations 1 Mech Equip/Ballast 2 Roofing Material 3 Roofing Underlay 4 Insulation / Fill 5 Horiz Sheeting 6 Fraiung / Slocking 7 Beans / Trusses 8 Ceiling Material 9 Suspended Fixtures Dx Total DEAD Load Lx Total LIVE Load - «ALL TYPES -> Typical Conditions Typical Locations 1 Side 1 Cladding 2 Side 1 Sheeting 3 Vertical Framing 4 Insulation / Fill 5 Side 2 Sheeting 6 Side 2 Cladding 7 Typical Wall HE Dx Unit DEAD Load Wx Linear Dead Ld - FLOOR TYPES -> Typical Conditions Typical Locations 1 Mech/Elec Equipment 2 Flooring Material 3 Floor Sheet / Fill 4 Floor Sheeting 5 Framing / Blocking 6 Beams / Trusses 7 Insulation / Fill 8 Ceiling Material 9 Suspended Fixtures Dx Total DEAD Load Lx Total LIVE Load - MISCELLANEOUS -> Typical Conditions Typical Locations 1 Vert Cladding 11 2 Vert Cladding 12 3 Vertical Framing 4 Vertical Height 5 Horiz Diaphragm 6 Horizontal Framing 7 Horizontal Soffit 8 Horizontal Width Dx Total DEAD Load Lx Total LIVE Load - COMPONENTS -> Typical Conditions Typical Locations 1 Ext Shell/Frame 2 i of Gross Area 3 Fill Density pcf 4 t of Fill Area 5 Component Width 6 Assembly I Solid Dx Total DEAD Load FLAT TYPE 'Al' none Tot DL •- Tot LL - EXTERIOR TYPE 'El' Typ 8', 2x4 1 16" Ext Stucco Vail 1 Stucco 10 0 psf none 2x4 1 16 11 psf R 11 Batt 0 4 psf none 5/8 Gyp 2 5 psf Fir > Clj 10 ft Tot DLw= WO psf Tot DLu= 112 0 plf INTERIOR TYPE 'Jl' Tot DL = Tot LL = MISC TYPE '01' none Tot DL = Tot LL = COMPONENT TYPE 'Ul' none Tot DL = FLAT TYPE 'A2' none Tot DL = Tot LL = EXTERIOR TYPE 'E2' none Tot DLw- Tot DLu= INTERIOR TYPE 'J2' none Tot DL = Tot LL = MISC TYPE 'PI1 none Tot DL s Tot LL = COMPONENT TYPE 'VI1 none Tot DL = PITCHED TYPE '81* Typ 4 12 Exist 2x6 t 24" W Shake Roof none Ud Shakes ] 0 psf 301 Felt 0 5 psf R 19 Batt 1 0 psf 1/2 Ply 1 5 psf 2x6 1 24 10 psf 4x Beais 1 5 psf 1/2 Gyp 2 0 psf none TotDL= 10 5 psf Tot LL = 160 psf INTERIOR TYPE 'Fl' Typ 8' 2x4 6 16" Int 5/8" Gyp Vail 5/8 Gyp 2 5 psf none 2x4 1 16 11 psf none nonu 5/8 Gyp 2 5 psf Mr > ll<) to ft Tot DLvr- 6 i psf Tot DLu= 490 plf DECKS TYPE 'Kl' none Tot DL = Tot LL = MISC TYPE '01' none Tot DL = Tot LL = COMPONENT TYPE 'VI' none TotDL = PITCHED TYPE 'B2' Typ 4 5 12 Nev 2x8 624' Vd Shake Roof none Hd Shakes ] 0 psf 301 Felt 0 5 psf R 30 Batt 1 S psf 1/2 Ply 1 5 psf 2x8 (24 14 psf 4x Beats 1 6 psf 5/8 Gyp 2 5 psf none Tot DL= tf Opsf Tot LL = 160 psf INTERIOR TYPE 'F2' none Tot DL«= Tot DLu= BALCONIES TYPE 'LI' none Tot DL = Tot LL = MISC TYPE 'Rl' none Tot DL = Tot LL = COMPONENT TYPE 'XI' none OTHER TYPE 'Cl' none Tot DL = Tot LL = OTHER TYPE 'HI' none Tot DL«= Tot DLu= OTHER TYPE 'Ml' none Tot DL = Tot LL = MISC TYPE 'SI' none Tot DL = Tot LL = COMPONENT TYPE 'Yl' none Tot DL = Tot DL -- OTHER TYPE 'Dl' none Tot DL = Tot LL = OTHER TYPE '11' none Tot DLv= Tot DLu= OTHER TYPE 'Ml' none Tot DL = Tot LL = MISC TYPE 'Tl1 none Tot DL = Tot LL = COMPONENT TYPE 'Zl' none Tot DL = STEVEN R MAUSER P E DESIGN ENGINEER I36S55 3089 C' CLAIREHONT DRIVE I 337 SAN DIEGO. CALIFORNIA 92117 (619) 272 8805 I > I FILE NN TIH.BII CC D6D OOBI 8777 PROJECT PAULL RESIDENCE ADDITION/REItODEL CALC NM TIMBER HORIZONTAL BEAN DESI6N TIMBER JOIST, RAFTER, HEADER, BEAH t GIRDER DESIGN PAGE 4 OF 17 1/1 at Hark I Size -> •ber Quality Grade ad Duration Factor leaber Rescript ion/Type leaber Location leaber Trib Area sfive Load Reduction i— .... . — j Al-2x6 DFL S 12 1 075 Typ Neil 2x8 Robf Rafter Typ t Neii Shake Roof T 24 n/a j W- 4x4 DFL S 12 1 075 Typ Neil 4x4Optnlna Hdr Typ 1 New Shake Roof T=3- 82- 4x4 DFL S 12 1 075 Typ Neil 4x4Opining Hdr Typ 1 NeilShake Roof T 31 n/a Cl- 4x6 DFL S 12 1 075 Typ Nen 4x4Opining Hdr Typ ( ExistShake Roof T«7 5' n/i . — W- 4x8 OFL S 12 1 075 Typ Men Rlage Bean Typ ( Ne* Shake Roof T 9' n/a L ... , D2- 4x8 DFL-S 12 1 075 R^ge'Seae Typ t NewShake Roof T-9' n/a L J El- 4x12 DFL S 12 I 075 Typ Nev Ridge Bean Typ ( ExistShake Roof T=9* n/a Fl- 4x16 DFL S 12 1 075 Typ Ne» Xtf Bean T 18'*C2 61 HAX CENTER SPAN >Vu DL. Full Span>Uu LL. Full Span ><p DL. Partial Spar >U(> LL. Partial Spar Fron X Left Linit To X Right Linit >P1 DL. Point Load>P1 LL Point Load Fron Lt Support X >P2 DL. Point Load >P2 LL. Point Load Fron Lt Support X >P3 DL Point Load >P3 LL Point Load Fron Lt Support X CANTILEVER SPAN >Hp DL. Partial Spar >Np LL. Partial Spat Fron X Left Linit To X Right Linit >f>4 DL. Point Load >P4 LL. Point Load Fron Rt Support X >P5 DL. Point Load >P5 LL. Point Load Fron Rt Support X REACTIONS, Left DL Left LL Right DL Right LL HAX POSITIVE MOMENT HAX NEGATIVE MOMENT Fc Allow Bearing) Fv i Allow Shear) Fb i Allow Flexure) E (Hax Elasticity) KOt ACTUAL VIM 'b HIN ACTUAL DEPTH 'd FLEXURAL STRESS Fb AlienableFb Actual SHEAR STRESS Fv Alienable Fv Actual DEFLECTIONS Hax D' Center Span Tot D' Center Span Center Dead Load 0 Center Live Load 0 Nax LL 0' ( Center ft plf Pit plfPlf ftft !ft iift iift ftpifpif ftft iift iift •iii In k in k psi psi 'in'in Cf psi psi 1 X inin inin in 900 24 0 32 0 88 0 00 0 00 0 0o a 0 00 0 0 0 0 D 00 0 0 0 0 0 00 200 24 0 32 D 0 00 2 00 0 0 0 0 0 00 0 0 0 0 0 00 103 137 161 215 6 1 1 3 520 90 1,350 13E*06 15 464 I 000 1.451 1.142 93 3 S3 1 4 50 0 450 0 449 0 184 0 265 0 300 500 36 0 48 0 2§8 §88 0 00 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 000 D D 0 0 0 00 0 00 0 D 0 0 0 00 0 0 0 0 0 00 160 120 160 120 4 2 0 0 520 90 1,200 13E*06 35 251 1 000 1.290 1.143 • 93 3 45 2 2 50 0 250 0 249 0 137 0 113 0 167 600 36 0 48 0 2§8 §88 88 0 00 0 0 0 0 0 00 0 0 0 0 0 00 000 0 0 0 0 0 00 0 DO 0 0 0 0 0 00 0 0 0 0 0 00 192 144 192 144 6 0 0 0 520 90 1,200 1 3E+06 J5 301 1 000 1.290 1.144 • 93 3 45 2 3 00 0 300 0 300 0 164 0 135 0 200 500 30 040 0 o g 0 0 o no0 00 180 0240 0 1 00 180 0 240 0 3 00 180 0 240 0 5 00 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 360 480 360 480 16 4 0 0 520 90 1,200 13E*06 J5 467 I 000 1.290 1.290 93 3 74 8 3 00 0 300 0 219 0 094 0 125 0 200 n oo 108 0144 0 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 594 792 594 792 ^ 45 7 0 0 520 90 1,200 13E+06 J5 780 1 000 1.290 1.290 • 93 3 67 4 5 50 0 550 0 462 0 198 0 264 0 367 1200 IS? 8 88 0 000 00 0 0 0 0 0 00 0 0 0 0 0 00 0 D 0 0 0 00 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 648 864 648 864 54 4 0 0 520 90 1,200 13E+06 J5 850 1 000 1.290 1.290 • 93 3 67 4 6 00 0 600 0 504 0 216 0 288 0 400 1550 108 0 144 0 88 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 837 1.116 837 1.116 90 8 0 0 I — — ^ 520 90 1,200 13E*06 35 1099 „ 1 000 1.290 1.290 • 93 3 67 2 7 75 0 775 0 651 0 279 0 372 0 517 1000 189 0 271 0 88 0 00 0 00 837 0 1.050 7 00 0 0 0 0 0 00 0 0 0 0 0 00 • 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 1.196 1.670 1.531 2.090 107 1 0 0 520 90 1,200 13E*06 35 1453 0 979 1.263 870 • 93 3 93 3 5 00 0 SOD 0 135 0 057 0 078 0 333 000 0 00 0 0 0 0 0 0 00 0 00 0 00 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 000 0 0 0 0 0 00 0 00 0 D 0 0 0 00 0 0 0 0 0 00 0 0 D 0 0 0 0 0 000 0 000 D 0 • 0 0 0 0 0 00 0 000 0 OOD 0 000 0 000 0 000 000 8 0 0 0 00 0 0 000 00 88 0 00 0 D 0 0 0 00 0 0 0 0 0 00 000 0 0 0 0 0 00 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00 0 000 0 000 0 000 0 000 0 000 Cantilever Span ( X Rax DL D ( End in Hax LL 0' 1 End in 2 00 0 120 0 160 0 00 0 000 0 000 ............ 0 00 'oTBi 0 00 0 000 0 DOD .... — ...... 0 00 0 000 0 000 0 00 0 000 0 000 0 00 0 000 0 000 0 00 0 000 0 000 0 00 0 000 0 000 0 DO 0 000 0 000 Hidspan CanberCantilever Canber Lt End Bearing Length in Rt End Bearing Length in 0 28 0 18 0 IS 0 23 0 21 0 00 0 07 0 07 0 25 0 DO 0 09 0 09 0 14 0 00 0 22 0 22 0 30 0 00 0 37 0 37 0 32 0 00 0 4D 0 40 0 42 0 00 0 52 0 52 0 09 0 00 0 76 0 96 0 00 0 00 DO D 00 0 00 0 DO 0 00 0 00 (619) 272 8805STEVEN R HAUSER. P E DESIGN ENGINEER 136555 3089 C> CLAIREflONT DRIVE. 1337 SAN DIEGO CALIFORNIA 92117 17 ( 1)11 1)1 PROJLCTI CArACiiY utblbN - WINU « 11 » rar ~~) l~~\ l~"| . |~~ |~_ CALC MM: TIMBER STUD. POST ft COLUMN DESIGN TIMBER STUD, POST 4 COLUMN AXIAL 4 FLEXURAL CAPACITY DESIGN > DESCRIPTION Typical 7 2x4 Trimmer up to 24' o c Combined Axial ft Flexural Capacity No Wind Pressure. Axial Load Governs Design • LOF =10 Blocked • Mldheigrit Repetitive number Condition Y 1 1 1 1 1 + - - > ALLOWABLE STRESSES Species & Grade Douglas Fir Fc Parallel = 1.000 psl Fb Bending = 1 > 150 psl > COLUMN DATA Total Column Ht 7 00 ft Effective L/d xx 24 Effective L/d yy 56 COLUMN WIDTH 1 SO in COLUMN DEPTH 3 SO in Size Reference l = Nom 0=Actu»l 0 COLUMN DIAMETER : 0 00 in 1 I / Q i et n JL Axial 1 Load Eccentricity 1 Y 1 -Width + £>outh - Construction Stud Load Duration Factor » E Elastic Modulus =• Max Effective Unbraced k-xx = 1 00 k-yy Actual Lu-xx Actual Lu-yy Lu max about X-X Axis Lu *ax about Y-Y Axis Grade 1 00 1 1E + 06 psi Lengths k * Lu : 1 00 = 7 00 ft « 4 00 ft = 7 00 ft = 4 00 ft Le Used For Deriding Slenderness X-X Axis * ( Dlamoter Governs over 7 00 ft Rect > LOADING DATA --> Moments About X-X Axis Only > DEAD LOAD 11 = 423 1 > LIVE LOAD 11 = 423 1 > SHORT TERM LD 1 1 = 01 > TOTAL AXIAL LOAD = 1.690 1 > SIDE LOAD = 0 1 > Dist fro* C L = 0 00 in > Ht fro. Bottom = 0 00 ft > TRANSVERSE MOMENTA 0 In-l ACTUAL AXIAL STRESS: 322 psl ALLOW AXIAL STRESS- 322 psl > INTERACTION EQUATION VALUE ALLOWABLE STESSES AXIAL X-X k Lu / d = 24 00 Y-Y k Lu / d = 32 00 F'c X-X Axis = 573 psl Y-Y Axis = 322 psl FLEXUAL (X-X Axis Only ) C-f (12/d)" 111 = 1 00 C-s (Le d/b-2)- 5= 11 4 INTERACTION ANALYSIS Interaction Equation (fc/F'c) + ( I fb + fc * (6 fc Compresslve = 322 psl F'c • = 322 psl DC (L/d-ll)/(K-ll )= 1 UUO > DEAD LOAD 12 ' > LIVE LOAD 12 ' > SHORT TERM LOAD 12 ' > Eccentricity > Equiv Load at Mld-Ht « MOMENT FROM SIDE LOAD = MAX DESIGN MOMENT * ACTUAL BENDING STRESS ALLOW BENDING STRESS c Q 999 <« 1 000 Max Allow !< Lu / d « • K * • Mln Allow k Lit / d • F'c ALLOW « LDF « F'bx t ALLOW > LDF > +1 5 3>*(e/d) ]/<F'b - J fb Flexural * F'bx ' « e Eccentr lei ty • d Depth « 423 1 423 1 0 1 0 00 in 0 1 4 0 in-l 0 in-l 1 * 0 psl 1 » 1 . 108 psl 1 ii 1 * 50 0 22 3 11 0 322 psl 1.108 psl fc) 0 psl 1 . 108 psl 0 in 3 5 In --> INTERACTION RESULT - 0 998 < = 1 000 1 1 STEVEN R HAUSER. P E 136555 3089 C' CLAIREMONT DRIVE. 1337 SAN DIEGO. CA 92117 619-272-8805 FILE NM WOODCOL CC xxx 30BI 87xx PAGE PR03ECTI CAPACITY DESI6N - WIND * 11 8 PSF CALL NMI IIHBER STUD. POST & COLUMN DLSIGN TIMBER STUD, POST & COLUMN AXIAL 4 FLEXURAL CAPACITY DESIGN OF 17 > DESCRIPTION Typical 8 2x4 Stud t 16" o c Co«blnod Axial & Flexural Capacity Wind Pressure • 11 8 psf (0-20 Faet Abovo Ground. 70 «ph. Exposure B) Blocked « Nldheight* Repetitive NeBber Condition Side ft Axial Load Eccentricity X 1 1 11 t 1 11 > ALLOWABLE STRESSES Species & Grade Fc Parallel Fb Bending > COLUMN DATA Y I -Width + Douglas Fir South - Construction Stud Grade l.UQO psi Load Duration Factor ' 1 33 l.lbO psi £ Elastic Modulus > 1 1E+06 psl Max Effective Unbraced Lengths k * Lu Total Coluan Ht - 8 DO ft Effective L/d xx = 27 Effective L/d yy = 64 COLUMN WIDTH = 1 SO in COLUMN DEPTH = 3 50 in Size Reference I = NOB OMctual 0 COLUMN DIAMETER = 0 OQ In k-xx * 1 00 k-yy Actual Lu-xx Actual Lu-yy Lu »ax about X-X Axis Lu sax about Y-Y Axis 1 00 8 00 ft 4 00 ft 8 00 ft 4 00 ft Le Usud For Bunding Ulonderness X-X Axis » 8 00 ft ( OiBBoter Governs over Rect ) LOADING DATA --> MOBonts About X-X Axis Only > DEAD LOAD II = 401 I > LIVE LOAD II • 401 I > SHORT TERM LD II - 01 > DEAD LOAD 12 = > LIVE LOAD 12 • > SHORT TERM LOAD 12 ' > TOTAL AXIAL LOAD = 1.604 I > Eccentricity > SIDE LOAD = > Dist froB C L = > Ht frOB BottOB = > TRANSVERSE MOMENT: »- SUMMARY 0 I 0 00 in 0 00 ft Equlv Load at Mid-lit • MOMENT FROM SIDL LOAD > 1.510 ln-1 MAX DESIGN MOMENT 401 I 401 I 0 I 0 00 In 0 I V, 0 in-I 1 .510 ln-1 ACTUAL AXIAL STRESS: ALLOW AXIAL STRESS: 306 psi 430 psi ACTUAL BENDING STRESS ALLOW BENDING STRESS > INTERACTION EQUATION VALUE 1 332 1 333 493 psll 1.099 pslI ALLOWABLE STESSES AXIAL X-X Y-Y F'c k Lu / d k Lu / d X-X Axis Y-Y Axis 27 43 32 00 439 psi 322 psi FLEXUAL . (X-X Axis Only ) C-f (12/d)- 111 = 1 00 C-s (Le d/b~2)~ 5= 12 2 INTERACTION ANALYSIS Max Allow • K • Hln Allow F'c k Lu / d > • k Lu / d » ALLOW < LDF > F'bx ALLOW * LDF Interaction Equation <fc/F'c> + ( I fb + fc * (6 +1 5 0)Me/d) l/(F'b - SO 0 22 3 11 0 430 psi 1.465 psi fc> fc CoBpresslvo = F'c 306 psi 430 psl fb F'bx Flexural 3= (L/d-11)/(K-11)= 1 000 --> INTERACTION RESULT =1 332 Eccentricity Depth <= 1 333 493 psi 1.099 psl 0 in 3 S in STEVEN R HAUSER. P E I36SSS 3089 C' CLAIREHONT DRIVE. 1337 SAN DIEGO. CA 92117 619-272-8805 FILE NMI UOOOCOL CC xxx OOBI 87xx PAGE (I) I I I> IPR03ECTI CAPACITY DESIGN - WIND • 11 8 PSF "> l~~\ l""l . l~~ \~__ CALC NMt TIMBER STUD. POST & COLUMN DESIGN TIMBER STUD, POST & COLUMN AXIAL 4 FLEXURAL CAPACITY DESIGN > DESCRIPTION Typical 10 4x4 Interior Pout Conblno.l Axial 1 Flexural Capacity No Mind Pressure. Axial Load Govern* Design t LDF '10 No Lateral Support In X-X or Y-Y Direction OF 17 1 1 1 1 1 1 1 1 1 1 {-- 11 Side a Axial Load Eccentricity > ALLOWABLE STRESSES Species & Grade Fc Parallel Fb Bending > COLUMN DATA I Y I + Width + Douglas Fir South - Construction Stud Grade l.UQQ pal Load Duration Factor > 1 00 1.150 psl E Elastic Modulus • 1 1E+06 psl Max Effective Unbraced Lengths Lu Total Coluan Ht Effective L/d xx Effective L/d yy COLUMN WIDTH COLUMN DEPTH Size Reference l = No» 0=Actual 10 00 ft 34 34 3 SO in 3 50 in k-xx < 1 00 k-yy Actual Lu-xx Actual Lu-yy Lu nax about X-X Axis Lu >ax about Y-Y Axis 1 00 10 00 ft 10 00 ft 10 00 ft 10 00 ft Le Used For Bending Slenderness X-X Axis < 10 00 ft COLUMN DIAMETER =0 00 in ( Dlaaetor Governs over Rect ) LOADING DATA --> Moiionts About X-X Axis Only > DEAD LOAD II = 859 I > LIVE LOAD II = 859 I > SHORT TERM LD 11 = 01 > DEAD LOAD 12 * 859 I > LIVE LOAD 12 * 859 I > SHORT TERM LOAD 12 ' 01 > TOTAL AXIAL LOAD = 3-436 I > Eccentricity > SIDE LOAD > Olst fron C L > Ht from Botto* 0 I 0 00 In 0 00 ft Equlv Load at Mid-lit = MOMENT FROM SIDE LOAD ' 0 00 in I ln-1 > TRANSVERSE MOMENT: +- SUMMARY ACTUAL AXIAL STRESS: ALLOW AXIAL STRESS^ 0 in-l MAX DESIGN MOMENT 28Q psl 281 psl > INTERACTION EQUATION VALUE ACTUAL BENDING 8TIICGS ALLOW BENDING bTRLbS 0 ln-1 0 999 1 000 0 1*150 psl I psi I ALLOWABLE STESSES AXIAL X-X k Lu / d Y-Y k Lu / d F'c X-X Axis Y-Y Axis 34 29 34 29 281 psl 281 psi FLEXUAL (X-X Axis Only ) C-f (l2/d)~ 111 = 1 00 C-s (Le d/b~2>" 5 = 59 INTERACTION ANALYSIS Max Allow k Lu / d » • K ' « Mln Allow k Lu / d = F'c ALLOW * LOF F'bx ALLOW « LDF 50 0 22 3 11 0 281 psi 1 150 psl Interaction Equation (fc/F'c) + ( I fb + fc * (6 +1 5 3)»(e/d) l/(F'b - 3 fc) fc Coapressive - F'c • = 280 psl 281 psl fb F'bx Flexural 0: (L/d-11 >/(K-ll) = 1 000 --> INTERACTION RESULT = 0 999 e Eccentricity d Depth <= 1.000 0 1.150 0 3 5 psl psi in in STEVEN R HAUSER. P E I36b55 3089 C' CLAIIIEHONT DRIVE. 1337 SAN DIEGO. CA 92117 619-272-8805 8 OF ) 1 \ 1 1 • 1 1 CALC NM TIMBER STUD. POST & COLUMN DESIGN TIMBER STUD, POST & COLUMN AXIAL i FLEXURAL CAPACITY DESIGN > DESCRIPTION Typical 12' 4x6 Interior Poet Combined Axial a Flexural Capacity No Wind Pressure. Axial Load Governs Design t LDF '10 No Lateral Support In X-X or Y-Y Dlructlon Y 1 1 1 1 1 + - - > ALLOWABLE STRESSES Species & 6rade Douglas Fir Fc Parallel = 1 000 psl Fb Bending = l.lbO psi > COLUMN DATA Total Colu.n Ht = 12 00 ft Effective L/d xx = 26 Effective L/d yy = 41 COLUMN WIDTH - 3 iO In COLUMN DEPTH = 5 50 in Size Reference l = No« 0=Actual 0 COLUMN DIAMETER = 0 00 in LOADIN6 DATA --> Moients Abo > DEAD LOAD 11 = 918 1 > LIVE LOAD 11 * 938 1 > SHORT TERM LD 1 1 = 01 > TOTAL AXIAL LOAD = 3.752 1 > SIDE LOAD = 0 1 > Dist fro« C L ' 0 00 in > Ht fro« Bottoe *• D 00 ft > TRANSVERSE MOMENT* 0 ln-1 ACTUAL AXIAL STRESS' 195 psl ALLOW AXIAL STRESS* 195 psi > INTERACTION EQUATION VALUE ALLOWABLE STESSES AXIAL X-X X Lu / d = 26 18 Y-Y k Lu / d = 41 14 F'C X-X Axis = 481 psl Y-Y Axis = 195 psi FLEXUAL (X-X Axis Only > C-f (12/d>- 111 = 1 00 C-s (Le d/b"2)~ 5= 80 INTERACTION ANALYSIS 1 1 Load EC 1 Axial con trlcity Y 1 -Width * South - Construction Stud 6rade Load Duration Factor * 1 00 E Elastic Modulus * 1 1E«06 psl Max Effective Unbraced Lengths k * Lu k-xx : 1 00 k-yy = 1 00 Actual Lu-xx ' 12 00 ft Actual Lu-yy > 12 00 ft Lu aax about X-X Axis' 12 00 ft Lu «ax about Y-Y Axis' 12 00 ft Le Used For Oendlng Slenderness X-X Axis > 12 00 ft ( Dlaieter Governs over Rect > ut X-X Axis Only > DEAD LOAD 12 * 938 1 > LIVE LOAD 12 < 938 1 > SHORT TERM LOAD 12 a 01 > Eccentricity • 0 00 in Equlv Load at Mld-llt > 0 1 MOMENT FROM SIDE LOAD * \ 0 in-l MAX DESI6N MOMENT * 0 in-l ACTUAL BENDING STHEGS ALLOW UENDINQ SlIILbS ' 1 000 <• 1 000 Max Allow k Lu / d ' • K ' * Hln Allow k Lu / d = F'C ALLOW * LDF = F'bx ALLOW * LDF ' Interaction Equation (fc/F'c) + ( I fb * fc * (6 +1 5 3)»(e/d> l/(F'b - D fc Coepresslva = 195 psl fb Flexural > F c = 195 psi F'bx • « V 3= <L/d-ll)/<K-ll)' 1 000 e Eccentricity « d : Depth > --> INTERACTION RESULT = 0 909 <= 1 000 1 > 0 psi 1 » 1 .150 psll i 1 t 50 0 22 3 11 0 195 psi 1.150 psl fc) 0 psl 1.150 psl 0 in 5 5 in STEVEN R HAUSER. P E 136555 3089 C' CLAIREMONT DRIVE. 1337 SAN OIE60 CA 92117 619-272-8805 FlIC Nil SQRFTG CC DGD DOB 11777 PR031CI! MULL RESIDENCE AOOITION/RENODEL CALC Nil CONCRETE SQUARE MO FOOTIN8 DESIGN TYPICAL WE 'A' CONCRETE SQUARE PAD FOOTING KSIGH PAGE or 17 1/1 > DESCRIPTION Typical Type A Triple-Stud / 4x4 Post Two Story Concrete Square Pad Footing Maximum Capacity Check P - k v ALLOWABLE STRESSES > Allow Soil Pressure 'Q' = > Footing Soil Pressure = > Allow Net Soil Pressure - > Short Term Soil Increase = > Fy > f'i DESIGN DATA Reinforcing c Concrete 1,000 psf 180 psf 820 psf > Rebar Cover Allow Shear One Way Two Way Q - psf 1 33 - 40,000 psi = 2,000 psl = 3 25 in = 89 4 psi = 178 9 psi > Axial Dead Load > Axial Live Load > Axial Short Term Load 1 635 k 1 635 k 0 k > Nature of SHORT TERM Seismic - 1 Wind = 2 —> > FOOTING THICKNESS 'f = PRELIMINARY DESIGN Bearing Area Required = > Trial Dimension V = Basic Soil Pressure = Short Term Pressure = Factored Max Pressure = CHECK ONE-WAY SHEAR 15 in > Col Dimension3 1 3 5 in 3 99 ft~2 2 ft x 818 psf <= 818 psf 2 ft 820 psf NA psf 1,267 psf ACI Equation 9-1 Governs CHECK TWO-WAY SHEAR Allowable Shear Applied Shear BENDING CAPACITY Moment 6 Col Face Ru - Resis Mod = 21 4 kips = 0 0 kips 4 4 in-k 3 0 psi Area Req'd per foot = 0 25 in"2/ft Total Area Required = 0 51 in~2 Area Provided/Foot = 0 30 in"2 Allowable Shear = 109 0 kips Applied Shear - 30 kips Req'd Reinforcing > Minimum Steel =0 0018 % 200 / Fy v = 0 0050 Per Analysis = 0 0001 * —> USE = 0 0018 % Reinforcing 3-114 1 - tt7 2 - US 1-88 2-116 1 - «9 - DESIGN SUMMARY FOOTING DIMENSIONS 2 ft TOTAL FOOTING THICKNESS 15 in STEEL REINFORCEMENT 3 H 2 ft 'd1 = 11 75 in Bars Each Way %" STEVEN ft HAUSER. P E OESIQN ENGINEER 3089 C' CLAIREHONT DRIVE. 1337 SAN OIEGOi CALIFORNIA 92117 619 272 6805 FILE OKI SQRFTI CC D60 DOB 11777 PROJECT I MULL RESIDENCE ADDITION/REMODEL CAIC NHI CONCRETE SQUARE PAD FOOTINt DES18N PACE 10 17 TYPICAL WE '8' CONCRETE SOUAKE PAD FOOTING DESIGH 1/1 > DESCRIPTION Typical Type B Triple-Stud / 4x4, 4x6 Post Two Story Concrete Square Pad Footing Maximum Capacity Check ALLOWABLE STRESSES > Allow Soil Pressure 'Q' = > Footing Soil Pressure = > Allow Net Soil Pressure = > Short Term Soil Increase - > Fy Reinforcing s > f c Concrete = DESIGN DATA > Axial Dead Load = > Axial Live Load > Axial Short Term Load = > FOOTING THICKNESS 'f = PRELIMINARY DESIGN Bearing Area Required = > Trial Dimension V = Basic Soil Pressure = Short Term Pressure = Factored Max Pressure = CHECK ONE-WAY SHEAR Allowable Shear = 26 8 Applied Shear - 04 BENDING CAPACITY Moment @ Col Face - 74 Ru - Resis Mod =50 Area Req'd per foot = 0 25 Total Area Required = 0 63 Area Provided/Foot = 0 32 FOOTING DIMENSIONS TOTAL FOOTING THICKNESS STEEL REINFORCEMENT 1,000 180 820 1 33 40,000 2,000 2 56 2 56 0 15 6 24 2 5 819 819 1,270 psf fsf psf psi psi k k k in ft' ft psf fsf psf > Rebar Cover = Allow Shear One Way = Two Way = > Nature of SHORT Seismic = 1 P -k fJ-F 3 25 89 4 178 9 TERM Q - in psi psi psf Wind = 2 --> 1 2 > Col Dimension3 x 2 5 ft <= 820 psf NA psf ACI Equation 3 5 in 9-1 Governs CHECK TWO-WAY SHEAR kips kips Allowable Shear Applied Shear Req'd Reinforcing > Minimum Steel = in-k psi ln"2/ft in"2 in'2 2 5 15 4 200 / Fy M* Per Analysis = --> USE Reinforcing . 4-114 2 ft in * 3-115 1 2-116 1 x 2 5 ft 'd' 4 Bars = 109 0 = 5 9 0 0018 0 0050 0 0001 0 0018 - *7 - «8 - «9 = 11 75 Each Way kips kips I \\ in STEVEN R MAUSER. P E DESIGN ENGINEER 3089 'C' CLA1REMONT DRIVE. 1337 SAN DIE60. CALIFORNIA 92117 619 272 8805 FILE NH 40SIEEL CC xxx OOBI I7xx .1)11 l_.) 1. PROJECT GENERIC LINEAR FOOTING REFERENCE .) 1 i 1 1 • 1 1 CALC NN FOOTING TEMPERATURE/SHRINKAGE STEEL 40 KSl REINFORCING BAR LINEAR FOOTING HINIHUH SHRINKAGE 1 TEMPERATURE STEEL REQUIREMENTS PACE OF 1/1 40 KSI GRADE DEFORMED BAR REINFORCING STEEL FOOTING WIDTH (b) -> DEPTH (d)12' Vide 15' Vide .— t-rr 4. p-ain -- 0020M 16" Vide 18' Vide— i_— 1. PER UBC '82 SECTION 2607(») i UBC '82 TABLE 29-A 21' Vide 24" Vide 27' Vide 30' Vide 33' Vide 36' Vide 12 " Fron Top of Slab or oeep Footing to Botton of Footing Hin Steel Area, in'2 J5 " Fron Top of Slab or oeep Footing to Botton of Footing Hin Steel Area, ln'2 16 " Fron Top of Slab or D»ep Footing to Botton of Footing Hin Steel Area, in'2 18 " Fron Top of Slab or o»p Footing to Botton of Footing Hin Steel Area, in'2 21 " Fron Top of Slab or oeep Footing to Bottom of Footing Hin Steel Area, in'2 24 Fron Top of Slab or Deep Footing to Botton of Footing Hin Steel Area, in'2 27 " Fron Top of Slab or Deep Footinq to BoUoin of Footing Hin Steel Area, in*2 30 " Fron Top of Slab or oeep Footing to Botton of Footing Hin Steel Area, in'2 33 " Fron Top of Slab or Deep Footing to Botton of Footing Hin Steel Area, in'2 36 " Fron Top of Slab or Deep Footinq to Bottoa of Footing Kin Steel Area, in'2 39 ' Fron Top of Slab or Deep Footing to Botton of Footing Hin Steel Area, in"2 42 " Fron Top of Slab or Deep Footing to Botton of Footing Hin Steel Area, ln'2 45 ' Fron Top of Slab or Deep Footing to Bottoa of Footing Kin Steel Area, in'2 48 ' Fron Top of Slab or oeep Footing to Botton of Footing Hin Steel Area, ln*2 2 13 bars 2 14 bars 1 IS bar 02160 3 13 bars 2 14 bars 1 IS bar 02880 3 13 bars I 14 bars 2 IS bars 03J20 4 13 bars 2 14 bars 2 IS ban 03500 3 14 bars 2 IS bars 1 16 bar 04320 3 14 bars 2 IS bars 2 16 bars 05040 3 14 bars 2 IS ban 2 16 ban 05750 4 14 bars 3 IS bars 2 16 bars 05450 4 14 bars 3 IS bars 2 16 bars 2 17 bars 07200 5 14 bars 3 IS bars 2 16 ban 2 17 bars 07920 S 14 bars 3 IS bars 2 16 bars 2 17 bars 08640 4 IS bars 3 16 bars 2 17 bars 09350 4 IS bars 3 16 bars 2 17 bars J 0050 3 16 bars 2 17 bars 2 II bars 10800 3 13 bars 2 14 bars 1 IS bar 02700 4 13 bars 2 14 bars 2 IS bars 03500 4 13 bars 2 14 bars 2 IS bars 03900 5 13 bars 3 14 bars 2 IS bars 04500 3 14 bars 2 IS bars 2 16 bars 05400 4 14 ban 3 IS ban. 2 16 bars 05300 4 14 bark 3 IS bars 2 16 bars 07200 S 14 bars 3 IS bars 2 16 bars 08100 5 14 bars 3 IS bars 3 16 bars 2 17 bars 09000 S 14 bars 4 IS bars 3 16 bark 2 17 bars 09900 ( 14 bars 4 IS bars 3 16 bars 2 17 bars 1 0800 t IS bars 4 16 bars 3 17 bars 1 J700 5 IS bars 3 16 bars 3 17 bars 12600 4 16 bars 3 17 bars 2 II bars J3500 3 13 bars 2 14 bars 1 IS bar 02880 4 13 bars 2 14 bars 2 IS bars 03840 4 13 bars 3 14 bars 2 IS bars 04160 S 13 bars 3 14 bars 2 IS bars 04500 3 14 bars 2 IS bars 2 16 bars 05750 4 14 bars 3 IS bars 2 16 bars 05720 4 14 bars 3 IS bars 2 16 bars 07550 S 14 bars 3 IS bars 2 16 bars 05540 S 14 bars 4 IS bars 3 16 bars 2 17 bars 09500 ( 14 bars 4 IS bars 3 16 bars 2 17 bars 1 0560 6 14 bars 4 IS bars 3 16 bars 2 17 bars 1 1520 7 IS bars S 16 bars 3 17 bars 12480 S IS bars 4 16 bars 3 17 bars 13440 4 16 bars 3 17 bars 2 II bars 1 4400 3 13 bars 2 14 bars 2 IS bars 03240 4 13 bars 3 14 ban 2 IS bars 04320 J 13 bars 3 14 bars 2 IS bars 04550 S 13 bars 3 14 bars 2 IS bars 05400 4 14 bars 3 IS bars 2 16 bars 05450 4 14 bars 3 l!> bars 2 16 bars 07550 i 14 ban 3 IS bars 2 id Un 05540 5 14 bars 4 IS bars 1 If ban 09720 i 14 ban 4 IS bars 3 16 bars 2 17 bars 1 0800 7 14 bars 4 IS bars 3 16 bars 2 17 bars 1 1880 7 14 bars S IS bars 3 16 bars 3 17 bars J2950 1 IS bars 5 16 bars 4 17 bars J 4040 5 IS bars 4 It bars 3 17 bars 1 5120 4 16 bars 3 17 bars 3 II bars 16200 4 13 bars 2 14 bars 2 IS bars 03750 S 13 bars 3 14 bars 2 IS bars 05040 S 13 bars 3 14 bars 2 IS bars 05450 6 13 bars 4 14 bars 3 IS bars 05300 4 14 bars 3 IS bars 2 16 bars 07550 S 14 bars 3 IS bars 2 16 bars 08820 t 14 bars 4 IS bars 3 16 bars 10050 i 14 bars 4 IS bars 3 If bars 1 1340 7 14 bars 5 IS bars 3 16 bars 3 17 bars 12600 1 14 bars 5 IS bars 4 16 bars 3 17 bars 1 3860 1 14 bars 5 IS bars 4 16 bars 3 17 bars J 5120 9 IS bars 6 16 bars 4 17 bars 16380 4 16 bars 3 17 bars 3 II bars / 7540 5 16 bars 4 17 bars 3 II bars 18900 4 13 bars 3 14 bars 2 IS bars 04320 ( 13 bars 3 14 bars 2 IS bars 05750 6 13 bars 4 14 bars 3 IS bars 05240 7 13 bars 4 14 bars 3 IS bars 07200 S 14 bars 3 IS bars 2 16 bars 05540 6 14 bars 4 IS bars 3 16 bars 1 0080 6 14 bars 4 IS bars 3 16 bars 1 1520 7 14 bars S IS bars 3 16 bars 1 2960 1 14 bars S IS bars 4 16 bars 3 17 bars 1 4400 9 14 ban 6 IS bars 4 16 bars 3 17 bars J 5540 9 14 bars 6 IS bars 4 16 bars 3 17 bars 1 7280 S 16 bars 4 17 bars 3 II bars 18720 5 16 bars 4 17 bars 3 II bars 20160 5 16 bars 4 17 bars 3 II bars 21600 5 13 bars 3 14 bars 2 IS bars 04550 f 13 bars 4 14 bars 3 IS bars 05450 7 13 bars 4 14 bars 3 IS bars 07020 1 13 bars S 14 bars 3 IS bars 08100 S 14 bars 4 IS bars 3 16 bars 09720 f 14 bars 4 IS bars 3 16 bars 1 1340 7 14 bars S IS bars 3 16 bars J2950 1 14 bars S IS bars 4 16 bars 1 4580 9 14 bars 6 IS bars 4 16 bars 3 17 bars J 5200 « 14 bars 6 IS bars S 16 bars 3 17 bars T1820 7 IS bars S 16 bars 4 17 bars 3 II bars 1 9440 S 16 bars 4 17 bars 3 II bars 2 1060 t 16 bars 4 17 bars 3 II bars 22550 f 16 bars S 17 bars 4 II bars 24300 S 13 bars 3 14 bars 2 IS bars 05400 7 13 bars 4 14 bars 3 IS bars 07200 1 13 bars 4 14 bars 3 IS bars 07500 9 13 bars S 14 bars 3 IS bars 09000 6 14 bars 4 IS bars 3 16 bars 10300 7 14 bars S IS bars 3 16 bars 12500 1 14 bars S IS bars 4 16 bars I 4400 9 14 bars 6 IS bars 4 16 bars 16200 It 14 bars 6 IS bars S 16 bars 3 17 bars 1 8000 7 IS bars S 16 bars 4 17 bars 3 II bars 1 9800 t IS bars S 16 bars 4 17 bars 3 II bars 21600 6 16 bars 4 17 bars 3 It bars 23400 S 16 bars S 17 bars 4 II bars 25200 7 16 bars S 17 bars 4 II bars 27000 6 13 bars 4 14 bars 2 IS bars 05940 1 13 bars 5 14 bars 3 IS bars 07920 1 13 bars S 14 bars 3 IS bars 05550 9 13 bars 6 14 bars 4 IS bars 09900 7 14 bars 4 IS bars 3 16 bars 1 1880 1 14 bars S IS bars 4 16 bars 1 3860 9 14 bars f IS bars 4 16 bars 1 5840 I* 14 bars f IS bars 5 16 bars J 7520 7 IS bars S 16 bars 4 17 bars 3 II bars 1 9500 1 IS bars S 16 bars 4 17 bars 3 II bars 2 1780 1 IS bars 6 16 bars 4 17 bars 4 II bars 23750 f 16 bars S 17 bars 4 II bars 25740 7 16 bars S 17 bars 4 II bars 27720 7 16 bars S 17 bars 4 II bars 29700 6 13 bars 4 14 bars 3 IS bars 05450 1 13 bars 5 14 bars 3 IS bars 05540 9 13 bars S 14 bars 4 IS bars 09350 K 13 bars 6 14 bars 4 IS bars 1 0800 7 14 bars S IS bars 3 16 bars 12960 t 14 bars S IS bars 4 16 bars i 5120 9 14 bars 6 IS bars 1 16 bars 1 7280 7 IS bars S 16 bars 4 17 bars 1 9440 t IS bars S 16 bars 4 17 bars 3 II bars 2 1600 t IS bars f 16 bars 4 17 bars 4 II bars 23760 9 IS bars 6 16 bars S 17 bars 4 II bars 25920 7 16 bars S 17 bars 4 II bars 25050 7 16 bars f 17 bars 4 II bars 30240 1 16 bars 6 17 bars S II bars J2400 STEVEN R HAUSER. P E DESIGN ENGINEER IJ65S5 3019 C* CLA1REHONT DRIVE. 1337 SAN OIEGOi CALIFORNIA 92117 ((19) 272 BIOS I I I THE NIT. SCIIEO CC DGD DOB 18777 PAGE 12 PROJECT PAULL RESIDENCE ADDITION/REKODEL CAIC NN! GENERAL SHEAR HALL ASSEMBLY SCHEDULE 1/1 GENERAL SffiW VALL ASSEH8LY SCHEME SHEAR VALL CAPACITY i ASSEMBLY SCHEDULE DELTA S/UALL I D PANEL SYMBOL CODING LATH, PLASTER, P-l P-2 L-1 L-2 L-3 L-4 D-1 D-2 D-3 D-4 D-5 D-6 MAX ALLOUAOLE PLF SMEAR STRESS (pit) Single (Double) S/UALL PANEL MATERIALS OF CONSTRUCTION HIM STUD SI2E 1 2 S/UALL PANEL NAILING SI2E. TYPE a SPACING REQUIREMENTS SPECIAL NOTES > COMMENTS GYPSUM I DRYVALL (UBC Table 47-1) 100 plf 180 plf 100 plf 75 pir 100 plf 175 plf 100 plf 125 plf 125 plf 150 plf 175 plf 250 plf PLYVOOD PANEL SIDING (UBC 1-1 T-2 T-3 T-4 T-5 T-6 T-7 T-8 T-9 T-10 T-ll T-12 no pif 210 plf 275 plf 360 plf 130 plf 200 plf 260 plf 340 plf 156 plf 240 plf 312 plf 400 plf (200) (360) (21)01 (150) (200) (350) (2011) (250) (250) (300) (350) (500) Table 25-K (200) (420) (550) (720) (260) (41)111 (520) (680) (J12) (480) (624) (816) C-D, C-C, STRUCTURAL II PLYVOOD (UBC I-1J T-14 T-15 T-16 T-17T-ia T-19 T-20 T-21 T-22 T-23 T-24 T-25 T-26 T-27 T-28 180 plf 270 plf 350 plf 450 plf 220 plf 320 plf 410 plf 530 plf 264 plf 384 plf 492 plf 636 plf 310 plf 460 plf 600 plf 770 plf STRUCTURAL I PLYVOOD (UBC T-29 T-30 T-31 T-32 T-33 T-34 T-35 T-36 T-37 T-38 T-39 T-40 T-41 T-42 T-43 T-44 200 plf 300 plf 390 plf 510 plf 230 plf 360 plf 460 plf 610 plf 276 plf 432 plf 552 plf 732 plf 430 plf 510 plf 665 plf 870 plf (360) (540) (700) (900) (440) (640) (820) ( 1060) (528) (768) (984) (1272) (620) (920) (1200) (1540) Table 25-K (400) (600) (780) (1020) (460) 1720) (920) (1220) (552) (864) (1104) (1464) (860) (1020) (1330) (1740) 5/8 7/0 3/0 1/2 1/2 1/2 1/2 1/2 1/2 1/2 5/0 3/0 Lath t PUitnr Exterior Plaster Lathi 1/2 Plaster Lathi 3/8 Plaslor Lalhl 3/8 Plaster Lathi 3/8 Plaster Oypeui Board Q y p s u • Board Q y p s u • Board Qypsui Board Oypcu. Ooard Q y p s u • Board 2x4 2x4 2»4 2x4 2x4 2x4 2x4 2x1 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3/8 Lath. 1/2 Plaster Studs 111. 1 5 L x 438 H Studs 113 1 13 L x 297 M Studs 111 1 75 L x 438 H Studs 111. 1 75 L x 430 II Studs 111. 1 75 L x 430 II Studs 5d cooler 1 (7 en. bn f n ) Studs 5d cooler 1 (4 en bn fn) Studs 5d cooler 1 (7 on bn fn) Studs 5d cooler 1 (4 en. bn • fn) Studs 6d cooler * (4 en bn. fn) Studs Base 6d/Face 8d 0 (9 /7 en bn.fn) 2 Ply Unblocked 24 .ax Unblocked 24 aax Unblocked 24 >ax Unblocked 24 >ax Unblocked 24 >ax Unblocked 24 •»« Unblocked 24 .ax Unblocked 24 .ax Illocked 24 »ax Blocked 24 >ax Blocked 24 Max Studs Blkd 24 t UBC Standard 125-9) 5/16 5/16 5/16 3/16 3/t 3/8 3/8 3/8 3/8 J/8 3/8 3/8 Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding Uood Siding 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 3x4 3x4 6d galv « (6 in. bnl 12 f n ) 6d galv 1 (4 en. bnl 12 fn) 6d galv 8 (3 en. bnl 12 fn) 6d galv t (2 en. bnl 12 fn) Od galv < (6 on. bnl 12 f n ) Od galv t (4 en. bnl 12 fn) Od galv t (3 en bnl 12 fn) 8d galv t (2 en bnl 12 fn) 8d galv 0 (6 en bnl 12 fn) Od galv ( (4 en bnl 12 fn) 8d galv 8 (3 en. bnl 12 fn) Od galv » (2 en . bn 1 12 fn) Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs t 8 8 8 8 8 8 8 8 8 8 8 24 24 24 24 24 24 24 24 16 16 16 16 oc aax oc nax oc >ax oc .ax oc .ax oc .ax oc >ax oc .ax oc .ax oc nx oc .ax oc >ax Table 25-K t UBC Standard 125-9) 5/16 5/16 5/16 5/16 3/8 3/8 3/6 3/8 3/8 3/6 3/8 3/6 1/2 1/2 1/2 1/2 Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct 11 plywood Struct 11 pi y wood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood Struct II plywood 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2x4 3x4 3x4 2x4 2x4 3x4 3x4 2x4 3x4 3x4 3x6 2x4 3x4 3x6 3x6 3x4 3x6 3x6 3x6 6d conon 8 (6 en. bnl 12 fn) 6d conon 1 (4 en. bn. 12 fn) 6d conon 8 (3 en. bn i 12 fn) 6d conon 1 (2 en bnl 12 fn) Od fn.on 1 (6 en. bnl 12 f n ) Od conon 8 (4 en. bnl 12 fn) 8d conon 8 (3 en. bnl 12 fn) 8d co«. on « (2 en bnl 12 fn) Od conon 8 (6 en bnt 12 fn) Od conon 8 (4 en. bnl 12 In) Id conon t (3 en. bnl 12 fn) 8d conon 1 (2 en. bnl 12 fn) lOd conon 1 (6 en bnl 12 fn) lOd conon 8 (4 en bnl 12 fn) lOd conon 8 (3 en. bnl 12 fn) lOd conon 8 (2 f.n bnl 12 fn) Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs 8 8 8 8 8 8 8 • 8 8 8 8 8 8 8 8 24 24 24 24 24 24 24 24 16 16 16 16 24 24 24 24 oc .ax oc >ax oc .ax oc sax oc .ax oc aax oc .ax oc aax oc .ax oc nx oc MBX oc aax oc »ax oc aax oc nx oc iax 4 UOC Standard 125-9) 5/16 5/16 5/16 5/16 3/0 3/8 3/8 3/8 3/8 3/8 3/8 3/« 1/2 1/2 1/2 1/2 Struct I plywood Struct I plywood Struct I plywood Struct I plywood Struct plywood S t rue t p 1 y wood Struct plywood S t rue t plywood Struct plywood Struct plywood Struct plywood Struct plywood Struct plywood Struct plywood Struct plywood Struct plywood 2»4 2x4 2«4 3x4 2x4 2x4 2x4 3x4 2x4 2«4 2x4 3x4 7x4 2x4 3x4 3x4 2x4 2x4 3x4 3x6 2x4 3x4 3x6 3x6 2x4 3x4 3x6 3x6 3x4 3x6 3x6 3x6 6d conon 8 (6 en bn . 12 fn) 6d conon 8 (4 en. bnl 12 fn) 6d conon t (3 en. bnt 12 fn) 6d conon * (2 en. bnl 12 fn) Od co. .on 1 (6 en bni 12 fn) 8d conon 8 (4 en. bnl 12 fn) Od conon * (3 en bnl 12 fn) Od conon 8 (2 en. bnl 12 fn) Od conon 8 (6 en. bnl 12 fn) 8d conon 8 (4 en. bnl 12 f n I 6d conon 8 (3 on. bnl 12 fn) 8d conon * (2 en. bnl 12 fn) lOd conon 8 (6 en. bnl 12 fn) lOd conon 8 (4 en. bnl 12 fn) lOd conon 8 (3 en. bnt 12 fn) lOd conon 8 (2 en. bnl 12 fn) Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs Studs 8 8 8 8 , 8 8 8 8 8 8 8 8 1 8 8 24 24 24 24 24 24 24 24 16 16 16 16 24 24 24 24 oc «ax oc nx oc »ax oc »ax oc «ax oc .ax oc nx oc «•» oc nx oc aax oc aax oc >ax oc aax oc aax oc eax oc aax I I I I I I I I I I I I I I I I I I I S7EVEN R HAUSER. P E DESIGN ENGINEER 3089 -C' CLAIREMONT DRIVE. 1137 SAN OICBO. CALIFORNIA 92117 619 272 6605 ) I I I. V I I ) I I . I tili nni sniro CC:DGD 300 11777 I'niincti TAUII ursioENCE AODITION/RCHODEL CAIC Mm iiitrsoM HARDWARE CAr*cuv SCIIEOUICS PAGE -|3 or 17 1/1 SIMPSON CO HAKDVARE CAPACITY SafDUES ANCHORS,HOLDOWNS, STRAP 8. FLOOR TIE HARDWARE SO CDULE > 'MAS' 8. 'MA' MUDSILL ANCJ URSt 'A', 'L^_8. 'H' FRAMING ANCHORS GtcolAnclior MAS MA4 MA6 A34 A35-al A35-C1 A35-a2 A35-C2 A35-d A35-f L30 L50 L70 L90 HI H2 H2 5 H3 H4 PlutoSlxo nny 2x4 3x4 2xG 3xG iiy ny li y ny n y n y ny ii y n y iiy ii y ii y ii y ny ny - Tns IC1IO llnpoi ten urn - To Unflnr-To I'lntim-To - -_ _ _ - .. . G-lOd 9-HI<l 9- Hid 12-10<l 12-lOd 4-lOd G-lOd O- Hid 10- Hid 4 -()<! S-Od 5-Od 4 -Oil 4-Od > 'TS', 'ST', €niA', 'MST' 8. 11*1 K 1 mum It t r n |> IS 9 IS 12 IS 18 TS 22 ST 292sr 2115sr 2122 ST 2215 Sr 6215 ST 6224 ST 6236sr 9sr 12sr lasr 22 F1IA 9 FJIA 12 F11A 18 FlIA 24 FlIA 30 MSr 27 MST 37 MSr 48 M3r 6O ItST 2 IBT 3nsr 5 HST 6 > 'PA! ID', Max i mum Allownbla Londu 1 ar G-lOd 4-10.1 O-HJd B-llltl 1(1- 1O<I <(-!()<! VI- 1O<I •J-lll.l 12-lOd 12-lOd 4-10d G-lOd O-lOd 10-1 Oil 4-Od_ _ 5-Od 4-Od 4-Od 'H3T' FLOOR ICOO f<n|»or I 1 of Allowubla I Nail -1 llol In 1 orxl 1 t,l»n _ — — _ - - - - - - « _ - - . _ - - . _ - - - - - - _ « - - _ . - - . - - - _ _ - _ * _ - - - - - - _ _ - - . . . - _ - - _ . ._ _ . _ - - - - _ - . . 4 - 1X2- 22(151 G - 1X2" 2 II (> O 1 O - 1X7" 33451 O - 1X2- 43SOI 6 - SXO- S725I 12 - SXO- 1O4 >O1 G - 3X4" 7SOOI 12 - 3X4- 1SO15I IGd 1G<J IGd 1 (>d 1 till Kid Kid 1(1(1 Kid Kid IGd IGd IGd IGd ia<i Hid Kid IGd IGd Hid Kid l«d IGd IGd _ _ _ _ - - t 1 1211 n iiicin 4- lOd 2-10.1 2- Hid 4-HJd 4 - Hid (I- 1 O.I \t- Hid •J- 1 ()d 12- lOd 12-lOd 12-lOd 12-lOd 4 - lOd G- lOd 0-1 0<l 10-10.1_ _ 5-Ud S-Od - - 8. WALL t 1 174G Nn 1 Ind 1 1- 1X4- _ ^_ _ _ _ _ _ ^ __ _ 2401 2G5I G7OI 13GOI . __ _ _ _ zroi_ .. _ ._ _ 5351 5331 9331 174DI 22751 32J51 _ — _ _ - - (114 ri t ting 1 1 Normal - -_ _ - - - _ 31OI 2351 2331 3001 3OOI 2OOI 47OI 21OI 31OI 42OI 42OI_ _ .. . „ __ _ - - TIE STRAPS In 1 1 onn uxcludod) Al lownblo - -_ _ - - - - 3901 2901 29OI 3701 3301 2OOI 59O1 2GOI 3901 52OI G5OI 5201 37(11 37OI 3OSI 3GOI Loods -U|>i i r t i 9901 O3OI 1OUOI irjorii 12901 - - - -_ _ _ _ . __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ._ _ _ „ - - n r u 1 1 a 1 72O1 5 SOI O3OI 0301 03OI - - - - - -_ _ - -_ _ _ _ _ _ _ _ _ _ - -_ _ „ _ _ _ ^ _ - - <T-> FlIA MST K IIST oxcludad) Allowobla 1 oa.ls MX Dols-t Spacn of - 11-1X4 9-1X4- 7-1X41 Nona _ „_ _ _ _ _ _. 9O 1_ _ 3GOI 4OOI OOOI 14O5I X - - 27OI 4UOI „ __ _ 5351 5351 53S1 10701 107->1 24101 343OI _ _ „ _ - - _ _ .. „_ _ _ _ 1001 2G5I 4051 5351 1O7OI 173O1_ _ _ _ 40OI 4 OO 1_ _ „ „ 5351 5351 S3S1 17OOI 2OO'_>I 25401 3SGOI _. __ _ - - _. „._ _ „ _. „ _ 2701 4OOI 7?5I OOOI 12O5I 10551 _ „ 2701 4OOI 5301 _ .. 5351 5351 S3S1 13351 214OI 2G75I 3G9OI „ _ _ „ - - 5351 G7OI 9351 1 2O jl DOjl 1O70I 121OI 1 3 4 O 1 10751 24751 5351 G7OI 9351 12O-JI 5351 5351 5351 5351 S3SI 2O05I 2O 101 33451 43501 _ _ _. _ - - 'PA', 'PAT', 'PAM' 8. 'PATM' ANd CRS 8. HCLDOWNS Allownbla Londa 1 ar Stan 1 Ho 1 clownAnchor Strap PAHD 45 PA 18 PA 23 PA 28 PA 35 PAT 18 PAT 23 PAT 28 PAT 35 PAM 25 PA7M 25 Lang t It 26- 10-1X2" 23-3X4" 29" 35- 1O-1X2" 23-3X4" 2M" 35" 23-TXll" 2J" ICOO Itaport 11211 - Fan t <>nar n -Nul la Hal ta 10-lGd 3- 12-lGd 2- lO-lGd 3- 24 -IGd 4- 24-lCd 4- 7- IGd 2- 13-1G<1 3- 19-lGd 4- 1X2-HU iX2-ni) 1X2-MO 1X2-MO 1X2"MIJ 1X2-MI1 1X2-MO 1X2-MO 19-lGd 4"1X2"MII 10-10.1 3- 13-lGd 3- 1X2" Oil lX2"nu 1 Nalla 240OI 1GOOI 24 llll 27OOI 27OOI 94 Ol 17401 25451 25451 24OOI 17401 All ounbla 24OOI 21301 32OOI 35951 35951 11751 21OOI 319OI 319OI 32OOI 210OI Loads - 24OOI 161OI 24301 27001 27001 1G1OI 242OI 27CIOI 27OOI 24301 243OI Dol'ts 240OI 215OI 32OOI 35951 35951 21SOI 32OOI 35951 359SI 32OOI 32OOI STEVEN R MAUSER. P E DESIGN ENGINEER 1089 C' CUIREHONT DRIVE, 1137 SAN DIEBO. CALIFORNIA 92117 619 272 8805 rut NH l~~l |~~ PROJECT I |~_ CALC NH SIMPSON ACCESSORY CATALOG DETAIL REFERENCES SIHPSON CC OGD JOB 11777 PA6E 14 PAULL RESIDENCE ADDITION/REMODEL SIMPSON ACCESSORY CATALOG DETAIL REFERENCES or 17 1/1 SIMPSON PA/HPA SERIES PURLIN ANCHORS AND HOLDOWNS PARM Purlin Anchor Installed Into 8 Concrete Dlock Cell MATERIAL riNISM INSTALLATION PAR or PAflP Purlin to Wnll with W Joist Hanger nslallcd HPA35 shown (HPA28 similar) CODE ACCEPTANCE BIND DOWN ANOAIIACH STRAP PARP with plastic coaled embossed hook SEISMIC WALL TIES PAR or PARP Purlin to Wall Tho PA soiios odors n variety ol wood to concrete and wood to concrete block connections that salisly engineering nnd code requirements The allowable loads Include a tested three limes safety factor in 2000 pound concrete Ncwl Tho IIPA Heavy Purlin Anchor The HPA has an increased metal cross section and an Increased hook depth to provide a load carrying capacity above the standard PA line See INSTALLATION below lor spocilic details LONGER LENGTHSI The PA3S and HPA35 Longer length PAs are now available —the PA35 and HPA35 Now you can span ledgers beams or other members and still have holes avail able lor lull nailing the new 35 series is 6 longer than the 28 series PA—12 gauge steel x 2</,a" HPA —10 gauge steel x 2'Xm Galvnnlzod • Minimum concrete strength must be 2000 psi • Use nil specified fasteners See General Note 7 page 2 A wood splitting problem may occur when nailed lo lumber loss than 3'/2 wide Use lOd x 1W (listeners or lilt every other nail hole with 16d common nails lo avoid splitting on double 2x s or 3x s Reduce the allowable load based on the sizo (ind qunnlily of fasteners used • EDGC DISTANCE—The PA PAT PAM PATM PAR and PARP require a minimum concrete edge distance ol 5 The HPA requires a minimum of <1 concrete edge distance • HOLDOWN USE —When Installed as holdowns the PA PAT and PAHD42 ore NOT considered satisfactory for use where any ol the following exist (a) a horizontal cold joint exists between Ihe slab and the foundation wall or fooling beneath (b) they are installed in slabs poured over foundation walls formed ol concrete block, (c) Ihe members being anchored have less than a 2V, actual dimension • PA — Standard straight purlin anchor attaches lo the lop of Ihe purlin as a purlin anchor, must be embedded 4 The minimum edge distance is 5 • IIPA —The HPA20 must be embedded 6" and the HPA35 must be embed dod Q'/t" The minimum edge distance is 4 • PAHD'12 —Installs before pouring Ihe concrete by nailing to Ihe form or Inserts into the concrete alter the pour Alter Ihe concrete cures bend at the form lino and attach lo Ihe stud • IIPAIID22 —Designed to be installed at the edge ol the concrete and embedded 10" when Ihe PAHD42 allowable loads are not high enough Tho I IPAi ID22 is pre bent lo control the embedment at the required angle Ihoroloro, Hold bonding is not required • PAT — Provides a 90° Iwlsl attaches lo Ihe side of the purlin • f'AM/PATM — Provides lor 4" ol grout embedment in a standard 0 con crolo block wall (PAM Is straight IJATM is twisted 90 ) The PAM and PATM purlin anchors shall bo embedded in a cell ol a hollow concrete block which includes at loasl one No 4 reinforcing bar that extends until engaging other reinforcement • PAfl/PARM—Two piece riveted anchor adjusts for misaligned purlins (PAR provides standard ombodmonl PARM provides additional embedment see PAM/PAfM) • PARP—Two piece bolted anchor W bolt Included PA — ICDO accepted see Evaluation Report No 1211 HPA acceptance pending 10 VEDGER PUHUN Typical PAT Installation Purlin to Wall MODEL NO PAI 104, !> PA JO PA2.3 PA?Q PA35 PATIO I-AI23 PA 1 20 PAI 05 PAM25 PA1M25 PAR PARP PARM PARO PAI1PO LENGTH , 26 _20l7 29 ~ 35 25J/« 29 23'/' 23'/i 26' It 32'/» 32'/i 1 MPAH022 IIPA35 _35 29 35 FASTENERS' " NAILS 16 1Gd 12 tOd IfllOd 24 '1 0(1 ~1 IGil 13 10d 19 IGd 19 IGd 10 IGd 13 IGd 3N54A 5N54A 6JS5-1A LN54A ON54A IEAVY 25 lOd 24 16d 29 IGd BOLTS 3— ' It MB 2— ' It MB 3— '/'MB 4— '/'MB 4— '/' MB 2— '/'MB 4— '/»MB 4 — '/'MB 3— '/'MB 3— '/'MB — — — — — PURLIN A 4— '/'MB 4— '/'MB 4— '/'MB ALLOWABLE LOADS NAILS NORM 2400 1600 _2410_ 2700 2700" 940_ 2545 2545 2400 1740 760 1265 1520 1770 2025 MCHOR 3375 3240 3915 MAX 2400 2130 3200 3595 3595 1250 "2315 3305 3305 3200 2100 1010 1605 2025 2360 2370 S 4500 4320 5220 BOLTS NORM 2400 1610 2430 2700 "2700 1610 2420 2700 2700 2430 1005 — — — — — 3955 3955 ^955 MAX 2400 2150 3200 3595 3595 2150 3200 3595 3595 3200 2405 — — —— — 5200 4700 5275 1 The minimum nail penetration lor a 16d common nail is \Yi 2 N54A listeners are furnished with Ihe PAR scries 3 The PAT and PAH042 anchors require a mini mum lumber thickness of 2'/S lor proper boll embedment All other boll values assume a minimum lumber thickness ol \'/i C'CopyilgM 1087 SIMPSON SinONO TIE COMPANY INC STEVEN R HAUSEft. P E DESIGN ENGINEER 3089 C' CLAIREHONT DRIVE. 1337 SAN DIEGO. CALIFORNIA 92117 619 272 8805 ) I rnr NHI SIMPSON cc DSD JOB 11777 PAGE 15 or PROJECT! PAULL RESIDENCE AOOITION/REHOOEL CA1C NH IIHPSON ACCESSORY CATAL08 DETAIL REFERENCES 1/1 SItfSON ACCESSORY CAJALOG DEJAIL REFERENCES SIMPSON POST CAPS PC post caps provide a custom connection lor post beam combinations for medium design loads The extension beam side plates also function as lie straps where splices occur MATERIAL PC is 12 gauge PC 16 is 16 gauge steel FINISH Galvanized INSTALLATION • Use all specified fasteners See General Note 7 page 2 • Install with 16d x 2 W joist hanger nails "At" holes are provided lor optional bolting OPTIONS AVAILABLE • For end conditions specify EPC post caps providing dimensions in accordance with the table see illustration CODE ACCEPTANCE ICBO accepted see Evaluation Report No 1211 MODEL NO PC44— 1C PC44 f'C-16— 10 PCtG PC-IB- 16 PC48 PCG4-- 16 PC64 PC66^T6 PC66 " PC68 PC610 PC84 PCOO PC810 POST SIZE 1x4 <tx4 4xG 4x6 4x0 4x0 4x6 4x6 6x6 6x6 6x0 6x10 4x0 6x0 0x0 0x10 DIMENSIONS W , 3«/u 3>/n _3'/i» 3»/u _3^ZJ« .3!/!i 5'/2 5'/2 5'/2 5'/2 5'/2 5 '/2 7'/2 7'/2 7'/2 7 '/2 W , 3 »/u 3 «/ie 5 </i 5 '/» 7 '/» 7-'/2 3 •/.« 3 >/ie 5 '/j b '/2 7 '/z 9 '/2 3 •/.« 5 '/2 7 '/2 7 '/2 L , 2_'/« 2 •/» \> •/! 2 '/i 2 »/i2 vi 4 »/ii 4 «/i 4 •/! 4 •/! 4 «/1 4 «/i 6 «/i 6 «/i 6 >/i 6 Vie L > II II 13 n \5 15 It n 13 13 15 17 11 13 15 17 L , 7 V. 7 >/t 9 '/< 9 '/< lT'/4 11 '/4 7 i/i 7 J/i 9 '/4 9 '/< 111/4 13'/4 7 »/• 9 '/. 11 '/4 13'/4 FASTENERS SURFACE A 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d ' 4— 16d 4— 16d 4— 16d 4— 16d 4— 16d A4-16d SURFACE D 6— 16d 6— 16d 6— 16d 6— 16d B— 16d 8— 16d 6— 16d 6— 16d 6— 16d 6— 16d -0—1 6d 0—1 6d 6— 16d 6— 16d 0—1 6d 8— 16d SURFACE C 4— 16d 4— 16d 4— 16d 4— 16d 6— 16d 6— 16d 4— 16d 4— 16d 6— 16d 6— 16d 6— 16d 6— 16d 6— 16d 6— 16d 6— 16d 6— 16d ALLOWABLE LOADS UPLIFT 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 1070 LATERAL PC igia 1&J9_ 16JP_ _t£10_ .2145 2145_ J6.1Q 1610 1610 1610 _2J45_ rins L-L6.1P_ 1610 2145 2145 EPC 1Q70 1070 1070 _Jfi70_ 1610 1610 1070 1070 1610 1610 J610 1610 1610 1610 _1510_ 1610 EPC End Post Cap AC Allows For All Post Widths 4x and Greater Right' 1 Loads may not be Increased lor shod term duration ol load 2 Lateral loads are in the direction ol Hie beams axis POST CAPS ACE «> Copyright 1967 SIMPSON STRONG TIE COMPANY INC Twin design permits easy installation before during or after post and beam erection Two models fit a variety ol limber sizes All corners are enclosed for trim appearance and functional strength fi cenlerlme hole is provided lor easy alignment ol the post base MATERIAL 18 gauge steel FINISH Galvanized INSTALLATION * Use all specified fasteners See General Note 7 page 2 • Staggered hole locations are sized lor 16d common nails or 16dx 2V4 nails The AC nail hole pattern provides a sale uplift resistance ol 1070 Ib and a sale horizontal resistance as a beam splice plate ol 535 Ib ACE post caps have an uplift resistance of 805 Ib and a horizontal resistance ol 270 Ib These loads apply only when the AC is used in pairs OPTIONS AVAILABLE • For post caps to be used at beam ends order ACE4 or ACE6 order rights or lefts For rough lumber order AC4RorAC6R CODE ACCEPTANCE ICBO accepted see Evaluation Report No 1211 STEVEN R. MAUSER. P E DESIGN ENGINEER 3089 C' CLAIREHONT DRIVE. 1337 SAN DIEfiO. CALIFORNIA 92117 £19 272-8805 I ) I FILE Nhi SIMPSON cc oeo DOB 11777 r PROJECT: PMJU RESIDENCE ADDITION/REHODEL CALC Nit I IIHPSON ACCESSORY CATALOI DETAIL REFERENCES 16 °r 17 i/i SIMPSON ACCESSORY CATALOG DETAIL REFERENCES COLUMN CAPS SIMPSON The industry standard column cap Precision factory gang punched holos speed installation and insure lull boll values MATERIAL 3 gauge steel Simpson gray linear polymer paint • Use all specified fasteners See General Note 7 page 2 06060/SIM BuyLine5162 FINISH INSTALLATION OPTIONS AVAILABLE CODE ACCEPTANCE • Straps may be rotated 90° where W, Is greater than or equal to W2 (see illustration) • For special custom or rough lumber sizes provide dimensions An optional W, dimension may bo specified in combination with any column size given (nolo thai the W, dimension on 90° rotated straps is limited by the W, dimension) For example lor a 5 column and 6 nominal beam specify CC65 • Column caps with W,, L H and hole schedules different from the table may be special ordered Provide drawing to insure accuracy CCO — Column cap only may bo ordered lor liold welding to pipe or other columns CCOB—Any two CCOs may bo specified lor bock to back welding to create a cross beam connector For values use the table below or consult ICBO report 1211 applying values no greater than the lesser element employed ECC — For end conditions specify ECC column caps and provide W dimension in accordance with the table L dimensions will vary from 5'/i to 10'/z Tabulated loads do not apply to Hie ECC ICBO accepted, see Evaluation Report No 1211 MODEL NO CC3V. 4 CC3V. 6 CC44 CC46 CC5'/4 6 CC5'/4 8 CC64 CC66 CC68 CC76 CC77 CC78 CC86 CC88 CC96 CC98 CC106 DIMENSIONS W, 3V< 3V. 3»/e 3V. 5V. 5V. 5'/2 5'/2 5V? 6'/. 6'/« 6'/» 7'/2 7''» 8'/« 8'/. 9'/2 W, 3V. 5'/2 3V, 5'/2 5</2 71/2 3V. 5'/2 7'/2 5i/2 6'/e 7'/2 5'/2 7V, 5>/z 7V2 5'/2 L 11 11 7 11 13 13 11 11 11 13 13 13 13 13 13 13 13 H 6'/2 6'/2 4 6Vj 8 8 6'/2 6'/2 6>/2 8 8 8 8 8 8 8 8 FASTENERS BEAM 4 ViMB 4 viMB 2 V.MD 4 V.MD 4 3/4 MB 4 3/4 MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB 4 V.MB POST 2 V.M8 2 V.MB 2 V.MB 2 V.MB 2 V. MB 2 V. MB 2 V.MB 2 V.MB 2 V.MB 2 V. MB 2 V. MB 2 V.MB 2 V.MB 2 V.MB 2 V. MB 2 V. MB 2 V.MB ALLOWABLE LOADS UPLIFT2 SMfi_ 5040 2705 5410 9440 9440 6750 6750 6750 9440 9440 9440 9440 9440 9045 9045 8745 DOWN* 15470 15470 9430 14020 29000 29000 23290 23290 23290 40220 40220 40220 37540 37540 51190 51190 47550 POST CAP/BASE Dual purpose BC post cap/base combination con be used for light post cap or post base connections MATERIAL 18 gauge stool FINISH Galvanized INSTALLATION • Use all specified fasteners See General Nolo 7 pane 2 • Install with 16d common nails or 16d x 2'/» joist hanger nails • The "/in diameter holos are for passage of reinforcing slool when the BC is used as a base • NOTE Table dimensions do not apply It) DCOs CODE ACCEPTANCE ICBO accoptod. see evaluation Roporl No 1211 MODEL NO BC4 BC46 BC4R BC6 BC6R BC8 BC8R DIMENSIONS w, 3 Vie 3«/i« 4 5'/2 6 7 '/2 8 W2 3>/i. 5 </i 4 5 '/2 6 7</2 8 L, 3V. 5V. 4 5 Vz 6 7 '/2 8 L, 3V. 3V. 4 5'/2 6 7 '/2 8 H, 3 3 '/2 3 3V. 3 4 4 H, 3 2 </2 3 3V. 3 4 4 FASTENERS (EACH SIDE) SURFACE A 3— 16d 3— 16d 6— 16d 6— 16d 6— 16d 6— 16d 6— 16d SURFACE B 3— 16d 6— lOd 6— 16d 6— 16d 6— 16d 6— 1Gd 6— 10d ALLOWABLE LOADS UPLIFT 030 030 030 1010 1010 2145 2145 LATERAL 930 1070 930 1610 1610 2145 2145 1 Down loads are determined by noml nal sawn beam allowable bearing (in 385 psi or for Glu lain sues (uH 50 psi ol scat area Values must be reduced value ol post ol post or oilier criteria is limiting 2 Uplill allowable loads have been Increased 33% for wind or earthquake loidniOf Loads musl be reduced lor other folding conditions In accordance with the code 3 Post sides are assumed to lie in the same vertical plane as the beam sides BC40, BC60, BC80 i and BOOR (Rough) -*~ • Half Base (BC40 — 3 Holes Per Side) BC8 and BCOR (Rough) Cap/Base C Copyright 1567 SIMPSON STRONG HE COMPANY INC 15 STEVEN R MAUSER P E DESIGN ENO.INEEII 1089 C' CLAIRCHONT DRIVE. MIT SAN DIEGO. CALIFORNIA 92117 619 272 880S ) I .1 I. \ I I.-I I I • I FUE Niti II«PSON cc OGD JOB 11777 PROJECT rAULL RESIDENCE ADDITION/REMODEL CAIC NN 1IKPSOM ACCESSORY CATALOG DETAIL REFERENCES PAGE 17 <>r 17 1/1 SIMPSON ACCESSORY CATALOG DETAIL REFERENCES STRAP TIES —I w I— C CopytlpM 18»7 SIMPSON STRONG TIE COMPANY INC Strap llos ore used where plalos or soles are cut at wall intersections and na ildgo tlos and truss plates NCW—oddllional lengths havo boon addod to the product line see HST undor options available and tho MSTGO In the table FINISH HST—Simpson gray linear polymer paml all others — Galvanized INSTALLATION • Use all specified fasteners See General Note 7 page 2 OPTIONS AVAILABLE • The HST3 and HST6 are available 31" long and the HST2 and HST5 are available 26% long specify L dimension • Special sizes can be made to order CODE ACCEPTANCE ICBO accepted see Evaluation Report No 1746 or 1211 'Acceptance pending on models marked (see table) MODEL NO .51292 ST2I22 ST2115 ST2215 ST6215 .216.224 ST6236 ST9 ST12aLta_ ST22 FIIAO FHA12 FHA18 FHA24 FHA30 MST27 MST37 ' MST48 MST60 HST2 UST5_itsrs IISTO MATL 22 BB, 20 na 20fla 20 na 16 na 16 ga 14 aa 16 aa 45 S3. JBOEL M6oa 12 na I2oa 12 aa 12 aa 12 oa 12cia. M2pa 12 fla 10 aa 7oa 7oa 3oa 3na. DIMENSIONS W 2 Vie 2 '/i« "/< 2 Vie 2Vu 2 Vie 2 Vie 1'/4 1'/4 1'/4 1'/4 17/ie 17/ie 17/ie 17/ie I'/ie 2 Vie 2 Vie 2 Vie 2V,. 2Vz 5 3 6 L 9Vie 12l3/n 16Vie 165/I6 165/ie . 23Vie 33"/,e 9 115/8 -MVi. 215/e 9 11Ve 173/4 23'/e 30 _27_ 37 Vz 48 60 21V< 21 '/4 25 Vj 25 Vz FASTENERS NAILS 12 16d 16 16d 10 16d 20 16d 20 16d 26 16d 40 16d 8 16d 10 16d JA_L6d 18 16d 8 16d 8 16d 8 16d 8 16d 8 16d 30 16d 42 16d 50 16d 66 16d BOLTS > 4 'A 6 >k 8 'A 8 'A 6 Ve 12 s/e 6 3A 12 3/4 ALLOWABLE LOADS NAILS 805 1070 450 1210 1340 1875 2475 535 670 935 1205 535 535 535 535 535 2005 2810 3345 4350 BOLTS 2205 2660 3345 4060 4785 9670 6830 13665 1 Tho allowable bull lands are computed based on parallel lo grain loading and Ihe following minimum member thicknesses MST 2Vi IIST2 and llbTS A HST3andHS16 tVi 2 Londi may be Increased 33% lor wind or earthquake loading criteria TWiST STRAPS Provides a tension connection between two wood members An equal number of right and loll hand units are supplied in each carton unless ordered otherwise MATERIAL 16 gauge steel FINISH Galvanized INSTALLATION • Use all specified fasteners See General Note 7 page 2 MODEL NO TS9 TS12 TS18 TS22 DIMENSIONS W 1'/4 1'/4 1'/4 1'/4 L 9 11 Ve 173/4 21Ve FASTENERS 8 16d 10 16d 14 16d 18 16d ALLOWABLE LOADS 535 670 935 1205 1 Allowable loads may not bo increased lor short lerm loading STEVEN R HAUSER. P E DESIGN ENGINEER 3089 C' CLAIREHOHT DRIVE. 1337 SAN DIEGO. CALIFORNIA 92117 619 272 8805 WOODWARD-GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS An affiliate of Woodimrd - Clyde Consultants 3.467 Kurtz Street an D.ego fay 24, 1974NO 72.102-4 Kamar Construction Company P 0 Box 71 Carlsbad, California 92008 Attention Mr Jerry Rombotis FINAL REPORT OF ENGINEERING OBSERVATION AND COMPACTION TESTING LAGUNA RIVIERA UNIT NO 8 LOTS 225 THROUGff-263^ CARLSBAD, CALIFORNIA In accordance with your request, and your letter of authorization dated November 6, 1972, we have provided soil eng-meenng serivces in conjunction with the grading of the subject site These services—included (1) Engineering observation of the grading operation (2) Observation of the removal of loose surface soils where encountered prior to placing fill (3) Observation of the removal of highly potentially expansive soil from the top 2 feet of rough lot grade and replacing it with nonexpansive soil, low to moderately expansive soils or, in the case of Lot 226, with moderately expansive soil (4) Taking field density tests in the fill placed and compacted (5) Performing laboratory tests on representative samples of the material used for fill Current site preparation, compaction and testing were done between April 1 and May 3, 1974 in accordance with the "Specifications for Controlled Fill" in our updated soil investigation report entitled "Laguna Riviera Unit No 8, CarlsDad, California", dated April 30, 1973 Kamar Construction Company Page 2 Project No 72-102-4 May 24, 1974 Fill placed during the current phase of grading was compacted and tested on Lots 225 through 263 Prior fill was placed, compacted and tested on Lots 237, 238, 240 through 244, 248, 250, 252, 253, 256 and 257 during a previous grading period In addition, Lots 225 through 229, 245 through 247, and Lot 263 were partially graded during the grading of Unit 7, but were regraded during the current period All the lots in the subject subdivision are fill lots. As the site grading progressed, the compaction procedures were observed, and field density tests were made to determine the relative compaction of the fill in place Field observations and field density test results indicate that the fill has been compacted to 90% or more of maximum laboratory density The approximate locations of field density tests and the limits of compacted fill have been recorded on a copy of the grading plan for reference The results of field density tests and of relative compaction, expressed as a percent of maximum laboratory density, are given on the attached forms Laboratory tests to determine moisture-density relationships, maximum dry density, optimum moisture content, grain size distribution, plasticity characteristics, and strength and swell characteristics were performed on representative samples of the material used for fill The results of laboratory tests are given on the attached forms During the grading operation certain lots were specially treated to provide a specified depth of selected soil at rough grade Laboratory tests and visual inspection indicate that nonexpansive fill was placed within 2 feet of rough grade on all fill lots noted herein, with the exception of the following Lot 226 where the fill within 2 feet of rough grade has been classed as moderate in potential swell with a swell of approximately 8%, and on Lots 230, 233, 240 and 247 where the fill within 2 feet of rough grade has been classed as low to moderate in potential swell with swell of 3 to 6% The percent swell is measured on samples recompacted at optimum moisture content, placed under an axial load of 160 psf and soaked in water Special foundations on the potentially expansive soils are recommended below On Lots 225, 229, 231, 234, 235, 238, 248, 249, 250, 254 and 257 through 262 potentially expansive soil was excavated and replaced with nonexpansive fill to a depth of 2 feet below rough lot grade and within the limits of the entire level lot On Lots 226, 230 and 233 highly potentially expansive clay was excavated and replaced with moderately expansive or low expansive fill to a depth of 2 feet below rough lot grade and within the limits of the level lot WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS Kamar Construction Company Project No 72-102-4 May 24, 1974 Page 3 Rough lot grade is defined as that grade set in the field by the grade checker from reference stakes established by the surveyor and represents rough grade at the time we were inspecting the removal and replacement of expansive soils Likewise the depths of undercutting of expansive soil and/or depths of placement of nonexpansive soil were in accordance with measurements made by and grades set by the contractor's grade checker On those lots where potentially expansive soil is evident or where it is encountered in footing excavations, special foundation design should be observed Special foundations for single or two-story residential structures on lots that contain such potentially expansive soil, should be designed in accordance with the following recommendations (1) Foundations for single or two-story residential structures placed on nonexpansive properly compacted fill may be designed for a bearing pressure of 2_^C)0__p_s_£ (dead plus live loads) at a depth of 12 inches below compacted fill or undisturbed cut lot grade All footings should have a minimum width of 12 inches This pressure may be increased by one-third for loads that include wind or seismic forces (2) Foundations for single or two-story residential structures on Lots 230, 233, 240 and 247 that contain potentially low to moderately expansive soil may be designed for an allowable soil bearing pressure of 2,000 psf and should include the following reinforcing FOOTING DETAIL Rough Grade r 12" minj I T min0 concrete slab with 6x6 6/6 steel mesh . r.»ir e sand cushjog. with 6 mil plastic. membrane *H Bars, top and bottom (3) On lot 226, footings for a single or two-story structure placed on potentially moderate to highly expansive properly compacted fill may be designed for a bearing pressure of 3,000 psf at a depth of 24 inches be"!ow finish lot grade and in accordance with the following design requirements FOOTING DETAIL Cough Grade mm0 concrete slab with 6x6 6/6 steel mesh p.„ • • = •.»...• . V ^min^ coarse sand. Cushion MJ tfr 6 ITU 1 pla&tic.Tiembrane^ Bars, top and bottom mirig WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS ISUMIU iw-Muvi«<^^iwii\rfWin|j<-uij i uy Project Ao 72-102-4 May 24, 1974 (4) The exposed soils within footing excavations and under slabs should not be allowed to dry out before construction, and should be thoroughly wet prior to placement of concrete (5) The above design recommendations are not intended to eliminate heave, but are intended to minimize its effects (6) Structures that will not tolerate differential settlements (such as foundations, swimming pools, concrete decks, walls, etc ) should not be located within 5 feet of the top of a slope Footings located closer than 5 feet from the top of a slope should be extended in depth until the outer bottom edge of the footing is 5 feet horizontally from the outside face of the slope The elevations of compaction tests, shown as finished grade (FG) tests, correspond to the elevations shown on the grading plans for "Tract 73- 5" with the latest revision dated December 31, 1973, prepared by Raymond R. Ribal, Brea, California Elevations and locations shown in this report are based on field surveys established by others This report covers the fill placed under our observation during the dates specified herein Additional fill placed after these dates, as well as the backfill in utility trenches located within 5 feet or more from a building and in excess of 5 feet in depth, should be compacted under the observation of this office and tested to assure compliance with the earthwork specifications for the project This office should be contacted at least 24 hours prior to backfilling operations Utility service trenches within 5 feet of a building that are perpendicular to the building footings and are less than 12 inches wide and less than 3 feet deep are not subject to this recommendation The inspections and tests of compaction made during the period of our services on the subject site were in accordance with the local acceptable standards for this period The conclusions or opinions drawn from the tests and site inspections apply only to our work with respect to grading and represent conditions at the date of our final inspection. WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS Kamar Construction Company Page 5 Project No 72-102-4 May 24, 1974 We will accept no responsibility for any subsequent changes made to the site by others or by uncontrolled action of water or by failure of others to properly repair damages caused by uncontrolled action of water WOODWARD-GIZIENSKI & ASSOCIATES LouisJ Lee^R E 14129 LJL/RPW/JLH/EHP/we Attachments (5) Kamar Construction Company (2) Carlsbad Building Inspection Department WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOU. AND FOUNDATION ENGINEERS AND GEOLOGISTS COMPACTION TEST RESULTS Jo. NAME LAGUNA RIVIERA UNIT #8 DATEREPORTED 5/23/74 Jo. NUMBER 72-102-4 DATES COVERED April 1, 1974 through May 3, 1974 PAGE] OF 3 OATS APRIL 1 APRIL 3 APRIL 5 APRIL 8 APRIL 9 APRIL 12 APRIL 16 APRIL 17 APRIL 18 APRIL 19 APRIL 22 THT RCTCST NUMBER Of 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 LOCATION LOT 246 227 227 232 232 247 245 245 228 228 228 236 235 235 232 227 236 245 245 247 248 248 230 231 240 263 242 244 245 247 249 226 251 252 ELEVATIONor TCST 138' 139' 141 ' 174' 176' 123' 140' 1441 156' 158' 160' 21 V 202' 207' 178' FG 143 5' 212' 146' 148' 125' 136' 138' 16V 172' 202' 114' 182' 165' 152' 128' 152' 122' 176' 189' MOIITURC CONTENT % DKT WT 14.9 12 3 11 7 11.7 12 3 13.0 14 3 14 3 13 6 14 3 14.3 10.5 13.6 13 0 13.0 8 1 11.1 13.6 14 9 12 3 13 0 11 1 12 3 13 6 10.5 11 1 14 3 13 6 11 1 10 5 10 5 13 0 13.6 11 1 FIELD OENBITT rcr 114 6 113 0 113 8 110 5 109 9 112 0 113.8 114 1 115 5 114 5 115.3 120.5 114 8 112 9 114 2 111.2 119.1 109 9 110 1 113 7no o 108 6 109 0 108 7 118 5 116 7 110 1 108 6 117 0 111.2 111 4 103 1 108 9no o LABORATORY DKNtlTY fcr 119 5 114 5 119.5 119 5 119 5 119 5 119.5 119 5 119 5 119 5 122 5 125 3 122 5 122 5 122 5 124 0 125 5 119 5 119 5 119 5 119 5 119 5 119 5 119 5 125 5 124 0 119 5 119 5 125 5 122 5 122 5 116 0 116 0 119 5 RELATIVE COMPACTION % OF LAB DEN* 95 8 94 7 95.1 92 3 91 8 93 8 95 1 94 6 96 5 95 8 94 1 96 1 93 8 92 1 93 1 90 0 95 1 91 8 92 2 95 1 92 1 90 8 91 2 91 1 94 6 93 7 92 3 90 8 93 1 90 8 ,91 0 94 1 93 8 92 1 WOODWARD GIZIENSKI & ASSOCIATES COMPACTION TEST RESULTS JO.-NAMI , LAGUNA RIVIERA UNIT #8 JOB NUMBER 72-102-4 DATES COVERED April 1, 1974 through May 3, 1974 DATE REPORTED 5/23/74 PACE OF 3 OAT*TMT NUMBER ELEVATION OF TEST MOISTURE CONTENT % OUT WT FIELD DENSITYper LABORATORY RELATIVE DENSITY COMPACTION PCI1 % Or LAB OCN1 APRIL 23 APRIL 24 APRIL 25 APRIL 26 APRIL 29 APRIL 30 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 LOT 254 253 258 UPPER PAD 259 260 238 239 240 UPPER PAD 240 LOWER PAD 255 256 257 UPPER PAD 258 LOWER PAD 261 UPPER PAD 261 LOWER PAD 262 UPPER PAD 262 LOWER PAD 263 252 UPPER PAD 252 LOWER PAD 251 UPPER PAD 251 LOWER PAD 250 249 UPPER PAD 249 LOWER PAD 248 247 UPPER PAD 247 LOWER PAD 225 226 UPPER PAD 226 LOWER PAD 246 243 242 UPPER PAD 242 LOWER PAD FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG 197 196 176 162. 150 221. 212. 203 200 197 196 188 173 142 139 134 131 116 190 185 178 175 164 154 151 140 130 127 116. 124 121 140 172. 180 183 0' 0' Ol 5' Ol 51 0' 0' 0' 0' O1 0' 0' 0' 0' O1 O1 O1 0' 0' O1 0' 0' 5' 51 0' 0' 0' 0' 0' 0' 0' O1 0' 0' 6 11 6 11 9 10 8 11 9 8 9 6 11 8 6 7 9 8 10 9 12 10 8 9 8 9 9 9 8 7 10 11 10 5 11 .9 7 9 .1 3 5 7 1 0 7 3 9 1 .7 .4 5 3 1 5 9 3 5 7 9 7 3 3 3 7 5 5 1 5 2 7 111 116 119 119 116 112 117 112 112 115 115 118 122 123 116 119 119 111 114 118 125 121 115 119 121 115 114 117 115 127 119 118 116 119 127 9 0 2 0 .6 0 5 9 4 .4 2 1 1 0 2 0 1 9 2 8 2 0 0 0 .0 7 8 1 8 8 0 0 8 9 0 121 124 124 124 124 124 125 124 122 125 125 125 125 125 124 125 125 124 125 125 125 125 124 125 125 124 124 122 125 124 120 124 124 125 125 5 0 0 0 0 0 5 0 5 5 5 5 5 5 0 5 5 0 5 5 5 5 0 5 5 0 0 5 5 0 9 0 0 5 5 92 93 97 95 93 90 93 91 91 92 91 94 97. 98 93 94 94 90 91 94 99 96 92 94 96 93 92 95 92 100+ 98 95 94 95 100+ 1 5 1 9 7 4 5 0 8 1 8 1 3 6 6 9 9 2 2 5 9 4 7 8 4 2 4 8 1 4 1 0 6 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOll. ANO TOUNDATlON ENGINEERS AND GfOlOClST* COMPACTION TEST RESULTS NAME . LAGUNA RIVIERA UNIT #8 JOB NUMBER 72-102-4 DATES COVERED April 1, 1974 through May 3, 1974 DATE REPORTED 5/23/74 PAGE OF OATZ MAY 1 MAY 2 MAY 3 TMT NUMBER 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 KCTCST or ELEVATION or TEST MOISTURE CONTENT % DRY WT FIELD DENSITY per LOT 241 244 244 245 245 228 228 237 236 236 235 235 234 233 233 232 231 231 230 230 229 UPPER LOWER UPPER LOWER GARAGE UPPER LOWER UPPER LOWER UPPER LOWER UPPER LOWER UPPER LOWER PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD PAD FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG 191 166 163. 155. 150. 162 154 225. 217. 214. 209 204. 198 192. 187. 180. 174 169 163 160 154. 5' 5' 5' 5' 5' 0' 0' 0' 5' 5' 0' 0' 0' 0' 0' 5' 0' O1 5' 5' 0' 9. 7. 8 7 8 8. 8. 7. 11. 7 5 8. 8 10 6 7. 8 9 9 10 8. 3 5 1 5 7 7 7 5 1 5 8 7 1 5 9 5 7 3 3 5 7 116 125 116 123 114 113 117 122 121 114 119 122 122 126 116 119 119 126 125 126 107 8 0 .9 0 .2 .2 5 2 9 9 8 .0 .1 9 6 3 2 2 0 0 9 LABORATORY RK1-ATWC DKNBITY COMPACTIONper S or LAB DIN« 125 5 125 5 124 0 125 5 125 5 125 5 126 0 121 5 125 5 121 5 124 0 125 5 125 5 122 5 122 5 124 0 125 5 122 5 124 0 125 5 121 5 93 0 99 5 94 2 98 0 91 1 91 2 93 2 100+ 97 0 94 4 96 5 97 2 100+ 100+ 95 0 96 2 94 9 100+ 100+ 100+ 92 8 WOODWARD GIZIENSKI & ASSOCIATES AND fOUNOAHON ENGINEERS AND COMPACTION TEST RESULTS jo. NAME • LACUNA RIVIERA UNIT #8 JOB NUMBER 72-102-4 (STREETS) DATES COVERED April 29, 1974 through May 3, 1974 DATE REPORTED 5/23/74 PAGE S-l OF S-l T««T NUMBER RETE1T or MOKTURC FICLO LABORATORY RELATIVE ELEVATION CONTENT DENSITY DENIITY COMPACTION OF TEST % DRY WT FCF fC.f % OF LAB DEN* APRIL 29 S-43 S-44 S-45 S-46 S-47 MAY 2 MAY 3 S-48 S-49 S-50 REFUGIO AVE, OPP LOT 252 ON CENTER LINE 185' 9.9 122.1 125 5 97.1 REFUGIO AVE, OPP LOT 250 W OF CENTER LINE 6' 167' 8.7 119.9 122 5 97.8 REFUGIO AVE, OPP LOT 247 W OF CENTER LINE 8' 122' 9.3 122 8 122 5 100+ CORDOBA PLACE, OPP LOT 225 E OF CENTER LINE 10' 117' 9.3 121 2 125 5 96 7 CORDOBA PLACE, OPP LOT 226 ON CENTER LINE 124' 9.9 121.5 122 5 99 1 CORDOBA PLACE, OPP LOT 226 S OF CENTER LINE 10' 130' 8 7 118.0 123 5 96 5 NEBLINA DRIVE 210' 8 1 117.0 125 5 97 1 NEBLINA DRIVE 165' 9.3 123 0 125 5 98.0 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOII. ANO FOUNDATION CNGINKRl AND GIOLOCIS1S COMPACTION TEST RESULTS jo. NAME LAGUNA RIVIERA UNIT NO. 8 Jo* NUMBER 72-102-4 DATES COVERED November 13, 1972 through February 17, 1973 DATE REPORTED 3/9/73 Revised 5/24/74 PAGE 1 PATE TT»T RETEST NUMBER Or LOCATION ELEVATION OF TEST MOISTURE CONTENT % OUT WT FIELD DENSITY per LABORATORY DENSITY per RELATIVE COMPACTION % OP LAB OEMS REVISED NOV 13 NOV 14 NOV 15 NOV 20 NOV 21 NOV 22 NOV 27 1 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 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 LOT 243 242 246 258 247 252 253 245 254 255 244 257 255 248 246 244 242 243 249 251 253 255 242 243 242 243 243 240 243 240 243 240 241 240 243 242 243 242 241 240 241 243 239 238 242 257 243 251 252 241 253 254 240 256 254 244 242 240 238 239 248 250 252 254 238 239 238 239 239 236 239 236 239 235 237 236 239 238 239 238 237 236 237 239 176' 188' 154' 182' 148' 150' 156' 160' 166' 180' 168' 184' 194' 140' 158' 172' 192' 180' 128' 142' 160' 184' 196' 184' 200' 188' 190' 192' 194' 196' 198' 200' 202' 204' 202' 204' 206' 208' 206' 208' 210' 210' 12 3 15 3 14 9 14 3 16 3 14 9 9 9 14 3 14 9 11 1 12 3 11 1 6 4 11 7 15 6 16 3 15 3 9 9 9 0 10 5 14 3 15 6 11 1 12 3 14 3 14 9 8 5 13 6 11 1 11 1 11 1 12 3 11 7 16 3 9 9 10 5 13 6 10 5 14 3 11 1 11 7 9 9 107 5 106 5 106 5 108 0 105 0 107 5 119 0 107 0 105 3 114 5 112 5 115 0 110 2 115 5 107 8 107 5 109 0 117 8 118 0 115 2 108 5 108 2 109 0 108 7 105 5 108 0 119 5 108 5 116 0 112 5 112 3 112 0 115 5 107 5 115 5 115 5 110 2 111 8 107 5 110 5 115 0 109 5 116 0 116 0 114 5 116 0 116 0 114 5 127 0 116 0 114 5 121 5 121 5 121 5 121 5 121 5 116 0 116 0 116 0 127 0 127 0 126 5 116 0 116 0 119 0 119 0 114 5 116 0 127 0 119 0 126 0 121 0 121 0 119 0 121 5 116 0 126 0 126 0 119 0 121 0 116 0 121 0 126 0 126 0 92 7 91 7 93 0 93 1 90 3 93 7 93 7 92 3 91 8 94 3 92 6 94 7 90 5 95 0 93 0 92 7 94 0 92 7 92 9 91 2 93 5 93 3 91 6 91 3 92 0 93 5 94 0 91 1 92 2 93 0 92 8 94 0 95 0 92 7 91 7 91 7 ' 92 7 92 3 92 7 91 3 91 3 87 0 WOODWARD GIZIENSK1 & ASSOCIATES CONSULTING 4OIL AND rOUNDAIION (NGINCCR4 AND CCOLOCIS1* JOB NAME JOB NUMBER DATES COVERED COMPACTION TEST RESULTS LAGUNA RIVIERA UNIT NO 8 72-102-4 November 13, 1972 through February 17, 1973 DATE REPORTED 3/9/73 Revised 5/24/74 PAGE 2 Or 5 DAT!TKIT RCTCtT NUMBER Or LOCATION ILCVATION OF TCIT MOICTUKB CONTCNT% out WT PICLD DENSITY rcr LABORATORY DKNIITY rcr RELATIVE COMPACTION % OF LAB DEN1 REVISED NOV 27 CONT NOV 28 NOV 29 DEC 6 DEC IT DEC 12 43 42 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 73 75 76 77 78 79 80 81 82 LOT 243 240 242 241 242 241 241 241 242 235 246 253 235 245 236 246 253 235 236 245 254 253 246 245 246 244 254 253 245 258 257 257 237 239 238 237 239 238 237 239 239 236 238 237 238 237 237 237 238 231 242 252 231 241 232 242 252 231 232 241 253 252 242 241 242 240 253 252 241 257 256 256 233 235 234 233 235 234 233 235 210' 212' 212' 214' 216' 218' 220' 222 , 217' 160' 162' 164' 164' 164' 166' 166' 168' 168' 170' 168' 170' 172' 170' 172' 174' 174' 174' 176' 176' 185' 186' 186' 176' 188' 184' 180' 192' 188' 184' 196' 9 9 9 9 9 0 8 5 11 7 11 1 16 3 14 3 11 1 10.5 14 9 17.5 15 3 10 0 14 3 14 9 14 9 12 3 15 6 14 3 14 3 10 0 14 9 1 |— A5 3 15 6 16 9 17 3 15 6 9 9 10 5 15 3 15 5 16 3 9 0 15 6 16 3 9 9 14 3 12 6 16 5 118 5 114 0 111 5 119 5 115 5 114 5 105 0 108 0 112 3 114.5 106.3 112 5 107 0 118 5 107 5 106 0 106 0 111.3 104.8 106 0 106.5 116 3 106 5 1 f\ "7 f\07 0 105 5 103 5 105 0 106 0 116 2 116 5 103 0 106 0 108 0 IT rt f\18 0 104 5 104 8 116 5 108 8 109 5 106 5 126 0 121 5 121 5 127 0 121 5 121 5 116 0 116 0 121 0 125.0 116 0 121 0 114 5 125.0 116 0 116 0 114 5 121 0 114 5 114.5 116 0 125.0 116.0 IT £ f\16 0 114.5 114 5 113.5 116 0 125 0 125 0 116 0 116 0 116 0 T ^ r~ f\125 0 114 5 116 0 126 0 119 0 119 0 114 5 93 3 93 7 91 8 94 0 95 0 94 3 90 3 93 1 92 8 91.5 91 6 93.0 93 3 94.7 92 7 91 5 92 5 92 0 91 4 92 5 91 7 93 7 91 7 ft o o92 3 92 3 90 3 91 7 91.4 92.9 93 3 88 7 91 3 93 2 n A o94 3 91 3 - 90 3 92 5 91 4 92 0 91 3 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOIL AND fOUNOATION ENGINEER) ANO GEOLOGISTS COMPACTION TEST RESULTS jo. NAME LAGUNA RIVIERA UNIT NO. 8 JOB NUMBER 72-102-4 DATESCOVERED November 13, 1972 through February 17, 1973 DATE REPORTED 2/9/73 Revised 5/24/74 PACE or 5 DATE DEC 13 DEC 14 DEC 15 JAN 23 JAN 24 JAN 25 JAN 26 TEST RETEST NUMBER Or 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 LOCATION LOT 246 244 254 253 245 246 244 245 254 253 254 244 254 245 255 237 238 239 244 254 244 245 254 255 244 245 244 254 244 244 255 255 211 255 212 249 212 249 250 212 REVISED 242 240 253 252 241 242 240 241 253 252 253 240 253 241 254 233 234 235 240 253 240 241 253 254 240 241 240 253 240 240 254 254 247 254 246 248 245 248 249 246 ELEVATION or TEST 178' 178' 178' 180' 180' 180' 182' 184' 182' 183' 184' 186' 186' 188' 188' 186' 195' 204' 190' 190' 192' 190' 192' 190' 194' 192' 196' 194' 198' 200' 196' 198' 130' 200' 132' 134' 136' 138' 136' 140' MOISTURE CONTENT % DRY WT 13 0 8.5 8.0 14.9 15.3 16 3 15 6 15.6 14 3 14 9 15.3 15.3 14.3 15 6 14 3 15 6 15 0 15 0 15 0 16 3 16 3 15 6 15 6 16 3 15 0 12 3 16 3 9 9 16 3 11 7 15 6 16 3 13 6 13 6 13 6 11 7 13 6 12 3 13 6 14 3 FIELD DENSITY per 107.0 1 T ^ f\115 0 118 0 106.0 106 0 104 5 •In/* f\106.0 103 5 105 5 105.3 108.0 107 2 105 5 106 3 107 3 108 0 105.9 105 8 105 5 105 1no o 104 9 107 2 105 8 104 9 113 1 104 8 108 8 106 3 111 0 105 1 105 9 112 9 110 0 110 9 111 9 111 7 113 2 110 9 112 6 LABORATORY DENSITY PC* 116.0 T o r* f\125 0 127.0 114 5 116.0 114 5 1 1 A F~14 5 114.5 114 5 114 5 116.0 114 5 1 1 A H14 5 116 0 116 0 116.0 116 0 116.0 -16 0 116 0 116 0 116 0 116 0 116 0 116 0 119 5 116 0 119 5 116 0 121 5 116 0 116 0 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 RELATIVE COMPACTION % OF LAB DENS 92 3 no O92 0 92.7 92 7 91.3 91 3 r\ o "792 7 90 3 92 0 91 8 93.0 93 5 no A92 0 91 6 92 5 93.1 91 2 91 2 90 9 90 6 94 8 90 4 92 4 91 2 90 4 t*\ f f94 6 90 3 91 0 91 6 91 3 90 6 91 2 92 9 90 5 - 91 2 92 0 91 9 93 1 91 2 92 6 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING *OIL AND FOUNDATION CNGlNCEHl AND CCOLOGlST* COMPACTION TEST RESULTS jo. NAM* ' LAGUNA RIVIERA UNIT NO 8 JOB NUMBER 72-102-4 DATES COVERED November 13, 1972 through February 17, 1973 DATE REPORTED 3/9/73 Revised 5/24/74 PACE 4 DATE JAN 27 JAN 29 JAN 30 JAN 31 FEB 1 FEB 2 FEB 8 TVST RETEIT NUMSER OP 123 124 125 124 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 LOCATION LOT 250 251 251 248 250 248 251 250 247 252 247 248 251 248 252 247 251 234 234 248 252 234 247 251 247 252 247 252 253 254 247 252 247 252 257 257 247 252 213 213 REVISED 249 250 250 244 249 244 250 249 243 251 243 244 250 244 251 243 250 230 230 244 251 230 243 250 243 251 243 251 252 253 243 251 243 251 256 256 243 251 245 245 ELEVATION OF TEST 142' 144' 144' 144' 146' 148' 148' FG150 O1 150' 152' 154' 152' 154' 156' 156' 158' 158' 157' 159' 160' 160' 161' 162' FG162 0' 164' 164' 166' 166' FG185 0' FG196 0' 168' 168' 170' 170' 188' 190' FG172 0' 272' 134' 138' MOISTURE CONTENT % DRY WT 9 9 8 1 8 7 16 3 15 0 11.7 12 3 10 5 11 7 10 5 12 3 11 7 10 5 11.7 11 7 9 9 10 5 11 7 10 5 10 5 9 9 10 5 11 7 9 9 10 5 11 1 11 1 11 7 10 5 11 1 8 1 8 1 10 5 9 9 8 7 9 3 11 1 12 3 11 7 12.3 FIELD DENSITY PCF 114 9 108 5 110 2 106.4 104 8 113 0 112.1 112.4 111 4 112 2 110 1 no s 112 3 111 0no 2no 9 111 8 112 1 111.4 109 9 109 7in ono o 111 5 no 9no 4 111 0 111 5 111 8 112 2 no o 109 9no 4 111 0 112 0 111 5 107 9 116 4 109 4 111 0 LABORATORY DENSITY rcr 121 5 121 5 121 5 116 0 116 0 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121.5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 121 5 119 5 121 5 121 5 121 5 RELATIVE COMPACTION S OF LAB OCXS 94 5 89 3 90 6 91 7 90 3 93 0 92 2 92 5 91 6 92 3 90 6 91 1 92 4 91 3 90 6 91 2 92 0 92 2 91 6 90 4 90 2 91 3 90 5 91 7 91 2 90 8 91 3 91 7 92 0 92 3 90 5 90 4 90 8 91 3 92 1 91 7 90 2 95 8 90 0 91 3 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING iOIL ANO FOUNDATION CNQiNCCR* ANO GEOLOGISTS COMPACT/ON TEST RESULTS JOB NAME ' LACUNA RIVIERA UNIT NO 8 JOB NUMBER 72-102-4 DATE6C6VERED November 13, 1972 through February 17, 1973 DATE REPORTED 3/9/73 Revised 5/24/74 PACE OF PATE FEB 9 FEB 16 FEB 17 TMT RITEST NUMBER Of 163 164 165 166 167 168 169 170 171 172 173 LOCATION LOT 252 257 257 249 258 241 242 244 245 257 246 REVISED 251 256 256 248 257 237 238 240 241 256 242 ELEVATION OF TEST 174' 192' 194' FG 140 0' FG 187 0' FG 224 O1 FG 219 0' FG 202 0' FG 192 0' FG 196 0' FG 182 0' MOISTURE CONTENT % OHY WT 11 1 11 7 11 1 14 3 15 0 12.3 11 7 14.3 13 6 14 3 12.3 riELO DENSITY FCF 107 9 111 0 111.9 109 0 110 9 111 1 113 3 109 1 112 0 no 3 112 3 LABORATORY DENSITY per 119 5 121 5 121 5 119 5 119 5 121 5 121 5 119 5 119 5 119 5 121.5 RELATIVE COMPACTION % OF LAB DEN* 90 2 91 3 92 0 91 2 92 8 91 4 93 2 91 2 93 7 92 3 92 4 WOODWARD GIZIENSKI & ASSOCIATES CONSULTING SOIL AND fQUNOATlON CNGlNCCRS AND GEOLOGISTS DIRECT SHEAR TEST DATA Dry Density, pcf Initial Water Content % Final Water Content % Apparent Cohesion psf Apparent Friction Angle ° 13 - _ - - - 14 112 6 11 2 15 6 240 30 15 - - - - - 140 130 120 10 100 100 80 60 >40 20 0 MECHANICAL ANALYSIS 3 I U 10 40 200 1 1 i 1 90 80 <J o. h— 5 * •x. cea It \ \ \, \v -wn\\ V- / / \\\\ v\ \J\ 7** j/ rf-t- \ RO t V' 0^ \A^\ rVV \ Alf 70 i 6( 2 ! ***• *c \\ \ \ ^ \ MAXIMUM DRY DENSITY pcf OPTIMUM MOISTURE CONTENT % t VOIDS S G ) S G JO S G 14 ,- 13 V \ \ , \ \ k \ \ vs v \ |\ CURVES ^\ \ \ S 13 122 5 12 0 \ \\ \ KN, *>js^ *s 14 125 11 5 0 N A \1 S PLASTICITY CHAI Liquid Limit % Plasticity Index Classi f i cation Classi f icat ion SWELL TEST DAT n i In tial Dry Den tial Water C Load psf Percent Swel 1 \ k\ 15 N 124 1 0 ^> iv 1 0 MOISTURE CONTENT '. 13 >, 14 X 15 1v \ ' ^ S. ^w N\>K?1 1000 100 10 10 01 0 01 0 001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL c 1 f SASD c| m \ f SILT & CLAY 13 14 25 15 SC-SM 13 109 4 11 9 160 5 1 14 112 9 11 2 160 2 5 15 111 3 11 2 160 2 0 SAMPLE LOCATION 13 14 15 Lot 227 Lot 261 Lots 235 & 234 10 20 30 LABORATORY CO? ACT I ON TEST LABORATORY COMPACTION TEST METHOD ASTM-D 1557-70 A FILL SUITABILITY TESTS LACUNA RIVIERA #8 WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAH DIEGO CALIFORNIA D« BY LS CX'D BY •i'/ SCALE - - - DATE 5/23/74 PROJ NO 72-102-4 PAGE 1 nf 7 Carlsbad City Hall 729-1181 BUILDING INSPECTION DEPARTMENT Lumber Grade DOUGLAS FIR/LARCH NO 2 Nomii M Size (In) 2x4 On Center Spacing (In) 12 16 24 ! 12 2x6 16 : 24 2x8 2x 10 2x 12 2x 14 12 16 24 12 16 24 12 16 24 12 16 24 ALLOWABLE SPANS FOR JOISTS AND RAFTERS FLOOR JOISTS 1 Plaster or Drywall Below DL=15PSF LL=40PSF 6' 11 ' 6' 3" 5' 6" 10' 11" 9' 11 8' 2' 14' 5" 13' 1" 10' 9" 18' 5" 16' 9" 13' 8" 22' 5" 20' 4" 16' 8 26' 3" 24' 0" 19' 7" No Finish Below DL=10PSF LL-40PSF 6' 11" 6' 3" 5' 6' TO' 11' 9' 11' 8' 6' 14' 5" 13' 1" 11' 3' 18' 5" 16' 9" 14' 4" 22' 5" 20 4" 17' 5" 26' 3" 24' 0" 20' 7" CEILING JOISTS Plaster Below ' DL=10PSF 11' 1 ' 10 0" 8' 9" 17 4" 15' 9" 13' 9" 22' 11" 20' 10" 18' 2" 29' 2" 26' 6" 23' 2" 35' 6" 32' 3" 28 2" Drywall Below 2 DL=10PSF 12' 8' 11' 6 10' 0" 19' 11" 18' 1' 15' 9" 26 2" 23 10" 20 9" 33' 5" 30' 5" 26' 6" 40' 7" 37' 0" 32' 2' OPEN BEAM CEILINGS 4 5 Nominal Size (In) 4x4 4x6 4x8 4x 10 On Cntr Spacing (In) 24 32 48 24 32 48 24 32 48 24 32 48 DOUGLAS FIR/LARCH NO 2 10' 6' 9' 7" 8' 4" 16' 7" 15' 0" 12' 4" 21' 10" 19' 10" 16' 3" 28' 0" 25' 4' 20' 9' RAFTER CEILING JOIST COMBINATION Plaster Below 6 DL=15PSF LL=20PSF 8' 3" 7' 6' 6' 7" 13' 1 11 10" 10 4" 17' 3" 15' 8" 13' 8" 22' 0" 20' 0' 17' 5' 26' 9" 24' 3" 21' 3 31' 6" 28' 7' 25' 0" opztf OR. Drywall Below 2 DL=15PSF LL=20PSF 10' 0' 9' 1" 7' 9" 15' 9" 13 11 11' -5" 20' 10" 18' 5" 15' 0" 26' 4" 23' 5" 19' 2" 32' 3" 28' 6" 23' 3" 38' 0" 33' 9" 27' 6' RAFTERS2 Slope3 less than 4 in 12 DL=10PSF LL=20PSF 10' 0" 9' 1" 7' 11" 15' 9" 14' 4" 12' 4' 20* 9" 18 11" 16' 3" 26' 6' 24' T" 20' 8" 32' 3" 29' 4" 25 2 Slope more than 4 in 12 DL=10PSF LL=16PSF 10 9" 9' 9" 8' 7' 17' 0' 15' 5" 13' 3" 22' 4" 20' 4" 17' 5" 28 7' 26' 0" 22' 3 34' 9" 3V 7" 27 1 FOOTNOTES 1 Deflection based on L/360 2 Deflection based on L/240 3 Minimum Slope % in 12 4 LL + DL = 30PSF 5 Minimum Slope '/a in 12 6 Deflection based on L/240 (LL + DL) ALLOWABLE SPANS FOR JOISTS AND RAFTERS Ci ty of Carlsbad 729-1181 BUILDING INSPECTION DEPARTMENT ALLOWABLE SHEATHING SPANS SHEATHING ' MAXIMUM SPANS ROOF FLOOR 1" Thick Nominal Solid 32"16' Spaced 2 24'(Not applicable) 2" Thick Nominal (Douglas Fir/Larch No 2 or better) Supporting Ceiling 6' 6"4'6" No Ceiling 8' 0" J 4'6" 1 Spans of sheathing boards placed diagonally across rafters or joists shall be measureH along the longitudinal axis of the plank 2 Shall be continuous over three or more supports and no board shall be less than six feet long * Douglas Fir/Larch No 3 or better permitted ALLOWABLE PLYWOOD SPANS PLYWOOD Panel Identification Index ' 12/0 16/0 20/0 24/0 30/12 32/16 36/16 42/20 48/24 Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked Blocked Unblocked MAXIMUM SPAN (inches) Roof 12 0 16 0 20 0 24 16 30 26 32 28 36 30 42 32 48 36 Floor 0 0 0 0 0 0 0 0 122 0 162 0 162 0 20 2 0 24z 0 1 Plywood shall be Structural I Structural II Standard Sheathing or CC Exterior grades only Plywood shall be continuous over two or more spans with face gram perpendicular to supports 2 Blocking may be omitted if plywood edges have approved tongue and groove joints if % ' mm imum thickness plywood underlaymcnt is installed or if finish floor is 25/32 wood strip SHEATHING AND PLYWOOD SPANS