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Home My WebLink About2632 OBELISCO PL; ; 80-576; PermitCITY OF CARLSBAD-BUIL DING DEPARTMENT APPLICATION PERMIT USE BALL PO*INT PEN ONLY 1200 ELM AVENUE (714) 438-5525 APPLICANT TO FILL IN INFOR-- MATION WITHIN RED LINES..- . A JO R S 31 PZ1 AV. ST]OATE RD OF APPLICATION BUS., LICENSE PERMIT NUMBER. 1 "1 1- ? PWNER'S PHONE- PRIME CONTRACTOR STATE LICENSE R16 if 70, OWNER'S MAILING ADOR S I . 3 - CONTRACTOR'S — A - Iro"K, CONTRACTOR'S PHONE ODO I al, % -BLOCK, IS 1, 0 ,AIS~4~A ASSESSOR'S PAR%Zf DESIGNER STATE LICENSE DESCRIPTION-OF WORK- DESIGNER'S ADDRESS 5ESANER'S AONE r CE NSU TRACT P L AND USE ZONING S: UNITS PA RKING SPACE S f 9,~N MBER OF STORIES # Nol Valid Unless-Machine, Certirted B LJJG S Q. F T. BLDG USE ,occ. GP STANDARD PL~%N 0 ~LAN I D M [TY YONST P OCC. LOAD -Soo ". 71? -602~ 'I971'edC-;7WeA4_ 1!14"o~a 0 - M - .-V OTY. PLUMBING;PERMIT —AMT. GTY. MECHANICAL PERMIT -AIVIT. ;2a 'EACH FIXTURE TRAP ~ MM M -INSTALL FURN. DUCTS, UPfO 100,000 BTU n EACH BUILDING SEWER ~ r IEOVER 100,000 BTU 9 ~644 1 ~ac ~ 'S 77 44- EACH WATER HEATER AND/OR-VENT 0-b BOILER/COMPRESSORUPT03HP d LL . . . . EACH GAS SYSTEMA TO 4 OUTLETS BOILER/COMPRESSOR 3-15 HP . . VALUATION 0 ~201. 7 EA I CH G I AS SYSTEM 5'0 R MO R E BOILER/COMPRESSOR 16-30 HP EACH INSTAL., ALTER, REPAIR WATER PIPE VENT FAN SING L E DUCT -/C- -EACH LAWN SPRINKLER SYSTEM MECH EXHAUST - HOOD/DUCTS WATER SOFtNER RELOCATION OF EA FURNACEMEATER BUILDING PERMIT TLqS11F, 7, n' Tssiip 3,00 SIGN PERMIT 59 Of .-TOTAL PLUMBING..~-,-,-~ I - M I I 610 TOTAL MECHANICAL PLAN CHECK _:~ CONTRACTOR CONTRACTOR 2 ALL INCLUSIVE PERMIT# 11ye. g'jlt. QTY: E LECTRICAL PERMIT AMT. TY. MOBILE HOME PERMIT AMT. TOTAL PLUMBING ELECTRICAL, OW Id::Z2_ 5OFNWNSTEAAMP/SWT/BKR AWNING MECHANICAL iq- I 1VH .25 !PH PORCH MOBILE HOME EXIST BLDG EA,A'MP/SWT/BKR SET-UP SOLAR I PH .25 3PH .'RAMADA, CABANA' REMODEL/ALTER PER CIRCUIT FENCE OVER 6' TEMPPOLE 20DAMPS --TOTAL MOBILE HOME -MICO-FILM` OVER 200 AMPS TEMP OCCUPANCY (30 DAYS) STRONG-MOTION:,- -issue - 2,00 TOTAL ECECTRI CAL TOTAL FEES PAYABLE, CONTRACTOR 741~ I HAVE CAREFULLY EXAMINED THE,COMPCETED HEREBY.CERTIFY THAT ALL INFORMATION HEREON AND PERMIT, AND DO IS TRUE AND CORRECT AND 1 'AN OSHA PERMIT IS REQUIRED FOR EXCAVA+IONS OVER 5'-0" DEEP AND DEMOLITION OR CONSTRUCTION OF A4. FURTHER CERTIFY AND AGREE IF A PERMIT IS'ISSUED:TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION. WHETHER STRUCTURES OVER 3ST IN HEIGHT SPECIFIED HEREIN OR NOTm 1, ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARM- LESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSESWHICH MAY IN ANY WAYACCRUE AGAINST OF THE GRANTING OF THIS PERMIT. SAID CITY'IN CONSEQUENCE ~ APKI~I'CANT'S SIGNAT P U D TE I r OWNERC] CONTRACTOFI~E~p AGEN-T-0 BY PHiONE C LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provi- sions of Chapter 9 (commencing with Section 7000) of Division 3 of the'Business and Profes- sions Code, and my license is in full force and ef- fect. OWNER-BUILDER DECLARATION .E31 hereby affirm that I am exempt frorn the Con- tractor's License Caw for the following -reason fSec. 7031.5,Business, and Professions Code), Any ,City,or county, which requires a permit to con-struct, alter, improve, demolish,-or repair any structure, prior to its Issuance also requires the a p plicant for such permit to file a signed state- ment that he is licensed pursuant to the provi- sions of the Contractor's License Law (Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code) or that Is ex- empt therefrom and the basis for the alleged ex- emption. Any violation of Section 7031.5 by an ap- plicant for a permit subjects the applicant to a. civil penalty of not more than five hundred dollars ($500). K;s owner of the p;operty, or my am ployees '4 it wages as their sole compensation, viill do the wo rk, and the-structure is not Intended or of; fered for sale (Sec. 7044, Business and Profes__ slons Code: The Contractor's License Law does .not apply to an owner of property. who builds or Improves thereon and who does such. work' himself or through his own ernployees, provided I hat such improvements are not intended or of- fered for Sale. If, however, the building or improve- meqt is sold within one year of completion, the owner-builder will have the burden of proving that he didt build or improve for the purpose of s ale) exc UTively con n ro 01, a r of1the Jopert V f I tracting with licensed contractors to construct the project (Sec. 7044, Business , and Professions Code: The Contractor's,License Law does not ap— ply to an owner of property i-ho builds 6r,im-,Droves thereon, and who contracts for such pro- jects wittf a contractor(s) license pursuant to the contra6tor'* S License Law). I am exempt under Sec. a. & P:C. for this'reason Date — Owner wbRKERS'COMPENSATI ON DECLARATION I hereby affirm that I have a certificate of con- sent to self-insure, or'a certificate of Workers' Compensation Insurance, or a certified copy thereof (Sec. 3800, Labor Code). POLICY N 0. COMPANY~ 0 Copy is filed wiffi the city.. OCertifi6d copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM 'WORKERS' COMPENSATION INSURANCE (This section need not be completed If the per- mit Is for one hundred dollars ($10.0) or less). I certify that in the performance of the work for which this permit Is Issued, I shall n6t employ any person In any manner so as to become subject to the Workers' Compensation Laws of.cali.fornia. NOTICE TO APPLICANT: If, after making this Cer- tificate of Exemption, you should become subject ' to the WorAers' Compensation provisions of the L b C di X, Ou must forthwith comply with such r this permit shall be deemed revoked. ONSTRUCTION LENDING AGENCY -by affirm that there is a construction len-,qcy for the performance of the work for. I nermit Is Issued (Sec. 3097, Civil Code). SITE OwNtR: N ADDRESS: ;,,,,PERMIT. FIELD INSPECTION RECORD' I NSPECTI ON _DATE (N PECTOR. I N'S _6R'S.NOTE9'~ ~-ECT WOOD FLOOR 4~, 44, FOUNDATION FORMS -SET BACK -TOILET UNDER FLOOR PLUMBING UNDER FLOOR HEATING OK TO INSTALL SUB FLOOR 4" AJ~ SLAB FLOOR 7 UNDER SLAB PLUMBING FOOTING FORMS SETBACK TOILET ir OK TO POUR CONCRETE. _L_ FRAME ROUGH ELECTRICAL 3 4-4~ ROUGH.PLUMBINg ROUGH HEATiNG/VENTILATING FRAME OK PLACE INSULATION INSULATION OK PLACE WALLBOARD WALLBOARD OK PLACE TAPE, EXTERIOR,LATH. OK i% PLACE'STUCC FIREPLACE IL f 4 DAMPER 8i 9TEEL PLATE T!1~5/HEIGHT OF CHIMNEY-,~,.t tf- OTHER TEMP POWER (POLE). . SEWER GAS TEST SWIM POOIZ * STEEL BONDiNG , PRE DECK. * FENCE PREPLASTER SHOWN FRAME FINAL INSP BY BLDG DEPT 6THER DEPT,.S,REQ.COMPLETED ELEC METER-*PERM-TEMP -7 GAS METER-PERM-TEMP CERT- OF OCCUPANCY ISSUED ir 94 CC -Oe-17 /2 kZ I~lc/ 1 - _41 I AOA-VIIO 7ZS;nl,-S /0 CA->" -;;A0b C~A 145 C-71- 0 A 7D 111P -rP--aSS DC-7A-,le-6 IRPMW~ff?17,177MK2 PvtoycA-X- —(ZA- dZ-17 7'~ -2- 4e 01--S L/ TO 71A, a&,67-a /V _0 618 w 13y r-4 Y*,Fp,)c 7v 7-7450 A-Wllt~ 'CAI--oPAx)r- A5'-'r, 'Dos~&Vl ;4$A~b 4-1 4: f-4 I.. 777=:Z 14M t46 u rip Algsao~ /011 '700 47(0~ 74~ -Sh A-- J* I "7 Allowable Increase Due REQUIRED PLANS _~Tot Plan 6-. Structural Details ~,Foundation Plan 7. Elevation Plans 3. Floor Plan 8. Roof Plan 4. General Framing 9. Index Sheet 5. Foundation Details F I 'SEk-TI~W tIST (714) 729-1181 CITY OF CARLSBAD 0 0 ( BUILDING DEPARTMENT L--!~-~SI`NGLE -FAMILY- AND MULTIPLE FAMILY RESIDENTIAL PLAN *WARNING: PLAN CHECK FEES: Where no action is taken by the applicant in 120 days, and.no building permit is issued, all plan check fees are forfeited to the city. Job Address: Contractor: Occupancy -Basic allowable bldg area Owner - Engineer Type of Construction 1st Floor 3rd Floor Valuation 2nd Floor 4th Floor Indicate clearance from grade to bottom of floor joists and girders. Show pier size, spacing and depth, into undisturbed soil. Show girder's.ize, spacing and direction. K"~~Show __~ditions of soils report on plans. 9"k w positive drainage away from footings on site plan. 5 "fall in 6 feet. .29. Specify minimum 18" x 24" access opening. TO THE APPLICANT 30. Where expansive soils exist, pfanters adjacent-to found- ations are not recommended. ®rk'Correct Plans1 where corrections has been circled. Flag -oor ventil' ti-n equal to 2 square feet 31. Specify undeffl a o ~7 Corrections. . Incomplete, Indefinite or Faded Drawings or Calcu- for each 25 lineal feet of foundation plus one opening lations not acceptable. within 3' of each corner. 11 . - Required Engineer's or Surveyor's Calculations or 32. Step footings when slope exceeds 1: 10. Plans shall be signed in ink. Reverse Plans may not be used. Provide correct Plot Plan, Foundation Plan, Floor Plan and Elevations. The approval of plans and specifications does not permit the violati8n of any section of the Building Code'or other City, County or State Law. GENERAL 1. Submit fully dimensioned Plot Plan, drawn to scale, Clarify bracing of -Wall. including all easements on property. Show size, direction' and spacing of floor joists in 2. Show all existing and proposed buildings on Plot Plan. are overspanned. 3. Show correct legal description on Plan. 39. Double floor joists or 4. Show all Off Site Improvements, Driveway Approach, beam under parallel partitions. Light Standards, Fire Hydrants, Water Meters, Sub 40. Specify header size for openings over 4'. Show double Structures, Trees, etc. headers on edge. 5. Correct Lot Dimensions. 41. Insufficient beam size at 6. Show existing and finish contour lines. 42. Provide rafter ties where ceiling joists and rafters are 7. Survey of Lot required. not parallel. 4'O.C.. 8. Indicate all grading to be done. 43. Indicate rafter size, span, spacing and direction. 9. Indicate Elevations of Garage Floor, and Street and 44. Show purlins on edge and indicate size. Same size as Driveway. rafters minimum. Indicate terline and Edge Profile of Driveway. 4 5:; Brace roof framing to partitions. fbI S e of driveway not to exceed 15%. Indicate solid sheathing and 2 x 6 or 3 x 4 studs on _~f_ndicate flow lines for disposal of surface water. first floor of three story construction. La Costa approval required. Show section through 1,3aSan Diego County Health Dept. approval required. Show planter box details and water proofing, Sec. 'MbShow all -requirements for handicapped. U.B.C. 2517 C7. Section 1711. 5 1. Provide typical chimney details. 13cL.C.W.D. sewer receipt required. Specify 2" minimum clearance between chimney and l3dCoastal approval letter required. framing. 14. Carry water from Specify post protection when bearing' on concrete. u - & gh curb into street with cast ri er sidewalk throu Provide parapet details. ron 1 'ovide engineering calculations for 56: Specify'inspection class required for AA1 58. A i-V!9.i Provide drip screed 2" below mud sill. Indicate how required structural and fire "resistive e engineer's,maist-, "A~S /Au/C%;r/W/WV integrity will be maintained. W here penetration will Gr ding per . t required. /?AeftX7- be made for electrical, mechanical, plumbing and. ye D approval required. communications condufts, pipes and similar systems. ify concrete mix @ 2000 P.S.I. minimum. Section 301 D. 2 imension footing sizes and clearance from grade. Clarify dimensions at Show depth of footings below natural or undisturbed Show.window type, sizes and locations. grade~. Light and/or ventilation inadequate in Inclicate'epressure treated foundation still, or equal. Show foundation bolt size, spacing and penetration (1/10 floor area - 12 square feet min. except bath- into concrete. 1/2" x 17 " for masonry. room). "NOTE IN MARGINWHERE CORRECTIONS HAVE BEEN.I MADE FRAMING -~*FE71 Pr '"de typical framing details. Pr' 617~ Arpecify all lumber grades. Specify fire blocking at floor, ceiling cove and mid height of walls over-10' in height. 36. Show diagonal bracing at each corner and every 25 feet of walL vertical clearance and 110. Indicate material to be used and location of sewer clearance from,range top to combustibles. line. (If V.C.P. use flexible compression joints only.) ic scuttle (22" x 30" min.) two way clean out in yard box with 5'of build- ..,EL5.,Provide draft separation for attic area in excess of~~ Vt~~2500 sq. ft. Separate area between dropped ceiling and floor above to 1000 sq, ft. max. Specify stall. shower min. width 30" minimum floor area 900 sq. inches. Specify wall finish in shower area not to be adversely affected by moisture to 6' above the floor, and provide shatterproof doors. Water closet area minimuni width to be 30':. Show material to be used under tile. Openings closer than to property line'shall be lof-hour construction. Show -ceiling height. Show late cross bracing at garage pl ate line. r 0 Show~ ~droom window as' exit,,section 1304. lji~d~ 61~1 -f- ,V,ATIQa4t. AAj* Jl - , V~* a I 3205 nuicate attic ventilation per sectio n kc). Show all eave overhangs and construction details. 7. Dimension chimney height above roof. (2'0" above roof withing 10'0"). Indicate finish and natural grade to property line. Show exterior wall finishes. 80: Indicate 15# felt or equ~al on exterior walls. ROOF Note roof pitch. Indicate roofing material length & weather exposure - on wood shingles. Show.typp, size and spacing of roof sheathing. Fire retardant roof required due to location in fire zone. I GARAGES 86'. Garages not permitted to open into, sleeping r oom. Provide separation on,all walls and ceilings adjacent to living quarters. Speci door/windo~v opening from garage/carport into STAIRWAYS AND EXITS NO ovide~_ hindrail& .:ai::Y E~~Iied~zin*.SectiZM-33 Peovide hour walli for stairwell. 93. Indicate maximum rise and minimum run on stair. Provide balcony railing at 42" minimum height. 36" O.K. for single family units. t Provide intermediate rails @ 9" O.C. or equivalent. . for open type balcony & stair rails. 97~. Indicate 6' 6" minimum headroom clearance above stairway. t* V'O dvide rovide- 98.- Show stairway construction details. Occupant load requires- exits from Provide lights over stairways and public corridors. Show' change in floor level at doors I " max. Sec. 3303h., 102aShow yha . t drail extending 6" beyond the top & bottom rm I rise rs t e inating in a post or safety terminal Sec. i) 3305, 0. ELECTRICAL Provide minimum 100 Amp. service.- Condos require 100 Amp. panel for each unit. Show meter and panel location. 113aShow fire warnings systems centered over stairs. Section 1310. MECHANICAL 114 Indicate furnace size, locations & registers and return air. (-Size) . - 115 Indicate heating equipment in accordance with chapter 7 of Uniform Housing Code. 116 Specify heating, air conditioning and ventilating equipment. Installations to comply with the uniform mechanical code.. Access F. Ducts Location G. Ladder & Light Combustion Air H. Engineer's Venting Calcs for Return Air Roof Loads 117. Indicate location & type of fire dampers. ELECTRIC 1975 N.E.C. 1roprid-fault.-prQ.tection -required for outdoor_and 7F r7 m receptacles 210-8. atl~roo At least one receptical shall be installed outdoors' and garages. 210-25.b Correct electric as shown on floor plan. Underground service is required. Show on plans. MISCELLANEOUS ITEMS 1'. Bored holes and notching, show details as per Section 2518, (F), 10, 11. ' Provide Sq. Ft. areas of the following: Living Garage Porches Patios Eialconieq Glass Insulation requirements: Show 6" insulation in ceiling. (R-19) Show I x block for insulation stop at vents Show 4 " insulation in walls (R- 11) Show exterior doors weatherstriped. Place the following note on plans: These plans comply with the requirements of the California noise insulation standards. SIGNED DATE TITLE Show details of party wall and floor system and S.T.C. or I.C.C. rating of each. PLUMBING 1%,~ndicate location of water heater. 0 ~, 'Show temperature and pressure relief valves 6n water heaters with discha ' rge lines to outside. Sec. 1007'. 105. Water heater not to be locatbd in bathroom or under stairway or landing. Provide'-square inches of ventilation at top and bottom of water heater. Show water heater on 18 inch platform. 108. Provide water pressure regulator. Section 1007 (B). 4. Have designer sign and date plans. CHECKED (DATE) RECHECKE .(DATE) THE FOREGOING CORRECTIONS HAVE BEEN MADE AND ARE UNDERSTOOD BY THE UNDERSIGNED: OWNER - OR HIS AUTHORIZED AGENT E CITY OF CARLSBAD BUILDING DEPARTMENT ADDENDUM TO RESIDENTIAL PLAN"CHECK S.U,bmi t 'attached Energy Design Compliance Certificate du.ly Sig,ned and accomplished. Provide notes for.following~ -s mTotZw,~,~dr I --.n e :2f P-i 3. Fire-retardant'l-oof~requ-ired., P. (I r, y. e r~ ~%e n -t it- o 0-ut s V'd S J. e-P-O~ IC :.W. --r =- U -H-1, 1110 EFP e V-T M+e ote on-- -fe p I a the 'follo.wing: W S~i s1 — r vv~e- 0* b. -o -iTe-d sA ~feav t, V i~,d Tn, t —,.wj4.-hj O.o t number.s,6nd address. ..7..-. Specify and identify 'on plans thermo or double gl~zing when. total -9 l.a z i n g exce'eds basic allovable of 20% of house area COD 1200 ELM AVENUE- TELEPHONE: CARLSBAD, CALIFORNIA 92008 (714) 438-5621 Citp~ of caddab ~.June 17, 1980 Mr. David Markwell Allee 1049 Camino Del Mar Del- Mar . Ca 1 if'or n i a. 9201 4) Re: Ylan Check'#79-682, Jevremov.Residence, -2632 Obelisco Place Carl,sbad, California In 'determining the~ size ,of -tie straps~, deduct.the area o~ bolt hol es for the' net effective area. "N2.. Roof fram ing shows-the strap,.as THA strap. Indicate as determined i the cal,cUlations -and - ~ho'w.Jtl'conti,huous around-the boundaries of n -1 u d i"ng at exteri,or-stud:;wal-1 lines (double top platEs' the,.'hip;~roof i,nc y resi:st*the -tenston* -, otherwi,se-show structu'ral may not adequ'atel* calcs showilng ad6quacy"of stu'd-wal'I': and 'comp3ete'details' of 'splices of same. Deta.il L/10.shows the strap cutting~the*rafter overhangs which' is also in conflict with the-position of the tie strap as shown in'de-, ta i.1 M/10.-,To'be 'able to-make a continuous tie.;.the strap-.may.be placed at -top Ti,ne of top'plates,~and, bottom- 11.ne~'of blocking. Sh , ow -in detaj3_-N/10 connecti'on between' ~~abricated -anchor strap~.and 'tie strap. Show ,bolt spacing mimi~dm of four (4) bol t- d.iameters per -Section 25-17,.Uniform Building ,Code,Standards. MER P CAME/RO ing I s ctor MPC/gl IIJC44-40 /'v pg-.~61/s . Z~P 44-vl$~ -0240AO /A) C44.iii -50/1 .7 CA) 7XPO 7"1 MA'l 77"1 _j 70 IA-1 -5011~r gill -4 I-Alp /i ~7 I 5,A/-P 7/ &EU 41 wo- ISM-ok.7"aAllill,*44-j- VAS V-1- A7S. —0 Ao <-/-A V Ci IW X4 CC' BASEMENT RETAINING WALL WITH CCMBINED LOAD NO. 2 ROOF LOAD - 315 PLF. FLOOR LOAD - 495 PLF WALL LOAD. - 240 PLF.* 7MAL VERTICAL LOAD 1050 PLF F I.C: 200OPSI -FIM: 25OPSI ,VAA . GRADE N BLXK ...... SOIL BEARING: !R- 2000. RETAINED HEIGHT:-' 'H- 9.3 WIDTH OF, BLOCK:. W- 12 LENGTH OF REEL:, 1pi 6.. FOOTING DE PTH: D* 18 FOOTING WIDTH: B- 2. P-3 0/2* 9.6 PLF M .1283* 4 A 9.3 ~12 -.25051.26 27 IN. 9 v .1166.4. # ri REINFORCE]kENT MOMENT AT 9.3 FEET 'EFFECTIVE DEPTH- OF. REINF.- '9.5 K-(W12)/W2- 23.1313599. ASV- 25051.2627 /(20000*.88*D)- .149828126 SQ.IN./LF USE #5 BARS AT 241N.O.C. ASH-(.002*AG)—ASV -.138171874 S Qo' IN. AF Al USE #4 AT 161N.O.C. FM- -25051.2627 /12* 9.5 221.485056 PSI S 6 PSI - F 25051.-2627 .14982812§ .8* 9.5--. 19555.555 F(A)--1050 /12* 12 -' 7.29166667 PSI F (A) /F~tr- (B)/FB". 7.29166667 /150+ 223.495056 /250 .'945875172 MOMENT AT,, 4 FEET::-EFFECTIVE DEPTH OF REINF.- 9.5 K-(M/12)/b^2-:'2.58021607 ASV- 2794'*374 /(~0000*.88*D)w .0167127632, SQ. IN. /LF USE #5 RARSAT 48 IN. 0. it. ASII--(,002*AG)—ASV .208 SQ.]N./LF USE #4 AT 321N..O.C*o V UFAUZ N LSLUUN BEARING., S- * 20.00.. RETAINED WIGHT: H- 6 WIDTH OF BLOCK:. W- 12 LENGTH OF ~ HEEL: L- 6- FOOTING- DEPTHi- D- 24: FOOTING WPTH: B- 4.; RESISTING Ma4ENT W X M STEM: 150*H 900 .3.5 3150-. BASE: 150*D*B- 1200 2- ~%,2400. EARTH:100*L*H-.300 3, 75 1125 TOTAL.. 2400 V 6615 .4 OVERTLJRNING Ma4ENT-5*(H+D)^3- 2560 MIDDLE THIRD-: (B-9/3) TO 1.33333~33 (B/3 .2.66666667 X" (IRM-01M) /W-'4115 2400 - 1.71458333. ***WITHIN MID THIRD MAXIML14 SOIL PRESSURE E-B/2i--X-' .285416667 -P-W/B+ (WE/B- 2) 856.875:. OVERTURNING RESISTANCE, R-RM/O`IM,~ 6675 /~2560 2.60742188.: RESISTANCE TO S DING Li MICTION-W*.6- 1440 LATERAL BEARINd-i2/3(2OdD~2/2)'--.266.666667 -P-30/2*(H+P)^2-o 960 RESISTANCE-F-P-'746.666667 XIQ 717 REINFO CE14ENT OF~REINF MOMENT AT , 6 FEET EF VE DEPTH OF REINF.- 9.5 ~—_K~-(WJ2)_/ ~2- 6 . 16343~ EF VE DE -5*H"3.*12 IN. K-(W12)-/D*2- 6.1634349.* ASV- 6675 /(20000*.88*D)-1 0399222488 SQ. IN. /LF USE #5 BARS AT 4QIN.O.C' ASH- 002*AG) -ASV LF .20; SQ.IN./ USE #4 AT 321NeO.C..p P-A S/AG-- .08'~ 144 5 .55555556E-04 NP*i .02222222 22 Kl- .189764267 J- '936745244 2/Kl*j- 11.2510761 l~4-(WB*D-2)*(2/0.*Kl)-;-69..345275. P/9~-FS-VAq*~*D-93 9339 SI. ''SOIL CLASSIFICATION: CLAYEY SAND DAVID MARWELL ALLEE,'. ARCHITECT 4 RETAINING WALL NO. 3 F;C: 200OPSI FIM: 25OPSI' GRADE N BLOCK SOIL BEARING: S- 2000 RETAINED HEIGHT: H- 6 WIDTH OF BLOCK: W- 12 LENGTH.0F HEEL: L- 6 FOOTING'DEOTH: 24 FOOTING WIDTH: B- 4 RESISTING MMENT W x m STEM-.' 150*~ 906. 3'. 5 3150 BASE: 150*D*B-i 1200 2 2400 kARTH:100*L*H- 300 3.75 1125 TOTAL 2400 # 6675 OVERTURNING MCMENT-5*.(H+D)^3- 2560 MIDDLE'THIRD- 2..66666667 (B-B/3)' TO 1.33333333 (B/3) '4115 z% 1 X-(RM-OM)/W- .71458333 '***WITHIN MID THIRD Aj MAXIML14 SOIL PRESSURE E-B/21-X- .285416667 P-~4/4 (6WE/B^ 2) 856.875' + Z) OVERTURNING RESISTANCE Rm%RM/OTM- .6675 2560 2.60742188 RES ISTANCE TO SLIDING FRICTION-W*i.6- 1440 :LATERAL BEARING-2/3(200D^2/2).- 266.666667 li-30/2--i(H+D)-2- 560 RESISTANC E-4F-P= 746. . 666667 J' 2- 16910 9&4' iNi F EFh)CTIVE. DEiPTH' OF RiEi .64 MOMENT AT. 9.5 REINFCRC;EMIEINT IN 6675" INJ K-(Wl2)/D^2- 6.1634349 ASV-'6675 /(20000*.88*D) .0399222488. S~Q.IN./LF 6 USE #5 BARS AT 48 Ii4. 0. C.. ASHx~ G 002*AG) -A9V - .208 SQ. m/u. 'USE #4 AT 321N.O.C.I..-, P-AS/AG- .08 144 5.55555556E-04 NP--i .0222222222 Kl-, .189764267 - Ji-t .936145244 2/K,1*J-,'11.2510761 69.34527 93 93) SI~ soiL cuassiFICATI ciA-YEY SAND, DAVID MAPIMELL AUEE, ARCHITECT ~ M I a XN I I,. 1 11, 1 1 ~ 11 1 1 1 . t DAVID MARWELL ALLEE, ARCHITECT JEVRij~OV RESID~NCE STRUCTURAL CALCULATIONS -VERTICAL LoADs sit it it 1 .1 Id t; Id'of ill, I SIMPLE BEAM- LOAD INCREASING UNIFORMLY.TO CENTER RB-1 I . I I . j 1 4 W _(TOTAL) - 50~O POUNDS LENGTH OF SPAN L- 25 FEET V-R-W/2- .2520 POUNDS L*12/6- 252000 INCH POUNDS POUNDS S-M/ 1800 *1.25- 175 IN CUBED D(Ailpl~)-L/240- 1.25 INCHES D(ACT)MWi.-3/60EI- 5.69108159E-04.- 5-1/8X15 GL LM (S-192.2 A-76.9) A REQ"D 3V/2* 165 ii.25- 18.3272727 SQ IN << Ok MM A RB--;2 I-#- ,W SIMPLE BEAM-. UNIFORM. LOAD TRIb[1rARY WIDTH- FT TiLmElLkL- .35 PSF A y,- 6 35 210 PLF LENGTH OF SPAN: 6 V-RW4*L/2- 630 POUNDS M-iWL*L*i2/8M h340 INCH ~OUNDS S~/ iid~0 *i.25- 9.77586208 IN CUBED 11 fit .. - ... A D(ALLOW)-L/240- .3, INCHES D(ACT)-(5*W*L4*12)/(384*1.6*10^6*I)- 2.08554025~-Oid INCHES _'_-'MUSt 4X8 (S-33.98 A-27,19, A REQ'D 3V/2* 95 *1,25m, 7*95789 74 SQ IN << OK RB-~-3 4, SIMPLE BEAM- UNIFORM LOAD Ili fill '0 ;o I ti PLF Lik+H OF SPAN: 7 TRIBurARY WIDTH- 8.5 FT TL-DLkL- 35 PSF W - 8.5 35 297.~ V-R4i*L/2- 104i.25 ~O'U"N'D'S -M-40L~L~i2/8- A866.25 INCH PO'UN'DS, S4i/ i450 *1.25- i8.8502155 IN CUBED D(ALLOW)-t./240- .35 INCHES D(ACT)-(5*W*L4*12)/(384*1.6*iO-6*I)- 5'.47360447E-04 'INCHES A,-~:- --USEAX8 (S-33..98 A-27.19) A REQT - 3V/2* 95 *1.25- 13.1526316 SQ IN << OK !1B-41 pit,q, BEAM- UNIFORM LOAD ~IMPLE tA", I . I i ~ MrARY WIDTH- 7.5 FT TL-DL~LL- 35 PSF I LENGTH OF SPAN: 15 TR W - 7.5 35 262.5 PLF V-R-W*L/2- 1968.75 ilOWDS M-W*L*L4112/8-88~93.75,,INCH ~OUUNDS SMM/ 1450 'ii.25- 76.3739224 IN CUBED: Pl(~)-L/240- .75 INCHES ,D(ACT)-(5*W*L4*12)/(384*1.6*10^6*I)- 2.824706iE-03, INCHES momumassommissomMUSE 4X12 '(S;-79.90 AM41.69) A REQ'D -,3V/2* 95 *i.25- 24.8684211 SQ IN <<:OK A : . .1 61: ~ i . - I I I # *. 1 .1 1 . RB-5 SiMI'PILE Bk ElAki- CONCENTRATED LOAD AT ANY POINT 0- 1969 -POUNDS L-. 6- FEET AM 2. 5 FEET 5 k~T vi-R'1-PiB/L- 1148.58333 POUNDS V2-R2-PA/L,- 820.416667 POUNDS. R,~-PAB/L~- 34457.5 INCH ~OUNDS S-W 1450 *1.25- ~9.7047414 IN CUBED D 1, (ALL0.W)-!L/240- .3 INCHES. D(ACT)-(5*W*t4*12)/(384*1.6*10-6*I)- 3.25907044E,-04 INCHES (S-33. 98 A-27.19) A REQ'D - 3V/2* 95 *1'.25- 14.50847211 SQ IN << OK RB-6 SIMPLE BEAM- UNIFORM LOAD SIMPLE B EAM- CONCENTRATED UNIFROM,IDADS AM' 1 FEET: B- 10 FEET-. P- 2520 POUNDS: +L'-bL+LL- 35 PSF: W- 6 35 21'0 P'L'F' V1-R.1i-P"B'/Li4WL/2- j'445.§0909 POUNDS V2mR2i-pA/L+WL/2- .2529.54546. POUNDS M-,(PAB*12/L)-~(WL^2*1.5)- i38600 38115 - 176715 114 LBS SMMI 1450 *1.25- 15.2.340517 IN CUBED id*i.6*~10-6*I)- 5.58099089E-04 INCHES b(Au,CW)-L/24'0- .55 INCHES' 38 MUSE *4X16 (S-145.15 AM56.19) A REQ'D 3V/2* 95 *1.25- 28.9377991 SQ IN << OK' RB-7 CANTILEVER BEAM-CONCENTRATED LOAD,AT FREE END t NT P A -ILEVER 3* FEETLOAD 3446 POUNDS - V-R-iP- 3446 POUNDS M-PL- M056 INCH-POUNDS S-M/ .1450 ~1.25- 106.944828 IN CUBED . - - . - I .. It- I I , % .. D(ALL0W)'-.L/240-! .15 INCHES _(A'C-Ti-PL^j~3EI- 3 129'6082E--0A1 ThTrtWcZ -. k USE 4X14 (5-110.11 A-48.94) A REQ'D 3V/2* 95 *1.25- 43.5284211 SQ IN << OK SIMPLE BEAM- LOAD INCREASING UNIFORMLY TO CENTER RB-8 W (TOTA_~_y - 2625 POUNDS'' *LENGT-H_0F SPAN' Lw~ 12.5 FEET V-P~4/2- 1312.5-POUNDS M-WL*12/6-.65625 iNCH'POUNDS PO' UNDS S-~V 1450 *1.-25- 56.5732759 IN C UB ED D(ALLOW)-L/240- .625 INCHES D(ACT)-WL-3/60EI- 1.16243523E-04 -USE 4X12 ~(S-79.90. A-41.69) A REWD - 3V/2* 95 *.1.25- i6.5789474 SQ IN << OK RB-9 CANTILEVER BEAM-CONCENTRATED LOAD-AT FDEE EKm- CANTILEVER - 4. TLOA '~416 POUNDS FEE D P V-~-P- 2416 POUNDS ''A-PL--130464 INCH PO1UNDS` S-M 1450 *1.25- 112.468965 IN CUBED D(XLL0W)m1It./240--.'225 ''INCHES D(ACT)-PL.3/3EI- 7.40534686E-04 INCHES 4X14 (S-110.11 : A-48 94) A'REQ,D - 3V/ 2~ 95 *1.25- 30.51789-47'SQ IN << OK RB-10 SIMPLE BEAM-CONCENTRATED LOAD AT ANY POINT P-,.2048 POUNDS 6.' "FEET'' 4'. 5 FEET B-i ''14.5 FEET Vl-~Rj-pp/L- 512 POUNDS V2-R2-PA/L- 1536 POUNDS M-PAB/L- 27648 -INCH POUNDS S-f4/ M50 *1.25- 23.8344828 IN CUBED -1;/240- -6*1 P(ALLOW) 3 INCHES D(ACT)-(5*W*L4*12)/(384*1.6*10 3.38983051E-04 INCHES ~A- !-USE.4X8 (S-33;V98 hm-27.19)' A REb!D'-'~y/2* 95 *1.25- 1 §.4021053 SQ IN <<~OK' SIMPLE BEAM- LOAD'INCREASING UNIFORMLY TO CENTER RB-11 W,(TOTA~) 2380 POUNDS , LENGTH OF SPAN Lm, 17 FEET Vi-R 2-~ 1190 POUNDS M-WL*12/6- 80920 INCH POUNDS POUNDS S--M/ 1450 *1.25- 69.7586207 IN CUBED D(ALLOW)wL/240-' .85 INCHES D(ACT)-d~L_3/60EI- -2.6511429E-04 =arm-==wvm,USE 4X12 (S-79.90 -4 3V/2* 95 ~11'.25-; 15 0315789'SQ IN << OK A 1.69) A REQ'D D FJ-4 CANTILEVER BEAM- UNIFORM LOAD RJ-1 CANTILEVER BEAM- UNIFORM LOAD i4- '47 POUNDS'/FO'OT''CA'NT-''7'' FE~T- MW' '1.912069 IN CUBED rj---t-329 POUNDS L7 2/2- 13818 INCH POUNDS S-M/ 1450 *1'.25- 1 D(AI.;Xy)-L/240-'".35 ''INCHES D (ACT')'-W.-L- 3/1 1 5EI- I I .851812-75E-03 INCHES wmilaw wo C!..Ir- II 11I 'A n 1 9 1 .16 - - w - 1:7) ti fNZ%2 LIJ on Jy/ 2 9b -1. 41bog 4. 155 78948 SQ IN << OK SIMPLE BEAM- UNIFORM LOAD 7RIBUrARY W ' IDTH- 8 FIT TL-DL+LL- 55 PSF W 8 55 440 PLF' LENGTH OF-SPAN: 11 V-R-~Q*L/2-~2420 POUNDS M'-W*'L*L*12/8-'79860 INCH POUNDS 1450 *1.25- 68.8448276 I~ CURED P(ALL(W)-L/240- .55 INCHES A:B-1 SIMPLE BEAM- UNIFORM. LOAD TRi6urARYwIDTH- 8 FT TL-DL+LL- 55, PSF W 8 55 440 PLF I I I . LENGTH OF S PAN;.- 11 .gp,.,WL/.2- 2420, PO M-W*L*L*12/8- 79860 INCH POUNDS S-MI, 1450 - 55.0758621 IN CUBED' V. UNDIS P.(ALLOW) --L/240- .~5"'INCHES " i'D(ACT)-(5*W*L4*12)/(384*1.6*10^6*I)!--2.'12897865E-03 INCHES ;~ I "I ~, ' ' '' ** '' ' I ' ' 1 1 1 1 . I V I --USE 4X10 IS-*54.53 A-34.44) A --REQ,D - 3V/2* 95 ~11.25- 30.5684211 SQ TN << OK FB-2 'SIMPLE BEAM" CONCENTRATED LOAD AT ANY P0INT-- - P000, 2420 POUNDS .09 16. 5 FEET 7. 5 FEET B- 9. FEET .vl-Rl-,PB/L- 1320 POUNDS V2-,R2=PA ,~Lw 1100 POUNDS'. ,-?4-0M/Lm 118800 INCH POUNDS S--Ml 00 -'69.8823529 IN CUBED D(A=W)=L/240-- .'625" 'IN`6HEI~ D(ACT)-(5*W*L4*12)/(384*1.6*10-6*I)- 2.31072303E-03 INCHES maUSE 4X12 (S-79.90 A-41.69) A REQ'D m 3V/2* 95 *1.25- 16.6736842 SQ IN << OK 00' DZ50BE UNIFORM LOAD IWARY WIDTS w T TLmDL+LL-c' 55 PSF w - 11 55 m 605 'PLF LENGTH OF SPAN: 11 H F V~,R-W*L/2- 3327.5 POUNDS M-W*L*L*12/8- 109807.5 INCH POUNDS , SwM/ 1450 an 75.7293104 IN CUBED D (ALLOW) mL/240- .55 INCHES D(ACT)-k(5*W*L4*12)/(384*1.6*10-6*I)-c 1.88281135t-03 INC i s HES -'4. 1 Lw _n -~JSE 4X12 (S-79.90 A-41.69) A REQ'D 3V/2* 951*1.25- 42.031579,SQ IN << OK FB-4 - SIMPLE BEAM- CONCENTRATED + UNIFRCM LOADS L- 25 FEET: Asoo, 16.5 FEET: B- 8'.5 FEET: P- 15 46 POUNDS: lWw 4 FT: Tr.,u.cDL+LLm 55 PSF: W- 4 55 220 PLF Vl-RI-PB/L4W]4/2- 3275.64 POUNDS V2-R2-PA/L4WL/2- 2997.36 POUNDS M-(PAB*12/L)+(Wl:2*1.5)" 109508.333 + 206250 315758.334 IN LB'S S-M/ 1800 soo! 175.421296 IN CUBED -6*1) 1 . .11 b(AgXy)-L/240 -1.25 INCHES D(ACT)-(5*W*L4*12)/(384*1.6*10 ~89 85E-03 INCHES ~.~~-USE 5-1/8XI5 GL LAM (S-192.2 A-'76 I . - - - I I !. 1 5) A REQ'D 3V/2* 165 3.82283637 SQ IN << OK pos ,p 1, 1, 1 .,n. 4 ,~ I ~ , 1, 1 01, 1 . i I t ; - 111 .1. FB-5 SIMPLE BEAM- UNIFORM LOAD IRIBUrARY WIDTH- 7 FT TL-DL+LL- 55 PSF W - 7 * 55 - 3R5 PLF LENGTH OF SPAN: 26 V-R-W*L/2' 5005 POUNDS. M-W*L*L*12/8- 390390 INCH POUNDS S-IM/ ILQ~L.- 216.883334 IN CUBED p(ALLOW)-L/-240- 1.3 INCHES D(ACT)-(5*W*L4*12)/(384'*1.6*10^6*I)- 8.95555_5iZ04F-03 INCHE'S --USE 5--~ . 18XJ6-11~ G~ LAM (S-232.5 A-84.6). A FFQ'D 3V/2* 165,*,i,,25~'36.4 SQ-k~ << OK Q~ Aw Si UNTF& MAD TL-DL+LL- 55 W'- 55 TRIB.UrARY WIDTH- 9 PSF S~/4: ,, 9 - -4~LF _9LENGTH OF SPAN: 12 V~-R-41*L/2-iIt 2970 M-WL*L*12/8- 106920 INCH POUNDS 450 3.737931 IN CUBED vi 3., D(ALLOW)-L/240- .6 INCHES 6(ACT)-(5*W-kL4*.12)/(384*1 6*10.-:6*1 2.~ 6iiFl`96E-03 INCHES -USE'4Xl2 (S-' A-41.69) A REQ'D - 3V/2* - 95** -6F" 79.90 ..25- 37.5157895 SQ IN << 'SIMPLE BEAM-- UNIFCRM LOAD TRIBUrARY WIDTH- 17 FT TL-DL+LL- 55 PSF W - -17 935 P LENGTH OF SPANr: 161 V`;-R-Q*L/2- 7480 POUNDS -M-W*L*L*12/8- 359040 INCH POUNDS Z 0 1 . N CUBED I ~ Ssoom D(ALL0W)-L/240ii .8 INCHES ~5*W*L4*12)/(384*1.6*10-6~i)- 51 9 3 T ,- A -1 E 5-;4/8X15 GL LAM (S-1 2 2 A REQ'D 3V/2*,95 10 o I I 1 5 SQ I OK of I N << FJ-1 CANTILEVER BEAM- UNIFORM Ww 73 POLZWFUOT CANT- 7 FEET V-R-WL- 511 POUNDS M-WI:2/2- 21462 INCH POUNDS S-M/ 1450 14.'8013793 IN CUBED D(ALLOW)-L/240- .35 INCHES D(ACT)-WI:3/15EI- 1.41531815E-03 INCHES 2X10 .(S-24.44 A-15.44) A REQ'D 'me 3V/2* 95'*1.25- 6.45473684 SQ IN << OK FJ-2 CANTILEVER BEAM-CONCENTRATED LOAD AT FREE END so;.* CANTILEVER-- 7' FEETLQkD - P 1260 POUNDS V-R-P- 1260 POUNDS M-PL- 105840 INCH POUNDS SoomeMl 1450 - 72.9931035 IN CUBED D(kl,OW)-L/240- .35 'INCHES D(ACT)-PL^3/3EI- 2.35171844E-03-INCHES ---USE 4X12 (S-79.90 A-41.159)' A'REQ'D - 3V/2*'95 *1.25- 15.9157895 SQ IN << OK FOOTING Dk~'IGN" RB-1 2 STORIES) SOIL UNCL SOIL BEARING-VALUE. 1000 P/SF'~tbAD 2520 POUNDS APPROX WT Moll, 250 AREA REQ'D 2520 250 )/.1000 - 2..77 SQ FT B-SQR( 2.77 1.6643317 m—USE -18~IN DEEP X 1.6643317 FT SQ FOOTING till .."r FOOTING DESIGN— RB-7/FB-2 3 STORIES) SOIL iJNCL~ SOIL'BEARING VALUE 1000 P/SF LOAD 5726 POUNDS APPROX WT Fire. 550 AREA REQ'D 5726~t 550 '1006' - 6.276 SQ FT -B-SQR( 6.276 2.5051946 TSE 24 IN DEEP X 2.5051946 FIT PQ FOOTING FOOTING DESIGN— FB_2 3 STORIES) SOIL UNCL SOIL BEARING VALUE 10 00 P/SF LOAD 1326 POUNDS . 1, 1 1 APPROX WT FTG,- 150 AREA REQ'D -( 1320 t 150 )/ ~000- 1.47 SQ FT B-SQR( 1.47 1.21243557 mw-~—USE 24 IN DEEP X 1. 21243557 FT SQ FOOTING 0 111 fill FOOTING DE . SIGb!— FP-4 ( 3 STORIES) SOIL UNCL SOIL BEARING VALUE 1000 P/SF MAD 3276 POUNDS XPPROX WT FTG- 350 A~ . E~ REQ!D 32 76 + 350 1000 - 3.626 SQ FIII' P-SQR( 3.626 1.904 2058 7 =—wc=,s--USE 24 IN DEEP X 1.90420587 FT SQ FOOTING FOOTING DESIGN— F13-5 ( 3 STORIES) $M UNCL SOIL BEARING VALUE 1000 PISF LOAD 5005 POUNDS APPROX WT FT0- 500 AREA REQ'D 5005 t 500 )/ 1000 - 5.505 SQ FT B-SQR( .5.505 2.34627364 USE 24 IN DEEP X 2.34627364 FT SQ FOOTING FOOTING DESIGN— RB-10/FB-6 ( 3 STORIES) SOIL UNCL SOIL BEARING VALUE 1000 PISF LOAD 7476 POUNDS APPROX WT FTG-, 750 ~!,'AREA REQID.-( 7476,t 750 1000 - 8.226 SQ FT B-SQR( 8.226 2.86810042 1mwmvvwmmwi==4USE 24 IN, DEEP X 2.86810042 FT SQ Fo OTING vk FOO!TiN~ DES iGN— FB-7 2 STORIES) SOIL-UNCL SOIL BEARING VALUE 1000 P/SF LOAD 7490 POUNDS APPROX WIT FTG- 750 ,,!:kEA f1EQ'D t 750 )/ 1000 - 8.23 SQ,FT B-SQR.( 8.23 )-;2.1 86879766. ;~17480 It 1 10 8 IN DEEP X 2.86879766 FT SQ FOOTING FOMNG DESIGN— FB-7/HDR 2 STORIES) SOIL UNCL SOIL BEARING VALUE 1000 P/SF LOAD - 11220 POUNDS APPROX WT MY- 1200 A~EA RiQD. -('11'220-t-'1200 1000 - 12.42 SQ FT B-SQR 12.42 3.512420204 —r--!--USE 18 IN DEEP X 3.52420204 FT SQ FOOTING FB-2 .8IMPti-B7E,AM_ CONCENTRATED LOAD-AT ANY POINT i);a;.:'~420: 'POUNDS' 1 ; _5 FEET 70 16.- FEET '3"~O POUNDS V2-R2-PA/L- VI-RI-MYL- -.1 1100 POUNDS M-PAB/Lm 118800 INCH- POUNDS - Saa`M/ 1'700...- 69.8823529 IN CUBED b(AiwWp.L/24oIM -.825' INCHES, D (ACT) 12)/~jk*'*1.'~~ 10-6*1)-; 2.-31072303E-03 iNCHiES 5 L4*' Pam-USE 4X.12 (S-79-.90 -A"41.69) ' A'REQ'D - 3V/2* 95 *1*. 25- 16.6736842 SQ IN << Ok F 3' Ak~ EAM". UNIFORM LOAD 81 P TRIBUTARYWIDTHoa, 11 YT .-T1,*DLkLi_ S5 iISO a. 605 PLF LENdrff OF"SPAN: 11 w V-R-W*L/2- 3327.5 ,_40UNDS, MPOL*LOr 172/8- .10-98-07.5 INCH POUNDS S44/ 1450 75.7293104 IN CUBED ^6*1)- i~882871135E-03- INCHES D (ALLOW) -L/240iic,.. 55 INCHES . ,,D(ACT)-(5*W*L4,kl2)/(~384*1.6*10 4USE, 4X12 "'(S-*79.90 A-41.'69) A~REQID 3V/2* ~95-*1.'25--~4'2.`031579 §Q IN << OK' 40- ,,-SIMPLE~BEAM- CONCENTRATED ,+-UNIFROM LOADS Ps INS e L- 25 FEET i' AiaI !, 16.5 FEET: B- 8.5 FEET: P- 1546 POUNDS. 4 FT.; TL'-D'L+LL- 55- F. WQ 4 55 220 P :vi-RI-PB/L4WiV,2!-~',,3'275.64- POUNDS -- V2-R2-iPAA,~k/2-;k- 2997.36 POUNDS M-t~~*i2/L)-~(WLe~2*1.'5)--.'1'09508. . 333-+ 206250 315758.334 IN LBS s4v.l~dO 1175.421296 IN CUBED D(ALLOW)--L/240- i. 25' INCHES D(ACT)-(5*W*L4*12)/-(394*i.~*iO-6*I').--~ 7.4589585E-01 , INCHES 1 ~xdUSE, 5-1/8X-15 GL LAM (S-192. 2 A-76...9) A'. REQ'D 3V/2* 165-'-.ft.'25- 3.82283637 SQ IN << OK SIMPLE BEAM-; U.NIFORM,LOAD. PLF LENGTH OF SPAN: 26 TRIBLYrARY WIDTH-0,!7 * 'FT TL-DL+LL- 55 PSF W,-.,. 7 '55 , V-R4e,L/2i-~ 5005~-`POUNDS M-W*L*L*12/8,x .390390 INCH POUNDS S,~M/ J800 216.883334 IN CUBED D(ALLOW)-L/240- 1.3 INCHES INCHES --USE 5;41/8X16-;-1/2 GL.LAM (S-232.5 A-84.6) A REQ'D, -i 3V/2* .165 *1.25- 36.4 SQ IN <<10K FB-6 .~-,:IZIMPLE BEAM--; UNIFORM LOAD TRIBLTARY%.`WID`rHiI% 9 'E.T TL-DL~Ibi- 55 PSF' W,- 9 55' 495 PLF LENGTH OF SPAN: 12 lki2/~ V-R-W*~-~,2- '2910- POUNDS k-W*L*L' iO69210' INCH POUNDS - S-M1_- 1450,-73. 737931 IN CUBED IRS b (ALLOW)' 240- .6 ., INCHES D (ACT) --(5*W*L4*12) /-(-384 1,:6*iO^6'I) 2.i817796t-03 INCHES I I waii-USE - 4X12' (S-679. 90 .A-41.69) A REQ'D -.3V/2* 95 *li,125- 37,i5l57895 SQ IN << OK FB-7 UNIFORM iOhb SIMPLEPEAM -WID I I " . . -1- 47 935 PLF LENGTH OF SPANi 16 TRIBLTrARY~ TH,6x. 17 FT' TL-Db~LL- 55 Pg~ 1 W 5 V-RwW*L/,26c 7480 POUNDS -M-W*L*L*12/8- .359040 INCH POUNDS S-M/_1700 211.2 IN CUBED D(ALLOW)-L/240- ..8, INCHES D(ACT)-i(5*W*L4*112)/(384*1.6*10^6*I),- 4.1515-1935E-03 INCHES -we"MUSE 5-1/8X15 GL LAM (S-192.2 A-76.9) iA REQ1D 3V/2* 95 *1.25- 9.4.-4842105 SQ IN << OK FJ-1 CANTILEVER -BEAM UNIFORM LOAD W- 73 POUNDS/FOOT C ANT- 7 -`FEET V-A-WL- 51i POUNDS MiWL`2/2- 21462 INCH POUNDS S-M/ 1450 14a-8013793 IN CUBED D(ALLOW)-L/240- ~35 INCHES- D,(ACT)a-WL`!3/15EI- 1.41531815E-03 INCHES o. III E. 2.XIO.' (S=24.'44 A-15.44) A REQ'D 3V/2* 95 *1.25- 61.45473684 SQ IN << OK FJ-2 CANTILEVER.BEAM-~CONCENTRATED LOAD AT FREE END CANTILEVER -7.,FEETLOAD P - '1260:1 POUNDS V-R-P-"1260 POUNDS~'~' M-4PI,,*.1058~40 INCH POUNDS SaaM/ 1450 -!,72.9931035,IN CUBED b(A-LLOW')-L/240- .35-. INCHES .D(A;CT)-PL-3/3Ei- 2.3517-1844E-03 INCHES S 11 9 90 A-4.1.69i A REQ'D k-3V/2* ~5 *1.25-.15-9157895 S'Q-N << OK i-USE AX12 =7 FO ING AV% STORIES) SOIL,. ' UNCIL SOIL-BEARING VALUE 1000 P/SF LOAD 2520 APPAOX W'T 017G- 250 AREA i0t~l [ 2 820 -~-250')~ idoo .1 2177 SQ.kt',~B-SQR~ 2.'771)- 1.6643317 't E, 18, -IN DEEP X --1. 6643317 FT SQ,FOOTING S IGN- - RB-;-7 TORIES) FOOTING DE SOIL' WdL SOIL BEARING VALUE 1000 P/SF LOAD 5726 POUNDS APPROX WT FTG- 550 AREA-REQ D~ Iai~( '5726 * ~~d`)/ i00i0 6.276'SQFT, BaaiSOR 276".) 2.5051946 USE ~4 IN DEEP X 2.5051946 FT-SQ FOOTING FOOTING. DESIGN-7; STORIES) SOIL ONCL SOIL-BEARING VALUE J000 P/SF LOAD'-i 1320, POUNDS APPROX WT PTGaIi 150 AREA REQ'D aa,~'1020'411,50 8~Q'R'(11.47 1.21243557 Q 24 IN DEEP X 1.21243557 FT-SQ FOOTING r 4t, FOOTTI k q,Gi§,'DEiSIGN"*," FB'~41 'PSTORIES) 4, -L ',SOI T I APPROX W 1~0 Sol 1~iBEAR iiE 1000 P'-/SF LOAD 3 7 OUNDS T FTG- Q D--(,~.13:2-76 W . ~350 1600 *1 3 '626 S0'-FT,. t--8QR.(;3.626~ )-.1.90420587 'i 24 'N i'DEEP, X` 1 904,20587 ft,';8Q FOOTING ~`OOTINGj~ . DESIb~-:~tM--51,Y(-3i 'STORIES) P C SOIL" BEARING',VALUE, 1000. -LOAD 5005 POUNDS APPAOIX WT. F.TG- 500 - SOIL*' ARM ~WiQOD, B~QR - - 1500~-.~ 500 V 1000 5.505 S C, 5.506-_j-'2.34627364 .__E-24~-:~IN DEEP-:X 2.-34627-364 FT SQ FOOTING FOOTING DESIGN- VB-101/EB-6 3 STORIES)- J,. SOIL,~LNC,-L,.i,,,,S.OIU,,'gPARING ~VALUE '-1000, P/SF LOAD 7476 POUNDS APPROX WT FTG- 7501* Q AREA. REQ D 74;76'+ 750 )/ 1000 i- 8. 2~6 S -Tt -8-SQR(-.8..226.:-)- 2.86810042 "Op"USE 24 IN'DEEP- X'2.86810042* FT SQ'FOOTING FOOTING DESIGN-' FR47,,( -2 STORIES)' SOIL UNCL SOIL BEARING VALUE 1000 P/SF -LOAD 7450 POUNDS APPROX WT FTG- 750 A So?, a `%.1 B Q,R REV,0z!jiiN7~ _l 2 FT -S (~'8.~3. 2 86879766 ii-gi E~ '18',1N ..DEEP- Xk2"86879766 PT-80 FobtiNd. FOOTING -DES IGN- , FB-7/HDR 2 S I TORIES) SOIL, UNC1;- SOIL BEARING-.-VALUE 1000 P)SF LOAD 11220 POUNDS APPROX WT FTC-,. .1200 AREA REQ'D 11220 1200 1600 - 12.4'~'SQ FT B-SQR( 12.42.),-.3.52420204 USE 18.4N DEEP X. 3.52420204 FT SQ FOOTING A DAVID MARMELL ALLEE, ARC9ITECT JEVREMOV RESIDENCE STRUCTURAL cALcUrATioNs VERT±AL LOADS ive, SIMPLE B,E,A-M,- 'LOA'D INCREASING UNIFORMLY TO tEN"TE&_ ~-l W (TOTAL)--~- 5040 POUNDS LENGTH OF.SPAN L- '--~iET V~,,RmW/2133 .2520 POUNDS M-WL*12/6- 252000 INCH POUNDS POUNDS S-+V ibOO ~i.2~- i75 IN CUBED I I, D (ALLOW) AA-iL/240AAA%. 1. 25, -.INCHES - D(ACT)-WC3/60EI- 5.69108159E-04 119116111C1110111111CUSE .5--61/8Xl 5'. GL' rAm (S"192. 2 A-76. 9) A REQ.'D 3V/2* 165 *1..2~5- 18.3272727 SQ IN << OK RB-2_ SIMPLE BEAM--UNIFORM_ LOAD TRIBUrARY WIDTH- 6 FT TL-DL+LL- 35 PSF W - 6 35 .210 PLAF LENGTH OF SPAN: 6 A V-R-W*L/2--it 630 POUNDS -M-WL*L*12/8- 11340 INCH POUNDS S-M/_-1450 *1.25- 9.77586208 IN CUBED D (ALLOW) o-L/240- .3 INCHES. D(ACT)6i(5*WkL4*12)/(384*1.6*10^6*I-)= 2.08554025E-04 INCHES i -USE 4X8 (SAA-13Ai98- A-27.19) A REQD 3V/,2* 95-*11.25 -3".95789474 SQ IN << OK RB-3 SIMPLE BEAM-- UNIFORM,LOAD TRIBurARY WIDTHAAAs 8.5 EAT TL-DL+LL- 35 PSF 8.5 35 - 297.5 PLEA LENGTH OF SPAN: 7 V-RW*L/2- 1041.25 POUNDS- -M=tW*L*L*12/8-,21866.25 -INCH,POUNDS. 1450 *1.25- 18 155 IN CUBED S-vi/ .8502' D(ALLOW)-L/240- .35 - INCHES D(ACT)-('5*W*L4*1-2)/(384*1-.6*10^6*I)- 5.473604478-04 INCHES A IXXN=-USE 4X8 (.S-33.98, -A-27.19) -A REQlD -.3V/2* 95-*1AA;25- 13.1526316 SQ IN << OR RB-4 gikkE IBEAM- UNIFORA U)AD Ai.TRIBUTARY WIDTHAm 7.5 A EAT TLODL-~M- 35 ~ ~SF' - W 7.5 1~ J5_ 262.5 PALF LENGTH OF SPA14: 15 V-R-W*L/2-a -1968.75 P0.U[NDS M-W*L*L*12/8- 88593.75 INCH POUNDS SwM/ 1450.*1.25- 76.3739224 IN CUBED D(ALLOW)-L/240- .75 . INCHES D(ACT)-(5*W*L4*12)/(384*1..6*10-6*I)m 2.82471761E-03 INCHES -USE 4X12 (S-79..90 A-41.69) A-REQlD --3V/2* 95 *1.25- 24.8684211 SQ IN << OK RB-5 Si~PLt B'EAM-- CON'CEJNTRATED: LOAD AT ANY POINT P- 1969 :POUNDS' 'L-- 6 -FEET A-'--2.5 FEET B- 3.5 FEET 'v Vi-R 1-iiPB/Ilki " ii48.5'8333 -.PiOUNDS V2,:isR_21xPA/L- 820.416667 POUNDS I M-PAB/Lm 34457.5 INCH POUNDS S-MA1 1450 *1.25- 29.7047414 IN CUBED All. I !/240m 63 INCHES T -(5*W*L4*12 -6*1)-- 3.25907044E-04 INCHES L D(AQ (i84*1. 6*10 USE AX8 (S-33A;98 A-27.19) A RkO,b -3V/2* 95 *1.25- 14.5084211 SQ IN << OK 'A'i RB--6 SIMPLE _8EAM- UNIFORM LOAD' -6 SIMPLE BtM- CONCENTRATED UNIV LOADS Po 11 FEETi .A- ,I,'FEET~.. B- 10'FEET: P- 252 POUNDSi IW- 6 FT.; AiA~DL+LL- 35 PSF: WAA- 6 li 3~ -240 PLF 2-msPA/L4WL4- Z29._ V: ~OR,1~*PB/L41WL/2- 3445.'90909 POUNDS V-2wR 54546,.PIOUNDS )A Mm r',BS - S6'W 1450 152, 340517 IN CUBED k 138600 + 38.118- - 116115 I:N ;.L/240AAAAc- ' T.-55 -INCHES-- : -'U(Al~T)-x(5*WL4*12,)/(3'84"*1.6*,I'O^C*I)- ~1.1`t 89E-04 INCHES -USE 4XI6 (S=145.-15 A-56.19) -A REQID - 3V/2* 95.*1.25- 28.9317991 SQ IN << OK `7 CANTILEVER.BEAM-CONCENTRATED LOAD AT FREE'END (~ANTI LEVER' 3 FEETL OAD ;Ax , P 1- 3446 POU, NDS A IL, 5 "V-R-Pi- 3446 POUNDS;1-'-M4r;- i240 6 INCH POUNDS S-M/ 1450 *1.25- 106.944828 IN CUBED MP ~I:D(ArLOW)-L/240- ._15 INCHES -(ACT)' L^3/3EI-.3.1296082E-04 INCHES -USE 4XI4 (S-110'. 11 A-48.94)-- A REQ'D - 3V/2* 95 *1.25- .43.5284211 SQ.IN << OK ,N lSIMPLEjBEAM- LOAD~'INCREASING UNIFORMLY TO CENTER RB-8 .,,W,~~(TOTAL) im, M5 POUNDS LENGTh -OF SkN L- 12.5 FEET ~il.4,~V-R-4q/2- -:-1~12.; 5 POUNDS M-WL*12/6- 65625 INCH POUNDS POUNDS S-4vV 1450 *1.25-- 56.5732759 IN CUBED 0,L?,b(ALwW)-'-:L/240- .625 INCHES- D(ACT)-Wr;-3/60EI- 1 16243523E-04 A A --USE 4X12 P~79.90 A-41.69)_.:'AREQ'D - 3V/2* 95 *1.25- 16.5789474 SQ IN << OK A_ A A j"N'Rb-9 '-CAkILEVER BEAM-CONCENTRATE'D LICAD'' AT' FiRiEE END VPO- ij-46i c,~O ti !;VAnQ*PAm"`424l6 UNDS t,M- 0 INCH POUNDS S~-! r45O *1.25 t ~450:' - 112.7468965 IN CUBED -G t~~ b (A&) -PL^ 3/3EI- 7. D5M686t-04 INCHES 240mi~-0'225,~~,*,,-INCHES lllg~USE 4X14 (S-110.11 A-48.94) A REQID 3V/2* 95 *1.25- 30.5178947 SQ IN <<.OK ILIA A A t; iRB"10 Simou~B-EAM- CONCEWARATiWL16AD AT I& POINT '5 FEET IP- 2048- POUNDS 1-444~,Liiti 6 FEET 4.5 FEET Bi- Vl-RlAAxPB/b- 512 POU-NDS' V-241 2-PA/r',-k *15 3 6' P OU-N_ D S' ,M-PAB/LotAx 27648.INCH POUNDS S-W 145'0 *-.1.25 23.9344828 114 CUBED I T - - - I I . it D(ALLOW)-L/240- .3 INCHES D(~CT)-(5*WkL4*12)/(384*1.6*iO-~6~ii- 3.389,83051E-0'4~, INCHES, '' _- I A -, .. D ax '4021053 SQ IN <<' 1q, -:($631~' `- A-27.19)' A'REQ'i 9 OR' --~USE 4X8--, .98. 5- 1 TO CENTER' Ab-;4I . - I ,1 1", W (TOTAL) 1~q;,23M POUND'S _'~,iLENGTH OF SPAN~ L- 17 " FEET' .. ; . , A . A jymRwlW/2-ic , 1156: ~80920 INCH POUNDS.POMSMS 1450--*1.25-.69.7586207 IN CUBED ,'P(ArZ.0W)-i-t/240- .85J~NdHES - D(ACT),A-WL^3/6bEI-* 2.6511429E-04 90 A-41. 6 0315789 SQ, "IN" << OR'' SE 4Xl2,-A(b6V' A ktovb --.,.*,2 - 55 1 Fj"l t 4 CA14TIEWEli UNIFORM LOAD ~tbk( CANTILF-VEll Bvlkm-~ RJ-1 -,Aj ( ' ITMTPrMM TQAT) ~`Wki, POUNDS/F00T P C-ANT--- 7! - FEET - tO T,,,ywRm4qrja 329 POUNDS, i., M-AWI~7,2/2- 13818 1 INC ff POUNDS11, S-~- -:,4114,50' -*1 25- 11.912069 IN CUBED D(ALLOW)-L/240,;- .35 I14CHE8 -D(ACT)wr:3/15Ef"; 1.85'181275'E-03 INCHES nomps"amummmUbE 2'X81 23 A-12.15) -A'R9Q 95 *1 ", 2~-4A5518948 SQ IN << OK 4, :j K& Aiji,SIMPLE~BEAM--~ UNIFORM LOND 14. I A A # ls. 6. 1 TRIgilMKY ',WE6 H- 8,J FIT4; I wl = mI - TLwDL+LLii- 55' PSI~ 55 440 PLF LENGTH i5i, S~ M-WL*L*12/8- 79860 INCH POUNDS S-"l 1450 *1.25- 68.8448216 IN CUBED so D (ALLOW)"E/24d" ~_q INCHES V., 4 1, - I ,, , - 0 0 " + i4,t BEAM 1 A i tf,j 1, tf U NIFORM LOAD _,,~,SQ",hSIMPLE` TRIBUrARY Wwrtf- 8 FT I TL-DL+LL-k *,, 5 5 PSF, W i6 8 55 44 PLF LENGTH-OF SPAN: 11 V-R 420~ -POUNDS -INCH P-'OUlJNXSt- S-m/ 55.0758621 IN CUBED 55' "INCHES (384*1.;6*.i6*`6#l)- 2.42897865E-03 INCHES 0 (S-54.53- A-34. 44) A 5684211 SQ IN << OK REQ'D _3V/2 95 1. 256~ 30, , 41~,5 DAVID MARIMELL ALLEE, ARCHITECT JEVREMOV RESIDENCE LATERAL ANALYSIS (SEE ATTACHED DIAGRAM FOR PANEL LOCATIONS)* NORTH-SOUTH'LOADS UPPER FLOOR WIND LOAD AVERAGE HEIGHT- 12 WL- (H 15 PSF) 180 PLF LATERAL LOADS SEISMIC ZONE 4 1A ft.Alrl~ AVERAGE BIM DEPTH-,28 NUMBER OF,WALT.6* UMBER OF FLOORS- ..ROOF D. 15 PSF - 420 WAllSi'9 * N 75 PSF 540 FLOOR:D N 15 PSF SEISMIC F: .187*TOTAL LQM>- 179.52 PLF >~>>>~>> WIND GOVERNS <<<<<<<< EAST-WEST. LOAM UPPER FLOOR ;WIND lr~OADI AVERAGE HEIGH'N 12 WL- (H 15. PSF). 180 PLP MVA~E§AL LOADS t SEISMIC ZONEA AVERAGE BLDG DEFrH- 33. NUMBER OF WALLS- 2 NUMBER OF FLOORS-, 0 *-15 ROOF: D PSF - 495 WALIS':H *. N 15 PSF 360' FLOOR: D 15 PSF 0 SEISMIC F: .187*TOTAL LOAD- 159.885 PLF >>>>>>>>..WIND GOVERNS <<<<<<<< NORTH~-SOUTH LOADS LOWER FLOOR WIND LOAD AVE9kt'HEIGHfl'- 12 W1.0 (H 15 PSF) 180 PLF ICADSi" SEISMIC, ZONE 4 AVERAGElBiD_G DgP'rH- 26 NUMBER'OF WALLS- ROOF 1~' PSF 390 WALLS;.H * N 15 3 NUMBER OF FLOORS-' PSF 540 FLOOR:D N 0 15 PSF 0 --iSEISMIC .187 TOTAL LOAD- '1730' - 91 FtF >> >>>>>-WIND GOVERNS All <<<<<<<< AQ YORTH~SOUTH LOADS l(WER FLOOR WIND -LOAD 'AVERAGE HEIGHT-.- i4 Wb- (it `15 PSF)' 216 PjLF IIATEPAL'LOADS: SEISMIC ZONE 4 AVERAGE BLDG DEPTH- 37, NUMBER OF WALLS- 3.5 NUMBER OF FLOORS- 0 45 ROOF: D.* 15 PSF - 555 WALIS.-H,* N 15 PSF - 7,35 'FLOOR:D, N 15 PSF : 0 Id F 197*TOTAL LOAD- 241.23 PLF SEISMIC. GOVERNS <<<<<<<< NORTH-SouTH LOADS LCWER - FLOOR WIND U)AD AV—MAGE 'HEIGHT- 22 WL- 15 PSF) 330 PLF LAT~M~ jp~DIS SEISMIC ZONE 4 J"~ AVERAGE BLDG jPtl-i- 8 3' NUMB E R 0 F W'ALLS'ti -NUMBER OF FLOORS'- .5'' SEISMIC F: 187*TOTAL LQM>- 596.0625 PrY -.'ROOF: D 15 PSF --m 1245 WAL ES : H * N *'15 PSP 1320 FLOOR: D N 15 PSF 622.5" stismiciGOVE'RNS <<<<<<<< EAST-~' i~S OADS','"ER FLOOR -W ;L Wi~b' ibAb AVERAGE HEIGHI%i, 14 WL-,(H 2iO PLF LATERA L LOADS: SEISMIC ZONE 4 11 t-Y VERAGE B~DG DEPTH- 40 NUMBER OF WALLS- NUM99R OF FLOORS~ 0 R OOF.- D 15- PSF 600 WALLS: H *, N 15 PSF 1050 FLOOR:D N 15 PSF 0 SEISMIC Ft' 167,~TotAL LQM>w 308. 55 PLF - >,>>~->>>> SEISMIC GOVERNS <<<<<~<< tAbt-WEST LOADIS LCWER FLOO~ ,YR WIN~'b,'LOAD' AVERAGE HEIGHT- 14 WL- (H 15 PSF) 210 PLF LATERAL-LOADS:'SEISMIC ZONE 4 AVERAGE BU)G DEPTH - 58 NUMBER OF WALLS- 5 NUMBER OF FLOORS- 1~q0f:-.D., ' *'15 PSF - 870 - WALLS: H *; 14 15-PSF 1050 FLOOR: 1) N 15 PSF SEISMIC F 1671~!%YiAL LOAD-m 355.04 PLF >>~>?>>>.89iSMIC GOVERNS <<<<<<<< EAST-WEST LOADS LCWER FLOOR ~11 p I IV - 1 0 POP xi pi MV AVERAGE HEIGHT- 22 Wri- (H 15 PSF) 330 PLF LATERAL LOAM: SEISMIC ZONE AVERAGE BLDG DEPTH- 26 NUMBER OF WALLS- 2.5 NUMBER OF FLOORS-, 1 R(jOF:' D * 15 PSF = 390 WALLS:H * N *,15 PSF - 825 -FLOOR:D, * N * 15 PSP 390 8E'I,,S-M-'iC F: .187*,T'0T-AL LOAD- 300.*135 PLF >>>>>>>> WIND GOVERNS'<<<<<<<< -NORTH-!-SOUTH MADS-UPPER FLOOR FOR SHEAR PANELS USE PANEL F - V 6 180 X 20 /2)/ 5. :0, of 8 V 7 180 X 21 /2)/ 5.5 v 9 180'k 11 /2)/ 16 3/8 STRUCT'.,II-CD PLY.NAILED AS FOLtADWS*****.*** PLF EDGE NAIL WITH 8D AT: 360 —4 INCHES O.C. '344 'INCHES O.C. 62 —1/21N DRYWALL W/ 5D COOLER NAILS @ 71N.O.C. EAS T4EST LOADS UPPER FLOOR FM SHEAR'PANELS USE 3/8 STRUCT. I I-CD PLY NAILED AS FOLLOWS******** Vo~,4,; .18 X"! P F L EDGE NAIL WITH 8D AT: /2)-/- 15 "NAILS 1/21N DPYWALL W/ 5D COOLER E -df 8 160 'X (--27? /2)/ 29 04. -i/21N DRYWALL W/ 5D COOLER NAILS E V i8O X.'( 27 /2)/ 22 - 110 —1/21N DRYWALL W/5D COOLER NAILS E 18d X 10 /2)/'27 - 33 —1/21N DRYWALL W1 5D COOLER NAILS C, NORTH-SOUTH LOAD~ LOWER FLOOR T 1,791 -'MI* iA I VA - 71N.O,C~ 71N. 0. C. FCR SHEAR PANELS USE 3/8 STRUCT. II-CD PLY NAILED AS FOLLCWS******** PANEL F' PLF EDGE NAIL WITH 8D AT: V, -1 -.210 X,( 15 /2)/ 27. - 58 _-1/21N DRYWALL W1 5D COO I LER NAI I IS @ 71N . O.C. V'4 -210 X 21 /2)/ 15 - 147 —1/21N DRYWALL W/ BrocKED EDGES & 5D @ 4imbx. ~10 X 12 /2)/ 32 39 —1/21N DRYWALL W/ 5D COOLER NAILS @ 71N.-O.C. V '.2110 X 18 /2)/ 8 236 —6 INCHES O.0 v 5, 596 X ( 16 /2)/ 29 164 —5/81N DRYWALL W/ BLOCKED EDGES & 6D @ 4' IN..O.C. V 7t ~,~6 x ( 18 /2)/ 7 - 766 —1/21N PLY W/10D @' 2 IN. O.C. W 1X EDGE STUDS. 596 X ( 19 /2)/ 8 - 108 1/21N PLY'W/10D @ 2 IN. O.C. W 3X -596 X (-4 /2)/ 14 85 --1/21N DRYWALL W 5D COOLER NAILS @ 71N.O.C. 596 X 42 /2)/ 25 501 --2-1/2 INCHES O.0 180 X 18 /2)/ 12 i35 --1/21N DRYWALL W/ BLOCKED EDGES & 5D @ 4IN.O.C. EAST-.-WEST MNDS LOWER FLOOR FOA,SHEAR PANELS USE 3/8 STRUCT. II-CD PLY OLLOWS"~V****~r NAILED AS F 0ANkL F PLF EDGE NAIL WITH 8D AT: t V 309 X ~ 19 /2)/ iO - 254 —4 INCHES O.C. 8 VJ 309 X-(-17 /2)/'13 - 202 -6 INCHES O.0 V,A, 30Y X 't 17 /2)/ 27 - 57 —1/21N.DRYWALL W/'5D COOLER NAILS @.71 M~:O.Co'. V 5', 330 x ( 24 /2)/ 22 = 180 —6 INCHES O.0 v 6, 1 33G-.-X ( 27 /2)/ 10 -9--446" 1*1!!-2-1/2 INCHES O.0 v 359-k (1, 26 /2)/ 28 —5/811i-DRYWALL W/ BLOCKED EDGES. & 6D @ 4 Mb.-ci V 9 - 359 X (48 /2)/.12- 2619 —4 INCHES O.C. -.359 X'( 8 /2)/ 26 , 55 —1/21N DRYWALL W 5D COOLER NAILS @ 7IN_.b.C. Vi 359 X 13 /2)/ 11 212 6 INCHES O.0 VJ2, 359 X 1:0 /2)/ 5.5 - S26 —4 INCHES O.C. V, 13 359 X 13 /2)/ 5.5 - 424 -1/2 INCHES O.0 JEVA.EMOV- RESIDENCE IAVID MARMELL-ALLEE*01 ARCHITECT. WALL CALCULATIONS: RETAINING BASEMENT-RETAININdzWALL.-WITH.-CCMBINED-LQkD NO- 1. ROOF: LOAD 315 PLF FLOOR LOAD.-, 1210 PLF~ WALL. LOAD - 240 PLF- TOTAL VERTICAL LOAD 1765- PLF' F'C: .20WPSI, F'M:L 25OPSI'-, GRADE'N BLOCK SOIL BEARING:7- S- 20W RETAINED HEIGHT.-- H-10 -WIDTH~ OF BLOCK`., W- 12. LENGTH' CF HEEL'.. L-6 FOOTING DEPTH:- D-24 2.5 FOOTING WIDTH. B P-3Gt/2*H+D^2- 2160 PLF' M--.1283*'2160 10 *11-2 33255036 INJ- Vi-2*P/3-- 1440t. #: REINFCRCEMENT__ MOMENT.- A7 10 FEET.- EFFE)CTIVE'DEPTH.`OF-REINF-.- 9.,5-K-(M/12)/D-2-i,- -30.7067036' ASVi--- 33255'. 36- /(20000*-. 88*D) .198895694, SQ. IN. /LF-'- USE- #6' BAR& AT. 241N. O.C. ASHm(.002*AG)-ASV"- - .0891043062. 'SQ.1N./LF-~- US& #4: A7 241N-..O.C.,, -OF MOMENT. AT. 10 FEET EFFE)CTIV&DEPTH_ :REINF.-i; K-(W12)/D-2= 29ol521894. 'ASV- 33255. 36 (20000*-o 88 *D) .193795804, SQo IN' USE_#6 BARS'AT 241N.O.C. ASH-(.Oa2#AG)+-ASV- - .0942041958 SQ.IN./.LF USE #4 AT. 241N. O.C., FM-33255_36'/12#' 9.75'-. 249..274994----PSP- k7S'-- 33-2-55,36:-/','A937958Q4 19555'.,5556;-:PSI. F-(A) 1765. /12#,,12. -w 12.256944*4-' PSI- F(A)/FA+F(B)/EB-- 12.2569'411/150-~-249.274994 /250 -1.08440015- SOIL PRESSURE,. P-W/B-: 3560- 2-*!;5'-P -1424- PSF' OK < 2000- DAVID MARWEILL ALLEE, ARCHITECT JEVRF140V MASONRY CALCULATIONS li tit: SJ~0,#( ... I, GRADE N. BLK, SOLID GROUTED N ULT COMP STRENGTH 750 AXW~ CdiP- WALLS 150 AXIAL CCMP- COL'S 135 Fi,~XAIAL CCMiP"Nii- 250 SHEAR-6 NO'REINF 25 SHEAR- FLEXURAL 75 SHEAR-,~ WALES , 35 MOD.ELASTICITY E-106OX 750 - 6 i87 RATIO~ N-ES/EM, N- 40 MCD RIGIDITY MR-40OX 750~- 300000 COMP-.FULL BRG -BOND- btFORM BARS U- 100- PILASTER DESIGN @ ROOF HIP 144 4 -b'-f - - -1 TO OILAStig 1,180b BLOCK THICKNESSiO 12 DEPTH OF PILASTER 12 WIDTH OF PILASTER 24 HT CF PILASTER 9.3 TOTAL HEIGHT - 9.3 LOAD ALLCW-.12897 * 4 FOR 9.3 HEIGHT FA(AUCW)- 155 PSI USE2-#5BA~S ASi- 61 LOAD'FOR .305 STEEL 44'64*0 ALLCW"' ~E4 6 m AtMENT DUE TO B EAM EOAl>s PXE- -5900 FT LBS. MQMENT AT MID HEIGHT- 2950 FT LBS .K- 5. 21527,78. J- .98.8152554 kl-ac 5.12152778 NP- .0841~22222"xl (ACTUAL)- 21.3798611 PSI FA(ALLOW)- 155 PSI FB(ACTUAL)- 41.3687278 PSI FB ALLOW) 247.5 PSI 5445.'08435 rPSI FX/FA FY/FB -..415681-62 ih OR, BM WIDTH - 5 REQ'D'BEARING- 11.4130-19 SQ IN'" OLi- Al R 5.5 -2/2- 2kg.37~.-IN LBS- S R'EQ D- 8 375 /20000wi 4 41 , %~***.*.USE .392.778564 X 5.5 X 11.473019 BEARING PLATE JEVREMOV RESIDENCE -DAVID MARIMELL ALLEEi ARCHITECT;-' t 0A 1 04, RETAINING-WALL CALCULATIONS BASIMENT RETAINING WALL-WITH Ca4BINED LOND NO. I R04 LOAD 315 PLF FLMR. LOAD 1320 PLF WALL - LOAb 240 PLF TOTAL VERTICAL LOAD m 1875 PLF F C. 200OPSI FIM: 25OPSI GkAbE kxk SOIL BEARING,:,,, Sx-i 2000 't RETA.INED'HEIGHT: H- 6 I . ~ I - - . ~ I i . I . I I WIDTH OF. _BLOCK: W-,12 I I i . 1 LENGTH OF 'HEEL., Ls~ 6 FOOTING DEPTH t, D- 24 FOOTING WIDTH: B- 2i. 5 -.4 -P-~30 2*H+D 2- 960 PLF M-ol283* 960 -*.6 *12-i -8868.09601 IN.# V-2*0/3-' 640 REINKRCEMENT k014ENT AT '6 FEET EFFECTIVE DEPTH OF REINF.- 9.~ K 12)/D 2- 8.1884543 Asv- 8868.'0960i /t2o'000*.88*D)- .0530388517 SQ. IN./LF J US I i #.5'bARS AT 48IN. O.C. ASH-(..002*AG)-ASV - 0208 SQ.IN./LF USE 4' AT 321N. O.C. JN-~ 8868'. 0960"1 /12* .9.5 - 109.550738 PSI Fs- 8868.09601 08, 8* 9. 5 ~- 129,65. 0526 PSI F(A)- 1875 /12* 12 -a-13.020833'3 PSI F(A)/M4tB)/FB-s 13.0208333 /150+ 109.550738 /250 6530943932 b6IL PRESSURE OK P-W/B-, '3508; 5 2.5 ~-P 1403 4 < 2000 4 JEMUMOV RESIDENCE ZAVIID.,MAR,MELL ALLEE. ARCHITECT. f-Y RETAINING WALL CAMULATIONS' -41 .1 BASEr4ENT'R*E*T'AINING WALL WITH CCMBINED LOAD NO. I vIt"A. ROOF KDAP 315. , PLF'' FLOOR LOAD 1320 `PLF~..- WALL LOAD 246*~ Ao~ jpr)~L VERTIq4i,',j~*D.7-iw'*~181, 5 PLF inV FPC:. 2000PSI-t-F I -'M~-,-_250PSI GRAt9'N Br=jk' SOIL BEARING:, i20.00"A' u1i V RETAINED-HEIGHT: 4, WIDTH OF B4~,C]K: 12 LENGTH OF HEEL: F;oOTING * DERM: Dw 24'' 69 FOOTING WIDTH: B-1.5. 3 + M.- r128;3* P ~6 0 !1~ 6 *~,2- ,,,~8.09601 IN.# V_ 40 REINFCRCEMENT """AT FE EF MC ~.T ET FECTIVE DEPTH OF REINF. 9.5 3 X- (W12) /D~2" ..8.,188454 - Xv, ~'i 7-, ASV- 886.8.09601'/(?0000*.88*D)-~ .05303885,17 SQ. IN.1LF USE #5 BARS AT 48IN.O.C. —ASV. 208 SQ. IN.1 ASH-(.002*AG) LF USE #4 AT '321N.O.C. it FMw 8868.09601 /12* 9.5 109.550738 PSI A FS- 88,68.09601 / .08 *.8* 9.5 - 12965.0526 PSI F(A)-~a 1875 /12* 12 - 13.0208333 PSI F!A)/EA+F(B)/FB- 13.0208333 /150+ 109.550738 /250 .530943932 SOIL PRESSURE P-W/Bia 3508. 5 2.5 =P 1403.4 PSF OK < 2000 Z's N + PIL.! M MP Ilk 1~ tz~ii. i~7ilr 4.L, 41, IQ BASEMENT RETAINING WALL WITH CCMBINED LOAD NO. 2 ROOF LOAD - 315 PLF FLOOR I-CAD - 405 OLF1.1 WALL MAD - 24 0 PLY TWAL VERTICAL LOAD 1050 PLF FIC: 200OPS; Flm:. 250'PST*"", GRADE. N BlXK SOIL BEARING: S-.-2000 RETAIN6'*'H"*EIGH-T-"','~~H4""9'3 Ile, WIDTH OF LENGTH OF HEEL-.,~, Xpl' FOOTING DEPrH: -N, FOOTING WIDTH...'.. P-30 2* 49.6 FLF .1283~ 49..6',* 90~*3,-,*12~!~25051.2627 IN.# v REINFCRCEMENT MOMENT ATI I FEET, EfFBCT~TVE DEPTH OF REINF.- 9.5 K- (W12) /D`2" :23.1313599 ASW 25051.2627 /(20000'k.88*D)v- .149828126 SQr W./Lf USE #5 WS AT 24IN. O.C. ASH-* 002*AG) —ASV .'138.1-11874 SQII. IN,/LF USE WAT, 161N.O.P, FM- 25051-".2627 /12*.9.5 223.485056 PSI FS- 25651.,-2627 .-A49828126 8* 9.5 19555.5556 PSI F(A)- 1050 /12*~,, 12, 7. 29166667 PSI ~Ov F (A) /FA.~ 29!~666~/150+ 223.485056 /250 .945875172 ~, F (B) /FB,!~ 7.: I MOMENT A70'x ~~'i 4 0 FEET' EFFECTIVE DEPTH OF ftEINF.- 9.5 K-(Wl2)`,.W 2 --"2.'58 0-'21607"-' ASV- Z794.374 /R0000*.88*D)- .0167127632 SQIN./LF USE #5 BARS AT 48 IN. 0. C. ASH-(.002*AG)—ASV - .208 SQ. IN./LF USE #4 AT 321N. 0. C. Yl RETAININiG WALL NO. 3 FIC: 200OPSI F'M-. 25OPSI GRADE N BLOCK SOIL BEARING: Sm 2000 RETAINED HEIGHT: H-m'6 WIDTH, OF. BLOCKil W- 12 'HE LENGTH OF EIL: L- 6- FooTiNG nEprHI: D.- 24- B!! 4.- RESISTING MCMENT W m 44" - bTEM,.i 1,50*k -:000 3.5 k9d" I'g BASE -. 15(j*b*B- 120o 2- 2400 . EARTH: 100*0Nk- ~Od 1,75 '1125 2400 6675 TOTAL # OVERTURNING Ma4ENT-5* (H4b) 3- 2560 ''TO MIDDLE THIR.D~- 2.666i66661* (B~ 3) 1.33333333 (B/3) k-i(RM-om)/W-- 4119 2400 1.7145833i ~**WITHIN MID THIRD ji MAkIMM M PRESSURE 90 2~wk-' .265~416667 PmW/B* (6WE/B 86.815 31:. A! OVERTURNIN-o'kESISTANCE . 6675 / 2560 '2.60742188 p, RESISTANCE'TO SLIDING 2~3' IRICT:LoW-W,~'&i 1440 LATERAL BEARIN(j-- (20OD-2/2) 266.666667 4~ -~p -2- 960 ~0/2*(H RESI S--t E-F-P-i4'746o 666661 Yl T E~i DEPTH 6 FEET VE-~ OF REIN F.- 9.5 M-5 H 3*12iii INI).7f`~K-(~W12)-/D-2- 6.1634M9 A§Vi IN./LF 6 5 A 00*.88*D)-~ 0399222488 . Q* USE, BARS AT 44IN.. db2liAd) -ASV .208 SQ. IN.1a 1"i USE 04 AT, 32N.O.C.~~ P~-Ag~Ad*' 08. i44 5.555~56E-04 NO- .0222222222 .189764%267 J 2/Xl*J- 11-2510761 (2/J*Kl-)4--69i 345275: FS 93- 9-39 SI aFZS-2-*JJ*~D-' ,-Sbi'L"'C'LASSIFICATION: CLAYEY SAND DAVID MARIVELL ALLEE, ARCHITECT WM4 ...... .1 ir 1 -7 Ai cm DAVID MARIWELL ALLEEF ARCHITECT JEVREMOV RESIDENCE STRUCTURAL CALCLKATIONS VERTICAL LOADS F&-3 REV SIMPLE BEAM"--UNIjFalk LOAD TRIBUrARY WIDTH- 13 ET TL-DL+LL- 55 PSF W - 13 ~5 715 PLF LENGTH OF SPAN: 11 V-~**L/2- 3932.5 'POUNDS M-W*L*L*12/8= i29712.5 INCH' POUNDS S- 129773 / i800 -.72.0961111 IN CB b (ALLOW) -L/240- .55 INCHES. 'D(-ACT)- (-51~*L4*12^3)'/(384*1:.6*1-0^6*i~l)- .102-130345 INCHES 600=00mmmmUSE 5-1/8kiS GL LAM (8-192.2 A-76.9) A REQD.- 3V/.2,* 165.- 35.75 SQ IN << OK RE_ SIMPLE BEAM- UNIFCRM LOAD Y WIDTH- 14 FT TL-DL41~ 55 P8jF W - 14 55 170 PLF LENGTH OF SPAN: 12 L/2.14 4620 ~POUNDS M4 L*L*i2/8- 166320' INCIf POUNDS S- 166320. 1760 -mt 8352942. IN -97. CB — D - .6 3NC14ES D(ACT)-(5*W* .155773554 INCHES -L/?4,0 L4*i2~'!)/(384*1.6*10^6*I) uo 5-1/8XI5 GL LAM: (S-192.2 A06.9) A REQ'D W/2f~ 165 42 sQ IN << OK REV' SIMPLE BEAM- 'UNIMMI LOAD ~,.TRIBLWARY WIDTH,6i 17 FT TL-OL-~LL- PSF W 17 55 5 LENGTfi. OF PAN §31 PLF .55 16% L/2- 7480 POUNDS A-W*M*12/8'~. L 359040 INCH POUNDS S. 359040,/ 18 00 199A~6 667 IN CB - (AUM)W:L/240~4 .8 INCHES D(ACT)-(5*VOL4*12^3)/(384*1.6*id-6*I)- A149150899 INCHES, 5-1/8X16-1/2-GL LAM (S-232.5 A-64.fl A REQ 'D = 3V/2*.165 - 68 SQ IN << OK I _4 46~ 7 INC.,, EN ON -ENGINEERING _EN bN ,E G NEER'N-G, I N B F 0 N TION Ce U DA T PPL IL NJ APPLIED GOIL- MECHANICS. --FOUNDATIONS- B U IN 1334_0 RUFFIN ROAD' _0 c L.rD SAN OSEGO, CALIFORNIA, 92123- ~'PHILIP HENKING BENTON January 29, 1980, T9LEPHONSE: (714) sea-1995- -Mr. J. Dushan., 13155 Portofino Del Mar, California 92014 Project No. 80-1-23F Inspection of'Lot 670- La Costa Meadows Unit No., 4 Carlsbad, California Dear Mr. Dushan: In accordance with the. request of the Bu-i'lding- Inspection, Department-,of *the City of- Carlsbad, e hav'e made an inspe existing on the subject lot. ctiomof the soil c'Ond i ti ons- An inspection was made by a representative of our-'arganization- on-January 26, 1980, and it is concluded that the,soil conditions, are.essentially the same as-,presented in our report- on the grading of,thii subdivision daited, September- 10,1973, except.that loose, piles-,of soil have beon'-dumped on certain areas... This lot was-not graded during the d6velopment-of this.subdivision,, and therefore the expansive characteristics- of the soils on thi'& lot have not- Al been, de Fermi ned. If it is planned' to- place-fillIed ground- on-.,.the', site for-support- of, the proposed residence-, it is reco'mmendecl that all existing loose f il,l and topsoi I's should'be,, removed- andl that-al I new ;.,Jills, should be placedph firm -natural ground and,should be uniformly compacted-und e- e engim~eing inspection and_test4.V"to verify thavat I'east-9G percent of maximum dry density is atiained. __7 4 Res p'e ctf ul I subm i tted ~BENTGN ENGINEERING, 'INC-0 By, Ri C.'Remer- Reviewed b 7< Kton v Philip PL Ci il Engineer: RCE No.,- 10332— aistribution:-.- (3) Addressee RCR/PHB/_ DAVID MARIVELL ALLEE, ARCHITECT JEVREMOV RESIDENCE STRUCTURAL CALCULATIONS VERTICAL LCADS FB-3, REV, SIMPLE-BEAM- UNIFORM LOU v, TRIBUrARY.WIDTH- 13, FT TL-DL4-LL- 55 PSF W - 13 ~55 7 15' P'LFl LiEiNG'T hi OF SPAN:,il V-R-W*L/2- 3932.5 POUNDS, M-W*L*L*12/8- 129772.5 INCH POUNDS S- 129773 / 1800 -.72.0961111 IN CB D(ALLOW)-L/240- .55 INCHES D (ACT) -,(5*W*L4*.12-.. (384*1-.'6*10^6*1) .102130345'. INCHES .~iUSE 5-1/8X15 GL LAk (S-i92.2 A-76.9) 'A REQPD'- 3V/2*..165 35.15 SQ IN << OK FB--6 REV SIMPLE BFAM- UNIFCBM LOAD TRIBUrARY WIDTH- 14, FT TL-DL~LLm 55 PSF ~14 55 770 - PLF LENGTH OIF'SkNi '12 V-~R-W*L/2- 4620 POUNDS M-~4*L*L*i2/8- 1'6632d iNC9 POUNDS S- '166320 170.0 97.8352942 IN I CB` D (ALLOW) ~=L/240- .6 INCHES D(ACT)-(5*W*L4*12-3)/(384*-1.6*10^6*I)- .155773554 INC HES :",MUSE- 5-1/8XI5 GL LAM (S--1'92.2 A-76.9), A REQ'D 3V/2* 165\- 42, SQ IN <<- OK FB"7,R,E,V SIMPLE B, FAM-- UNIFORM LOAD TRIBurARY w=H- 17 FT TL--DLkL-- 55 PSF W 17 55 - 935 PLF LENGTH OF SPAN: 16 V-R-W*L/2- 1480 POUNDS M-W*L*L~li2/8-~- 359d4'0 INCH'i POUNDS' S- 359046 1800 195.466667 IN CB D(ALLOW)-L/240- .8 INCHES D(ACT)-(5*W*L4'~12-3)/(384*1.6*10-6*I)-,...449,150899 -INCHES -- --li-~—USE 5`-1/8X16-1/2 GL LAk (S-'232.5 A-84.6) A REQID - 3V/2* 165 68 SQ IN << OK T ~ 'Z4L *z;f 71~ ~T T I :Z,111 t I- z !V tl-~ i r-f :-A t, T -T; 'BASEMENT RETAINING WALL WITH comBMb LOAD NO.-2 ROOF LOAD 315 PLF FLOOR LOAD 495 PLF MALE, LOAD' 240 PLF TOTAL* VERTICAL LOND 1050 PLF F46 204~ F Mli 256P~Si GRADE N BLOCK SOIL BEAR 2000 E TA I I'G'H"T H- 9.3 WIDTH OF BLOCK. W- 12 LENGTH OF HEEL: L-, 6 FOOTING DEPTHi D- 18 FOOTIiqG WIDTH"i B- 2.5 Pi*iQ 2*H+D 2-mi 1749.6 PLF 1749.6 9.3 *12- 25051.262 IN.#j 'V-2*P/3=* i166A Ali REINFORCEMENT MOMENT AT 9.3 FEET EFFECTIVE DEPTH OF REINF.- 9.5 k.(W12)/D^2- '23.1313599 ASYP~ 7 ~(20000* 88*D) .149828126 SQ.IN./LF ~iig USE #5 BARS AT 241N.O.C. ASHAM (. 002*AG) -ASV .13817187li - SQ'i IN. /LF ***,USE #4 AT 161N. O.C.~ FM-2051.i2627 /12*.19.5 .- 223.485056 PSI FS- 25051.2627 .149828126 *.8* 9.5 19555.-5556 PSI F(A)- 1050 /12* 12 - -7.29166667 PSI F(A)/FA4F(B)/FB- 7.2§166667 /150+' 223.485056 /25d i945875112 's All A k 4 MOMili AT, .-A FEET EFFECTIVE DEPTH OF REINF.- 9.5 K-(Wl2)/D-2- 2.580k607 "ASV- 2794.374 /(20000*.88*D)-1 ,.0167127632 SQ.'IN./LF USE #5-RARS At 48IN.O.C.- 4 ASH-(.002*AG)-ASV - .208 SQ.IN./LF USE #4 AT 321N.O.C.; DAVID MARIWELL ALLEE,-ARCHITECT I J JEVREMOV RESIDENCE JATERAL ANALYSIS (SEE ATTACHED DIAGRAM FOR PANEL LOCATIONS). NORTH—SOUTH LOADS.UPPER FLOOR WIND LOAD 1-4, .— I - ~VERNGE, HEIGHT- 12 WL-, (H 15 PSF) LATERAL LOAbS.- SE'ISM:IC ZObiE,,4 AVERAGE BIM DEPTH-. 28 kiffibER OF.WALLS-. 3 NUMBER OF FLOORS- 0 ~0!9f: D 15 PSF - 420 WALLS:H,* N 15 PSF 540 FlOOR-.D N 15 PSF 0 ISMIC- F.- .~181*TOTAL LoAb- 179.52 PLF >>>>>>>> WIND GOVERNS'<<<<<<<<. EAST—WEST-LOAM UPPER FLOOR )A WIND, 4AD AVERAGE HEIGHT- 12 Wlj- (H PSF) -180 PLF LATERAL LOADS - SEISMIC ZONE LDG DEPTH- 33 AVERAG~ B' NUMBER OF WAUS- 2 NUMBER OF FLOORS- ROOF:.D * 15 PSF 495 WALLS:9 i4 15 ~S~ 360 FLOOR:D N 1~ PS"F~ 0 SEISMIC F: .187*TOTAL LQAD- 159.885 PLF >>>>>>>> WIND GOVERNS- <<<<<<<< NORTH~-SOUTH IDADS ER FLO of X,., WIND LOAD t AVERAGE HEIGHT-, 12 WL- (H 15 PSF) -,180 PLF LATERAL.LOADS.; SEISMIC ZONE 4. AVERAGE BU)G DEPTH- 26 NUMBER OF WALLS- .3 NUMBER OFFLOORS- 0 ROOF:, D 15 PSF - 390 WALIS: 9 :* N 15 ~SF 540 FlOOR:D N 5 PSF w 0 SEISMIC F: .187*TvrkL Lakb- 173.91 Pry >>>>>>>>.WIND GOVERNS <<<<<<<< NORTH.-4SOUTH IDADS,LCWER FLOOR WIND AVERAGE HEIGHT- A ' Wip ~H 15 PSF) 210 ~ PLF~ LATERAL LOADS: SEISMIC ZONE 4 AVERAGE BU)G DEPTH- 37 ' NUMBER OF WAUSam 3.5 NUMB~R OF FLOORS- 0 ROOP: D 15 PSF , 5~5 WALLS: H *~N 15 PSF - 735 FLOOR: D N 15 PSF - 0 SEISMIC F: .187*TCrTAL LOAD-m:241.23 PLF, >>>>>>>> SEISMIC GOVERNS <<<<<<'<< NORTH-SOUTH LOADS LaiER FLOOR WIND, LOAD I :j I HEIGHT- 22 WL- , (H. 15 PSF) 330 -AVERAGE, PLF. LATERAL LOADS: SEISMIC ZONE 4 i " i i ' ' i i 1 4 1 4 It AVERAGE BLDG DEPTH- 83 NUMBER OF WALLS- 4 NUMBER, OF FLOO~S-~ ~00~.::~P~* 15 PSF' 1245 , WALLS: H * N 15 PSF 1320 FLOOR: D N *'15 PSF 622.5 SEISMIC F:, .18!*TOTAL LOAD- 596.0625 PL~ >>>>>>>> SEISMIC GOVERNS <<<<<<<< EAST-WEST, LOADS LCWER FLOOR WIND,.,LOAD. AVERAGE HEIGHT= 14 WL- 10 (H 15 PSF) LF LATERAL L.OADSi SEISMIC ZONE 4 AVERAGE,BU)G bEJPrH 40 NUMBER OF WALLS- 5 NUMBER OF FLOORS- ROOF. b". 15. PSF 600 WALLS: H * N 15'PsF' 105o FLobR;.D' 15 PSF 0 SEISMIC F: 187*TOTAL LOAD- 308.55 PLF >>>>>>>> SEISMIC GOVERNS, <<<<<<<< EAST-WEST LOADS LCWER FLOOR W IND LCAD. I AVERAGE HEIGHT-,,14 'WL-,,(H,* 15 PSF) 210 PLF, iATERAU tOAh6: , sksmic ZONE 4 AVERAGE bLD-G bEFM-e 58 NUMBEiR` 60 W"AL'LS- 5 NUMBER OF FLOORS- 0 ROOF: D * 15 PSF - 870 WALLS:H * N *.15 PSF 1050 FLOOR:D *.N 15-PSF 0. SEISMIC F: .18,7*70TAL LCAD-, 359.04'PLF >>>>~>>> SEISMIC GOVERNS <<<<<<<< EAST 4EST'LOADS, LCWER FLOOR ~ f'i IIND LOAD AVERAGE~ HEIGHT- 22 Wfj--,,(H *.15 PSF) 330.PLF LATERAL LCADS:ISEISMIC ZONE 4 AVERAGE 'BLDG DEPTH- 26 NUMBER OF WALLS- 2;. 5 NUMBER OF FLOORS-i- 1 * ROOF:, D,'* PSF' WALLS:H N 15 PSF '15 825 FLOOR: D N 15- P-'S'F' 390 SEIS F.. .187*TOTAL LCAD~- -30.0.135 PLF >>>>>~>>,'WIND GOVERNS <<<<<<<<-. NORTH-SOUTH LOADS UPPER FLOOR FOR SHEAR P-ANELS- USE ilb STRUCT. II-Cb PkY NAILED AS FOLLCWS******** See, Sheet PANEL, F- PLF EDGE NAIL WITH 8D AT: 6 8 X 20 /2)/ 5 '360 —4 INCHES O.Ci, 10 of 8 V 7 180 X ( 21 /2)/ 5.5 344 —4 INCHES O.C. 180 X ( 11 /2)/ 16 .62 --i/21N DRYWALL W 5D COOLEk N"Al AS @ 7 IN". 0. C EAST-WEST LOADS'UPPER FL-Ock ********'FCR SHEAR,PANEIS USE 3/*8' S~TRJILJCT. II-CD.PLY NAILED AS FOLLCWS******** See PANEL F PLF EDGE NAIL WITH 8D. AT: Sheet v 4 186 x 10 /2)-/ 15 - 60- i/21~ D14YWALL W/ 5D -COOLER NAILS @ 7i'N O.C. 0 bf 8 V 5 180 x 27 /2)~' 291 - 84. 1/21RDRYWALL W/ 5D COOLER'NAILS @ 71N.O.C. v 6~ i8o X 27 /2)/ 22 - 110 i/2,IN DRYWALL W/5b COOLER NAILS 6 41N.O.C: V 8 180 X '10 /2)/ 27 - 33 1/21N DRYWALL W 5D COOLER NAILS @ 71N.O.C. NORTH-SOUTH LOADS LC)WER FLOOR A - FOR SHEAR PANELS USE - 3/8 T, R" ILI' C T". ti t. II-CD PLY NAILED AS FOLLOWS******** PANEL . ". F I I . I - .1 . .. PLF ~DGE NAIL WIT14 8D, AT: See V 1 210 X ('15 /2)/ 27 - 58 --1/2N DRYWALL'W/ 5D COOLER NAI"I'S' @ 71N.O.C. Sheet V 2 210 X 21 /2)/ 15 - 147 1/21N DRYWALL W BLOCKED EDGES & 5D @ 41N. 0. C. 9 of 8 V 3 210 X 12 /2)/ 32 - 39 —1/21N DRYWALL W 5D COOLER NAIM. @ 71N.O.C. V 21.0 X 18 /2)/ 8 - 236. .--1-6 INC HE'S 0. C,,. v 596 X 16 /2)/ 29 in 164 --I:---5/8IN DRYWALL W BLOCkEDi*'E'bGEi & N.O.C. S " 6b @ V 6 596 X ( 18 /2)/. 7,- 766 --1/21N PLY W10D @, 2 IN. O.C. W/ 3X EDGE STUDS 7 596 X ( 19 /2)/ 8 = 708 —1/21N PLY W/10D, @ 2 IN. O.Ci W 3X EDGE STUDS v 6 .596 X 4 /2)/ 14 - 85 --1/21N DRYWALL W 5D COOLER NAILS @ 71N.O.Ci. V 9 596 X 42 /2)/ 25 501 2-1/2 INCHES O.0 V 10 -180 X 18 /2)/ 1~ 135 --1/21N DRYWALL W BLOCKEb 9DGES & 5D @ 41N.O.C. EAST-WEST LOADS LidW'kR 'FLOOR FOR SHEAR PANELS USE 3/8 STRUCT. II~--CD PL~ NAILEDAS FOLLCWS********' See ~'Sheei PANEL F PLF EDGE NAIL WITH 8D AT: V 2 309 X /2)/ 10 = 294 4 INCHES O.C. 9. of 8 V 3 3 0 9. X` ( 17 /2)/ 13 - 202 -6 INCHES O'C V 4 309 X ( 17-/2)/ 27. - 97 _1/21N DRYWALL W 5D COOLER NAILS @ 71N.O.C., V 5 330 X ( 24 /2)/ 22 180 —6 INCHES 0. C V'6 33G X ( 27 /2)/ 10 4-46 —2-1/2.INCHES O.0 V 7 359 -X. (-26 /2)/ 28 A7 _5/81N DRYWALL W BLOCKED EDGES &'6D @ 4 IN.O.C. V 9 - 359,X-(.18 /2)/ 12 269 --_4 INCHES O..C. v A f '359 X 8 /2)/ 26 - 55, --1/21N DRYWALL W 5D COOLER NAILS @ 7M.O.C. .,Vll 359'X 13 /2)/ 11 - 212 —6 INCHES O.q V 12 359 X 10 /2)/- 5.5 326 4 INCHES O.C. V 13 359'X 13 /2)/ 5.5 424 .2-1/ 1 2 INCHES O.0 ENGINEERING, ..INC. 476 W. Vermont Ave., Suite 102 Escondido, California 92b25 714-743-121-4/7-27-1818 Enclosed- is the report ofthe Preliminary Soil Investigation done in accordance wi-th your instructions for the subject site. -The.investigation.consisted of two test pits dug to a de'pth.bf six feet below the existing ground surface.. APpropria'te lab- oratory testing and engineering analyses were performed. The' results of this investigation- alorig with our recommenda- tiohs, are to be found in the accompanying report. In summary, it is our opinion that there'are no unusual soil conditions -.which should-preclude or'greatly hinder-development of the project. If there are any questions or problems, please feel free to contact me in the future. MV.ENGINEERING, INC. f al Vi R V nje C RCE #251115 P14V: mc Enclosure' Job #10-21-80 TABLE OF, CONTENTS ,, Page I.-'.,GENERAL INF ORMATION A II. PURPOSE -OF I NVESTIGATION. IELD :INVESTIGATION. A." Surface Conditions 2 B Test Pits 2.- C.. Subsurface Conditions 3 IV. TESTS AND RESULTS A~. -Grain Size Anlysis, 3 B. ~Density Tests 4- 1-C. Expansion Tests' 4 D Direct..Shear Test 51 V..- BEARING CAPACITY~ VI CON.CLUSIONS AND RECOMMENDATIONS 6 -,VII. REFERENCE 8 4 'APPENDIX , Plate, J Plot -Plan Logs of Boring 2 & 3 w. Specifications.for Constructibn-of Controlled Fills Unifked Soil Classification Chart MV ENGINEERING, INC. 476 W. VERMONT AVE., SUITE 102 ESCONDIDO, CA §2025 743-1214/727-1818 SOILS TESTING' PERC TEST PARCEL MAPS GRADING PLANS If 4 PRELIMINARYI:SOIL'INVESTIGATION. -_LOT 670 ~~LA~COSTA MEADOWS. CQ'STAr ,-CALIFORNIA., GENERAL -INFORMAT.ION';.. - A pre nary,poi -investigation has been completed for the.proposed singld-family dwelling site, legally described as Lot,- 6 7 0.. of La Co.sta...'Meadows. ~It is u.nderstood,that,the land will be used for a single- _family~dwelling, consisting-of a one- and two-story, wood- framb:,structure. The foundations will be continuous concrete footings with a concrete slab on*the ground.. The maximum cut and fill will be approximately six feet. II.~ PURPOSE OF INVESTIGATION The' Purpose of this' investigation is to determine the following: 1 T.he,existing" soil ponditions. 2. The presence and .effec.t -of any expansive soil and -existing-fill. 0A .3. The allowable soil bearing pressures. The-presence of near surface bedrock.. .5. The ..stability ,.ofthe.:proposed slopes. Any geologic Problems Any construction problems that can be ant"ci i pated and .to make appropriate foundation recommendations. MV ENGINEERING, INC., 476 W. VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1214/727-1818 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS 2 11'. F*IELD INVESTIGATION',' A.- Surf ace Conditions 'The subject site is- a regularly shaped parcel of approximately one-half acre, the ,.sh.ape-and layout of q I which is shown on Plate 1 The topography generally .slopes downward from north- west to- southeast at approximately 11 percent. The land- is presently not in use.. The,site ,is generally' covered with various grasses and.' weeds. There were no manmade structures observed which would hinder grading. A review of the geologic literature indicates-that the site is in aTelatively stable area for Southern California. The nearest active fault is the Elsinore... fault, approximately 32 miles to the northeast. No. faults f slides or other obvious geologic hazards were noted during the.investigation. B. Test Pits Two exploratory test pits,were dug by hand on March 4, 1980 at the approximate locations indicated on Plate 1. Samples of the soils excavated were obtain- ed for labora'l:ory' analyses. -The soils were visually ,classified by field identification,procedure in.accord- ance with the Unified Soil. Classification, a simplified version of which is included in the Appendix. Contin- uous logs,of the soils -encountered in the test pits were. recorded in the field. The logs of.the test pits shown MV ENGINEERING, INC. 476,W. VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1214/727-1818 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS 3 on Plates 2 and-3 are-'basedon-the field logs, on inspec- tion of'.,.the samples and.on,'the~l'aboratory test results. -Subsu C. _rface,Conditi'onsz. ite is~,-' The s generally covered with approximately one foot of reddish-brown*,-fine* silty clay, which is under- op .1ain by medium to large-boulders~with fractured rock and shale to 'a depth of.at least, six feet. 'The'test pits were dug'to depths 'indicated-6n the logs. There were &ssentiallV.two soil types, based on similar engineering properties as..described on the logs whi,ch were encountered during the investigation., These two soil types are.referred to'herein as Soil Types 1 and 2. soil Unified Soil Type Soil,'Descrip.-t-lon Classification 1 Reddish-brown,': f ine; silty clay: ML 2 Reddish-brown-, -fractured rock -an'd shale SP IV. TESTS. AND RE~ULTS A. Grain Size Analysis one grain size analysis war performed on-the soil encountered-, according to ASTM D422-63, for classifica- tion- purposes and as a guide. for',general engineering properties. The test results follow: Unified Soil % Passing U.S. Std.~Sieve Soil -Location Type 4 10 40 100 200 Class. TP#1 @ -1.0 0 1 100 94 84 71 64 ML TP Test Pit 'MV ENGINEERINGj INC. 476 W. VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1V 4/727-1818 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS 4 a Density Te,sts. Labor a tory,., CQm pac ion 'One laborat'o..ry -"6ompaction~.'te'st was made on Soil Type -1. to determine:the maximum dry density and optimum, moisture,.,,'content -.as:specified bv'ASTM D1557 64T "(Method' -A),.., ":',This test uses,the minus # 4 -sieved *.soil 'in a 4-;-indfi, diameter, 4-inch high, cyl inderical m.old. The ample is formed with a 10-pound hammer, falling.,18 inches f or, -2.5 blows on-each 'of five~ ayers. LABORATORY COMPACTION 4~ Soil 'Maximum Dry Optimum Location* Type' Density (pcf) Moisture M 'TP#1 @-1.0' .116,i 0 14.5 f ..These result's may be used during grading. j 2. Field Density'Tests Direct measlu rements of moisture and density were made on paraffin-coated,-iindisturbed samples by the Ab ~water displacement method. The ratio of the field dry density to the laboratory maximum dry density is defined as the, relative.compaction. These results are presented on the.log,.i f' Plates 2 and 3. n C.. Expansio , Te sts An expanslOn test was performed on Soil Type 1, the clayey soil., to determine if this material would con- stitute a structural hazard to the building. The test MV ENGINEERING, INC'. 476 W. VERMONT AVE., SUITE 102 ESCONDIDO,,CA 92025, 743-1214/727-1818 SOI LS TESTING PERC TEST PARCEL MAPS GRADING . PLANS 5 was p6rformed.bn' 2.5'.., -inc lameter, 1-inch high, undis- turbed ring. samples:. All samples were loaded with 1 psi*, instrumented oWed'.t61 .ai.r 'and ~.all -dry,. After shrinkage had -ceased, distilled 'water. was-. --applied and the expansion 'was ecorded as tage. of; ..r, -percen 'the air-dried height. 'The 'results follow:',''.~ EXPANSION TEST nitial Soil Condition Air Dry Saturated Percent Location Type w w* w Expansion TP #,2. @ -.1. -0' 1 14. 5 107.1 3.4 107 .9 27.0 96.5 11.8 .:w~,= Moisture Content Dry Density, ~(pcf) This indicates that. the soil may be clas'sified as highly' expansive. D*. Direct Shear Test A direct shear-test was.performed on samples of Soil Type 3 for strength varameters in the bearing capacity calculation.. Three specimens of thi--'s soil were prepared by. remolding the,sloil,in 2.5-inch diameter. 1-inch high rings to the in-place-conditions of moisture and density. The specimens.were,loaded with normal loads of .5, 1.0 ..and 1.5 KSF, respectively, and sheared to failure in undrained shear.. The results follow: DIi .-ECT,. SHEAR TEST: -Unit Angle of Apparent Soil Density Internal Cohesion. -Location Type .(psf) Friction (1 ) (psf) TP#2 @ -1.0 1 1 104.4 45 11 090 MV ENGINEERING; INC. 476 W. VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1214/727-1818 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS 6 ._V.: BEARING CAPACITY The.vAlues of internal friction.and apparent cohesion -the direct,' -were used in the Terzaghi derived from :shear test Formula in accordance with the procedure outlined in Refer e nce, 1, page .170, to comr)ute, the- allowable bearing capacity. Terzaghi Formula: Bearing Capacity -~.2/3cNl + NI 1/2 eBN C. q Assumptions: Depth of, Footing., Df ='1.0' Width- of, Continuous Footing, 8 1.0 1 NIcr Nl.ql Nj Dimensionless parameters found from Fig. 75,- Ref. 1 'Factor of 'Safety 3' ALLOWABLE BEARING CAPACITY Soil Bearing Type Soil -Description Capacity (psf)-- 1 Reddish-brown, fine, silty clay 14,121 Vi. CONCLUSIONS AND'RECOMMENDATIONS recommended that all grading and-the preparation of native soil be,done.in accordance with the enclosed "Specifications for Construction of Controlled Fills" ,except if.supprseded by the following recommendations. Any septic tanks or largE! buried objects encountered during grading should be excavated and the'voids filled with compacted soil~, -MV ENGINEERING, INC. 476 W. VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1214/727-1818 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS r 7 2. Any uncontrolled f i 11 areas-. on -the 'site shall be e r moved -and..,replac6d'.-in~atcordance with the enclosed sp.ecif icatiohs...-..`:. -3 The lopse; qnstable so I lly- found in the. S:" genera top Qnp to ti4o..,fpE~t-.-thr~oughout..,the site,.'shall be . .~-'rem.pved to f irm,", stab 16 soils-o'r to-. -a -depth d eter- mined by.a,qualified soil engineer at th:e time of construction. .4. e expansi Due to th ve nature of Soil Type 1, it is recommended, that., the 1-Pt either be capped with a- minimum of three. feet (3' of dec omposed granite, or proceed as follows; a. Deepen the footings to 24 inches belo w the lowest, adj,acent ground surface. b'.' Use four,-#5 re inforcing rods in the footingq. Place two ~,_roas. thre'e-'inche,s from the bottom and two .rods three -inches from the top of the footing. Use #4, dowe 1 s-i: Z4- inches on'-center l -extendihg 18 inches into the footing and 24 inches into the slab.. c Use at.l.east-four inc':Ies ,of'gravel, a plastic liner and one inch'of sand under the'slab. Use .6x6/10xlO wire mesh in the slab. Take care to place the mesh towards the center of the slab. Use at least fo.ur,.inches of nonexpansive soil under any exterior slabs'. MV ENGINEERING, INC. 4~6 VERMONT AVE., SUITE 102 ESCONDIDO, CA 92025 743-1214/727-1818 S61LS,TESTING . PERC TEST PARCEL MAPS GRADING PLANS -IN'C DAT E M V ENGINEERING.' 60 C JOB: 102? 476 W. VERMONT AV,E. 4 49 040 9 "rz BY: ALW hL. VINJE RCErV5 zff F-qr.()Nnino CA q-2()? 476 W Vermont Ave.: S,ite.102 743-1214 mv EN "GINEERING, INC.'- Escondido. CA 92025 727-1818 LbG OF.BORING BORING-No. E- 144 ELEVATIO N 28 1 CO -- ~-4 Eri. &4 s-4 rA SAMPLING Cn METHOD Hand,Dug ~A 0 I r Reddis'h-brown,',fin'e, silty c ay'. 00 Soil, 3.2. 105.9* 91.3 '-iock & shalE Reddish -brown,-: f rac tu.red, - 3 t4- -SP - 5- Boulde~s v soil Type 2 Bottom of P Wax Density. 7. ie S ve Ana lysis Laboratory C6inpaction -Expansion Test.', Direct Shear, ~DU~HAN JV*REMOV W7-80 /.-~,8`8 (,a. .,/RMV wee. 670 -La -Costa Meadows 5.1151 A 476 W.'Vermont Ave.. Suite 102 74'3-1214 ENGINEERINGi INC. -Lw,-,-.MV Escondido, CA 92025 727-1818 LOG OY BORING PORING NO., 2 -4 E 0.4 ELEVATION 76' to P4 E-4 ~-4 W SAMPLING 0 P4 - METHOD-" Hand.'Dug;- am 0 rn Q Q ra '0 CO L) 04 U Reddish~br f e,,'7.~S I own, -in ty - q lay 10 <=> Soil' Type 1 2 Rel.ddish-brown, fraptured.rock. & shalE - — 2.5 142.0 122.4 4- Sp. 2.5 139.3 120.1 Boulders ,6- Soil,*Type 2 Bottom of Pit DUSHAM JVREMOV RMV Shj30f3 _p ..Lot 670, La Costa Meadows 25115 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED.FILLS ,.GENERAL DESCRIPTION: The construction of-c.ontrolled fills shall consist of an adequate,, preliminary soil investigation, clearing, removal of existing structui~es and foundations, preparation of land to be filled, excavation'of.earth and rock from cut area, compaction and qontr ol of the fill,.and all . other work 'nec,essary to complete the grading of the' filled areas to conform with ,the lines, grades, and slopes as shown on the accepted plans. QLF ARING,AND RREPARATION OF AREAS TO BE FILLED: All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the TiatVre.ofthe job, by a qualifie,d soil engineer prior to grading.. All timbet,.trees, brush, vegetation, and other rubbish shall be removed, piled and burned or otherwise.disposed of to.leaVe.the .pr6pared areas with.a finished appearance, free from unsightly debris. C.... Any soft, swampy or .otherwise unsuitable. areas shall be corrected by drainage or removal of 'compressible material, or both, to the depths indicated on the plans or.as directed by .the.soil engineer. D. The natural grou.nd*wh.ich'is determined tb'be satisfactory for the*support of the filled ground shall then -be plowed or,scarified to a depth of at least.six inches (6") or deeper as specified by the-soil engineer, and until the surface is free from ruts, hummocks, or other uneven features' which would tend to prevent uniform compaction by the equip- ment to be'used.' No fill shall be placed until the prepared native ground has been approved by the soil engineer.. F. Wher6 fills are made on .hillsides with -slopes greater than 5 (horizontal) to 1,(vertical), horizontal benches shall be cut into firm, undi*sturbed, natural'ground at the elevation of the toe-stake., The soil engineer shall determine the width and frequency of all'succeeding .benches, which will vary with the soil conditions and the steepness-of slope. After the natural ground has bleen prepared,.it shall -be brought to the proper moisture conte*nt,*and compacted to not less than 90% of'.maximum den'~ity, ASTM D1557-64T. Expansive soils may require special c6mpaction specifica- -tions as directed in the preliminary soil investigation .by the soil engineer. -The cut portions of ,building pads in which rock-like material~exists may require ex6av'ation and recompaction f.or density compatibility with the fill as-directed by t~p pbil.engineer. MATERIALS: The fill spils shall consist of select materials, 4raded-so that a~'jeast 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils froffi~ ' 'one or mo re sources. The material. shall be free from vegetable,matter and other deleterious -substances, and shall not'cont~in rocks or lumps greater--than-six inches (6") in diameter,.. -'If*excessive vege-' tation,rooks or soils with unacc6ptable physical character- istics..*are. encountered, these materials shall be dl:spos6d of in.waste areas desi*gnated.on the plans or as directed by the soil engineer.' If soils are encountered during the grading operation which were not reported in the preliminary soil investig'atip.n,jurther testing will be required to ascertain their'engin6ering properties.' Any special treatment rec'om- mended in the prpliminary or subsequent soil reports not covered herein .shall-become an addendum to'these specifications. Np.material.of,a perishable, spongy,or otherwise unstabl6 nature shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL MATERIAL The selected fill material shall be placed in layers which shall.not exceed six inches (6."),when compacted.* Each layer shall be spread evenly and shall be th6roughly blade-mixed during t~e spreading to insure uniformity of~material,and moisture in ea.ch layer. When the moisture'content of the-fill material is below that*specifiqd by the so ' il'engineer, water shall be added until t~e moisture content is near optimum-as *determined by the soil engineer-tb assure thorough bonding quring the compacting process. -2- C. When~the* moisture co . n te . nt of the fill.ma terial is abQv e that specified..t.)y the-soli engineer, the rill material -or other sa~is_~ ..shall be aerated by'blad.ing,and scarifying factory Tnethods until the mois.turp..-content'is.,near optimum* as determineq by the soil engin 6 eer. D.. 'Af -~.er each layer has -.b'ee'h., placed mi 'ed. and'spread evenly, it.shall be.'th'roughly.-.-qompact d .t 'hot less than,the spec- 7- 0 e 0 ified maxim~m 'dens 'c'' d' e ity in ac or ance'with ASTM D155,7~64T., qompaQtion shall.be by means of ,tamping or .sheeps,foot rollers-,'rhultiple~i4heel-pneu'matic-tir'ed rollers, or -other types of rollers.- RoLlers, shall'-be,of :S'.U.ch design the.it ..~hey-will*b6. able to-compact the fill to the specified -R&11~ng of each layer-shall be continuous over density. the roller shall-make sufficient passes t to,*obtai'n the-desired d6nsity.. The entire area' o'"be - f i~-led -shall-be-compacted ,to.the -specified..d6nsity. E. Fill Slo'pe's'shali be compacted by means.of.sheepsf ot Q . roliers'o'r other suitable -equ-i~pffient.:.Compacti'on operations*- shall be continued. uhti.l.:..thp-,:sl.ope-s-. are stable. but.'Tiot- too. antinq..~and until th ri is: no a amount dense for pl e e ppreciablf! of lQose.soj1 on the sio'pes.*.Compa ct'ing' of the slopes 'Phalt 9 be acOiQmpjished by backrolling the slopes , n incr'ments o*f' thrq'e ~ tp f ive f pet 0' 5')' in*elevation gain o.r by.othot rQducing satisfactory results. methods F.' Field density tests.. shall -b'e,,,m' aide by -thp' s'o''*11, 'engineer for. e in.' elevatic~ft'ga`in after. compac~-ion, appfQkimately each.foot 1: . ku.t -not to ' 6cceed -two feet -in vertical height betwe ~Pst The lo6atio'n.pf.the tests lin plan. shall be spaced.to ,.give . the best.possible covE~ra'e-and -shall be taken no farther 9 than 1QQ feet apart.' Test.s -shall. be taken on corner an terrace lots for each two feet (2'1~in elevation gain. The soil.en.~ineer may.take additional tests as 'considored-neces-- s . ary to check on the-uniformit y of compaction. Where sheeps'-, foot rollers are used * the.tests.shal.l,be.taken in.the compacted mat6rial-below the'.disturbed.-surface. '-No add~~-' t tiQhal layers of fill shall -.be spread.until the field "density ~qsts indicate that the specified-density has been. obtained. G. The fill:opbration shall be.c'ontinued in six~-inch .(6'-') comp4cted,l.ayers, as s ecified:.'ab6v.e- '-'ntil the fill,has , P. been brought to the finisbed-slopes .and grade's as shown on the aq~epteq plans'.; SUPERVISION ..-Supervision by the soil'encrineer shall be made durincr*the' fillina UNIFIED 'SOIL CLASSIFICATION, Group Identifying Criteria Symbol Soil Descrip*tion I.. cbARSE'GRAINED (more thah'50%,.larger than #200..5i6ve) Gravelp'(more than 50% GW Gr ave-1,. weil-gr,,aded.-.gr.dvel .1argpr than #4.sieve sand m4ture'. little.or. no but smaller than 3") f inep.. Non-plasti.c GP Gravel, po6rly~ raded'gravpl~ s,an'd`mixture, little'ok no: nes. GM Gravel, -~silty, -.pporly graded, gra ve s' T7sand 1. ture s., GC Gravel, 'claypy', pqorly~ 9 raded, grave 1~ sand-,'! c 1 ay. - mixt res.. ..Sands-(more..than 50%- SW sand,,Well-graded,.gravelly h smaller.than #4 s i'ev sands-1 'little.-6t nb, fines. Nqn-plastic SP aded, gravell Sand'. poorly: gre sands, little or ~nb fines,,: SM Sand -graded, '..pilty-, -poor', y' saftd-Pilt mixtures..:.., SC Sand" clayey','.poorly graded,. sand-clay xtures.. I I. FINE GRAINED '(more than 50% smallek than #200 sieve) Liquid less than _Limit ML 8.il.t,. inorganic. silt and; 50 fine sand, sandy -silt or clayey7silt-s4nd miktures with slight plasticity. i CL C14LYS of Clay, inorganic..,.. low to medium plasticity', gr~avelly dlays.,: sandy clays, silty-clAys:'.lean. clays. FINE GRAINED con't. Liquid Limit groater -OL Silt,.organi.c, il t:5' and - than 50 ..,organic si.lt1_c'lays_,of low: p~lasticity. MH Silt, inorg4nic, silts, micaceou - s or.,dictomaq'eous - fine,-.sandy or.silty soil,s, elastic 8ilts. CH. Clay , inorganic.,..: cla s Pf. Y, medium to h igh plasticity fat plays. OH. Clay,. organi-c '..clay$ o' medium to :high'p ia. s*tic.ity. HIPHLY-'ORGANIC.- SOILS, PT Peat, 6ther,~highlyi'oTganic.' -swamp soils. .10 25-// LEUCADIA COUNTY WATER, D I STRJ Cl. APPLICATION FOR SEWER SERVICE Ownet s Name Dusan Jevremov Phone No.; 7 55-5777 Mailing -Address .13 15 5 _ParADfina Dr S EWE R PERMIT ISSUED -UPON Del Mar, Ca 92014 REC'EIPT OF BUILDING- PERMIT. Service Address: B!'1DING PERMIT MUST. BE...' Tract Descriptio . n:..' lot, 670 La Costa Meadows. 4 APPLIED FOR -BY 'Assessor's P a e 1 111o. Type of BUild'ing S-f- No. Units .1 -connection Fee $600.00 pre-pd 200.00) Latoral. Size:. 4".'. 611. 811 Saddle' Easement Connection, Extra Footage.: $ Extra Depth: $ .1-ateral..Fee Amount Rec'd Prorated'Sewer Ck. No!Cash '5~Y 7 -Fe Service e Date.. Total $ Rec'd' By ..The application,must be signed by the owner (or his authoriled representative) of the property to,'be served.. The total charges must be paid to the D.istrict at the, t'i me the app*lication is.submitted.. If a service.lateral is required,.it will be insta-1l.ed by the Le'ucadia County Water Di c rict. The service lateral is that, part of the sewer system that extends from. istr the main collection line i'n the street (or easement) to the point in the street (at or near the a line~ where the service lateral -is connected to pplicant's property. the applicant's bu.ilding.sewer. The.appljcant is responsible -for the construction, at the applicant's'expense, of the sewer ,pipeline (building'sewer) from the appli- cant's plumbing to the -point in,.the street-,(or.easement) where a.connection is made. to ,the service lateral. The tonnection of the applicant's building sewer to the service lateral shall be ..made by the applicant at his expense. -The conn6ction must be made in conformity with the District'.s specifications, rules and regulations-~ and IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM-MAY BE USED"BY THEAPPLICANT, THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE, MUST NOTIFY THE*DISTRICT AT THE JIME INSPECTION IS DESIRED -. ANY CONNECTION MADEJO THE SERVICE LATERAL OR COLLEC_ TION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERff INVALID AND.WILL NOT BE ACKNOWLEDGED. The prorated sewer-servi.ce fee is based upon the date the. Distri-ct estimates that service -will begin. and covers ,the balance of the'fiscal year. There will be no addi , tional fee or refund if service actuaTly conTnences o n a d i f f eren.t date. .1 For ...Succeeding fiscal years, the sewer service'fee will be collected on the tax roll in the same~manner as property taxes.. The undersigned hereby agrees that the above information given is:correct and. agrees to the conditiorys as stated. ier'-"Aianature Date AccounV No.. A