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Home My WebLink About2034 ARENAL RD; ; CB901776; PermitBUILDING PERMIT Permit No: CB901776 11/20/90 13:41 Project No: A9002023 Page 1 of 1 Permit Type: RESIDENTAL ADD/ALT [UNDR $10K) Parcel No: 215-160-03-00 C-??fiT Valuation: 26,280 :I<..! (! Construction Type: VN flcp6ga Occupancy Group: Class Code: Status: ISSUED Description: ADD 366 SF BATHROOM/CLOSET Applied: 11/07/90 Apr/Issue: 11/20/90 I Job Address: 2034 ARENAL RD Development No: Str : F1: Ste : 9475 11/2(3/YQ OOOl :)I. 3:: : SEE PC 90-96 Validated By: DC Appl/Ownr : HUGHES, ED 265 PORTIA AVENUE 619 945-8459 619 945-4000 Credits *** 172.00 .oo 316.00 Ext fee Data """""-""" 265.00 172.00 2.00 439.00 7.50 Y 20.00 6.50 34.00 5.00 Y 10.00 REMODEL 15.00 INSP. DATE CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., ciuisbad CA 92009 (619) 4381161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT TYPE A - OCCUMERCIAL UNEW UTENAUT IMPROVEMENT CITY STATE ZIP CWE DAY TELEPHONE STAlE LIC. X LICENSE CLASS CITY BUSINESS LIC. X LENDER'S NAME LENOER'S ADDRESS 1 10. APPLICANT'S SIGNATURE ~ I I certify fhaT I have read the awlicafion and state that the above informrim is correct. I agree to c-ly wlth all Clly ordinances and Ifare laws relating to building ConLfmClim. I hereby authorize represenfeflves af the City of Carlrbad fo enter upon the above mnrloned properly for lnspeclion pulposer. I ALSO AGREE 10 SAVE INDElYIFl AND KEEP HMMLESP THE CITY OF WLSW AWIYSl ALL LIIBILITIES. JWUIEYTS, COS15 AYD EXPENSES WlCB UI IY ANI YAY ACCRUE AWINST SAID CITY IN COYSEWENCE OF THE GRAYllYG OF THIS PERMIl. ial under the provisions of this Ccde shall expire by 1,rnilaflon and becm null and void if the building in 180 days fm the date of such permit or if the building or work authorized by such permit is suspended or a period of 180 days llecflon 30316) Uniform Building Code). WNER OCONTRACTOR APPROVED BY: 1- CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB901776 FOR 04/17/92 INSPECTOR AREA PD DESCRIPTION: ADD 366 SF BATHROOM/CLQSET PLANCK# CB901176 TYPE: RAD CONSTR. TYPE VN JOB ADDRESS: 2034 ARENAL RD STR: FL: APPLICANT: HUGHES, ED PHONE: 619 945-8459 STE: CONTRACTOR: HUGHES, ED CONSTRUCTION PHONE: 619 945-4000 OWNER : ALESIA, FRANK REMARKS: RS/ED/727-4125 INSPECTOR SPECIAL INSTRUCT: SEE PC 90-96 OCC GRP \ TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS ISSUED CB890015 CB900096 RAD CB891144 RAD ISSUED CB900639 RAD ISSUED ISSUED CB900571 POOL ISSUED RW910179 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE 041092 032092 102391 102291 101091 082291 030591 022291 021391 012991 012991 012991 010791 010391 112890 112890 DESCRIPTION Final Structural Interior Lath/Drywall Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Compliance Investigation Final Combo Interior Lath/Drywall Frame/Steel/Bolting/Welding Rough Combo Frame/Steel/Bolting/Welding Rough/Ducts/Dampers Shower Pan/Roman Tubs Rough/Topout Rough/Topout Ftg/Foundation/Piers Steel/Bond Beam ACT INSP COMMENTS CO PD NR PD PA PD NR PD PA PD WORK PROGRESSING AP PD NR PD AP PD AP PD PA PD PA PD PA PD AP PD NR PD AP PD AP PD ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (819) 5601468 &O.L-L b(0\40 DATE : u\3140 JURISDICTION: 1 PLAN CHECK NO: 40 -11Tb SET: riups 9DESIGNER PROJECT ADDRESS: $?o% &WGW~~*~L Go, PROJECT NAME : 3 4 V 1 T. The plans transmitted herewith have been corrected where building codes. The Dlans transmitted herewith will substantiallv comDlv necessary and substantially comply with the .jurisdiction's with-the jurisdiction's building codes when mino; defic'len- cies identified B Crwd are resolved and checked by building department staff. 0 identified on the .enclosed check list and should be corrected The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. The check list transmitted herewith is for your information. plans are submitted for recheck. The applicant's copy of the check list is enclosed for the 11 The plans are being held at Esgil Corp. until corrected 0 jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: vd Esg,il staff did not advise the applicant contact person that plan check has been completed. 'been completed Esgil staff did advise applicant that the plan check has . Person contacted: OGA OAA URN ODM h . Dater Nh!% Jurisdiction-(&a=&rm Prepared by: a Bldg. Dept. 5% VALUATION AND PLAN CHECK FEE 0 Esgil PLAN CHECK NO. %-t7l(r BUILDING ADDRESS 2034 A--urn 1217 APPLICANT/CONTACT wk-. ~~aq.0 PHONE NO. S4B 220 6 TYPE OF CONSTRUCTION d-d CONTRACTOR PHONE BUILDING OCCUPANCY e-3 DESIGNER PHONE COHflENTS; BEAM DES1GI.I BM1 DESIGN PARAMETERS, Fb 2 1500 .Fv .= ; 95 LDf z 1 L .= 1800000 USING DRESSED LUMBER " " NO, T/oL./ OM 77g-l-N FOR A BEAM SPAN = 6 LOADING UNIFORM LOAD ON MEMRER (PLF) z: 105 REAM REACTIONS R1 = 315 R? = 315 BEAM SPAN = 6 I MAX SMEAR = 315 MAXIMUM MOMENT OCCURS AT 3 FEET FROM R1 MOMENT = 472.5 AREA REQ'D I: l.S*V/(LDF*FV) = 4.213816 SECTION MODULUS REQ'D I: 12*M/(LDF*Fb) = 3.713 - - - - - - I I - *X************************.*********~.***** *** USE 4 x 6 x** A :I 19.25 *** Sx = 17.64583 *** *** r = 48.52605 .......................................... ................................................................... PROJECT.. . . ** DATE.. . . 4-17-91 *-a: ENGJNEER . , . .dp~ - a r****.**********%********~~********~********X*********%********** - - - - - - - - - - - - - - - .. . . - - - - - - -. -. - - - -. - - ._ - - .- - - - - .. - .. . ._ - .- -. . . - - -. - BEAM DESIGN DM2 - - - - - _. - - - - - - - - - - -. - - - - - - ..^ - .. - .- - - - - - - - - .- - .. - - - - - - I - - - DESIGN PARAME.TERS, ~t, = 1300 FV : ; 8s LDF = L E :: laooooo USING DRESSED LlJllUCR FOR A BEAM SPAN = 16, I-OADING. UNIFORM L.OAC) ON rlEM8E.R (PLF) = 245 8EAM REACTIONS R1 = 1.960 R2 = 1960 BEAM SPAN x 16 MAX: SHEAR z:: 1960 MRXIMUM MOMEbIT OCCURS AT 8 FEET FROM R1. AREA REQ'D = I..S*V/(LDF*Fv) = 30.53493 SECTION MODULUS REQ'D = 12*M/(LDF*Fb) = 72.36923 INERTIA REWIRED (1/2 DL f LL) = 188.16 - - -. - - I - -. - MOMENT = 7840 *************************X*************** *** USE 6 X 1.2 *** ~ ""_ *** A = 61.875 *** Sx = 116.0156 *.** I = 652.5879 ........................................... ................................................................. ................................................................. PROJECT... . ** DATE .... 4-17-91 ** ENGINEER dgu .... 2.0 DESIGN CRITERIA GOVERNING CODE 1988 UNIFORM BUILDING CODE ....... SIESMIC ZUNE 4, V = (ZIC/RW)W = .183W WIND ZONE 70 MPH, EXPOSURE C .- all_mglEB~.Bb-eBPeEBIISS FRAMING -. DCILJGLAS FIR-LARCH GRADE UNLESS NOTED OTHERWISE RAFTERS AND JOISTS...............NO. 2 KIDGES...........................NCJ. 2 HEGDERS AND POSTS................NO. 1 STlJDS............................CONSTRUCTION BEAMS............................SELECT STRUCTLJI3AL.. HIPS AND VALLEYS.. ............... NO. 1 GL.CIL.AMS - SIMPLE SPAN.. ......... .24F .. V4 DF/RF CANTIL.EVER.. .......... .24F - VU DF/W ANCHOR BOLTS - A307 CONCRETE - 2000 PSI AT 28 DAYS - SLAB ON GRADE FOOTINGS GRADE BEAMS HEINFORClNG - #S THRU #S GRADE 40 #6 AND LARGER GRADE 60 SOIL -. ALLUWADLE BEARING 1500 PSF PER UNIFORM BLJILDING CODE RETAINING WALLS 30 PSF EllUIVALENT FLUID PRESSURE FOLJNDATION WALLS 50 PSF EllLJIVAL.ENT FLUID PRESSLIRE MASONRY - f'm = 1500 PSI NO SPECIAL INSPECTIQN GROUT 2000 PSI AT 28 DAYS MCJRTAH TYPE S MANNING ENGINEERING 41892 ENTERPRISE CIRCLE SO, STE. E TEMECULO, CA. Y23YO BUS:(714)676-1844 FAX:(714)694-6026 -" ............... : .. , , . .: . '., .... ." .= 2 .. .. 3.0 LOADS .. ROOF DL RCI0F:INO TILE. ....................... 10.0 F'SF FELT................................ 1 .0 PSF PLYWOOD............................. 1.5 PSF 2X RAFTERS.......................... 2. 0 f::'SF MISC................................ 0.5 FSF """" """- 15.0 PSF LOAD TO RAFTER 2X JOIST............................. 1.0 PSF 1.0 PSF EL.ECTRICAL AND MECWANICAL.......... INSULATION.......................... . 0.S PSF OYPSUM.............................. 2.5 PSF WAL.LS Fl-QOR 20.0 PSF TUTAL ROOF ROOF LIVE LOAD E 20 FSF FOR 3/12 PITCH OF LESS ih F)SF FOR 4/12 PITCH TO 8/12 GYPSUM DOTH SIDES.. ................. 5.0 F'SF 2X STUDS............................ 1.0 PSF MISC................................. 1. . 0 F'SF - - - - - - - - - __ - - - - -. - 7.0 PSF INTERIOR WALL STUCCO.............................. 12.0 PSF 2X STUDS............................ 1.0 PSF INSULATION.......................... 1. U PSF GYPSUM.............................. 2. 5 F%F MISC................................ 0.5 I'SF 17.0 PSF EX'TEKICJR WALL. FLOORING............................ 1.0 PSF PL.YWOOD............................. 2.5 PSF 1.5 PSF ELECTRICAL AND MECHANICAL.. 2X JOIST............................ 0.5 PSF INSULATION.......................... 1 . 0 F'SF" GYPSUM.............................. 2. 5 F'SF MIGC................................. 1.0 PSF ......... """" - "_ 10.0 PSF TYPICAL FLOOR TILED AREA WITH MORTAR.............. 12.0 PSF I 22.0 PSF APPLICABLE TILED AREA ,4 - - - - - - " - - - - - - - - - - ...., , . .. . . .... .. ... , . .. ...' ,,. . .. , ... . . : , . ,. ..; . . . .. ,. . .. .. .. .. .. .. .. . ... .. . ., , . .. . .. .. .. ,. . .. . .;. .. .. .. .. .. . . . .. , . , , . . .. . . ... . . . . .. , ' .. . ,, ... .. 4 .. ................................................................ PROJECT = flL ................................ LATERAL FORCE DISTRIBUTION FOR SIESMIC CALCULATIONS DIRECTION ;,$ j' _""""""""""""""""""""""""""""""" SHEAR DISTRIBUTION FOR FORCES TO SHEARWALLS ................................ LEVEL wx Hx WxHx % Vt Vave (PSF) ROOF 14520 19 275880 .759247 3423.172 7.131607 FLOOR 9720 9 87480 -240753 1085.469 2.261393 SUM OF WxHx = 363360 SUM OF Wx = 24240 SUM OF % = 1 ................................................................. """ """" """" """" ""_ "_" """" """"""""""i-""""""""""""""""" ................................ SHEAR DISTRIBUTION FOR FORCES IN DIAPHRfiGM """""""""_""""""""""""""""""""""~ LEVEL Fl/Wl Vt = w(Fl/Wl) Vave (PSF) ROOF .2357556 FLOOR .186 1807.92 3.7665 ................................................................. "_""" """"_ """""""- 3423.172 _""""" 7.131607 _"""""""""""""""""""""""""""""""" , .. , . . . . . . ., c ......................................................................... I,,? LATERAL ANALYSIS ALONG LINE A AT SECOND FLOOR SEISMIC FORCE'= ( 1711.2 ) BASED bN FOLLOWING: ................................ TOTAL DIAPHRAGM UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS """" """"" 1711.20 240.00 7.13 0.00 """"" """""" WIND FORCE = ( 1319.5 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 FORCE 20 - 40 FT HGT 22 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS TOTAL FORCE 1319.50 65.00 0.00 0.00 0 - 20 HGT 20 - 40 HGT FORCE FROM TRIB AREA TRIB AREA OTHER LEVELS """""_ """"" """"" """"""- NUMBER OF SHEARWALL PANELS SELECTED = 2 TOTAL LINEAR FEET USED IN CALCS = 7.8 ....................... ' MAX UNIT SHEAR = 219.3846 SHEAR UPLIFT - DEAD = TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK """_ """_ """" """""""""""""" """ """" 1.0 5.0 8.0 1755.1 640.0 1115.1 1.6 ~74% 2.0 2.8 8.0 1755.1 358.4 1396.7 2.9 c (MARKS. SEE SCHEDULES) ............................. EXTERIOR SHEARWALL * >* INTERIOR SHEARWALL ----- *3 SHEARWALL CONNECTIONS >* >* """""""""""~ """""""""""~ *7 """""""""""- ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... PROJECT ..... ALESIA** ENGINEER ...... dgu** DATE....11-1-90 .......................................................................... ,I *!:, ......................................................................... LATERAL ANALYSIS ALONG LINE B AT.SECOND FLOOR ,,,, ................................ SEISMIC FORCE = ( 1711.2 ) BASED ON FOLLOWING: TOTAL DIAPHRAGM UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS """" """"" """"" """""" 1711.20 240.00 7.13 0.00 WIND FORCE = ( 1319.5 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS FORCE 20 - 40 FT HOT = 22 TOTAL FORCE 1319.50 65.00 0.00 0.00 0 - 20 HGT 20 - 40 HGT FORCE FROM TRIB AREA TRIB AREA OTHER LEVELS """""_ """"" """"" """"""_ NUMBER OF SHEARWALL PANELS SELECTED = 1 TOTAL LINEAR FEET USED IN CALCS = 3.2 MAX UNIT SHEAR = 534.7501 ....................... SHEAR UPLIFT - DEAD = TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK _""" "_"" """" """""""""""""" """ """" 1.0 3.2 8.0 4278.0 409.6 3868.4 2.5 m~48 (MARKS. SEE SCHEDULES) ............................. EXTERIOR SHEARWALL * >* INTERIOR SHEARWALL ----- *d >* SHEARWALL CONNECTIONS >* """""""""""- """""""""~"" * IO "_"""""""""" ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... ,4 PROJECT ..... ALESIA** ENGINEER ...... dgu** DATE....11-1-90 .......................................................................... ........................................................................... LATERAL ANALYSIS ALONG LINE 1 AT SECOND FLOOR SEISMIC FORCE = ( 1711.2 ) BASED ON FOLLOWING: ................................ TOTAL DIAPHRAGM UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS 1711.20 240.00 7.13 0.00 """" """"" """"" - WIND FORCE = ( 1015 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HOT = 20.3 FORCE 20 - 40 FT HGT = 22 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS TOTAL 0 - 20 HGT 20 - 40 HGT FORCE FROM FORCE TRIB AREA TRIB AREA OTHER LEVELS 1015.00 50.00 0.00 0.00 """""_ """"" """"" """"""- NUMBER OF SHEARWALL PANELS SELECTED = 1 TOTAL LINEAR FEET USED IN CALCS = 21.6 MAX UNIT SHEAR 79.22222 ....................... SHEAR UPLIFT - DEAD = TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK """_ """_ """" """""""""""""" """ """" 1.0 21.6 8.0 633.8 3628.8 -2995.0 0.4 - (MARKS, SEE SCHEDULES) ............................. EXTERIOR SHEARWALL INTERIOR SHEARWALL ----- SHEARWALL CONNECTIONS > E4 >* *I """""""""""- """""""""""- *- """""""""""- >* ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... PROJECT... ..ALESIA** ENGINEER ...... dgU** DATE .... 11-1-90 .......................................................................... 9 ......................................................................... LATERAL ANALYSIS ALONG LINE 2 AT SECOND FLOOR SEISMIC FORCE = ( 1711.2 ) BASED ON FOLLOWING: """"""""""""""""""""~""""""---"---"- TOTAL DIAPHRAGM UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS 1711.20 240.00 7.13 """" """"" """"" """""" 0.00 WIND FORCE = ( 1015 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS FORCE 20 - 40 FT HGT I: 22 TOTAL FORCE 1015.00 50.00 0.00 0.00 0 - 20 HGT 20 - 40 HGT FORCE FROM TRIB AREA TRIB AREA OTHER LEVELS """""_ """"" """"" """"""* NUMBER OF SHEARWALL PANELS SELECTED = 2 TOTAL LINEAR FEET USED IN CALCS = 10.5 MAX UNIT SHEAR 162.9714 ....................... SHEAR UPLIFT - DEAD = TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK _""" """_ """" """""""""""""" """ """" 1.0 3.5 8.0 1303.8 588.0 715.8 2.3 ~746 2.0 7.0 8.0 1303.8 1176.0 127.8 1.1 - ............................. (MARKS, SEE SCHEDULES) EXTERIOR SHEARWALL INTERIOR SHEARWALL ----- *- SHEARWALL CONNECTIONS * 4 >* *I ""_""""""""" """""""""""~ >* >* ""_""""""""" ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... PROJECT.....ALESIA** ENGINEER ...... dgu** DATE .... 11-1-90 .......................................................................... I4 ......................................................................... ,$ LATERAL ANALYSIS ALONG LINE A AT FIRST FLOOR SEISMIC FORCE' = ( 2181.28 ) BASE6 ON FOLLOWING: ................................ TOTAL FORCE (=) TRIB AREA (X) PSF DIAPHRAGM UNIT FORCE FORCE FROM 2181.28 208.00 (+) OTHER LEVELS """" """"" """"" """""" 2.26 1711.20 WIND FORCE = ( 3694.6 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HOT E 20.3 FORCE 20 - 40 FT HGT = 22 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS TOTAL FORCE 3694.60 117.00 0.00 1319.50 0 - 20 HGT 20 - 40 HGT FORCE FROM TRIB AREA TRIB AREA OTHER LEVELS """""- """"" """"" """"""_ NUMBER OF SHEARWALL PANELS SELECTED = 2 TOTAL LINEAR FEET USED IN CALCS = 16.6 M&X UNIT SHEAR = 222.5663 ....................... SHEAR PANEL# W H LOAD UPLIFT H/W MARK UPLIFT - DEAD = TOTAL RATIO HOLDDOWN ------- -""" """" """""""""""""" """ """" 1.0 6.2 8.0 1780.5 1103.6 676.9 1.3 HQAW 2.0 10.4 8.0 1780.5 1851.2 -70.7 0.8 - ............................. (MARKS. SEE SCHEDULES) EXTERIOR SHEARWALL >* INTERIOR SHEARWALL ----- *3 >* SHEARWALL CONNECTIONS * """""""_"""" *3 """""""""""~ """""""""""- > *') ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... PROJECT.....ALESIA** ENGINEER ...... dgu** DATE .... 11-1-90 .......................................................................... I4 ......................................................................... LATERAL ANALYSIS ALONG LINE B AT.FIRST FLOOR SEISMIC FORCE = ( 2181.28 ) BASED ON FOLLOWING: ................................ TOTAL DIAPHRAGM UNIT FORCE FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS FORCE FROM 2181.28 208.00 2.26 1711.20 - - - - - - - - """"" """"" """""" WIND FORCE = ( 3694.6 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS FORCE 20 - 40 FT HGT E 22 TOTAL FORCE 3694.60 117.00 0.00 1319.50 0 - 20 HGT 20 - 40 HOT FORCE FROM TRIB AREA TRIB AREA OTHER LEVELS """""- """"" """"" """"""_ NUMBER OF SHEARWALL PANELS SELECTED = 1 TOTAL LINEAR FEET USED IN CALCS = 14.6 ....................... MAX UNIT SHEAR = 253.0548 SHEAR UPLIFT - DEAD TOTAL PANEL# RATIO HOLDDOWN W H LOAD UPLIFT H/W MARK """_ """_ """" """""""""""""" """ """" 1 .o 14.6 8.0 2024.4 2598.8 -574.4 0.5 - (MARKS. SEE SCHEDULES) ............................. EXTERIOR SHEARWALL * >* INTERIOR SHEARWALL ----- * SHEARWALL CONNECTIONS """""""""""- >* 3 >* *3 """""""""""- """""""""""- ............................. NOTE: PLYWOOD WALLS WITH H/W RATIO > 2 TO 1 TO BE BLOCKED NOTE: PLYWOOD WALLS MAX H/W RATIO IS 3.5 TO 1 .......................................................................... If PROJECT. .... ALESIA** ENGINEER ...... dgU** DATE. ... 11-1-90 .......................................................................... ........................................................................... LATERAL ANALYSIS ALONG LINE 1 AT FIRST FRLOOR SEISMIC FORCE = ( 2181.28 ) BASED ON FOLLOWING: """"""""""""""""""""~"""""""""""- TOTAL DIAPHRAGM UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS 2181 -28 208.00 """" """"" """"" """""" 2.26 1711.20 WINO FORCE = ( 2476.6 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 FORCE 20 - 40 FT HGT = 22 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS TOTAL 0 - 20 HGT 20 - 40 HGT FORCE FROM FORCE TRIB AREA TRIB AREA OTHER LEVELS 2476.60 72.00 0.00 1015.00 """""_ """"" """"" """"""_ NUMBER OF SHEARWALL PANELS SELECTED = 2 TOTAL LINEAR FEET USED IN CALCS = 21 MAX UNIT SHEAR = 117.9333 ....................... SHEAR - UPLIFT - DEAD TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK """_ """_ """" """""""""""""" """ """" 1.0 16.5 8.0 943.5 2937.0 -1993.5 2.0 0.5 - 4.5 8.0 943.5 801 .o 142.5 1.8 - ............................. (MARKS. SEE SCHEDULES) EXTERIOR SHEARWALL * >* INTERIOR SHEARWALL ----- * It SHEARWALL CONNECTIONS * 2 >* >* """""""""""~ """""""""""- """""""""""~ ............................. NOTE: GYPBOARD WALLS WITH H/WfRATIO > 1.5 TO 1 TO BE BLOCKED NOTE: GYPBOARD WALLS MAX H/W RATIO IS 2 TO 1 .......................................................................... .......................................................................... PROJECT.....ALESIA** ENGINEER ...... dgu** DATE. ... 11-1-90 .. .. . ~..~ . , .. . ... ........................................................................... LATERAL ANALYSIS ALONG LINE 2 AT FIRST FLOOR SEISMIC FORCE = ( 2181.28 ) BASED ON FOLLOWING: ................................ TOTAL DIAPHRAGM ' UNIT FORCE FORCE FROM FORCE (=) TRIB AREA (X) PSF (+) OTHER LEVELS 2181.28 208.00 2.26 1711.20 """" """"" """"" """""" WIND FORCE = ( 2476.6 ) BASED ON FOLLOWING: PROJECTED AREA METHOD FORCE 0 - 20 FT HGT = 20.3 FORCE 20 - 40 FT HGT = 22 TOTAL FORCE = WIND PRESSURE X TRIB AREA + FORCE FROM OTHER LEVELS TOTAL 0 - 20 HGT 20 - 40 HGT FORCE FROM FORCE TRIB AREA TRIB AREA OTHER LEVELS 2476.60 72.00 0.00 1015.00 """""~ """"" """"" """"""- NUMBER OF SHEARWALL PANELS SELECTED = 1 TOTAL LINEAR FEET USED IN CALCS = 10 MAX UNIT SHEAR = 247.66 ....................... SHEAR UPLIFT - DEAD = TOTAL RATIO HOLDDOWN PANEL# W H LOAD UPLIFT H/W MARK 1.0 10.0 8.0 1981.3 2180.0 -198.7 0.8 L _""" ""_" """" """""""""""""" """ """" (MARKS, SEE SCHEDULES) ............................. EXTERIOR SHEARWALL *. >* INTERIOR SHEARWALL ----- * SHEARWALL CONNECTIONS """""""""""- >* 3 >* *3 """""""""""- """""""""""- ............................. NOTE: GYPBOARD WALLS WITH H/W, RATIO > 1.5 TO 1 TO BE BLOCKED NOTE: GYPBOARD WALLS MAX H/W RATIO IS 2 TO 1 .......................................................................... .......................................................................... PROJECT ..... ALESIA** ENGINEER ...... dgu** DATE....11-1-90 SHEAR k4LL BCHEWLE I MARK Voll bTERIAL kAlUN0 i . C(*(STRUCTION CDNNECTION WALL BEAR WALL I i ?),,'; A. ", .. .. '@I 1 A ai A IBO 716 STUCCD ND. I I OA OR UNBLOCKED .. NO-IS OA 01-10 0.5. 6 0.c.ENBFN FRAHINO 86D 716 STUCCO No. I I OA OR UNBLOCKED PER ICE0 NO.16 OA O8-16 O.C. S 0.C.ENBFN FRAMINO 276 WE PLY 80-6 o.C .EN BLDCUED FRAHINO 0 0.C.FN . 2n-IO0.c. 432 SIB PLY 86-4 0.c.EN BLDCKED FRAHINO L? 0.C.M PI-I6O.c. 070 I/* PLY ea-P o.c.~ BLOCKED BTAOOER EN SI -16 0.c. 12 0. C. FN FRAMINO , W 112 OYP 56-7 O.C. UNEUCKED EN 8FN FRAMINO 91-18 O.C. 62 112 OYP W- 4 O.C.. UNBLOCKED EN 8 FN , Or-l6c.c. 'rn Q. 75 I~OYP 56-40.c. BLOCKED EN 8 FN 28 - I6 O.C. . FRAMINO A I25 '112 OYP, W-4 O.C. UNBLDCKED EN am 21- IS O.C. FRAMINO Q I12 OYR 66-4 O.C. BLDCKED FRAMINO EN 8 FN 28-16 O.C. BO4 YE PLY, Ed-4 O.C. BLDCKED FRAMIYO I4 I2 o.c.FN O~-l(rO.c. 1104 S/B PLY+ ea-a O.C.EN BLOCKED IO 0. e. FN PI-IO O.C. i FRAMINQ 01 1464 S/8 PLY* 86-2o.c.a. BLQCKED STAOOER EN SI-16 0.c. I2 0.0. FN FRAMNO A. ! ib , APPLIED TO BOTH SIDES DF FRAYINO iib Bd or IOd P IN OC REWIRES SI FRAYlNO SILLI PLATE bND STUDS. I . ..'.,. . .. .. ... ,. - , .. .. .. .. , .. . SHEAR WALL CONNECTIDN SCHEDULE I 126 . 119 DIA A.B. 16d- IO 0.5. 160- IO O.C. 60 0.e. PX PLATE & BUKXlNQ 2a MUDSILL 115 DIA A.B. I6d - e O.C. 4s 0.e. 16d - 8 0.C. 2. PLATE On BLOCKINQ Za MUDSILL 42 0.c. 119 DIA A.B. I60 - 7 O.C. 1Bd - 7 O.C. f!a BLOCKINO Za PLATE ea MUDSILL PDB 112 DIA A.8. wld - 6 O.C. I60 - 6 0.C. 36 O.C. ZK PLATE Za -KINO $3 MUDI1I.L 618 DIA A.B. A30F- 6 0. e. ASSF-6o.c. I2 O.C. PI PLATE Pa FRAYNQ 2. WSlU 1.- .. . -. . ...... ." 985. 618 DIA A. 8. A30F - 6 O.C. A3SF - 6 0.C. 16 ac. 01 PLATE f!a FWINO i . ...... ... ......... .. ... ............ ....... ,. ... ,. . ... ... +,., .. .; .: .r;-.. ...,.. ..,......... ~ ~ ~~ .. ,. . .... ~ ~~ .. . ........................................................ *** PROGRAM WOOD STRUCTURE ANALYSIS *** TYPICAL ROOF RAFTERS AT .16 OC MAXIMUM ALLOWABLE SPAN GIVEN THE FOLLOWING CRITERIA: FOR INERTIA CALCULATION .5 X DL + LL IS USED FOR W ........................................................ :! ,, , ...................... DEAD LOAD = 15 LIVE LOAD = 20 THUS W = 46.66667 Fb x LDF = 1450 X 1.25 Fv = 95 THE FORMULA USED (UNIFORM LOADING) ARE: MAX L BASED ON BENDING STRESS, L = SQT((8XSxXFbXLDF)/(12XW)) SHEAR AREA IS CHECKED Ar = (~.~XWXL-~D>/(~XLDFXFV) INERTIA IS ALSO CHECKED Ir = (5X1728XWXLEO4)/(384XErnXL/240) L IS ADJUSTED FOR GOVERNING CONDITION USING 2 X 8 MEMBER DF-L N0.2 ALLOWABLE L BASED ON SX, L = 18.44538 WITH SX = SXr ALLOWABLE L BASED ON Ar, L 18.44538 WITH Ar = 5.192885 ”””_”“””””””””””“””””””””””” ”“”””””””””””” ALLOWABLE L BASED ON Ir. L = 16.44538 WITH Ir = 43.16851 ...................................... * MAXIMUM SPAN (FT) = 16.44538 * ”””””””””””“” * Sx = 13.14 * A = 10.875 * I = 47.635 ...................................... ” ”””””_”””””””””””“”“ L """"""""""""""""""""""""""- BEAM DESIGNRE" DESIGN PARAMETERS, Fb = ,1300 Fv = ; 85 LDF = 1.25 E = 1800000 """-""""""""""""""""""""""" ;,,,:: ,, , USING DRESSED LUMBER FOR A BEAM SPAN 14 LOADING A POINT LOAD (LBS) = 100 AT 5 FEET FROM Rl UNIFORM LOAD ON MEMBER (PLF) = 280 BEAM REACTIONS R1 = 2024.286 R2 = 1995.714 MAX SHEAR = 2024.286 """"_ BEAM SPAN = 14 MAXIMUM MOMENT OCCURS AT 6.876 FEET FROM R1 MOMENT = 7112.278 AREA REQ'D = l.S*V/(LDF*Fv) = 24.87227 SECTION MODULUS REQ'D = 12*M/(LDF*Fb) = 52.52143 INERTIA REQUIRED (1/2 DL + LL) = 192.08 ......................................... *** USE 6 X 12 *** """"""""""" *** Sx = 116.0156 *** A = 61.875 *** I = 652.5879 .......................................... ................................ ................................................................ PROJECT.... ADDITION ** DATE.... 10-29-90 ** ENGINEER .... dgu ................................................................ BEAM DESIGN RBM2 DESIGN PARAMETERS, Fb = 1300 Fv = ; 85 LDF = 1.25 E 1800000 USING DRESSED LUMBER FOR A BEAM SPAN = 8 ........................... """""_""""""""""""""""""""" LOADING , UNIFORM LOAD ON MEMBER (PLF) = 350 BEAM REACTIONS R1 = 1400 R2 = 1400 BEAM SPAN = 8 MAX SHEAR = 1400 MAXIMUM MOMENT OCCURS AT 4 FEET FROM R1 MOMENT = 2800 AREA REQ'D = l.S*V/(LDF*Fv) 17.60294 SECTION MODULUS REQ'D = 12*M/(LDF*Fb) = 20.67692 """"_ I4 *** USE 12 X 6 ......................................... *** """"""""""" *** A = 60.375 *** Sx = 52.82813 *** I = 138.6738 .......................................... FLAr wst? """""""""""""""""""""""""""""""- ................................................................ PROJECT.... ADDITION ** DATE.... 10-29-90 ** ENGINEER .... dgu ................................................................ n ”””””””””””””””””””“””””””- BEAM MSIGN RBM3 DESIGN PARAMETERS. Fb = ,1500 Fv = ; 95 LDF = 1.25 E = 1~00000 FOR A BEAM SPAN = 9 ”“”“”“””“””””””””””””””””“- !8 USING DRESSED LUMBER LOADING UNIFORM LOAD ON MEMBER (PLF) = 140 BEAM REACTIONS R1 = 630 R2 = 630 BEAM SPAN = 9 MAX SHEAR = 630 MAXIMUM MOMENT OCCURS AT 4.5 FEET FROM R1 MOMENT = 1417.5 AREA REQ’D = 1.5*V/(LDF*Fv) = 6.889474 SECTION MODULUS REQ’D = 12*M/(LDF*Fb) = 9.071999 ””””_ ......................................... *** USE 4 X &Om *** ””””””””””” *** A = 25.375 *** Sx = 30.66146 *** I = 111.1478 .......................................... ................................................................ ................................................................ PROJECT. ... ADDITION ** DATE.... 10-29-90 ** ENGINEER .... dgu ”“”““””””””””””””””””””””””””””- ,, """"""""""""""""""""""""""- BEAM DESIGN ~0m I ........................... DESIGN PARAMETERS. Fb = 2400 F; = ; 165 LDF = 1 'E = 1800000 USING GLULAM FOR A BEAM SPAN = 19 LOADING UNIFORM LOAD ON MEMBER (PLF) = 700 "_""" BEAM REACTIONS R1 = 6650 R2 = 6650 BEAM SPAN = 19 MAX SHEAR = 6650 MAXIMUM MOMENT OCCURS AT 9.5 FEET FROM R1 MOMENT = 31587.5 AREA REQ'D = l.B*V/(LDF*FV) = 54.09091 INERTIA REQUIRED (1/2 DL + LL) 900.2438 SECTION MODULUS REQ'D = 12*M/(LDF*Fb) = 157.9375 ......................................... *** USE 6.75 X 12 *** """"""""""" *** A J: 81 *** Sx = 162 *** I = 972 *** MIN CAMBER = .8798679 .......................................... ................................ ................................................................ PROJECT. ... ADDITION ** DATE .... 11-4-90 ** ENGINEER .... DGU ................................................................ ........................................................ *** PROGRAM WOOD STRUCTURE ANALYSIS ........................................................ *** TYPICAL FLOOR JOISTS AT 16 oc MAX'IMUM ALLOWABLE SPAN ' CONCENTRATED LOAD = 0 GIVEN THE FOLLOWING CRITERIA: DEAD LOAD = 10 LIVE LOAD = 40 THUS W = 66.66667 FOR INERTIA CALCULATION .5 X DL + LL IS USED FOR W Fb x LDF = 1,450 X 1.00 Fv = 95 THE FORMULA USED (UNIFORM LOADING) ARE: MAX L BASED ON BENDING STRESS, L = SQT((EXSxXFbXLDF)/(12XW)) ............................ SHEAR AREA IS CHECKED Ar = (1.5XWXL-2D)/(2XLDFXFV) INERTIA IS ALSO CHECKED Ir (5X1728XWXLEO4)/(384XEmXL/240) L IS ADJUSTED FOR GOVERNING CONDITION USING 2 X 12 MEMBER DF-L N0.2 ALLOWABLE L BASED ON SX. L = 23.94734 WITH SX SXr ALLOWABLE L BASED ON Ar. L = 23.94734 WITH Ar = 9.521686 ALLOWABLE L BASED ON Ir, L = 21.94734 WITH Ir = 167.9038 ............................ """""""""~""""~ ...................................... * MAXIMUM SPAN (FT) = 21.94734 * """"""""""""" * Sx = 31.64 * A = 16.875 * I = 177.97 ...................................... """"""""""""" . . . . . . . , ..,... , . . . . . , , Ale8ia Witting" Addition La Costa climate Zone #7 Lloyd & Associates Title 24 Energy Calculations Compliance Method - CALPAS 4 October 31, 1990 Haynal and Company Escondido, CA 92025 425 N. Date, Suite A (619) 743-5408 / (619) 295-9225 Contractorts License #467907