Loading...
0001-006 (SFD) Revision 1 Structural Calcs77 c' GO UVI.S ENGINEERING C A L I F O R N I A CALIFORNIA STRUCTURAL CALCULATIONS FOR A CUSTOM HOME "ESTANCIAS LOT 31" (Revised 06/21/2000) JOB NO. 20922 DATE 10/19/1999 ADDRESS LOT 31 LOCATION : LA QUINTA, RIVERSIDE COUNTY, CA OWNER LA QUINTA ORCHARD PARTNERS C/O SPARKS ARCHITECT WALLING &.MCCALLUM/LIMITED_ DESIGN CRITERIA: t A. CODE: 1997 UBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 199. MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH MATERIAL 4X MEMBERS N0. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES -AND BLOCKING STUD GRADE OR BETTER STUDS STUD -GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE': 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.N.O.) E. STRUCTURAL STEEL (A50) (U.N.O.). F. CONVENTIONAL NON -MONO P017R V0TTT%MArPTnAT evcrrVM SOILS AND GEOLOGY: �� SOILS REPORT BY: EARTH SYSTEMS EARTH -SYSTEMS 068 /1999 ALLOWABLE SOIL BEARING PRESSURE: 1300 PSF 83-01 11/01 f' NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUIREMENTS. CITY OF LA QUANTA BUILDING. & SAFETY DEPT APP0"JD FOR CONSTRUCTION NOTICE: USE RESTRICTIONS.OF THESE CALCULATIONS THE ATTACHED CALL ONS VALID ONLY WHEN BEARING ORIGINAL SIGNATURF19)F SP,EE�;�B -HEREON. ENT/CEO, RCE 38276 IFORNIA EXP. DATE 03/31/2001 GOUVISENGINEERING GROUP OFCOMPANIES 97THOFFICESLV: 4400 CAMPUS DRIVE, SUITEA. NEWPORTBEACH, . CALIFORNIA 92660 2150 E. TAHQUITZ CANYON SUITE9, PALMSPRINGS, CALIFORNIA 92262 5465 MOREHOUSE DRIVE, SUITE 100, SANDIEGO, CALIFORNIA 92121 FIELD OFFICES: LAS VEGAS (!02)597-2005 • Fax(702)597-0905 (949)752-1612 • Fax(949)752-5321 • (760)323-5090 ' Fax(760)325-2863 • (619)623-9941 • Fax(619)623-0278 FREMONT (510)252-9195 ' Fax(510)252-9196 Structural Calculation Standard Notes TABLE OF CONTENTS Page 2 GEC Job #:J1 Client: j - Z.,�ff5• XV C UFOetv�a Date: a SHEETS Revisions............................................................................................. ............. 3 Roof Rafter / Floor Joist Span Tables.................................................................. 4 - 7 ,+ Shear Wall Schedule..................................................................................... , .8 9 Anchor Bolt Chart ................................................................................................. PLAN Beams.........:................................................... ... ......... .................. B1 -� �7 Lateral Force Analysis................................................................................ L1 - i— u® `3 Foundation....................:.................................................................. ...... F1 - PostTension ........................... .............................................. PTI-} r ` y TOTAL NUMBER OF PAGES j® 1 .. 0 i ,{ Structural Calculation Standard Notes ROOF RAFTER / JOIST SPAN TABLE: DFL NO.2 Page 4 NOTE: TL DFL: L/240 GEC Job #: 0 09U LL DFL: L/360 client: CAUFORNL4 Date: FLAT TILE SHAKE TILE SLOPE....... ............ ....< 4:12 <4:12 z4:12 2t4:12 LL /'DL' `. 10../6.0 20./15.0 20./18.0 16./11A 16./18.0 SIZE SPC CLG JST RFT RFT RFT RFT 12 10'-6" 8'-1" 7'-11" 8'-11" 8'-2" 2 x 4 16 9'-7" 7'-5" 7'-2" 8'-0" 7'-6" 24 8'-4" 6'-5" 6'-2" 7'-0" 6'-6" 12 _ 16'-7" 12'-10" 12'-6" 13'-11" -12'-11" t 2 x 6 lb 15'-1" 11'-7" 11'4" 12'-8" 111-911. 24 13'-2" 10'-1" 9'-10" 10'-2" ] 2 21'-11" 16'-10°' 16'-5" 18'-5" 17'-0" 2 x 8 16 19'-11" 15'-4" 14'-11" 16'-8" 15'-5" 24 17'-4" 13'-4" 13'-0" 14'-7" 13'-6" 12 27'-11" 21'-6" 20'-11" 23'-5" 21'-9" 2 x 10 16 25'-5" 19'-7" 19'-1" 21'-4" 19'-9" 24 22'-2" 16'-9" 18'-7" 17'-2" 12 34'-0" 26'-2" 25'-6" 2876' 26'-6" 2x 12 16. 30'•11" 23'-9" 22'-10" 26'-0" 24'-0" 24 27'-0" 19'-5" 18'-8" 22'-2" 19'-8" 12 40'-1" 30'-9" 29'-6" 33'77" 31'-0" 2x 14 16 36'-5" 26'-8" 25'-6" 30'-2" 27'-1" .24 31'-9" 21'-9" 20'-10" 24'-8" 22'-0" NOTE: A load duration factor of Cd = 1.25 and repetive factor of Cr = 1.15 have been considered. r 4rrp GEC.doc Structural Calculation Standard News MAXIMUM SPAN TABLE FOR DFL NO.2 FLOOR Page 5 JOISTS GEC Job #: Client: -T . Date: CarrFORNM i f ( q Residential reg. Residential Residential Residential floor Deck joist: Commercial floor TL DFL : L / 240 floor load w/o It. floor joist w/ floor joist w/ joist w/1 1/2" LL = 60 psf load w/ 20 psf LL DFL: L / 360 wt. conc. or 3/4" gyperete 1" gyperete gyperete DL = 12 psf partition & 1 1R" It wt conc. or gyperete 6'-2" 6'-2" 6'-0" 5'-5" gyperete 40.0/12.0 40.0/17.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FLR. JST. FLR. JST: FLR. JST. FLR. JST. FLR. JST. FLR. JST. 2 X 4 ;12 6'-10" 6'-10" 6'-9" 6'-8" 5'-11" 5'-891:. — 6'-2" 6'-2" 6'-0" 5'-5" 4'-1 l" 162 5'-1" 5'-1" 5'-1" 5'-0" 4'-5" 24 5'-5" 5'-2" 5'-0" 4'-11"_ 4'-8" 4'-0" 2 X 6 12 10'-8" 10'-8"101-519 10'((-��1" 9'-4" 8'-4" 16 9'-9" 9'-3" 9'-1" 8'-i" 8'-3" 7'-2" 162 7'-11" 8'-0" 7'-11" 7'-7" 7'-2" 6'-4" 24 7'-11" 7'-7" 714" 7'-2" 6'4" 5'-10" 2 X 8 12 14'-1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" 16� 12'-3" 11'-9" 11'-6" 11'-1" 10'-69. 9'-2" 162 10'-6" 101-4" 10'-1" 9'-9" 9'-2" 8'-1" 24 10'-1" 9'-7" 9'-4" 9'-0" 8'-6" 7'-5" 2 X 10 12 17'-5" 16'-7" 16'-2" 15'-8" 14'-8" 12'-11" 16 15'-0" 14'-5" 14'-0" 13'-7" 12'-10" 11'-2" 162. 13'-11" 13'-9" 13'-4" 12'-11" 12'-1" 10'-8" 24 12'-3" 11'-9" 11'-5" 11'-1" 10'-5" 9'-1" 2 X 12 12 20'-2" 19'-2" 18.'-8" 18'-2" 17'-1" 15'-0" 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-10" 13'-0" 162 16'-7" 16'-5". 16'-0" 15'-5" 14'-5" 12'-8" 24 14'-3" 13'-7" 13'-3" 12'-10" 12'4" 10'-7" 2 X 14 12 22'-6" 21'-1" 20'-10". 20'-2" 19,'-2" 16'-9" 16 19'-6" 18'-8" 18'-1" 17'-6" 16'-7" 14'-6" 162 19'-4" 19'-1" 18'-8" 18'-1" 16'-11" 14'-1 l" 24 15'-11" 15'-2" 14'-9" 14'-3" 13'-6" 11'-10" NOTE: 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection) 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr = 1.15 has been considered STANDARD NOTES Structural Calculation Standard Noms Page 6 GEC Job #: Client: . �. CetlxoRNM Date: 11 i 6 9 WHEN USING FLAT CONCRETE TILE FOR ROOFING MATERIAL, PLEASE BE AWARE THE SPAN OF ROOF RAFTERS PROVIDED IN ATTACHED TABLE MEETS ALL STRUCTURAL CODE REQUIREMENTS. HOWEVER, WHEN USED TO MAXIMUM ALLOWABLE SPAN, RAFTERS MAY SHOW DEFLECTION OR SAG. DUE TO THE NATURE AND APPEARANCE OF SUCH TILE MATERIAL. WE SUGGEST THE USE OF PURLIN BEAMS TO CUT THE SPAN OF THE 2 X 10 ROOF RAFTERS TO 16'- 0" AND 2 X 12 RAFTERS TO 20'-0" MAXIMUM, WHEN SPACED AT 16" ON CENTER ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LIMIT THE DEFLECTION. 1— TYP. R/R SEE PLANS DO NOT NAIL R/R TO WALL 2— DBL TOP PLATE 3— TS22 (1) EACH SIDE AT EACH ENO OF R/R 4— .ROOF E.N. 5— R/R NOT TO BE NAILED TO SHEAR WALL 6- TS22 7- SECTION "A SHEAR TRANSFER/CONNECTION DETAIL 6st GEC Structural Calculation Standard Noes MAXIMUM SPAN TABLE FOR DFL No. 2 FLOOR Page 7 ii JOIST'S GEC Job #: 101k Client: T . b . . iv Date: 111 Ib qq THE FOLLOWING TABLE HAS BEEN CREATED AS A GUIDE TO ASSIST IN THE CONTROL OF THE "BOUNCE" OR TRAMPOLINE EFFECT OF RESIDENTIAL FLOOR JOISTS OF VARIOUS SIZES. AND RELATING TO THEIR MAXIMUM SPANS TO MINIMIZE THE SAID EFFECT. �I At 12" o.c. At 16" o.c. At 24" o.c,- .c.2X4 2X4 51-8" 5'- 1" ------_ 2X6. 8'-11" 8'-2" 6'-11" 2X8 11'-11" 10'-6" 8'-10" 2X.10 14'-11" 13'-10" 11'-4" 2X12 18'=3" 16'-7", 13'-9" 2X14 21'-6" 19'-4" 16'-3" �I Structural Calculation Standard Notes SHEAR WALL SCHEDULE 1997 UBC Page 8 (Revised 02/20/98) GEC Job #::�cS Client: T •ZJ -1 CAUIFORNL4 Date: i1 j (q I C 16D SELL PLATE NAILING (SINKER NAIL) 8. 7/8" STUCCO OVER PAPER -BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTM PLATES. EDGE OF SHEAR WALL AND ON FIELD (*'°) 180#/' 8" O.C. 10. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) 260#/' 4" O.C. 11. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) '350#/1 3" O.C. 12. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-II4-1 UBC) (* * *) 490#/' 3", O.C. 13. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH 10d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) (* * *) 665#/' SEE PLAN 14. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH 10d COMMON NAILS AT 2" , O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) (***) 870#/' SEE PLAN * * SHEAR PANEL TYPE 8 SHALL BE APPLIED IN ACCORDANCE WITH ICBO REPORT # 1318 JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG AND 3/4" CROWN (WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1 1/2" TO 1" SHALL BE BLOCKED). * * * PROVIDE 3" NOMINAL OR WIDER FRAMING AT MUD SILL AND AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 12, 13 AND 14. m I .UTERNI ATE TO ANCHOR BOLT SPACING Structural Calculation Standard Notes Page : 9 GEC Job # : 167j 2. Client : I . b _,- •� CAUFOIt..1.4 Date: Shear Force L,:- 0 ANCHOR BOLT(Zone 0-3) 5/8" m ANCHOR BOLT(Zone 0-4) SIMPSON MAS ON 2x4/2x6 PTDF SIMPSON MA4 ON 2x4 PTDFUNc SI APSON MA6 ON 2x6/3x6 PTDF USP FA I, FA2 ON 2x4/2x6 PTDF (PLF) 90 Zone 3 72" Zone 0.1,2 7299 Zone 3,4 72" Zone 0,1,2 72" Zone 3,4 72" Zone 0,1,2 72" Zone 3,4 64" Zone 0,1,2 64" Zone 3,4 72" Zone 0,1,2 72" Zone 3,4 66" Zone. 0,1,2 69;7- 100 72" 72" 72" 72" 72" 72" 56" 56" 72" 72" 66" 66" 150 64" 64" 72" 72" 56" 56" 32" 32" 48" 48" 66" 66" 175 56" 56" 72" 72" 48".48" 32" 32" 40" 40" 66" 66" 180 ;8" 48" 72" 72" 48" 48" 32" 32" 40" 40" 48" 4811 260 3:" I 32" 48" 48" 32" 32" 16" 16" 24" 24" 32" 32" 350 i 24" 24" 40" 40" 24" 24". 16" 16" 16" 16" 24" 24„ 490 1 '16" 16" 32"' 24" 16" 16" 8" 8" 16" 16" 16" 16" 600 1 16"' 16" 249" 24" 12" 12" 8" 8" 12" 12" 12" 12" 665 12"' 12" 24"' 16" N/A 12" 12"2 8" 12"'.: 12" N/A 12" 870 8"j. 8" 16"' 16" N/A 8" 8112 N/A 8"' 8" N/A 81, 1330 N A N/A 12' 12' N/A N/A N/A N/A N/A N/A N/A N/A 1740 N A . N/A 8"' 8"' N/A I N/A N/A N/A N/A N/A N/A N/A '_. . 3x4 SILL PLATE ALL '*vf D SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. t 0 A.B.: 1250(1.5/3)(4/3) = 833 # MINIMUM I-1/2" FROM EDGE OF CONCRETE & PLATE 5 3" 0 A.B.: 2795(i.875/3.75)(4/3)=.1863 MINIMUM I-7/8" FROM EDGE OF CONCRETE & 1-1/2" FROM EDGE OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997 NDS SECTION 8.2.3 AND TABLE 8.2E. 1 o .A.B.: 2x SILL - 620(4/3) = 827 # 3x SILL - 730(4/3) = 973 # 5 8-0 A.B.: 2x SILL - '890(4/3 ) = 1187 # 3x SILL - 1140(3/3) = 1520 # SINIPSON NLAS,1N1A4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER-443): N,LaS.2x4, 2x6 SILL: 720 # MA4•:x4 SILL: 430 # '14-k4 ',x-4 SILL:680 # MA6=x6.3x6 SILL: 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. . MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FAI/FA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER -3613): FALFA"2x4, 2x6 SILL: 790# '.MOTE: ANCHORS SHALL BE PLACED WITHIN -12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'/ FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. 20922 CLIENT T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) PRIMARY ROOF LOADING ---------------------------------- Pitch 03.0:12 K = 'Increase for Pitch 1.03 TRUSS (24" OC) 2.40 PLYWOOD(1/2" ) x K ,1.60 1/2" GYP. BOARD 2.20 Roofing x K 10:31 Misc. 2.49 _ Total Dead Load (psf) 19 00 Snow Load (psf) 0.00 Live Load (psf) 20.00 Total Load "(psf) 39.00 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : 8 - Z - JOB NO. : 20922-111 CLIENT :'T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 1 HDR @ REAR M.CLOSET OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' PRIMARY ROOF••.,. 780 PLF=40.0* (19+20) /2 FROM 0..00' T,O- 6.251 EXTERIOR WALL "'c=,.•52 PLF = 3.5' * 15.0 FROM.-�y``0.00' T0�.25' REACTIONS (LBS) `��, LEFT IG DOWNWARD (DL+LL/MAX. ) ~` , 2664/2864 �� 2664 2664 UPLIFT (DL+LL/MAX . ) \0 \ .. ;r 0/0 `J *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4162 �LB*FT @ 3.17' RAT`3n=0.646(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.095 INCH @ 3.17' CRIT SHEAR = 2025 LB @ 0.75' 1.5*SHEAR/Fv*A=O:-6-93(Fv=106 A= 41.25; MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 2 DRP BM @ REAR M.BATH OVER-ALL LENGTH (FT): 12.50 REACTION AT: 0.00 12.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 12.5' PRIMARY ROOF : 702. PLF=36.0*(19+20)/2 FROM 0.00' TO 7.75' EXTERIOR WALL 60 PLF = 4.0' * 15.0 FROM 0.00' TO 12.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4254/4254 2187/2187 UPLIFT, (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 11570 LB*FT @ 5.42' RATIO=0.995(Fb= 1688 S= 82.73)' CRIT DEFLTN = -0.492 INCH @ 6.00' BASED ON (L/ 240)=0.625 CRIT SHEAR = 3537 LB @ 0.92' 1.5*SHEAR/Fv*A=0.956(Fv=106 A='52.251 MAY USE FOLLOWING ALTERNATES: ALT1.. PARALLAM 5 1/4 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. CLIENT PLAN NO.: DATE ENGINEER: 20922-111. T.D. DESERT LOT _31 10/29/99 ALBERT (VER5 . 0 0 ) BEAM NUMBER: 3 DRP BM @ REAR ENTRY OVER-ALL LENGTH (FT): 7.75 REACTION AT: 0.00 7.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM -0.01 'TO 7.8' PRIMARY ROOF 556 PLF=28.5*(19+20)/2 FROM 0.00' TO 7.75' EXTERIOR WALL : 105 PLF = 7.0' * 15.0 FROM 0.00' TO 7.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) a 2638/2638 2638/2638 UPLIFT (DL+LL/MAX.) 0/0 :0/0 *** USE DFL NO1 6 x 8 DROP BM/HDR ***. CRIT MOMENT = 5110- LB*FT @ 3.92' RATIO=0.793(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.179 INCH @ 3.92' BASED ON (L/ 240)= 0.388 CRIT SHEAR = 2127 LB @ 0.75' 1.5*SHEAR/Fv*A=0.728(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 4 DRP BM @ REAR DINING OVER-ALL LENGTH (FT): 8.25 REACTION AT: 0.00 ;8.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.2' PRIMARY ROOF : 585 PLF=30.0*(19+20)/2 FROM 0.00' TO 8.25' EXTERIOR WALL 105 PLF = 7.0' * 15.0 FROM 0.00' TO 8.25' REACTIONS -(LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2929/2929 2929/2929 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 6040 LB*FT @ 4.17' RATIO=0.937(Fb=`1500 S= 51.56) CRIT DEFLTN = -0.239 INCH @ 4.17' BASED ON (L/ 240)= 0'.412 CRIT SHEAR = 2396 LB @ 0.75' 1.5*SHEAR/Fv*A=0.820(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 I GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : , , - LV BEAM NUMBER: 5 DROP BM AT REAR OF DINING JOB NO. : 20922-200 CLIENT : T.D.DESERT PLAN NO.: LOT 31 DATE : 02/07/2000 ENGINEER: REZA(VER5.10) 2 E v t se -o OVER-ALL LENGTH (FT): 9.00 REACTION AT: 0.00 9.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.0' PRIMARY ROOF : 916 PLF=47.0*(19+20)/2 FROM 0.00' TO 5.50' PRIMARY ROOF : 351 PLF=18.0*(19+20)/2 FROM 5.50' TO 9.00' .__EXTERIOR WALL : 105 PLF 7.0' * 15.0 FROM 0.00' TO 5.50' POINTFROM ` : DOWN=1551 @5.50'(L. OF BM 20) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4794/4794 3716/3716 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1 6 x 12 DROP.BM/HDR *** CRIT MOMENT =11132 LB*FT @ 4.67' RATIO=0.653(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.142 INCH @ 4.50' CRIT SHEAR = 3676 LB @ 1.08' 1.5*SHEAR/Fv*A=0.820(Fv=106 A= 63.25' BEAM NUMBER: 6 DRP BM @ FRONT M. SITING OVER-ALL LENGTH (FT): 9.00 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.0' PRIMARY ROOF -.624 PLF=32.0*(19+20)/2 FROM EXTERIOR WALL : 38 PLF = 2.5' * 15.0 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 3067/3067 UPLIFT- (DL+LL/MAX.) 0/0 0.00 9.00 0.00' TO 9.00' 0.00' TO 9.00' RIGHT 3067/3067 0/0 *** USE DFL N01 6 x 1O.DROP BM/HDR *** CRIT MOMENT = 6900 LB*FT,@ 4.50' RATIO=0.593(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.160 INCH @ 4.50' BASED ON (L/ 240)= 0.450 CRIT SHEAR = 2442 LB @ 0.92' 1.5*SHEAR/Fv*A=0.660(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : gr 15 JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT.(VER5.00) BEAM NUMBER: 7 FL CLG BM @ LEFT M.BDRM OVER-ALL LENGTH (FT): 12.25 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 12.2' PRIMARY ROOF 78 PLF= 4.0*(19+20)/2 FROM POINT LOAD @ 3.5'(G= 700 ) REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.), 1100/1100 UPLIFT •;,. t.(.DL+:LL"/..MAX ) 0/0 0.00 , 12.25 0.00' TO'12.25' RIGHT 800/800 Q/ 0. *** USE DFL NO1 6 x 8 *** CRIT MOMENT = 3267 LB*FT @ 4.08' RATIO=0.507(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.276 INCH @ 5.83' BASED ON (L/ 240)= 0.613 CRIT SHEAR = 1027 LB @ .0.75' 1.5*SHEAR/Fv*A=0.351(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 8 HDR @ FRONT M.BDRM OVER-ALL LENGTH (FT): 12.00 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.0' PRIMARY ROOF : 829 PLF=42.5*(19+20)/2 FROM EXTERIOR WALL . 38 PLF = 2.5' * 15.0 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 5103/5103 UPLIFT (DL+LL/MAX.) 0/0 0.00 , 12.00 0.00' TO 12.00' 0.00' TO 12.00' RIGHT 5103/5103 0/0 *** USE DFL NO1 6 x 12 DROP BM/HDR *** CRIT MOMENT = 15310 LB*FT @ 6.00' RATIO=0.898(.Fb= 1688 S= 121.23) CRIT DEFLTN = -0.356 INCH @ 6..00' BASED ON (L/ 240)= 0.600 CRIT SHEAR = 4182 LB @ 10.92' 1.5*SHEAR/Fv*A=0.933(Fv=106 A= 63.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD GOUVIS ENGINEERING CALIFORNIA (UBC 97) .SHEET �-G JOB N0. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 9 FL CLG BM @ FRONT M.BDRM OVER-ALL LENGTH (FT): 14.50 REACTION AT: 0.00 14.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 14.5' PRIMARY ROOF : 176 PLF= 9.0*(19+20)/2 FROM 0.00' TO 14.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1490/1490 1490/1490 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 10 *** CRIT MOMENT = 5401 LB*FT.@ 7.25' RATIO=0.989(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.553, INCH @ 7.25' BASED ON (L/ 240)= 0.725 CRIT SHEAR = 1306 LB @ 0.90' 1.5*SHEAR/Fv*A=0.509(Fv=119 A= 32.38) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 3 1/2 x 9 1/2 BEAM NUMBER: 10 DRP BM @ LEFT PORCH OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' PRIMARY ROOF : 156 PLF= 8.0*(19+20)/2 FROM 0.00' TO .6.25' POINTFROM : DOWN=1490 @5.00'(R. OF BM 9) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 848/848 1742/1742 UPLIFT (DL+LL/MAX.) 0/0 0/0 - *** USE DFL NO2 4 x 8 DROP BM/HDR *** CRIT MOMENT = 2043 LB*FT @ 4.83' RATIO=0.562(Fb= 1422 S= 30.66) CRIT DEFLTN = -0.076 INCH @ 3.33' CRIT SHEAR = 1614 LB @ 5.52' 1.5*SHEAR/Fv*A=0.803(Fv=119 A= 25.38) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 3 1/2 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) BEAM NUMBER: 11 FL CLG BM @ FRONT ENTRY SHEET : R-7 JOB NO. :20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31. DATE :_10/29/99 ENGINEER: ALBERT(VER5.00) OVER-ALL LENGTH (FT): 9.75' REACTION AT: 0.00 9.75 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 9.8' PRIMARY ROOF 741 PLF=38.0*(19+20)/2 FROM 0.00' TO 9.75' EXTERIOR WALL 105 PLF 7.0' * 15.0 FROM 0.00' TO 9.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4170/4170 4170/4170 UPLIFT (DL+LL/MAX.')-- 0/0 0/0 *** USE DFL N01 6 x 10 *** CRIT MOMENT = 10162 LB*FT @ 4.92' RATIO=0.874(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.277 INCH @ 4.92' BASED ON (L/ 240)= 0.487 CRIT SHEAR = 3385 LB @ 8.83' 1.5*SHEAR/Fv*A=0.915(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 12 FL CLG BM @ FRONT PORCH OVER-ALL LENGTH (FT): 11.50 REACTION AT: 0.00 11.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 11.5' PRIMARY ROOF : 195 PLF=10.0*(19+20)/2 FROM 0.00' TO 11.50' EXTERIOR WALL : 22 PLF = 1.5' * 15.0 FROM 0.00' TO 11.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1366/1366 1366/1366 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 10 *** CRIT MOMENT = 3926 LB*FT @ 5.75' RATIO=0.719(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.253 INCH @ 5.75' BASED ON.(L/ 240)= 0.575 CRIT SHEAR = 1153 LB @ 0.90' 1.5*SHEAR/Fv*A=0.450(Fv=119 A= 32.38) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 3 1/2 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET (-- JOB NO. : 20922-111 CLIENT T.D. DESERT PLAN NO.: LOT 31 DATE 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 13 FL CLG BM @ FRONT DINING OVER-ALL LENGTH (FT):*14.25 REACTION AT: 0.00 14.25 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 14.2' PRIMARY ROOF : 682 PLF=35.0*(19+20)/2 FROM 0.00' TO 14.25' EXTERIOR WALL : 120 PLF = 8.0' * 15.0 FROM 0.00' TO 14.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5733/5733 573:3/5733 UPLIFT (DL+LL/MAX..) 0/0.... 0/0 *** USE DFL N01 8 x 12 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Pos_ CRIT MOMENT = 20424 'LB*FT @ 7.17' RATIO=0.879(Fb= 1688 S= 165.31) CRIT DEFLTN = -0.491 INCH @ 7.1.7' BASED ON (L/ 240)= 0..713 CRIT SHEAR. = 4862 LB @ 13.17' 1.5*SHEAR/Fv*A=0.796(Fv=106 A= 86.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 11 7/8 *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD BEAM NUMBER: 14 FL CLG BM @ FRONT DINING OVER-ALL LENGTH (FT): 14.25 REACTION AT: 0.00 14.25 LOADS (DOWNWARD +) BEAM WEIGHT i 30.0,PLF FROM 0.0' TO 14.2' PRIMARY ROOF 156 PLF= 8.0*(19+20)/2'FROM 0.00' TO 14.25' POINT LOAD : @11.5'(G= . 308 ) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1385/1385 1574/1574 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x'10 *** CRIT MOMENT = 5154 LB*FT @ 7.42' RATIO=0.944(Fb .1312 S= 49.91) CRIT DEFLTN = -0.515 INCH @ 7.17' BASED ON (L/ 240)= 0.713 CRIT SHEAR = 1407 LB @ 13.35' 1.5*SHEAR/Fv*A=0.549(Fv=119 A= 32.38) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 3 1/2 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : 6 --,-A JOB NO. : 20922-111 CLIENT T.D. DESERT PLAN NO.:.LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 15 HDR @ RIGHT PORCH OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB.FROM 0.0' TO 6.2' PRIMARY ROOF : 546 PLF=28.0*(19+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 120 PLF = 8.0' * 15.0 FROM 0.00' TO 6.25' POINTFROM : DOWN=1574 @5.25'(R. OF BM 14) REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 2396/2396-­ UPLIFT 396/2396UPLIFT (DL+LL/MAX.) 0/0 RIGHT 3466/3466 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4183 LB*FT @ 3.50' RATIO=0.649(Fb= 1500 S= 51.56) - CRIT DEFLTN = -0.097 INCH @ 3.25' CRIT SHEAR = 2951 LB @ 5.50' 1.5*SHEAR/Fv*A=1.010(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 16 DRP BM @ FRONT GRG OVER-ALL LENGTH (FT) 18.25 REACTION AT: 0.00 18.25 LOADS (DOWNWARD +) BEAM WEIGHT .: 30".0 PLF FROM 0.0' TO 18.2' PRIMARY ROOF 1.507 PLF=26.0*(19+20)/2 FROM 0.00' TO 18.25' EXTERIOR WALL 38 PLF 2.5' * 15.0 FROM 0.00' -TO 18.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5077/5077 5077/5077 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 5 1/4 x 14 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 23162 LB*FT @ 9.17' RATIO=0.471(Fb= 3441 S= 171.50) CRIT DEFLTN = -0.578 INCH @ 9.17' BASED ON (L/ 240)= 0.912 CRIT SHEAR = 4358. LB @ 16.96' 1.5*SHEAR/Fv*A=0.250(Fv=356 A= 73.50) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : g-ls JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.:,LOT_31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 17 DRP BM @ LEFT MECH OVER-ALL LENGTH (FT): 16.00 REACTION AT: 0.00 16.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 16.0' PRIMARY ROOF : 546 PLF=28.0*(19+20)/2 FROM 0.00' TO 16.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4475/4475 4475/4475 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 14 DROP BM/HDR *** CRIT MOMENT 17902 LB*FT @ 8.00' RATIO=0.775(Fb=1659 S= 167.06) CRIT DEFLTN -0.457 INCH @ 8.00' BASED ON (L/ 240)= 0.800 CRIT SHEAR = 3776 LB @ 1.25' 1.5*SHEAR/Fv*A=0.718(Fv=106 A= 74.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 11 7/8 BEAM NUMBER: 18 HDR @ LEFT MECH �} OVER-ALL LENGTH (FT): 10.50 REACTION AT: 0.00 10.50 LOADS (DOWNWARD +). BEAM WEIGHT 20.0 PLF FROM 0.0' TO 10.5' PRIMARY ROOF 312 PLF=16.0*(19+20)/2 FROM 0.00' TO 3.50' EXTERIOR WALL 15 PLF F, 1.0' * 15.0 FROM 0.00' TO 10.50' POINTFROM DOWN=4475 @0.75'(R. OF BM 17) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5373/5373 695/695" UPLIFT (DL+LL/MAX.) 0/0 t,0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD CRIT•MOMENT = 4298 LB*FT @ 2.17' RATIO=0.369(Fb=f1688.S= 82.73) CRIT DEFLTN = -0.116 INCH @ 4.58' CRIT SHEAR = 663 LB @ 9.58' 1.5*SHEAR/Fv*A=0.179(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 *** W/ LEFT: 2-2x6 TRIMMER/STUD r 1 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET - \� JOB NO..: 20922-111 CLIENT T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5:00) BEAM NUMBER: 19 FL CLG.BM @ FAMILY OVER-ALL LENGTH (FT): 16.00 REACTION AT: 0.00 16.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 16.0' PRIMARY ROOF 78 PLF= 4.0*(19+20)/2 FROM 0.00' TO 16.00' REACTIONS (LBS) LEFT RIGHT. DOWNWARD(DL+LL/MAX.) 864/864 864/864 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 3456 LB*FT @ 8.00' RATIO=0.536(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.515 INCH @ 8.00' BASED ON (L/ 240)= 0.800 CRIT SHEAR =,783 LB @ 0.75' 1.5*SHEAR/Fv*A=0.268(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 20 FL CLG BM @ RIGHT DINING OVER -ALL -LENGTH (FT): 11.75 REACTION AT: 0.00 11.75 LOADS (DOWNWARD +) POINTFROM DOWN=864 @10.75'(R. OF BM 19) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 11.8' PRIMARY ROOF 78 PLF= 4.0*(19+20)/2 FROM 0.00' TO 11.75' PRIMARY ROOF 312 PLF=16.0*(19+20)/2 FROM 10.50' TO 11.75' EXTERIOR WALL 150 PLF = 10.0' * 15.0 FROM 0.00' TO 1.1.15' REACTIONS (LBS) LEFT. RIGHT DOWNWARD(DL+LL/MAX.). 1551/1551 2617/2617 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 *** CRIT MOMENT = 3929 LB*FT @ 6.17' RATIO=0.847(Fb= 1080 S= 51.56) CRIT DEFLTN = -0.397 INCH @ 6.00' BASED ON (L/ 240)= 0.588 CRIT SHEAR = 1630 LB @ 11.00' 1.5*SHEAR/Fv*A=0.775(Fv= 76 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : � _ i'L- JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 21 FL CLG BM @ LEFT.TOILET OVER-ALL LENGTH (FT): 5.25 REACTION AT:' 0.00 5.25 LOADS (DOWNWARD +) POINTFROM : DOWN=864 @0.75'(R. OF BM 19) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' PRIMARY ROOF : 760 PLF=39.0*(19+20)/2 FROM 0.00' TO 5.25' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) .UPLIFT (DL+LL/MAX.) I LEFT RIGHT 2789/2789 2172/2172 0/0 '01/ 0 *** USE DFL N01 6 x 8 *** CRIT MOMENT = 3022 LB*FT @ 2.50' RATIO=0.469(Fb= 1500 S 51.56) CRIT DEFLTN.= -0.049 INCH @ 2.58' CRIT SHEAR = 2204 LB @ 0.75' 1.5*SHEAR/Fv*A=0.754(Fv=106 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 22 FL CLG BM @ RIGHT BDRM 2 OVER-ALL LENGTH (FT): 12.50 REACTION AT: 0.00 12.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 12.5' PRIMARY ROOF : 351 PLF=18.0*.(19+20)/2,FROM 0.00' TO 12.25' REACTIONS (LBS) LEFT' RIGHT DOWNWARD(DL+LL/MAX.) 2318/2318 2232/2232 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 7241 LB*FT @ 6.25' RATIO=0.622(Fb= '1688 S= 82.73) CRIT DEFLTN = -0.324 INCH @ 6.25' BASED ON (L/ 240)= 0.625 CRIT SHEAR = 1980 LB @ 11.58' 1.5*SHEAR/Fv*A=0.535(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET :%_Q JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 23 HDR AT SIDE OF BDRM-2 OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 9.25 LOADS (DOWNWARD +) BEAM WEIGHT ::20.0 PLF FROM 0.0' TO 9.2' POINT LOAD : @ 4.0'(G= 1280 ) PRIMARY ROOF : 351 PLF=18.0*(19+20)/2 FROM 0.00' TO 4.00' PRIMARY ROOF : 78 PLF= 4.0*(19+20)/2 FROM 0.00' TO 9.25' INTERIOR WALL : 40 PLF = 4.0' * 10.0 FROM 0.00' TO 9.25' ;;REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2465/2465 1495/1495 UPLIFT. (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4711 LB*FT @ 4.00' RATIO=1.015(Fb= 1080 S= 51.56) CRIT DEFLTN = -0.262 INCH @ 4.42' BASED ON (L/ 240)= 0.463 CRIT SHEAR = 1514 LB @ 0.75' 1.5*SHEAR/Fv*A=0.720(Fv= 76 A= 41.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 BEAM NUMBER: 24 DROP BM AT REAR OF LIV. OVER-ALL LENGTH (FT): 16.50 REACTION AT: 0.00 16.50 LOADS (DOWNWARD +) BEAM WEIGHT c 30.0 PLF FROM 0.0' TO 16.5' PRIMARY ROOF. 585 PLF=30.0*(19+20)/2 FROM 0.00'.TO 16.50' INTERIOR WALL 40 PLF = 4.0' * 10.0 FROM 0.00' TO 16.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5211/5211 5211/5211 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 14 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 21494 LB*FT @ 8.25' RATIO=0.931(Fb= 1659 S= 167.06) CRIT DEFLTN = -0.584 INCH @ 8.25' BASED ON (L/ 240)= 0.825 CRIT SHEAR = 4421 ILB @ 1.25' 1.5*SHEAR/Fv*A=0.841(Fv=106 A= 74.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 11 7/8 *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. -:20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 25 HDR @ RIGHT FAMILY OVER-ALL LENGTH (FT): 3.25 REACTION AT: 0.00 3.25 LOADS (DOWNWARD +) POINT LOAD @ 1.5'(G= 1280 ) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 3.2' PRIMARY ROOF 566 PLF=29.0*(19+20)/2 FROM 0.00' TO 3.25' EXTERIOR WALL 45 PLF = 3.0' * 15.0 FROM 0.00' TO 3.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD.(,DL+LL/MAX.) 1714/1714 1615/1615- UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 6 DROP BM/HDR *** CRIT MOMENT = 1481 LB*FT @ 1.50' RATIO=0.984(Fb= 1024 S= 17.65) CRIT DEFLTN = -0.041 INCH @ 1.58' CRIT SHEAR. = 1044 LB @ 0.58' 1.5*SHEAR/Fv*A=0.951(Fv= 86 A= 19.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 3 1/2 x 9 1/2 BEAM NUMBER: 26 HDR @ FRONT FAMILY OVER-ALL LENGTH (FT): 18.25 REACTION AT: 0.00 18.25 LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 18.2' PRIMARY ROOF i 546 PLF=28.0*(19+20)/2 FROM 0.001. TO 18.25' EXTERIOR WALL 38 PLF = 2.5' * 15.0 FROM 0.00' TO 18.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 5383/5383 5383/5383 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 5 1/4 x 14 DROP.BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 24557 LB*FT @ 9.17' RATIO=0.499(Fb= 3441 S= 171.50) CRIT DEFLTN = -0.613 INCH @ 9.08' BASED ON (L/ 240)= 0.912 CRIT SHEAR = 4621 LB @ 1.29' 1.5*SHEAR/Fv*A=0.265(Fv=356 A= 73.50) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT _31 DATE : 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 27 DRP BM @ FRONT RIGHT LIVING RM OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' PRIMARY ROOF : 468 PLF=24.0*(19+20)/2 FROM 0.00' TO 5.25' EXTERIOR WALL : 75 PLF = 5.0' * 15.0 FROM 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1478/1478 1478/1478 UPLIFT (DL+LL/MAX,.) 0/0 0/0 *** USE DFL NO1.6 x 6 DROP BM/HDR *** CRIT MOMENT = 1.939 LB*FT @ 2.67' RATIO=0.559(Fb= 1500 S= 27.73) CRIT DEFLTN = 0.079 INCH @ 2.67' CRIT SHEAR = 1149 LB @ 0.58' 1.5*SHEAR/Fv*A=0.536(Fv=106 A=.30.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM'5 1/4 x 9 1/2 BEAM NUMBER: 28 FL. BM ABOVE TOILET OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00., 8.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 8.0' PRIMARY ROOF : 741 PLF=38.0*(19+20)/2 FROM 0.00' TO 8.00' EXTERIOR WALL : 120 PLF = 8.0' * 15.0 FROM 0.00' TO 8.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3522/3522. 3522/3522 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 7043 LB*FT @ 4.00' RATIO=0.605(Fb= 1688 S= 82.73) CRIT DEFLTN= -0.129 INCH @ 4.00' CRIT SHEAR = 2715 LB @ 7.08' 1.5*SHEAR/Fv*A=0.733(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET B -!G JOB NO. : 20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE 10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 29 FL. BM AT FRONT OF LIVING OVER-ALL LENGTH (FT): 20.50 REACTION AT:' 0.00 20.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 20.5' PRIMARY ROOF : 585 PLF=30.0*(19+20)/2 FROM 0.00' TO 20.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 6019/6019 6019/6019 UPLIFT (DL+LL/MAX.) 0/0 0/0 - *** USE DFL N01 6 x 16 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 30846 LB*FT @ 10.25' RATIO=1.028(Fb= 1634 S= 220.23) CRIT DEFLTN = -0.854 INCH @ 10.25' BASED ON (L/ 240)= 1.025 CRIT SHEAR = 5187 LB @ 1.42' 1.5*SHEAR/Fv*A=0.859(Fv=106 A= 85.25; MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 14 *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD 1 F GOUVIS ENGINEERING CALIFORNIA (UBC 97 ) SHEET : !�a JOB NO. :20922-111 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :`10/29/99 ENGINEER: ALBERT(VER5.00) BEAM NUMBER: 30 DROP BM AT FRONT OF GRG OVER-ALL LENGTH (FT): 12.50 REACTION AT: 0.00 12.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 12.5' PRIMARY ROOF : 546 PLF=28.0*(19+20)/2 FROM 0.00' TO 12.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3502/3502 3502/3502 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1.:6 x.10 DROP BM/HDR.*** CRIT MOMENT 10945 LB*FT @ 6.25' RATIO=0.941(Fb=1688 S= 8.2.73) CRIT DEFLTN -0.490 INCH @ 6.25' BASED ON (L/ 240),;= 0.625 CRIT SHEAR = 2989 LB @ 11.58' 1.5*SHEAR/Fv*A=0.808(Fv=106 A= 52.25) MAY USE FOLLOWING ALTERNATES: ALT1 PARALLAM 5 1/4 x 9 1/2 -1 hr - Gouts Engineering -* -CmIlfora 7 =09 .PArE fol zi q CLIENT 7.3) "Mor M ...................... 1 \i IL GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 1 LONGITUDINAL SHEET L 2 JOB NO. 20922 CLIENT T.D.'DESERT PLAN NO.: LOT -31 DATE :10-29-1999 1ST FLR HT:10.00 BLDG HT:15.50 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 182.88 PLF TOTAL LOAD 182.88 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5 (.44) (1.00) (1.00)W/ (1.4X5.5) _ .143W Pp OVIO15 SEISMIC ROOF : '��-oCK DL ROOF =19. OOX 32.00' = 608.00 DL EXT WALL=15.00X 2X(10.00- 5.00) 150.00 DL INT WALL =10. OOX 1X(10.00- 5.00) = 50.00 eci if SHEAR. _ .143X( 608.00 + 150•: 00 + 50 .:0,.0.-) = 115 : 43-. PLF- . �. � TOTAL LOAD - 115.43 PLF 5 PF WIND GOVERNS =_> ROOF: 182.88 PLF ROOF DIAPHRAGM V=182.88 PLF MAX SHEAR=182.88X 13.00/(2 X 32.00)= 37.15 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=182.88X 13.00X 13.00/(8 X 32.00)= 120.73 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 2 LONGITUDINAL 1ST FLR HT:.12.00 - BLDG HT:17.50 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 202.54 PLF TOTAL LOAD = 202.54 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF :�kdc-K DL ROOF=19.00X 42.50 = 807.50 O DL EXT WALL=15.00X 2X(12.00- 6.00) = 180.00 ZJ�I� co q �� 1 DL INT WALL=10.00X 1X(12.00- 6.00) 60.00 O `C SHEAR = .143X( 807.50 +.180.00 +' 60.00)= 149.64 PLF TOTAL LOAD = 149.64 PLFy WIND GOVERNS =_> ROOF- 202.54 PLF ROOF DIAPHRAGM V=202.54 PLF U/PO;t2 MAX SHEAR=202.54X 24.00/(2 X 42.50)= 57.19 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=202.54X 24.00X 24.00/(8 X 42.50)= 343.12 SPLICE WITH 16D COMMON NAILS @ 16" O:C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 3 LONGITUDINAL SHEET : L 3 JOB NO. : 20922 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :10-29-1999 �Cv- 1ST FLR HT:15.00 BLDG HT:21.50 FT WIND HEIGHT (FT) 15 20 25 WIND FORCE (PSF) 17.36 18.51 19.49 WIND LD ROOF = 252.01 PLF TOTAL LOAD = 252.01 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5 (.44) (1.00) (1.00)W/ (1.4X5:5) _ .143W r SEISMIC ROOF : '/ r� o1` !bV� DL ROOF=19.00X 42.50 = 807.50 DL EXT WALL=15.00X 2X(15.00- 7.50) = 225.00 DL INT WALL=10.00X 1X(15.00- 7.50) = 75.00 K°= ----SHEAR .. _ .143X( 807.50 + 225.00 + 75.00)=--158'.21, PLF,-, TOTAL LOAD = 158.21 PLF WIND GOVERNS =_> ROOF: 252.01 PLF ROOF DIAPHRAGM : V=252.01 PLF MAX SHEAR=252.01X 47.00/(2 X 42.50)=139.34 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=252.'01X 47.00X 47.00/(8 X 42.50)= 1637.30 USE 16-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS 1ST FLR HT:10.00 WIND HEIGHT (FT) : WIND. FORCE (PSF) : WIND LD ROOF = TOTAL LOAD = Ry = 5.5 SOIL: Sd V = 2.5(.44)(1.00) SEISMIC ROOF : SECTION 4 LONGITUDINAL 15 17.36 130.22 PLF 130.22 PLF Na = 1.00 Ca =.44(1.00) (1.00)W/(1.4X5.5) = .143W DL ROOF 19.00X 41..00 . DL EXT WALL=15.00X 1X(10.00- 5.00) DL INT WALL=10.00X 1X(10.00- 5.00) SHEAR = :143X( 779.00 + 75.00 BLDG HT:12.50 FT 6C roe 779.00 '! G)d2 C610RCO 75.00 l9ksS'I = 50.00 ..Snr + 50.00)= 129.14 PLF TOTAL LOAD = 129:14 PLF WIND GOVERNS =_> ROOF: 130.22 PLF ROOF DIAPHRAGM : V=130.22 PLF MAX SHEAR=130.22X 26.00/-(2 X 41.00)= 41.29 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=130.22X 26.00X 26.00/(8 X 41.00)= 268.38 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 5 LONGITUDINAL SHEET : L 4 JOB NO. : 20922 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :10-29-1999 R c- v- 6-z l o, 1ST FLR HT:11.00 BLDG HT:16.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 WIND FORCE (PSF) : 17.36 18.51 TOTAL LOAD = 138.90 PLF WIND LD ROOF = 183.46 PLF TOTAL LOAD = 183.46 PLF SEISMIC ROOF : Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W 6k00< �l SEISMIC ROOF : SHEAR = .143X( 342.00 + 82.50 + 55.00)= 68.50 PLF 1 C s DL ROOF =19. OOX 29.00 = 551.00 WIND GOVERNS =_> ROOF: 138.90 PLF DL EXT WALL=15.00X 1X(11.00- 5.50) = 82.50 DL INT WALL=10.00X 1X(11.00- 5.50) = 55.00 USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT SHEAR... ::_-.:_<.:..: _..14.3X( 551.00 + 82.50 + 55:00)_ 98:36-P.LF:,,>.�.J:.:��,� TOTAL LOAD = 98.36 PLF WIND GOVERNS =_> ROOF: 183.46 PLF ROOF DIAPHRAGM : V=183.46 PLF `SF' MAX SHEAR=183:46X 42.00/(2 X 29.00)=132.85 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD-FORCE=183.46X 42.00X 42.00/(8 X 29.00)= 1394.90 USE 14-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 14-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 6 LONGITUDINAL 1ST FLR HT:11.00 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 138.90 PLF TOTAL LOAD = 138.90 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : U K DL ROOF=19.00X 18.00 = 342.00 DL EXT WALL=15.00X 1X(11.00- 5.50) = 82.50 DL INT WALL =10. OOX 1X(11.00- 5.50) = 55.00 SHEAR = .143X( 342.00 + 82.50 + 55.00)= 68.50 PLF 1 C s TOTAL LOAD = 68.50 PLF WIND GOVERNS =_> ROOF: 138.90 PLF ROOF DIAPHRAGM : V=138.90 PLF MAX SHEAR=138.90X 29.00/(2 X 18.00)=111.89 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=138.90X 29.00X 29.00/(8 X 18.00)= 811.23 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN'SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 1 TRANSVERSE 1ST FLR HT:10.00 SHEET : L 5 JOB NO.,: 20922 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :10-29-1999 IREV• C`2l-v BLDG HT:14:50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = WIND LD ROOF = TOTAL LOAD = 184.03 PLF 164.95 PLF TOTAL LOAD = gkock V = 2.5 (.44) (1.00) (1 . 00) W/ (1.4X4.5) 164.95 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44) (1.00) (1.00)W/(1.4X4.5) DL EXT WALL=15.00X 0X(12.00- 6.00) _ .00 _ .175W SEISMIC ROOF : Cweleo SHEAR = .175X( 285.00 + .00 - DL ROOF =19.00X 13.00 S = .247.00 DL EXT WALL =15.00X 1X(10.00- 5:00) = 75.00 DL INT WALL =10.00X 1X(10.00- 5.00) = 50.00 .. SHEAR_:,.- . _;a ,, __--=-.z 175X( 247.00 + 75.00 + 50.00) = 64.95.. PLF TOTAL LOAD = 64.95 PLF WIND GOVERNS ==> ROOF: 164.95 PLF ROOF DIAPHRAGM : V=164.95 PLF MAX SHEAR=164.95X 31.50/(2 X 13.00)=199.84 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS CHORD FORCE=164.95X 31.50X 31.50/(8 X 13.00)= 1573.73 USE 16-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS v�- AT 6 ".-, 6 " OC ALT 16-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE 1ST FLR HT:12.00 BLDG HT:16.50 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 184.03 PLF TOTAL LOAD = 184.03 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) gkock V = 2.5 (.44) (1.00) (1 . 00) W/ (1.4X4.5) _ .175W SEISMIC ROOF : _'Z:>k A . DL ROOF =19. OOX 15.00 = 285.00 DL EXT WALL=15.00X 0X(12.00- 6.00) _ .00 Q/ DL INT WALL=10.00X 1X(12.00- 6.00) 60.00 Cweleo SHEAR = .175X( 285.00 + .00 + 60.00)= 60.24 PLF b TOTAL LOAD = 60.24 PLF S WIND GOVERNS ==> .ROOF: 184.03 PLF�- ROOF DIAPHRAGM : V=184.03 PLF MAX SHEAR=184.03X 42.50/(2 X 15.00)=260.71 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS AT 611,6" OC CHORD FORCE=184.03X 42.50X 42.50/(8 X 15.00)= 2770.02 SPLICE WITH SIMPSON ST6236 W/16D SINKER NAILS BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SHEET : L 6 JOB NO. : 20922 CLIENT T.D. DESERT PLAN NO.: LOT 31 DATE :10-29-1999 DL EXT WALL=15.00X 0X(15.00- 7.50) = .00 DL INT WALL=10.00X 2X(15.00- 7.50) = 150.00 -1-43X(-1-054.50 + .00 + 150.00)= 172.07. PLF TOTAL LOAD = 172.07 PLF WIND GOVERNS =_> ROOF: 222.77 PLF ROOF DIAPHRAGM : V=222.77 PLF CK go F MAX SHEAR=222.77X 43.00/(2 X 55.50)= 86.30 PLF!Q /- ' N USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC -alf CHORD FORCE=222.77X 43.00X 43.00/(8 X 55.50)= 927.70 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS C b 1J C ` - SECTION 4 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:13.50 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) •17.36 WIND LD ROOF = 147.58 PLF TOTAL LOAD = 147.58 PLF Rx = 5.5 SOIL: Sd. Na = 1.00 Ca =.44(l.00). „ Ll e5 V = 2.5 (.44) (1.00)(1.00)W/(1.4X5.5) _ SECTION 3 TRANSVERSE f { SEISMIC ROOF t,® DL ROOF =19. OOX 31.00 1ST FLR HT:15.00 DL EXT WALL=15.00X 2X(10.00- 5.00) BLDG HT 20.00 FT WIND HEIGHT (FT) 15 20 = .00 WIND FORCE (PSF) 17..36 18.51 TOTAL LOAD = WIND GOVERNS __> ROOF.: 147.58 PLF 105.57 PLF } ' 2 q , 03 WIND LD ROOF = ROOF DIAPHRAGM : V=147.58 PLF 222.77 PLF TOTAL LOAD = 97.60 PLF 222.77 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) 31.00)= 1000.36 V = 2.5 (.44) (1.00) (1. 00)W/ (1.4X5.5) _ .143W o �' SEISMIC ROOF. : i-1.2 ,. o 7 - ( r ►)/���. 21a� DL ROOF=19.00X 55.50 = 1054.50 DL EXT WALL=15.00X 0X(15.00- 7.50) = .00 DL INT WALL=10.00X 2X(15.00- 7.50) = 150.00 -1-43X(-1-054.50 + .00 + 150.00)= 172.07. PLF TOTAL LOAD = 172.07 PLF WIND GOVERNS =_> ROOF: 222.77 PLF ROOF DIAPHRAGM : V=222.77 PLF CK go F MAX SHEAR=222.77X 43.00/(2 X 55.50)= 86.30 PLF!Q /- ' N USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC -alf CHORD FORCE=222.77X 43.00X 43.00/(8 X 55.50)= 927.70 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS C b 1J C ` - SECTION 4 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:13.50 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) •17.36 WIND LD ROOF = 147.58 PLF TOTAL LOAD = 147.58 PLF Rx = 5.5 SOIL: Sd. Na = 1.00 Ca =.44(l.00). „ Ll e5 V = 2.5 (.44) (1.00)(1.00)W/(1.4X5.5) _ .143W° f { SEISMIC ROOF t,® DL ROOF =19. OOX 31.00 = 589.00 DL EXT WALL=15.00X 2X(10.00- 5.00) = 150.00 DL INT WALL=10.00X 0X(10.00- 5.00) = .00 SHEAR = .143X( 589.00 + 150.00 + .0.0)=,105.57 PLF TOTAL LOAD = WIND GOVERNS __> ROOF.: 147.58 PLF 105.57 PLF } ' 2 q , 03 n (t///'i�( � OV€ R J ROOF DIAPHRAGM : V=147.58 PLF MAX SHEAR=147.58X 41.00/(2 X 31.00)= 97.60 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=147.58X 41.00X 41.00/(B X 31.00)= 1000.36 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 5 TRANSVERSE SHEET : L 7 JOB NO. : 20922 CLIENT : T.D. DESERT PLAN NO.: LOT 31 DATE :10-29-1999 oa 1ST FLR HT:11.00 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 BLDG HT:15.00 FT WIND HEIGHT (FT) 15 WIND LD ROOF = 147.58 PLF N �' `ra�J'r�/f'4<),' WIND FORCE (PSF) c 17.36 Rx = 5.5 SOIL: td Na .= 1.00 Ca =.44(l.00) Fc WIND LD ROOF = .143W 164.95 PLF 6 �, �C� �� r- ).= TOTAL LOAD = 722.00 ��, 164.95 PLF rs, Rx = 5.5SOIL:. Sd Na = 1.00 Ca =.'44(l.00) Q, (° V,= 2 .5 (.44) (1.00) (1.00) W/ (1.4X5.5) _ .143W Li a SEISMIC ROOF : 95 PLF ` USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC 01< DL ROOF =19. OOX 46.00 = 874.00 ALT: SPLICE WITH 16D SINKER NAILS @ 16" DL EXT WALL=15.00X 1X(11.00- 5.50) 82.50 DL INT WALL=10.0 OX 2X(11.00- 5.50 = 110.00 SHEAR _:: - = -.143X( 8.74:.00 + •¢-82.50 + 110.00) = 152.36 PLF - TOTAL LOAD = 152.36 PLF WIND GOVERNS =_> ROOF: 164.95 PLF <' O � •,� % Y-- OV6t�vj ROOF DIAPHRAGM : V=164.95 PLF i&6-z/j 6geg5)'a MAX SHEAR=164.95X 29.00/(2 X 46.00)= 51.99 PLF - USE: 1/2" CDX STR II UNBLKD.24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=164.95X 29.00X 29.00/(8 X 46.00)= 376.96 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) a� ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 6 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 0 i,�- t?�F� WIND LD ROOF = 147.58 PLF N �' `ra�J'r�/f'4<),' TOTAL LOAD = 147.58 PLF Rx = 5.5 SOIL: td Na .= 1.00 Ca =.44(l.00) Fc V = 2 . 5 (.44) (1.00) (1. 00) W/ (1.4X5.5) _ .143W SEISMIC ROOF 6 �, �C� �� r- ).= DL ROOF=19.00X 38.00 = 722.00 ��, DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL INT WALL=10.00X 3X(10.00- 5.00) = 150.00 SHEAR = .143X( 722.00 + 75.00 + 150.00)= 135.29 PLF TOTAL LOAD = WIND GOVERNS =_> ROOF: 147.58 PLF 135..29 PLF p < 1615 .3 S' I f , C Q VE(!61 ROOF DIAPHRAGM : V=147.58 PLF ` X5'1 �j `l'�^� ,- ?q 5 MAX SHEAR= 147. 58X 18.00/ (2 X 38 . 00) = 34. 95 PLF ` USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC 01< CHORD FORCE=147.58X 18. OOX 18.00/(8 X 38.00) = 157.29 U5,75/1 Ltl, eyj- �q SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) 02k-'° ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) kNU U V BA L+ IN` YilN V+.ENUIN U UALIYC)J: N I -A sheet : L- C? FLEXIBLE DIAPHRAGM Job No 720922-111 UBC 97. Plan No: Client : T.D. DESERT SW #1 : LATERAL LOAD DESCRIPTION Engineer: ALBERT F Wind: 1189 Seismic: 750 Date :10/29/99(Ver4.15)j . 1L ROOF wind 182.9 seismic- 115.4 i 13.0 i SW #2: LATERAL LOAD DESCRIPTION Wind: 1.189 Seismic: 750 Y . 1L. ROOF wind 182.9 seismic 115.4 13.0 Wind: 2514 Seismic: 1810 2L ROOF 3L ROOF wind 202.5 252.0 - ~ seismic 149.6 158.2 1 15.0 9.0 SW #3: LATERAL LOAD DESCRIPTION Wind: 2792 Seismic: 1858 3L—ROOF 2L ROOF wind 252.0 202.5 seismic 158.2. 149.6 9.0 15.0 Wind: 5922 Seismic: 3718 3L—ROOF.' wind 252.0 ` seismic 158.2 47.0' UUUVIS k,.NUJ-N11+.'lt+FaA''U CALLFUIiZNU Sheet : L- t FLEXIBLE DIAPHRAGM Job No :-20922-111 UBC 97 Plan No: LOT 31 Client : T.D. DESERT SW #4: LATERAL LOAD DESCRIPTION Engineer: ALBERT Wind: 5922 Seismic: 3718 - Date 10/29/99(Ver4.15) 3L ROOF wind 252.0 seismic 158.2 47.0 T i. SW #5: LATERAL LOAD DESCRIPTION �riY 11 V 1J �1�1 �aYl\ 1LL� ?�FPV li 4.E��.il� Cilli 1 FLEXIBLE DIAPHRAGM UBC 97 SW #7: LATERAL LOAD DESCRIPTION Wind: 749 Seismic: 743 4L—ROOF wind 130.2 seismic 129.1 11.5 SW #8: LATERAL LOAD DESCRIPTION Wind: 1605 Seismic: 861 5L ROOF wind 183.5 seismic 98.4 17.5 SW #9: LATERAL LOAD DESCRIPTION Wind: 4587- Seismic: 2459 5L ROOF wind 183.5 seismic 98.4 1 50.0 Wind: 0 Seismic: 1713 6L—ROOF wind 0.0 seismic 68.5 50.0 meet : L B Job No :-20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) y U U U V n E1V irIA h1r IUA U UALIk FLEXIBLE DIAPHRAGM UBC 97 SW #10: LATERAL LOAD DESCRIPTION Wind: 2292 Seismic: 1130 6L ROOF wind 138.9 seismic 68.5 33.0 SW #11: LATERAL LOAD DESCRIPTION Wind: 3761 Seismic: 2016 5L ROOF wind 183.5 seismic 98.4 1 41.0 SW #12: LATERAL LOAD DESCRIPTION Wind: 2557 Seismic: 1007 1T—ROOF wind 164.9 seismic 64'..9 31.0 Sheet : L- 1 Job No --20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT. Date :10/29/99(Ver4.15), ts%J u v E5 ZIN 17111\ IL' IL UN U UALik FLEXIBLE DIAPHRAGM UBC 97 SW #13: LATERAL LOAD DESCRIPTION Wind: 3911 Seismic: 1280 2T—ROOF wind 184.0 seismic 60.2 ■ 42.5 SW #14: LATERAL LOAD DESCRIPTION y Wind: 4790 Seismic: 4522 3T ROOF wind 222.8 seismic 210.3 • 43.0 SW #15: LATERAL LOAD DESCRIPTION Wind: 2598 Seismic: 1023 1T—ROOF wind 164.9 seismic 64*.9 31.5 Sheet :L- 1 r - Job No :-20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) SW #18: LATERAL LOAD DESCRIPTION Wind: 2730 Seismic: 2387 4T—ROOF wind 147.6 seismic 129.0 ■ I ' 37.0 Sheet :L- 1.3 Job No :-20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) FLEXIBLE DIAPHRAGM UBC 97 SW #16: LATERAL LOAD DESCRIPTION Wind: 0 Seismic: 1280 2T—ROOF wind 0.0 seismic 60.2 42.5 Wind: 2576. Seismic: 0 2T—ROOF wind 184.0 seismic 0.0 28.0 SW #17: LATERAL LOAD DESCRIPTION -_,.Wind:. 4790_ -..Seismic: 4522 3T—ROOF wind 222.8 seismic ■ 210.3 43.0 SW #18: LATERAL LOAD DESCRIPTION Wind: 2730 Seismic: 2387 4T—ROOF wind 147.6 seismic 129.0 ■ I ' 37.0 Sheet :L- 1.3 Job No :-20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) Civil E.1 V 1b LIN dill L+ LKIN Ali (:EiltJU'URN jA Sheet : L i FLEXIBLE DIAPHRAGM Job No .-20922-111 UBC 97 Plan No: LOT 31 SW #19: LATERAL LOAD DESCRIPTION Client : T.D. DESERTEngineer: ALBERT Wind: 2730 Seismic: 2387 Date :10/29/99(Ver4.15) 4T ROOF wind 147.6 seismic 129.0 37.0 SW N20: LATERAL LOAD DESCRIPTION Wind: 1328 Seismic: 1488 --,6T .ROOF , .... wind 147.6 seismic 165.4 18.0 SW #21: LATERAL LOAD DESCRIPTION Wind: 2392 Seismic: 2700 5T—ROOF wind 164.9 seismic 186•.2 1 29.0 Wind: 1107 Seismic: 1240 6T—ROOF wind 147.6 seismic 165.4 1 15.0 UU U V IS EN UTA hhU11N G CALIFORNIA Sheet : L I U FLEXIBLE DIAPHRAGM Job No :20922-111 p UBC 97 Plan No: LOT 31 Client : T.D. DESERT p SW #22: LATERAL LOAD DESCRIPTION 'Engineer: ALBERT 'l Wind: 2309' Seismic: 2607 'Date :10/29/99(Ver4.15) ' 5T ROOF wind 164.9 seismic 186.2 B � 28.0 T L i - i . y i i Wind 1189 Scismic 1425= 750+ 675 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 A Sheet ..-L- 16 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) T6-z�-mss 10.0 31.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SW #1 ZONE 4 AT LEFT M.SITING EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT); SOIL BEARING=1000( TOTAL WALL LENGTH= 31.5(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 1425/ 31.5 45 (PLEREDUNDANCY FACTOR: p(L)=1.00. SHEAR = 1425/ 12.0= 119(PLF)(FLEXIBLE) MAXIMUM DRAG = 882(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.01 TO 31.5' sPp OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL® LEFT— SIDE T= 263(LB) C= 1243(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 263(LB) C= 1243(LB) NO SIGN. UPLIFTO 1 11� 2 • STRAP(E) GOMS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 3703 Seismic 3285= 2560+ 724 A to T 6.3 1 2.' BO to 2.5 3.8 7.0 .5 9.0 290 Drag Force Analysis 1 1 31.5 Sheet :-L- 11 Job No :20922-111 Plan No: LOT 31 Client T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) i A: SIMPSON ST22 (1150 LB) ALT (12) ## 16d sinker per top plate splice SW #2 ZONE 4 AT LEFT M.BDRM/M.BATH EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10+0(' TOTAL WALL LENGTH = 31.5(FT) TOTAL PANEL LENGTH 16.0(FT) SHEAR DIAPHRAGM = 3703/ 31.5 = 118 (PLFREDUNDANCYFACTOR: p(L)=1.00 SHEAR = 3703/ 16.0= 231(PLF)(FLEXIBLE) MAXIMUM DRAG = 797(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: OKF� s• k'� Wall 180.0= 15 * 12.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 31.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT SIDE : T= 2529(LB) C= 2923(LB) HPA28/4x4 RIGHT_SIDE: T= 2529(LB) C= 2923(LB) HPA28/4x4 Use HPA28/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (6.51/ 5.01) Past Panel E/W PANELOB LEFT SIDE : T= 2396(LB) C= 2895(LB) HPA28/4x4 RIGHT_SIDE: T= 2396(LB) C= 2895(LB) HPA28/4x4 T= 2364(LB) C= 2895(LB) ** PA28/4x4 Use HPA28/4x4 on both ends or Use HPA28/4x4 @ L. & PA28/4x4** @ R. For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (7.01/ 5.01) Past Panel E/W , ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOMS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 8714 Seismic 6269= 5576+ 693 emu H1 L7*A il f iv�Flj Sheet :-L- Job No :20922-111' Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date .:10/29/99(Ver4.15) • STRAP( E) - - - BLOCKED WITH THE HEADER(SEE PLAN) 0 BLOCKED OPENING USE TYPE 12 ON TOP & BOT OF OPENING SEE DETAIL ON ?LAN 0.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) 338 B A B A 16.0 30.4 35.0 13.0 22.0 30.0 1902 1245 Drag Force Analysis ALT (12) ## 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SW #3 ZONE 4 AT LEFT ENTRY EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000(, TOTAL WALL LENGTH = 35.0(FT) TOTAL PANEL LENGTH = 19.5(FT) SHEAR DIAPHRAGM = 8714/.35.0 = 249 (PLFREDUNDANCY FACTOR: o(L)=1.00 SHEAR = 8714/ 19.5= 447(PLF)(FLEXIBLE) MAXIMUM DRAG = 1902(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 225.0= 15 * 15.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 35.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT SIDE T= 5105(LB) C= 6255(LB) (2)HPAHD22-2P/4x8 RIGHT_SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFT() Use (2)HPAHD22-2P/4x8 @ L. BLOCKED! FORCE @ EDGE OF OPENING IS 309(LB) PANELOB LEFT SIDE : T= 0 (LB) C= O(LB) NO SIGN. -UPLIFTO) RIGHT_SIDE:. T= 5104(LB) C= 6255(LB) (2)HPAHD22-2P/4x8 BLOCKED WITH THE HEADER Use (2)HPAHD22-2P/4x8 @ R. For (12"x12"/15"x18") Grade Beam, Add (3 #6/2 #5) (18.51/15.51) Past Panel E/W PANEL© LEFT SIDE : T= 6570(LB) C= 7297(LB) (2)HPAHD22-2P/4x8 RIGHT SIDE: T= 6570(LB) C= 7297(LB) (2)HPAHD22-2P/4x8. Use (2)HPAHD22-2P/4x8 on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #6/1 #5) (11.51/ 9.51) Past Panel E/W 3 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 5922 Seismic 3880= 3718+ 162 o STRAP(I) A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) C B A T,O i 17.0 Sheet :L- I C( Job No : 20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per .top plate splice SW #4 ZONE 4 AT RIGHT DINING INTERIOR WALL' 1ST FLOOR TWO POUR FOUNDATION BASE .AREA= 5200(SFT) SOIL BEARING=1000( TOTAL WALL LENGTH = .17.0(FT) TOTAL PANEL LENGTH = 10.0(FT) SHEAR DIAPHRAGM = 5922/ 17.0 = 348 (PLPREDUNDANCY FACTOR: p(L)=1.00 SHEAR = 5922/ 10.0= 592(PLF)(FLEXIBLE) MAXIMUM DRAG = 2439(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 24.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD . LOADS : Wall 110.0 ' 10 * 11.0' Roof_P 133.0= 19 *14.0/2 FROM 0.0' TO 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT _SIDE : T= 6139(LB) C= 7037(LB) (2)HPA35/4x8 RIGHT_SIDE: T= 6139(LB) C= 7037(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #6/1 #5) (13.51/11.01) Past Panel E/W 4 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 1693 Seismic 2262= 1679+ 583 O • 10 12.0 16.0 12.0 0.0 B A Sheet �L- 2.J. Job No :20922-1-11 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) 6-Zt_o-a 40.0 1583 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) ## 16d sinker.per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) ## 16d sinker per'top plate splice SW #5 ZONE 4 AT LEFT GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=100( TOTAL WALL LENGTH = 40.0(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 2262/ 40.0 = 5 7 (PLFREDUNDANCY FACTOR: p(L)=1.00 SHEAR =2262/ 12.0= 188(PLF)(FLEXIBLE) MAXIMUM DRAG = 1583(LB) USE TYPE 10 w/ 5/8" DIA. x10 LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 247.0= 19 *26.0/2 FROM 0.0' TO 40.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELOA LEFT SIDE : T= -142(LB) C= 2096 (LB) NO SIGN. UPLIFT O RIGHT_SIDE: T=-142(LB) C= 2096(LB) NO SIGN. UPLIFTO. ck-, ro 1 5 31 Wind 2474 Seismic 2565= 2454+ 111 A GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 k01.5 18.5 ;20 975. Sheet �-L- 2_l Job No : 20922-111 Plan No: LOT 31 Client . : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15)+ T8 5.0 Drag Force Analysis A: SIMPSON ST22 .(1150 LB) ALT (12) ## 16d sinker per top plate splice SW #6 ZONE 4 AT RIGHT GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10)0( TOTAL WALL LENGTH = 25.0(FT) TOTAL PANEL LENGTH = 4.0(FT) SHEAR DIAPHRAGM = 2565/ 25.0 = 103 (PLFREDUNDANCYFACTOR: p(L)=1.00 SHEAR = 2565/ 4.0= 641(PLF)(FLEXIBLE) MAXIMUM DRAG = 1077(LB) USE SIMPSON STRONG-WALL(SW24x 8-4) DEAD LOADS: Wall 120.0= 15 * 8.0' Roof_P 247.0= 19 *26.0/2 FROM 0.0' TO 25.0' PANEL KY z, For (121'x12"/15"x18") Grade Beam, Add (1 #4/0) (7.0'/01) Past Panel E/W PANELOB For (12"x12"/15"x18") Grade Beam, Add (1 #4/0) (7.01/01) Past Panel E/W * Program only checks allowable shear on hardy-frame/strong-wall! o K r --OK S pr 7 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 749 Seismic 828= 743+ 86 ful r ►� FAI1 261 5 Sheet �-L- Job No :20922-111 Plan No: LOT '31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) 6-2l-.- Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT. (12) ## 16d sinker per top plate splice SW #7 ZONE 4 AT RIGHT GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200.(SFT) SOIL BEARING=1000( TOTAL WALL LENGTH = 13.5(FT) TOTAL PANEL LENGTH = 4.0(FT) SHEAR DIAPHRAGM 828/ 13.5 = 61 (PLEREDUNDANCY FACTOR: p(L)=1.00 SHEAR = 828/ 4.0= 207(PLF)(FLEXIBLE) MAXIMUM DRAG 291(LB) USE SIMPSON STRONG-WALL(SW24x 8-4) DEAD LOADS: Wall 120.0= 15 * 8.0' Roof_P 38.0 = 19* 4.0/2 @ 0.0' TO 0.0=19.0* 0.0/2 @ 13.5' 0j<' * Program only checks allowable shear on hardy-frame/strong-wall! GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 1605 Seismic 1043= 861+ 182 • STR"(E) 10.0 A 18.0 Sheet -L- Z 3 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date 10/29/99(Ver4.15) 6-2��00 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) ## 16d sinker per top plate splice SW #8 ZONE 4 AT LEFT BDRM 1 EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000( TOTAL WALL LENGTH = 18.0(FT) TOTAL PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM = 1605/ 18.0 89 (PLPREDUNDANCY FACTOR: p(L)=1.00 SHEAR = 1605/ 8.0= 201(PLF)(FLEXIBLE) MAXIMUM DRAG = 892(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 171.0= 19 *18.0/2 FROM 0.0' TO 7.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT_SIDE : T= 1228(LB) C= 2197(LB) HPAHD22/4x4 RIGHT -SIDE: T= 1282(LB) C= 2083(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends 8 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 4587 Seismic 4680= 4171+ 508 443 Drag Force Analysis Sheet :-L- 2 4 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) �_2%._0:, A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SW #9 ZONE 4 AT RIGHT BDRM 1 EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10)0( TOTAL WALL LENGTH = 23.8(FT) TOTAL PANEL LENGTH = 19.0(FT) SHEAR DIAPHRAGM = 4680/ 2 3.8 = 197 (PLPREDUNDANCY FACTOR: p(L)=1.00 SHEAR = 4680/ 19.0= 246(PLF)(FLEXIBLE) MAXIMUM DRAG = 443(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' Roof_P 171.0= 19 *18.0/2 FROM 0.0' TO 23.8' 0 1 )VO teR, mar d Pr— OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT— SIDE : T= 1736(LB) C= 2914(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1736(LB) C= 2914(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) ( 7.51/ 6.01) Past Panel E/W PANELO LEFT— SIDE :.T= 1615(LB) C= 2905(LB) HPAHD22/4x4 RIGHT SIDE: T= 1615(LB) C= 2905(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (7.51/ 6.01) Past Panel E/W 9 GOUYIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2292 Seismic 1325= 1130+ 195 • STRAP(E) A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) A 11.0 12 35.5 9.3 .6 38 B A 15.0 Drag Force Analysis Sheet �-L- ?15 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15): 6_2�,—a0 ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SW #10 ZONE 4 AT RIGHT BDRM 2 EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10J0( TOTAL WALL LENGTH = 15.0(FT) TOTAL PANEL LENGTH = 5.5(FT) SHEAR DIAPHRAGM = 2292/ 15.0 = 153 (PLFREDUNDANCYFACTOR: p(L)=1.00 SHEAR = 2292/ 5.5= 417(PLF)(FLEXIBLE) MAXIMUM DRAG = 1413(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 165.0= 15 * 11.0' Roof_P 95.0 = 19 *10.0/2 FROM 0.0' TO 0.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT _SIDE : T= 4538(LB) C= 4840(LB) HPAHD22-2P/4x4 RIGHT_SIDE: T= 4538(LB) C= 4840(LB) HPAHD22-2P/4x4 Use HPAHD22-2P/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (9.01/ 7.0') Past Panel E/W 10 • STRAP(E) Wind 3761 Seismic 2634= 2016+ 617 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 470 470 Drag Force Analysis TnO 32.0 Sheet -L- Z 6 Job No :20922-111 Plan No LOT 31 Client : T.D. DESERT Engineer: ALBERT Date 100/29/99(Ver4.15) -r A: SIMPSON ST22 (1150 LB) ALT (12) ## 16d sinker per top plate splice SW #11 ZONE 4 AT RIGHT FAMILY EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1003( TOTAL WALL LENGTH = 32.0(FT) TOTAL PANEL LENGTH = 16.0(FT) 't SHEAR DIAPHRAGM = 3761/ 3 2.0 = 118 (PLPREDUNDANCY FACTOR: jo(L)=1.00 SHEAR = 3761/ 16.0= 235(PLF)(FLEXIBLE) MAXIMUM DRAG = 470(LB) USE TYPE 10 w/ 5/8" DIA. x1011 LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.01 Roof_P 38.0 = 19 * 4.0/2 FROM 0.01 TO 32.01 n OVERTURN ANALYSIS UPLIFT(T) DOWN(C) Cp PANELOA LEFT SIDE : T= 2142(LB) C= 2709(LB) HPAHD22'/4x4 RIGHT SIDE: T= 2142(LB) C= 2709(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12t1x1211/1511x1811) Grade Beam, Add (1 #5/0) ( 6.51/01) Past Panel E/W PANEL BO LEFT_SIDE : T= 2142(LB) C= 2709(LB) HPAHD22/4x4 RIGHT_SIDE: T= 2142(LB) C= 2709(LB) . HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12t1x1211/1511x1811) Grade Beam, Add (1 #5/0) ( 6.51/01) Past Panel E/W 11 m m 1 1 1 1 470 470 Drag Force Analysis TnO 32.0 Sheet -L- Z 6 Job No :20922-111 Plan No LOT 31 Client : T.D. DESERT Engineer: ALBERT Date 100/29/99(Ver4.15) -r A: SIMPSON ST22 (1150 LB) ALT (12) ## 16d sinker per top plate splice SW #11 ZONE 4 AT RIGHT FAMILY EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1003( TOTAL WALL LENGTH = 32.0(FT) TOTAL PANEL LENGTH = 16.0(FT) 't SHEAR DIAPHRAGM = 3761/ 3 2.0 = 118 (PLPREDUNDANCY FACTOR: jo(L)=1.00 SHEAR = 3761/ 16.0= 235(PLF)(FLEXIBLE) MAXIMUM DRAG = 470(LB) USE TYPE 10 w/ 5/8" DIA. x1011 LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.01 Roof_P 38.0 = 19 * 4.0/2 FROM 0.01 TO 32.01 n OVERTURN ANALYSIS UPLIFT(T) DOWN(C) Cp PANELOA LEFT SIDE : T= 2142(LB) C= 2709(LB) HPAHD22'/4x4 RIGHT SIDE: T= 2142(LB) C= 2709(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12t1x1211/1511x1811) Grade Beam, Add (1 #5/0) ( 6.51/01) Past Panel E/W PANEL BO LEFT_SIDE : T= 2142(LB) C= 2709(LB) HPAHD22/4x4 RIGHT_SIDE: T= 2142(LB) C= 2709(LB) . HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12t1x1211/1511x1811) Grade Beam, Add (1 #5/0) ( 6.51/01) Past Panel E/W 11 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2557 Seismic 1989=( 1007+ 320)' 1.50 lo.o 11 0.5 8.0 2.5 6.0 17.0 Drag Force Analysis Sheet :-L- 2 7 Job No :20922-111 Plan No: LOT 31 r Client : T.D. DESERT Engineer: ALBERT Date :.10/29/99(Ver4.15), A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per.top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SW #12 ZONE 4 AT REAR M.CLOSET EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) ' SOIL BEARING=1000( TOTAL WALL LENGTH = 17.0(FT) TOTAL'PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM = 2557/ 17.0 = 150 (PLPREDUNDANCYFACTOR: o(T)=1.50 SHEAR = 2557/ 8..O= 320 (PLF) (FLEXIBLE) MAXIMUM DRAG = 1278 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER .k DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 266.0= 19 *28.0/2 FROM 0.0' TO 11.8' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT SIDE T= 2207(LB) C=-3494(LB)' HPAHD22/4x4 i. RIGHT_SIDE: T= 2207(LB) C= 3494(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (8.01/ 6.01) Past Panel E/W 0 K -O 12 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA Sheet :L- 2 6 FLEXIBLE DIAPHRAGM Job No : 20922-111 UBC 97 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Wind 3911 Date :10/29/99(Ver4.15) Seismic 2227=( 1280+ 204)•1.50 2607 u.0 12.0 18.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) ## 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) ## 16d sinker per top plate splice SW #13 ZONE 4 AT REAR M.BATH EXTERIOR WALL 1ST FLOOR TWO POUR.FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1060( TOTAL WALL LENGTH = 18.0(FT) TOTAL PANEL LENGTH = 6.0(FT) ,SHEAR DIAPHRAGM = 3 911/ 18. 0 = 217 (PLEREDUNDANCY FACTOR: p(T)=1.50 .SHEAR = 3911/ 6.0= 652(PLF)(FLEXIBLE) MAXIMUM DRAG = 2607(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 24.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 180.0= 15 * 12.01 Roof_P 95.0 = 19 *10.0/2 FROM 0.0' TO 18.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL( LEFT SIDE : T= 8181(LB) C= 8794(LB) (2)HPAHD22-2P/4x8 RIGHT SIDE: T= 8181(LB) C= 8794(LB) (2)HPAHD22-2P/4x8 Use (2)HPAHD22-2P/4x8 on both ends For. (12"x12"/15"x18") Grade Beam, Add (2 #5/1 #5) (12.51/10.5') Past Panel E/W 0Kf;oc 13 GOUVIS ENGINEERING j SHEET JOB NO. CLIENT ; .? . F`' - `,i; ' PLAN NO. t.. `.. DATE * * * SHEAR WALL LOCATION: ' TOTAL FORCE 7077 SW LENGTH S -�- � r V3 r SW . 7.07 7 x 12INCH ANCHOR BOLTS .AT INCHES O.C. OVERTURNING ANALYSIS FOR SHEAR WALL" LENGTH OF PANEL FT j' HEIGHT OF PANEL I� FT ` ROOF DL ( 19 . OX ' . FLOOR DL ( 12 . OX4f /2) = 3 /2) n. PLF PLF PANEL DL (. 13.OX _ %Z� PLF PLF TOTAL OVERTURNING MOMENT 16 3 FT.LBS UPLIFT FORCE LBS OVERTURNING ANALYSIS FOR SHEAR WALL e W LENGTH OF PAIKEL FT- T HEIGHT HEIGHT OF PANEL ! FT ROOF DL ( 19 .OX /2) F PLF FLOOR DL ( 12.OX /2) a PLF j PANEL DL ( 16 . OX ) a 2°t.. PLF TOTAL PLF OVERTURNING MOMENT FT.LBS UPLIFT FORCE _ I `a 51L� LBS 0 k FOO I; SPr GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2598 Seismic 1682=( 1023+ 98)*1.50 g27lo.o 1 9.0 B A 12.8 , Drag Force Analysis Sheet :L- 3 0 Job No : 20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :110/29/99(Ver4.15) it If 11 '1 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per;top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per:top plate splice SW #15 ZONE 4 AT FRONT M.SITING EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000(. TOTAL WALL LENGTH = 12.8(FT) TOTAL PANEL LENGTH = 2.7(FT) SHEAR DIAPHRAGM = 2598/ 12.8 = 204 (PLFREDUNDANCY FACTOR: p(T)=1.50 SHEAR = 2598/ 2.7= 973(PLF)(FLEXIBLE) MAXIMUM DRAG = 2054(LB) USE HARDY FRAME(1032 7/8" DIAM)* 4; DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 12.8' PANELOA For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (10.01/ 851) Past Panel E/W 15 * Program only checks allowable shear on hardy-frame/strong-wall! 11 I GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM. UBC 97 Wind 2576 Seismic 2107=( 1280+ 124)•1.50 A 10.0 2.7 0.8 12.5 C3 A 16.0 Sheet �L- Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) N G•-2 l— � .5 2146 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice SW #16 ZONE 4 AT FRONT PORCH EXTERIOR WALL ' 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10D0(,i TOTAL WALL LENGTH = 16.0(FT) TOTAL PANEL LENGTH = 2.7(FT) SHEAR DIAPHRAGM = 2576/ 16.0 = 161(PLF " REDUNDANCY FACTOR: A(T)=1.50 SHEAR = 2576/ 2.7= 965(PLF)(FLEXIBLE) MAXIMUM DRAG 2146(LB) ' USE HARDY FRAME(1032 7/8" DIAM)* DEAD LOADS: Wall 150.0 15 * 10.0' ' Roof_P 28.5 = 19 * 3.0/2 FROM 0.0' TO 3.0' PANEL@ For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) (10.01/ 8.51) Past Panel E/W J 16 i * Program only checks allowable shear on hardy-frame/strong-wall! . • i SHEAR WALL dDESIGN Sheet: GE Job #: - Client: Plan No. Date: / SHEAR WALL: 1 7LOCATION: i FP 03 TOTAL FORCE:�?n ` SW LENGTH: Sw: Lk -2-X-1 INCH ANCHOR BOLTS AT a> c' INCHES O.C. OVERTURNING ANALYSIS FOR SHEAR WALL LENGTH OF PANEL.FT- HEIGHT OF PANEL ; FT, ROOF DL (19.0 X Q /2) = a PLF FLOOR DL (12.0 X -- -� --- /2) _� PLF PANEL DL (:I-N'X a ) _ 2 `-° PLF TOTAL = .2' �: PLF OVERTURNING MOMENT = t( FT.LBS UPLIFT FORCE _ 2. LBS 1� OVERTURNING ANALYSIS FOR SHEAR WALL LENGTH OF PANEL G FT L HEIGHT OF PANEL S FT ROOF DL (19.0 X /2) _ PLF _ FLOOR DL (12.0 X /2) = ti PLF PANEL DL ( 1.0 X ) _ Z ` PLF f; GAJ t' L 1 Cl S TOTAL = 9 . PLF OVERTURNING MOMENT = . L0, 7( `(LR FT.LBS UPLIFT FORCE _ �� t L ( LBS OVERTURNING ANALYSIS FOR SHEAR WALL LENGTH OF PANEL FT? HEIGHT OF PANEL FT ROOF DL (19.0 X /2) _ PLF 9F FLOOR DL (12.0 X /2) = PLF PANEL DL ( 1.0 X ) = PLF TOTAL = PLF OVERTURNING MOMENT = FT.LBS UPLIFT FORCE = LBS • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2730 Seismic 4602=( 2387+ 681)'1.50 . O 10.0 ]0 18.0 8.0 B A Drag Force Analysis 26.0 Sheet --L- ?3 Job No :20922-111 Plan No LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.15) A: SIMPSON ST22 (1150 LB) ALT (12) ##.16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) ## 16d sinker per top plate splice SW #18 ZONE 4 AT REAR GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000( TOTAL WALL LENGTH = 26.0(FT) TOTAL PANEL LENGTH = 18.0(FT) SHEAR DIAPHRAGM = 4602/ 2 6.0 = 177 (PLFREDUNDANCY FACTOR: p(T)=1.50 SHEAR = 4602/ 18.0= 256(PLF)(FLEXIBLE) MAXIMUM DRAG = 1416(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150..0= 15 * 10.01-0te Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 26.0' Cd d, F OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELIa LEFT SIDE : T= 1076(LB) C= 2624(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1076(LB) C= 2624(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #5/1 #5) ( 8.01/ 5.01) Past Panel E/W 18 Wind 2730 Seismic 4111=( 2387+ 354)*1.50 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 2706 Drag Force Analysis Sheet :-L- } q Job No : 20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT r Date :10/29/99(Ver4.15) 10.0 r ,f 39.5 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per ,top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice'', SW #19 ZONE .4 AT GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000( ! TOTAL WALL LENGTH = 39.5(FT) TOTAL PANEL LENGTH = 9.5(FT) SHEAR DIAPHRAGM = 4111/ 39.5 = 104 (PLBREDUNDANCY FACTOR: A(T)=1.50 SHEAR = 4111/ 9.5= 433(PLV)(FLEXIBLE) MAXIMUM DRAG = 2706(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: d7 k- Wall 150.0= 15 * 10.0' Roof_P 118.8= 19 *12.'5/2 FROM 26.0' TO 38.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT _SIDE T= 3315(LB) C= 4544(LB) HPAHD22/4x4 RIGHT_SIDE: T= 3315(LB) C= 4544(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #5/1 #5) (11.01/ 8.51) Past Panel E/W 0 19 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 1328 Seismic 2814=( 1488+ 388)• 1.50 O STRAP(I) • STRAP(E) 831 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis 22.0 Sheet -L- 35 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date:10``/29/99(Ver4.15) b-2\--- ALT (12) # 16d sinker per top.plate.splice ALT (18) # 16d sinker per top plate splice SW #20 ZONE 4 AT RIGHT BDRM 2 MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10J0( TOTAL WALL LENGTH = 22.0(FT) TOTAL PANEL LENGTH = 6.5(FT) SHEAR DIAPHRAGM 2814/ 22.0 = 128(PLFREDUNDANCYFACTOR: o(T)=1.50 SHEAR = 2814/ 6.5= 433(PLF)(FLEXIBLE) MAXIMUM DRAG = 1151(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) , DEAD LOADS: Fog (I, F" Wall 100.0= 10 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT_SIDE : T= 4240(LB). C= 4532(LB) HPA35/4x4 RIGHT SIDE: T= 4240(LB) C= 4532(LB) HPAHD22-2P/4x4 — Use HPA35/4x4 @ L. & HPAHD22-2P/4x4 @ R. For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #5) (10.0'/ 8.01) Past Panel E/W 20 O 12 T 9.0 6.5 6.5 831 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis 22.0 Sheet -L- 35 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date:10``/29/99(Ver4.15) b-2\--- ALT (12) # 16d sinker per top.plate.splice ALT (18) # 16d sinker per top plate splice SW #20 ZONE 4 AT RIGHT BDRM 2 MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=10J0( TOTAL WALL LENGTH = 22.0(FT) TOTAL PANEL LENGTH = 6.5(FT) SHEAR DIAPHRAGM 2814/ 22.0 = 128(PLFREDUNDANCYFACTOR: o(T)=1.50 SHEAR = 2814/ 6.5= 433(PLF)(FLEXIBLE) MAXIMUM DRAG = 1151(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) , DEAD LOADS: Fog (I, F" Wall 100.0= 10 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT_SIDE : T= 4240(LB). C= 4532(LB) HPA35/4x4 RIGHT SIDE: T= 4240(LB) C= 4532(LB) HPAHD22-2P/4x4 — Use HPA35/4x4 @ L. & HPAHD22-2P/4x4 @ R. For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #5) (10.0'/ 8.01) Past Panel E/W 20 0 STRAP(I) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 3499 Seismic 6726=( 3940+ 544)•1.50 1985 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis 30.5 Sheet : L- 3 6 Job No : 20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT Date :10/29/99(Ver4.20) i Cf , � I - 7 6 --2l— 0, ALT (12) # 16d.sinker per top plate splice ALT (18) # 16d sinker per top plate splice SW #21 ZONE 4 AT RIGHT FAMILY INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5200(SFT) SOIL BEARING=1000( TOTAL WALL LENGTH = 30.5(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 6726/ 30 5= 221 (PLFREDUNDANCY FACTOR: n(T)=1.50 SHEAR = 6726/ 12.0= 561(PLF)(FLEXIBLE) MAXIMUM DRAG = 2095(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B. @ 32.01' o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: C) w- F0 e e " ;,• f Wall 110.0= 10 * 11.0' Roof—P 275.5= 19 *29.0/2 FROM 0.0' TO 30.5' Roof_P 171.0= 19 *18.0/2 FROM 0.0! TO 25.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT _SIDE : T= 3314(LB) C=.6617(LB) HPA35/4x4 RIGHT_SIDE: T= 3314(LB) C= 6617(LB) HPA35/4x4 Use HPA35/4x4 on both ends For (15"x18") Grade Beam, Add (2 #5) (11.51) Past Panel E/W 21 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2309 Seismic 4107=(2607+ 131)*1.50 A B 1 0.0 L. 18.0 �LH2.0 1428 23.0 Sheet r- L- 37 Job No :20922-111 Plan No: LOT 31 Client : T.D. DESERT Engineer: ALBERT ' 11 Date :10/29/99(Ver4.15) F it 1786 357 h Drag Force Analysis y A:, SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per.,top plate splice - B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per.top plate splice SW #22 ZONE 4 AT FRONT FAMILY EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5.200(SFT)-- SOIL BEARING=1000(1 TOTAL WALL LENGTH = 23.0(FT) TOTAL PANEL LENGTH = 3.0(FT) SHEAR DIAPHRAGM = 4107/ 23.0 = 179 (PLFREDUNDANCY FACTOR: p(T)=1.50 SHEAR = 4107/ 3.0= 1369(PLF)(FLEXIBLE) MAXIMUM DRAG = 1786(LB) USE HARDY PANEL(1018 11/8" DLVd)* DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 275.5=-19 *29.0/2 FROM 0.0' TO 23.0' , PANEL OA For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) ( 9.51/ 8.01) Past Panel E/W PANEL@ For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #4) ( 9.51/ 8.01) Past Panel E/W 22 * Program only checks allowable shear on hardy-frame/strong-wall! GOUVIS ENGINEERE"iG CALIFORNIA Sheet -L- 3� FLEXIBLE DIAPHRAGM Job No :20922-111 . UBC 97 Plan No: LOT 31 Client : T.D. DESERT l Engineer: ALBERT Date :10/29/99(Ver4.15) REDUNDANCY FACTOR' r x20/(max B y 1.0 <= El <= I.S. lmax':'maximum element/story shear ratio 4a aB : area of Around floor(base area) in sq ft = 5200 Longitudinal direction Transverse direction Wall Id r Story Wall Id r Story SW #1 0.04 1 SW #12 0.04 1 SW #2 0.11 1 SW #13 0.08 1 SW #3 0.15 1 SW #14 1.00." 1 SW #4 0.12 1 SW #15 0.13 1 ,- SW #5 0.07 1 SW #16 0.15. 1 SW #6 0.16 1 SW #17 1.00 1 SW #7 0.07 1 SW #18 0.06 1 SW #8 0.05 1 SW #19 0.11 1 SW #9 0.08 1 SW #20 0.09 1 SW #10 0.07 1 SW #21 0.11 1 SW #11 0.06 1 SW #22 0.20 1 Longitudinal direction: �L)=2-20/(0.16x )MU)=0.28=>1.00 Transverse direction: = 2 - 20/(1.00 x )57M 1.50 23 vj Q 7 L 0/9- Form 0 z q- C- vj Q 7 CIO 19 F %r.•;a.< <�Bj�' ���. ��.s: �,� .� �� vim, J.� asu•, c I � /�, 3rh �C i F' I A' `��r' �• y 8 1\f �` % � %•T. �` 1 TML 'A ,� 4f'9... J {' � ..� F � ' F � .1i •� X71 C) 97 # 0) J,4 4 46 s3 FOUNDATION ANALYSIS Sheet GE Job Client Plan No. Date: j L .1 (SB) SOIL BEARING PSF TO BE CONFM'vMD PRIOR TO CONSTRUCTION:' CONT`vMD BY SOILS REPORT CONTINUOUS FOOTLNG @ eEKL F A -LOADS TO FOOTLNG: ROOF 3.5 (41 WALL .7T OOR IV;�. OF FTG. V u TOTAL FT R�IDTH REQUMED JSE WME X "DEEP CONTINUOUS, FOOMN C TPORTIONS - I -STORY FOR JSE WIDE X DEEP CONTUNUOUS FOO —IT.,NG* @'2—STORY PORTIONS �_T LOWAKE POIEN7 LOAD ON CON7INUOUS FOOTILNG ',MAXSB X S X W 144 MAX @ (I -STORY) IMAX @ (2 -STORY) • 4.5 ALLOW = P MAX - TOTAL (S/12)] 5. DESIGN OF PADS Sheet: GEC Job #:'-L Client: 0 PlanNo. Date: t Ci MOOP= USE -SQUARE X DEEP W/ 1V 0 C • BARS EACH WAY P= t2����5 USE - SQUARE X AO w/ NO -4 A- ,T 12 y-4- BARS EACH WAY DEEP m67, oo� USE -SQUARE X DEEP W/ BARS EACH WAY USE SQUARE X pZ DEEP. W/ A/L; (d BARS EACH WAY .P" J USE —SQUARE, X DEEP /Vo. W/ 7 i rof C, BARS EACH WAY DESIGN OF PADS Lgj 61WORM4 USE Sheet: GEC Job #:?_oqL-L. Client: v"? Plan No. Date: (4 % # SQUARE X DEEP W/ C - BARS EACH WAY USE —SQUARE X DEEP M WZ NO -14 A-2 12 BARS EACH WAY op USE. W/ P= Rv� USE W/. P= �� USE W/ �7�3 SQUARE X DEEP /va. C. BARS EACH WAY —SQUARE X DEEP tvo I rd f(l 5. r BARS EACH WAY a.:o C). , Ll L(. 7 SQUARE X BARS EACH WAY a DEEP I9ESIGN OF P?.IDS 'j ao-vem� `Sheet: �{ GEC Job #: c?. Client: -- , t) Plan No. L o T — ? Date: l , cl P= USE °� SQUARE X f DEEP W/ Al O Ll A'T 12 ~ Q C . BARS EACH WAY , USE / 1 SQUARE X (� � DEEP N w/ NO -L4 A-�T 12 (� G • BARS EACH WAY P 00 633 .. �. `. USE j SQUARE X I DEEP W/ e L ( BARS EACH WAY E= = u .T USE SQUARE X DEEP W/ BARS EACH WAY USE SQUARE X DEEP W/ BARS EACH WAY R