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0005-233 (SFD) Structural CalcsGO UVIS ENGINEERING * C A L I F O R N I A CALIFORNIA STRUCTURAL CALCULATIONS FOR A CUSTOM HOME "ESTANCIA LOT 1" JOB NO. 21051 DATE 04/25/2000 ADDRESS, LOT 1 LOCATION LA QUINTA, RIVERSIDE COUNTY, CA OWNER LA QUINTA ORCHARD PARTNERS C/O SPARKS ARCHITECT WALLING & MCCALLUM/LIMITED DESIGN CRITERIA: A. CODE: 1997 UBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 19% MO O TO INSTALLATION OF FINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER -�/� n' I ^ CII T/ O F L A QUINTA 2X JOISTS & RAFTERS NO. 2 OR BETTER BUILDING & SAFETY DEPT. PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER APPROVED MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER FOR CONSTRUCTION C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.LDATElj .) E. STRUCTURAL STEEL (A50) (U.N.O.) BY F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM _2W.� SOILS AND GEOLOGY: SOILS REPORT BY: EARTH SYSTEMS 06883-01 11/01/1999 ALLOWABLE SOIL BEARING PRESSURE: 1300 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CULATIONS IN ALL OF ITS REQUIREMENTS. NOTICE: USE RESTRICTIONS OF THESE C THE ATTACHED CALCUONS,-AlZE VALID SI HEREON. I ul ESSro �l� No. C38276 Exp. 3 -3 1 -0 T R SAEED J. BEKAM, PRESIDENT/CEO, RCE 38&G! C'/V%\' GOUVIS ENGINEERING CALIFORNIA EXP. D GOUVIS ENGINEERING GROUP OFCOWANIES WITH OFFICESIN INAL 4400 CAMPUS DRIVE, SUITEA. NEWPORTBEACH, CALIFORNIA 92660 • (949)752-1612 • Fax(949)752-5321 2150 E.TAHQUITZ CANYON SUITE9, PALMSPRINGS, CALIFORNIA 92262 • (760)323-5090 • Fax(760)325-2863 5465 MOREHOUSE DRIVE, SU17E100, SANDIEGO, CALIFORNIA 92121 • (619)623-9941 • Fax(619)623-0278 FIELD OFFICES: LAS VEGAS (702)597-2005 • Fax(702)597-0905 ' FREMONT (510)252-9195 • Fax(510)252-9196 Structural Calculation Standard Notes TABLE OF CONTENTS Page 2 GEC Job #: 7 , o 5 I Client: Or- //i,., 4 '111d CALIFORNIA Date: �� r�j SHEETS Revisions.............................................................................................................. 3 Roof Rafter / Floor Joist Span Tables.................................................................. 4 - 7 ShearWall Schedule............................................................................................ 8 AnchorBolt Chart ................................................................................................. 9 PLAN Beams........................................................................................................ B 1 - 8 a,b LateralForce Analysis................................................................................ L1 - 4 y9 Foundation.................................................................................................. F1 - %- 5 C TOTAL NUMBER OF PAGES 1 GEC Structural Calculation Standard Notes ROOF RAFTER / JOIST SPAN TABLE: DFL NO. 2 Page 4 lii7NOTE: TL DFL: L/240 GEC Job #: d /v LL DFL: L/360 Client; CAtIFORN1a Date: FLAT TILE SHAKE TILE SLOPE ...........................< 4:12 <4:12 z 4: 12 z 4: 12 LL/DL 10./6.0 20./15.0 20./18.0 16./11.0 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" 2 x 6 16 15'-1" 11'-7" 11'-4" 12'-8" 11'-9" 24 13'-2" 10'-1" 9'-10" 11'-0" 10'-2" 12 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" 16'-1" 18'-7" 17'-2" 12 34'-0" 26'-2" 25'-6" 28'-6" 26'-6" 2 x 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'-7" 31'-0" 2 x 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. rrp4.doc Structural Calculation Standard Notes STANDARD NOTES Page - 6 GEC Job #: of / D S Ila. Client: CALIFORNIA Date: 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. 6st GEC Structural Calculation Standard Notes MAXIMUM SPAN TABLE FOR DFL No. 2 FLOOR page 7 JOISTS GEC Job #: a Client: CALIFORNIA Date' 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. At 12" o.c. At 16" o.c. At 24" o.c. 2 X 4 5'- 8" 5'- 1" ----------- 2X6 8'-11" 8'-2" 6'-11" 2 X 8 11'-11" 10'-6" 8'-10" 2X10 14'-11" 13'-10" 11'-4" 2X12 18'-3" 16'-7" 13'-9" 2X 14 21'-6" 19'-4" 16'-3" Structural Calculation Standard Notes SHEAR WALL SCHEDULE 1997 UBC Page 8 (Revised 02/20/98) GEC Job #: /p Client: l.(�1_� CALIFORNIA Date: /} /- 16D SILL PLATE NAILING (SINKER NAIL) 8. 7/8" STUCCO OVER PAPER -BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTIvI 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#/' 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 -II -1-1 UBC) (***) 490#/' 3" O.C. 13. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH l0d 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 ICBG 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 I" 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. Structural Calculation Standard Notes ALTERNATE TO ANCHOR BOLT SPACING Page 9 GEC Job #: d / D I / Client:7o4 Date:�/a / CALIFORNIA SHEAR 1/2" DIA A.B. SIMPSON MAS SIMPSON MA4 SIMPSON MAG SILVER FA23 LOAD REVISED ON PTDF• 2 X 4 ON PTDF• 3X4, 2X6 OR 3X6 ON PTDF 124 72" 68" 46" 64" 60" 140 72" 60" 40" 58" 54" 158 64" 52" 36" 50" 48" 181 56" 46" 30" 44" 42" 211 48" 40" 24" 38" 36" 253 40" 32" 20" 32" 30" 316 32" 24" 16" 2419 24" 422 24" 18" 12" 18" 18" 633 16" 12" 8" 12" 12" 844 12" 8" N/A 8" 8" 925 8" 8" N/A 8" 8" 1266 8" N/A N/A N/A N/A ALL MUD SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION A.B. IN CONCRETE: UBC TABLE 23IF [SECTION 2311.2] V = 625 (1.33) = 831.2 CONCRETE GOVERNS SILVER: ALLOWABLE LOAD PARALLEL TO PLATE ON 2 X 6 PRESSURE TREATED D.F. = 620#, PER ICBO 2108 FEBRUARY 1994. WI4ERE USED TO REPLACE FOUNDATION BOLTS, THE 2 -BY 6-INCI-I FOUNDATION ANCHORS SHALL BE INSTALLED WITH A MAXIMUM SPACING OF 5 FEET FOR DOUGLAS FIR -LARCH OR SOUTHERN PINE AND 4 -FEET FOR OTHER WOOD SPECIES. THERE SHALL BE A MINIMUM OF TWO ANCHORS PER PIECE, WITH ONE ANCHOR LOCATED WIT14IN 12 - INCHES OF EACH END. SIMPSON: ALLOWABLE LOAD PARALLEL TO PLATE FOR PRESSURE - {720# SIMPSON MAS {480# SIMPSON MA W/2 X 4 SILL {680# SIMPSON MA W/ 3 X 4 OR 2 X 6 SILL 9ab GEC Rev. 1/3/97 GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: PRIMARY ROOF LOADING Pitch LOADING 03.0:12 K = Increase for Pitch 1.03 TRUSS(24" OC) x K 2.40 PLYWOOD(1/2" ) x K 1.60 1/2" GYP. BOARD 1.60 2.20 CONC. TILE x K 10.31 Misc. ---------------------------------- 10.31 3.49 ---------------------------------- Total Dead Load (psf) 20.00 Snow Load (psf) 0.00 Live Load ---------------------------------- (psf) 20.00 ---------------------------------- Total Load (psf) 40.00 L� 21051 WALLING & MCCALLUM ESTANCIA 03/1-:/2000 SONNY(VER5.00) SECONDARY ROOF LOADING -------------------------------- Pitch 03.0:12 K = Increase for Pitch 1.03 RAFT=(2x12 24" OC) x K 3.85 PLYWOOD(1/2" ) x K 1.60 1/2" GYP. BOARD 2.20 CONC. TILE x K 10.31 Misc. -------------------------------- 2.04 -------------------------------- Total Dead Load (psf) 20.00 Snow Load (psf) 0.00 Live Load ------------------------------=- (psf) 20.00 -------------------------------- Total Load (psf) 40.00 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET . 157, JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 1 HDR AT FRONT OF KITCHEN 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 : 180 PLF= 9.0*(20+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 812/812 812/B12 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 1269 LB*FT @ 3.17' RATIO=0.366(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.073 INCH @ 3.08' CRIT SHEAR = 661 LB @ 0.58' 1.5*SHEAR/Fv*A=0.308(Fv=106 A= 30.25) BEAM NUMBER: 2 FL BM AT BATHRM OVER-ALL LENGTH (FT): 7.75 REACTION AT: 0.00 , 7.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 7.8' PRIMARY ROOF : 490 PLF=24.5*(20+20)/2 FROM 0.00' TO 7.75' SECONDARY ROOF : 100 PLF= 5.0*(20+20)/2 FROM 0.00' TO 7.75' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 7.75' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2480/2480 0/0 RIGHT 24802480 0� 0 *** USE DFL N01 6 x 10 *** CRIT MOMENT = 4804 LB*FT @ 3.92' RATIO=0.413(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.083 INCH @ 3.92' CRIT SHEAR = 1893 LB @ 0.92' 1.5*SHEAR/Fv*A=0.512(Fv=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 3 DRP BM AT LEFT OF BRRFST OVER-ALL LENGTH (FT): 15.75 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 15.8' POINT'LOAD @ 8.01(G= 3394 ) EXTERIOR WALL 60 PLF = 4.0' * 15.0 FROM PRIMARY''ROOF' 500 PLF=25.0*(20+20)/2 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 6021/6021 UPLIFT (DL+LL/MAX.) 0/0 m 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 0.00 , 15.75 0.00' TO 15.75' 0.00' TO 15.75' RIGHT 6072/6072 0/0 *** USE GLB 24F V4 5 1/B x 15 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD ***0.250" CAMBER UP @ SPAN( 7.9') CRIT MOMENT = 30130 LB*FT @ 8.00' RATIO=0.649(Fb= 2899 S= 192.19) CRIT DEFLTN = -0.475 INCH @ 7.92' BASED ON (L/ 240)= 0.787 CRIT SHEAR = 5297 LB @ 14.38' 1.5*SHEAR/Fv*A=0.345(Fv=300 A= 76.88) BEAM NUMBER: 4 DRP BM AT RIGHT OF BRRFST OVER-ALL LENGTH (FT): 8.75 REACTION AT: 0.00 , 8.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 8.8' SECONDARY ROOF : 0 PLF= 0.0*(20+20)/2 @ 0.00' TO 180 PLF=9.0 *(20+20)/2 @ 4.50' SECONDARY ROOF : 180 PLF= 9.0*(20+20)/2 @ 4.50' TO 0 PLF=0.0 *(20+20)/2 @ 8.75' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 8.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 609/609 616/616 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 1627 LB*FT @ 4.42' RATIO=0.469(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.179 INCH @ 4.42' BASED ON (L/ 240)= 0.438 CRIT SHEAR = 580 LB @ 8.17' 1.5*SHEAR/Fv*A=0.271(Fv=106 A= 30.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 5 DRP BM AT REAR OF BRRFST OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 SECONDARY ROOF : 0 160 SECONDARY ROOF : 245 EXTERIOR WALL : 30 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 4.50 REACTION AT: 0.00 , 11-12 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 4.50 LB FROM 0.0' TO 4.5' PLF= 0.0*(20+20)/2 @ 0.00' TO PLF=8.0 *(20+20)/2 @ 4.25' PLF=12.2*(20+20)/2 FROM 0.00' TO 4.50' PLF = 2.0' * 15.0 FROM 0.00' TO 4.50' LEFT 790/790 0/0 RIGHT 878/878 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR ***- CRIT MOMENT = 960 LB*FT @ 2.33' RATIO=0.277(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.029 INCH @ 2.25' CRIT SHEAR = 654 LB @ 3.92' 1.5*SHEAR/Fv*A=0.305(Fv=106 A= 30.25) BEAM NUMBER: 6 DRP BM AT FRONT OF GARAGE 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' POINT LOAD : @ 5.51(G= 2252 ) PRIMARY ROOF : 450 PLF=22.5*(20+20)/2 FROM 5.50' TO 18.00' PRIMARY ROOF : 0 PLF= 0.0*(20+20)/2 @ 0.00' TO 160 PLF=8.0 *(20+20)/2 @ 5.50' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 18.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4385/4385 4834/4834 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 5 1/8 x 15 DROP BM/HDR *** *** W/ RIGHT: 2-2x6 TRIMMER/STUD ***0.375" CAMBER UP @ SPAN( 9.0') CRIT MOMENT = 24454 LB*FT @ 8.33' RATIO=0.534(Fb= 2859 S= 192.19) CRIT DEFLTN = -0.562 INCH @ 9.00' BASED ON (L/ 240)= 0.912 CRIT SHEAR = 4275 LB @ 1.38' 1.5*SHEAR/Fv*A=0.278(Fv=300 A= 76.88) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET � JOB NO. : 21351-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ES`I'ANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 7 DRP BM AT FRONT/RIGHT OF GARAGE 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' PRIMARY ROOF : 450 PLF=22.5*(20+20)/2 FROM 0.00' TO 9.25' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 9.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2312/2312 2312/.2312 UPLIFT (DL+LL/MAX.) 0/0 0%0 *** USE DFL M01 6 x 10 DROP BM/HDR **A CRIT MOMENT = 5347 LB*FT @ 4.67' RATIO=0.460(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.131 INCH @ 4.58' CRIT SHEAR = 1854 LB @ 0.92' 1.5*SHEAR/Fv*A=0.501(Fv=106 A= 52.25) BEAM NUMBER: 8 HDR AT LEFT OF BEDRM OVER-ALL LENGTH (FT): 8.25 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.2' POINT LOAD : @ 2.5'(G= 2600 ) PRIMARY ROOF : 600 PLF=30.0*(20+20)/2 FROM EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM PRIMARY ROOF : 160 PLF= 8.0*(20+20)/2 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 3612/3612 UPLIFT (DL+LL/MAX.) 0/0 0.00 , 8,25 0.00' TO 2.50' 0.00' TO 8.25' 2.50' TO 8.25' RIGHT 1821,/1821 0/0 0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 6998 LB*FT @ 2.50' RATIO=0.602(Fb= 1588 S= 82.73) CRIT DEFLTN = -0.117 INCH @ 3.83' CRIT SHEAR = 3016 LB @ 0.92' 1.5*SHEAR/Fv*A=0.815(3v=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 9 DRP BM AT REAR OF BEDRM OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 -PRIMARY ROOF : 60 260 PRIMARY ROOF : 260 EXTERIOR WALL : 30 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 17.00 REACTION AT: 0.00 , M 21051-111 WALLING & MCCALLUM ESrANCIA 03/13/2000 S09NY(VER5.10) 17.00 PLF FROM 0.0' TO 17.0' PLF= 3.0*(20+20)/2 @ 0.00' TO PLF=13.0*(20+20)/2 @ 10.00' PLF=13.0*(20+20)/2 FROM 10.00' TO 17.00' PLF = 2.0' * 15.0 FROM 0.00' TO 17.00' LEFT 1916/1916 0/0 RIGHT 2524/2524 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 9956 LB*FT @ 9.08' RATIO=0.584(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.459 INCH @ 8.67' BASED ON (L/ 240)= 0.850 CRIT SHEAR = 2177 LB @ 15.92' 1.5*SHEAR/Fv*A=0.486(Fv=106 A= 63.25) A -r. Le Pq #1 ; ' ACfMx.IA BEAM NUMBER: 10 HDR AT RIGHT OF BEDRM 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. : 600 PLF=30.0*(20+20)/2 FROM 0.00' TO 6.25' EXTEitIOR: WALL 30:::: PLF = 2.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGiT DOWNWARD(DL+LL/MAX.) 2031/2031 2031/2031 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 3173 LB*FT @ 3.17' RATIO=0.492(Fb= 150 S= 51.56) CRIT DEFLTN = -0.072 INCH @ 3.17' CRIT SHEAR = 1544 LB @ 0.75' 1.5*SHEAR/Fv*A=0.528(Fv=106 A= 41.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT PLAN NO.: DATE ENGINEER: BEAM NUMBER: ll HDR AT REAR/RIGHT OF BEDRM OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PRIMARY ROOF : 200 0 SECONDARY ROOF : 35 EXTERIOR WALL : 30 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 8.25 REACTION AT: 0.00 , I,> 1 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SCNNY(VER5.10) 8.25 PLF FROM 0.0' TO 8.2' PLF=10.0*(20+20)/2 @ 0.00' TO PLF=0.0 *(20+20)/2 @ 8.25' PLF= 1.8*(20+20)/2 FROM 0.00' TO 8.25' PLF = 2.0' * 15.0 FROM 0.00' TO 8.25' LEFT 901/901 0/0 RIGHT 626/626 0/.0 *** USE DFL NOl 6 x 6 DROP BM/HDR *** CRIT MOMENT = 1587 LB*FT @ 3.75' RATIO=0.458(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.158 INCH @ 4.00' BASED ON (L/ 240)= 0.412 CRIT SHEAR = 738 LB @ 0.58' 1.5*SHEAR/Fv*A=0.345(Fv=106 A= 30.25) BEAM NUMBER: 12 DRP BM AT LEFT OF LAUNDRY 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 : 50 PLF= 2.5*(20+20)/2 @ 0.00' TO 160 PLF=8.0 *(20+20)/2 @ 6.00' PRIMARY ROOF : 160 PLF= 8.0*(20+20)/2 FROM 6.00' TO 10.50' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 10.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 835/835 1040/1040 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 2574 LB*FT @ 5.50' RATIO=0.399(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.164 INCH @ 5.33' BASED ON (L/ 240)= 0.525 CRIT SHEAR = 882 LB @ 9.75' 1.5*SHEAR/Fv*A=0.302(Fv=106 A= 41.25) GOU VIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 13 DRP BM AT FRONT OF LAUNDRY 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 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' POINTFROM : DOWN=835 @3.00'(L. OF BM 12) POINT LOAD : @ 5.01(G= 580 ) PRIMARY ROOF : 450 PLF=22.5*(20+20)/2 FROM 0.00' TO 3.00' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1733/1733 1345/1345 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** .CRIT MOMENT = 2948 LB*FT @ 3.00' RATIO=0.457(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.062 INCH @ 3.08' CRIT SHEAR = 1358 LB @ 0.75' 1.5*SHEAR/Fv*A=0.465(Fv=106 A= 41.25) BEAM NUMBER: 14 DRP BM AT REAR OF BATHRM 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' POINT LOAD : @ 8.01(G= 2196 ) POINT LOAD : @ 2.51(G= 580 ) PRIMARY ROOF : 80 PLF= 4.0*(20+20)/2 @ 0.00" TO 200 PLF=10.0*(20+20)/2 @ 8.00' PRIMARY ROOF : 540 PLF=27.0*(20+20)/2 FROM 8.00' TO 9.75' SECONDARY ROOF : 230 PLF=11.5*(20+20)/2 FROM 0.00' TO 3.50' EXTERIOR WALL : 45 PLF = 3.0' * 15.0 FROM 0.00' TO 9.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2483/2483 3797/.3797 UPLIFT (DL+LL/MAX.) 0/0 0/.0 *** USE GLB 24F V4 5 1/8 x 9 DROP BM/HDR *** t1LT G� ro Of� ***0.125" CAMBER UP @ SPAN( 5.0') �� 1 CRIT MOMENT = 6298 LB*FT @ 5.83' RATIO=0.364(Fb= 3000 S= 69.19) CRIT DEFLTN = -0.204 INCH @ 5.00' BASED ON (L/ 240)=0.487 CRIT SHEAR = 3268 LB @ 8.88' 1.5*SHEAR/Fv*A=0.354(Fv=300 A= 46.12) GOUVIS ENGINEERING.CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 15 HDR AT FRONT OF BEDRM OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 , 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 9.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.2' PRIMARY ROOF : 180 PLF= 9.0*(20+20)/2 FROM 0.00' TO 9.25' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 9.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1064/1064 1064/7064 UPLIFT (DL+LL/MAX.) 0/0 0/U *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 2460 LB*FT @ 4.67' RATIO=0.382(Fb= 15,00 S= 51.56) CRIT DEFLTN = -0.122 INCH @ 4.67' CRIT SHEAR = 891 LB @ 0.75' 1.5*SHEAR/Fv*A=0.305(Fv=106 A= 41.25) BEAM NUMBER: 16 DRP BM AT REAR OF BEDRM 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 : 540 PLF=27.0*(20+20)/2 FROM 0.00' TO 8.25' EXTERIOR WALL : 45 PLF = 3.0' * 15.0 FROM 0.00' TO 8.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2496/2496 2496/2496 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 5147 LB*FT @ 4.17' RATIO=0.442(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.100 INCH @ 4.17' CRIT SHEAR = 1941 LB @ 0.92' 1.5*SHEAR/Fv*A=0.524(Fv=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. CLIENT PLAN NO.: DATE ENGINEER: ?j IV 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) BEAM NUMBER: 17 HDR AT FRONT OF HALLWAY .OVER-ALL LENGTH (FT): 4.75 REACTION AT: 0.00 , 4.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 4.8' PRIMARY ROOF : 450 PLF=22.5*(20+20)/2 FROM 0.00' TO 4.75' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 4.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1188/1188 1188/1188 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL M01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 1410 LB*FT @ 2.42' RATIO=0.407(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.047 INCH @ 2.33' CRIT SHEAR = 896 LB @ 0.58' 1.5*SHEAR/Fv*A=0.418(Fv=106 A= 30.25) BEAM NUMBER: 18 DRP BM AT MSTR BATHRM OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.2' PRIMARY ROOF : 490 PLF=24.5*(20+20)/2 FROM 0.00' TO 9.25' -POINT LOAD : @ 3.51(G= 256 ). POINT LOAD : @ 5.51(G= 256 ) PRIMARY ROOF : 70 PLF= 3.5*(20+20)/2 FROM 3.00' TO 6.00' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 9.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2868/2868 2849/2849 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 7109 LB*FT @ 4.67' RATIO=0.611(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.172 INCH @ 4.58' BASED ON (L/ 240)= 0.463 CRIT SHEAR = 2373 LB @ 0.92' 1.5*SHEAR/Fv*A=0.641(Fv=106 A= 52.25) I� 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 11.00 TO 11.00' REACTIONS -(LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2396/2396 2373/2373 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 6736 LB*FT @ 5.58' RATIO=0.579(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.233 INCH @ 5.50' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 2064 LB @ 10.08' 1.5*SHEAR/Fv*A=0.558(Fv=106 A= 52.25) BEAM NUMBER: 20 DRP BM AT RIGHT OF TOILET OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 , 9.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 9.2' POINTFROM : DOWN=2396 @4.75'(L. OF BM 19) POINT LOAD. : @ 4.81(G= 740 ) PRIMARY ROOF : 160 PLF= 8.0*(20+20)/2 @ 0.00' TO 140 PLF=7.0 *(20+20)/2 @ 4.50' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 4.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2226/2226 1889/1889 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 8299 LB*FT @ 4.75' RATIO=0.487(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.095 INCH @ 4.58' CRIT SHEAR = 2002 LB @ 1.08' 1.5*SHEAR/Fv*A=0.447(Fv=106 A= 63.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 19 DRP BM ATnMSTR BEDRM OVER-ALL LENGTH (FT): 11.00 REACTION AT: 0.00 , LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 11.0' PRIMARY ROOF : 350 PLF=17.5*(20+20)/2 @ 0.00' TO 400 PLF=20.0*(20+20)/2 @ 8.50' PRIMARY ROOF : 400 PLF=20.0*(20+20)/2 @ 8.50' TO 370 PLF=18.5*(20+20)/2 @ 10.75' EXTERIOR WALL : 45 PLF = 3.0' * 15.0 FROM 0.00' I� 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 11.00 TO 11.00' REACTIONS -(LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2396/2396 2373/2373 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 6736 LB*FT @ 5.58' RATIO=0.579(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.233 INCH @ 5.50' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 2064 LB @ 10.08' 1.5*SHEAR/Fv*A=0.558(Fv=106 A= 52.25) BEAM NUMBER: 20 DRP BM AT RIGHT OF TOILET OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 , 9.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 9.2' POINTFROM : DOWN=2396 @4.75'(L. OF BM 19) POINT LOAD. : @ 4.81(G= 740 ) PRIMARY ROOF : 160 PLF= 8.0*(20+20)/2 @ 0.00' TO 140 PLF=7.0 *(20+20)/2 @ 4.50' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 4.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2226/2226 1889/1889 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 8299 LB*FT @ 4.75' RATIO=0.487(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.095 INCH @ 4.58' CRIT SHEAR = 2002 LB @ 1.08' 1.5*SHEAR/Fv*A=0.447(Fv=106 A= 63.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT PLAN NO.: DATE ENGINEER: BEAM NUMBER: 21 HDR AT MSTR BEDRM OVER-ALL LENGTH (FT): 5.75 REACTION AT: 0.00 , LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO POINT LOAD : @ 2.81(G= 2780 ) PRIMARY ROOF : 490 PLF=24.5*(20+20)/2 PRIMARY ROOF : 160 PLF= 8.0*(20+20)/2 100 PLF=5.0 *(20+20)/2 POINT LOAD @ 1.2'(G=116 POINT LOAD : @ 4.2' (;" 116 PRIMARY ROOF : 50 PLF= 2.5*(20+20)/2 EXTERIOR WALL : 45 PLF = 3.0' * 15.0 REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 2969/2969 UPLIFT (DL+LL/MAX.) 0/0 5.8' Amp 21,051-111 WALLING & MCCALLUM ESTANCIA 03:/13/2000 SONNY(VER5.10) 5.75 FROM 0.00' TO 2.75' @ 2.75' TO @ 5.50' FROM 1.25' TO 4.25' FROM 0.00' TO 5.75' RIGHT 2271,'2271 0010 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 5837 LB*FT @ 2.75' RATIO=0.502(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.048 INCH @ 2.83' CRIT SHEAR = 2461 LB @ 0.92' 1.5*SHEAR/Fv*A=0.665(3v=106 A= 52.25) BEAM NUMBER: 22 DRP BM AT RIGHT OF MSTR BEDRM OVER-ALL LENGTH (FT): 10.25 REACTION AT: 0.00 , 1.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 10.2' PRIMARY ROOF : 500 PLF=25.0*(20+20)/2 FROM 0.00' TO 10.25' EXTERIOR WALL : 45 PLF = 3.0' * 15.0 FROM 0.00' TO 10.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2896/2896 2896/2896 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** ..CRIT MOMENT = 7420 LB*FT @ 5.17' RATIO=0.638(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.223 INCH @ 5.17' BASED ON (L/ 240)= 0.512 CRIT SHEAR = 2378 LB @ 0.92' 1.5*SHEAR/Fv*A=0.642(.Fv=106 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 23 DRP BM AT LEFT OF MSTR BEDRM OVER-ALL LENGTH (FT): 8.75 REACTION AT: 0.00 , gV3 21051-111 WA=,LING & MCCALLUM ESTANCIA 03/13/2000 SONNY (VER5. 10 ) 8.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.8' PRIMARY ROOF : 500 PLF=25.0*(20+20)/2 FROM 0.00' TO 8.75' EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 8.75' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2538/2538 0/0 RIGHT 2538/2538 0/,0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 5550 LB*FT @ 4.42' RATIO=0.477(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.122 INCH @. 4.42' CRIT SHEAR = 2006 LB @ 0.92' 1.5*SHEAR/Fv*A=0.542(Fv=106 A= 52.25) BEAM NUMBER: 24 DRP BM AT REAR OF SITTING OVER-ALL LENGTH (FT): 27.25 REACTION AT: 2.50 , 27'.25 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 27.2' SECONDARY ROOF : 220 PLF=11.0*(20+20)/2 FROM 0.00' TO 27.25' EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 27.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4801/4800 3934,913933 UPLIFT (DL+LL/MAX.) 0/0 0,9'0 *** USE GLB 24F V4 5 1/8 x 16 1/2 DROP BM/HDR *** ***0.500" CAMBER UP @ SPAN(14.91) ***0.125" CAMBER DOWN @ L. CANT( 0.0') CRIT MOMENT = 24175 'LB*FT @ 14.92' RATIO=0.454(Fb= 2750 S= 232.55) CRIT DEFLTN = 0.246 INCH @ 0.00' BASED ON (L/ 120)= 0.250 CRIT SHEAR = 3520 LB @ 4.00' 1.5*SHEAR/Fv*A=0.208(=v=300 A= 84.56) �I GOUVIS ENGINEERING CALIFORNIA (UBC 97) . SHEET JOB NO. : CLIENT PLAN NO.: DATE 'ENGINEER: BEAM NUMBER: 25 2NO&W AT SITTING RM OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 SECONDARY ROOF : 400 EXTERIOR WALL : 90 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 5.25 REACTION AT: 0.00 , ?;lq 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) 5.25 PLF FROM 0.0' TO 5.2' PLF=20.0*(20+20)/2 FROM 0.00' TO 5.25' PLF = 6.0' * 15.0 FROM 0.00' TO 5.25' LEFT 1339/1339 0/0 RIGHT 1339/1339 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT= 1757 LB*FT @ 2.67' RATIO=0.507(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.071 INCH @ 2.67' CRIT SHEAR = 1041 LB @ 0.58' 1.5*SHEAR/Fv*A=0.486(Fv=106 A= 30.25) BEAM NUMBER: 26 DRP RIDGE AT LIVING OVER-ALL LENGTH (FT): 27.50 REACTION AT: 5.00 , 27.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 27.5' SECONDARY ROOF : 370 PLF=18.5*(20+20)/2 FROM 0.00' TO 27.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD (DL+LL/MAX . ) 66344431. UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F Ve 5 1/8 x 16 1/2 DROP BM/HDR *** * * * W/ LEFT: 2-2x6 TRIMMER/STUD � f w / �� � �c,-Z ***0.375" CAMBER Ti 6.4'). /( ***0. DOWN @ L. CANT( 0.0') CRIT MOMENT = 23581 LB*FT @ 16.58' RATIO=0.436(Fb= 2791 S= 232.55) CRIT DEFLTN = 0.407 INCH @ 0.00' BASED ON (L/ 120)= 0.500 CRIT SHEAR = 4066 LB @ 6.50' 1.5*SHEAR/Fv*A=0.240(Fv=300 A= 84.56) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 27 HDR AT RIGHT OF FOYER (LOW) OVER-ALL LENGTH (FT): 6.25 REACTION AT: LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 6.2' 'POINT LOAD : @ 1.51(G= 1878 ) POINT LOAD : @ 4.51(G= 1878.) EXTERIOR WALL : 120 PLF = 8.0' * 15.0 FROM SECONDARY ROOF : 33 PLF= 1.6*(20+20)/2 FROM REACTIONS (LBS) LEFT DOWNWARD(DL+LL/MAX.) 2494/2494 UPLIFT (DL+LL/MAX.) 0/0 0.00 , V,.iS 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SC-NNY(VER5.10) 6.25 0.00' TO 6.25' 0.00' TO 6.25' RIGHT 2344;2344 0110 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 3913 LB*FT @ 3.58' RATIO=0.336(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.047 INCH @ 3.17' CRIT SHEAR = 2335 LB @ 0.92' 1.5*SHEAR/Fv*A=0.631(Fv=106 A= 52.25) BEAM NUMBER: 28 DRP BM AT LIVING OVER-ALL LENGTH (FT): 22.50 REACTION AT: 0.00 , 22.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 22.5' SECONDARY ROOF : 400 PLF=20.0*(20+20)/2 FROM 0.00' TO 22.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4815/4815 4815/4815 UPLIFT (DL+LL/MAX.) 0/0 0,/0 *** USE GLB 24F V4 5 1/8 x 16 1/2 DROP BM/HDR:*** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/SPUD ***0.375" CAMBER UP @ SPAN(11.2') CRIT MOMENT = 27084 LB*FT @ 11.25' RATI0=0.504(Fb= 2771 S= 232.55) CRIT DEFLTN = -0.715 INCH @ 11.25' BASED ON (L/ 240)=:1.125 CRIT SHEAR = 4173 LB @ 1.50' 1.5*SHEAR/Fv*A=0.247(Fv=300 A= 84.56) GOUVIS ENGINEERING CALIFORNIA (USC 97) SHEET JOB NO. : 23.051-111 CLIENT WELLING & MCCALLUM PLAN NO.: E►TANCIA DATE : 0_/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER. OF LIVIN OV ALL LENGTH (FT): 11.75 REACTION AT: 0.00 , 11.75 LOADS--T-DOWNWARD +) BEAM WEIGH_': 20.0 PLF FROM 0.0' TO 11.8' POINTFROM :-`HO N-2494 @6.00'(L. OF BM 27) EXTERIOR WALL 90F,_= 6.0' * 15.0 FROM 0.00' TO 11.75' REACTIONS (LBS)RIGHT DOWNWARD(DL+LL/MAX.) .. 1867%/1 , 1920/1920 UPLIFT (DL+LL/MAS.) 0/0 ate-,` 01 10 *** USE DFL H01 6 x 10 DROP BM/HDR��** CRIT 09ENT = 9220 LB*FT @ 6.00' RATIO=0.792(Fb= 1688 S= 82.73) DEFLTN = -0.307 INCH @ 5.92' BASED ON (L/ 240)= 0.588 RIT SHEAR = 1819 LB @ 10.83' 1.5*SHEAR/Fv*A=0.491(Fv=106 A= 52.25) BEAM NUMBER: 30 DRP BM AT LEFT OF LIVING OVER-ALL LENGTH (FT): 11.75 REACTION AT: 0.00 , 1_.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 11.8' POINTFROM : DOWN=6631 @6.00'(L. OF BM 26) EXTERIOR WALL : 90 PLF = 6.0' * 15.0 FROM 0.00' TO 11.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4012/4012 4158,14158 UPLIFT (DL+LL/MAX.) 0/0 0,/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *;* ***0.250" CAMBER UP @ SPAN( 5.9') CRIT MOMENT = 22089 LB*FT @ 6.00' RATIO=0.718(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.338 INCH @ 5.92' BASED ON (L/ 240)= 0.588 CRIT SHEAR = 4034 LB @ 10.62' 1.5*SHEAR/Fv*A=0.328(jv=300 A= 61.50) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET :. Q3.m JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 31 DRP BM AT LEFT OF LIVING (LOW) OVER-ALL LENGTH (FT): LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 SECONDARY ROOF : 120 180 SECONDARY ROOF : 180 SECONDARY ROOF : 180 120 EXTERIOR WALL : 105 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) 11.75 REACTION AT: 0.00 , 11.75 PLF FROM 0.0' TO 11.8' PLF= 6.0*(20+20)/2 @ 0.00' TO PLF=9.0 *(20+20)/2 @ 3.75' PLF= 9.0*(20+20)/2 FROM 3.75' PLF= 9.0*(20+20)/2 @ 8.00' TO PLF=6.0 *(20+20)/2 @ 11.50' PLF = 7.0' * 15.0 FROM 0.00' LEFT 1678/1678 0/0 TO 8.00' TO 11.75' RIGHT 1643/1643 0/0 *** USE DFL N01 6 x 10 DROP BM/HDR *** CRIT MOMENT = 5116 LB*FT @ 5.83' RATIO=0.440(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.201 INCH @ 5.83' BASED ON (L/ 240)= 0.588 CRIT SHEAR = 1447 LB @ 0.92' 1.5*SHEAR/Fv*A=0.391(Fv=106 A= 52.25) BEAM NUMBER: 32 DRP BM AT RIGHT OF LIVING OVER-ALL LENGTH (FT): 12.25 REACTION AT: 0.00 , 12.25 LOADS (DOWNWARD +) SECONDARY ROOF : 130 PLF= (#0+#.0)/2 FROM 0.00' TO 12.25' BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.2' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 919/919 919/919 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR ***. CRIT MOMENT = 2814 LB*FT @ 6.17' RATIO=0.437(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.246 INCH @ 6.08' BASED ON (L/ 240)= 0.613 CRIT SHEAR = 806 LB @ 0.75' 1.5*SHEAR/Fv*A=0.276(Fv=106 A= 41.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 33 DRP BM AT RIGHT OF LIVING (HIGH) 9 ►4 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) OVER-ALL LENGTH (FT): 12.25 REACTION AT: 0.00 , 12.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.2' POINTFROM : DOWN=6631 @6.25'(L. OF BM 26) EXTERIOR WALL : 90 PLF = 6.0' * 15.0 FROM 0.00' TO 12.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4042/4042 4182/4182 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** ***0.250" CAMBER UP @ SPAN( 6.21) CRIT MOMENT = 23114 LB*FT @ 6.25' RATI0=0.752(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.384 INCH @ 6.17' BASED ON (L/ 240)= 0.613 CRIT SHEAR = 4059 LB @ 11.12' 1.5*SHEAR/Fv*A=0.330(Fv=300 A= 61.50) BEAM NUMBER: 34 DRP BM AT RIGHT OF LIVING (LOW) OVER-ALL LENGTH (FT): 12.25 REACTION AT: 0.00 , 12.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.2' EXTERIOR WALL : 105 PLF = 7.0' * 15.0 FROM 0.00' TO 12.25' -REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 766/766 766/766 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 2345 LB*FT @ 6.17' RATIO=0.505(Fb= 1080 S= 51.56) CRIT DEFLTN = -0.205 INCH @ 6.17' BASED ON (L/ 240)= 0.613 CRIT SHEAR = 672 LB @ 0.75' 1.5*SHEAR/Fv*A=0.319(Fv= 76 A= 41.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : CLIENT . PLAN NO.: DATE ENGINEER: BEAM NUMBER: 35 FL BM AT PWDR Lm 21051-111 WALLING & MCCALLUM ESTANCIA 03/13/2000 SONNY(VER5.10) OVER-ALL LENGTH (FT): 9.00 REACTION AT: 0.00 , 9..00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 9.0' PRIMARY ROOF : 300 PLF=15.0*(20+20)/2 FROM 0.00' TO 9.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1440/1440 1440/1440 UPLIFT (DL+LL/MAX.) 0/0 0,/0 *** USE DFL N01 6 x 8 *** CRIT MOMENT = 3240 LB*FT @ 4.50' RATIO=0.503(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.153 INCH @ 4.50' BASED ON (L/ 240)= 0.450 CRIT SHEAR = 1200 LB @ 0.75' 1.5*SHEAR/Fv*A=0.411('Fv=106 A= 41.25) BEAM NUMBER: 36 DRP BM OUTSIDE OF ENTRY OVER-ALL LENGTH (FT): 13.25 REACTION AT: 0.00 ,., 13.25 LOADS (DOWNWARD +) POINT LOAD : @ 4.51(G= 2032 ) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 13.2' PRIMARY ROOF : 450 PLF=22.5*(20+20)/2 FROM 0.00' TO 4.50' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 13.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3421/3421 1431/1431 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 10229 LB*FT @ 4.50' RATIO=0.600(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.242 INCH @ 6.08' BASED ON (L/ 240)= 0.662 CRIT SHEAR = 2868 LB @ 1.08' 1.5*SHEAR/Fv*A=0.640(Fv=106 A= 63.25) GOUVIS ENGINEERING CALIFORNIA ' (UBC 97) SHEET : r7-1,0 JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 37 FL BM AT REAR KIT/FAMILY OVER-ALL LENGTH (FT): 10.50 REACTION AT: 0.00 , 3.25 , 10.50 LOADS (DOWNWARD +) PRIMARY ROOF : 410 PLF=20.5*(20+20)/2 FROM 0.00' TO 10.50' BEAM WEIGHT : 20.0 LB FROM 0.0' TO 10.5' REACTIONS (LBS) LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) 331/331 3205/3205 1277/1277 UPLIFT (DL+LL/MAX.) -263/-263 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = -2126 LB*FT @ 3.25' RATIO=0.330(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.049 INCH @ 7.25' CRIT SHEAR = 1530 LB @ 4.00' 1.5*SHEAR/Fv*A=0.523(Fv=106 A= 41.25) BEAM NUMBER: 38 FL BM AT FOYER OVER-ALL LENGTH (FT): 15.25 REACTION AT: 0.00 , 15.25 LOADS (DOWNWARD +) POINT LOAD @ 7.81(G= 6000 ) BEAM WEIGHT 30.0 LB FROM 0.0' TO 15.2' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3180/3180 3278/3278 UPLIFT (DL+LL/MAX.) 0/0 0i0 *** USE GLB 24F V4 6 3/4 x 12 *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.250" CAMBER UP @ SPAN( 7.71) CRIT MOMENT = 23741 LB*FT @ 7.75' RATIO=0.608(Fb= 2893 S= 162.00) CRIT DEFLTN = -0.459 INCH @ 7.67' BASED ON (L/ 240)= 0.762 CRIT SHEAR = 3244 LB @ 14.12' 1.5*SHEAR/Fv*A=0.200(Fv=300 A= 81.00) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : I> -IA JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 39 FL BM AT FRONT OF FOYER OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6_25 LOADS (DOWNWARD +) SECONDARY ROOF : 67 PLF= 3.3*(20+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 150 PLF = 10.0' * 15.0 FROM 0.00' TO 6.25' BEAM WEIGHT : 20.0 LB FROM 0.0' TO 6.2' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 739/739 739/739 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 6 *** CRIT MOMENT = 992 LB*FT @ 3.17' RATIO=0.398(Fb= 1080 S= 27.73) CRIT DEFLTN = -0.067 INCH @ 3.17' CRIT SHEAR = 517 LB @ 0.58' 1.5*SHEAR/Fv*A=0.335(Fv= 76 A= 30.25) BEAM NUMBER: 40 FL BM AT FOYER OVER-ALL LENGTH (FT): 9.25 REACTION AT: 0.00 , 9.25 LOADS (DOWNWARD +) POINTFROM : DOWN=739 @4.00'(L. OF BM 39) SECONDARY ROOF : 100 PLF= 5.0*(20+20)/2 FROM 4.00' TO 9.00' EXTERIOR WALL : 150 PLF = 10.0' * 15.0 FROM 0.00' TO 9.25' BEAM WEIGHT : 20.0 LB FROM 0.0' TO 9.2' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1355/1355 0/0 RIGHT 1457;11457 0; 0 *** USE DFL N01 6 x 10 *** CRIT MOMENT = 3525 LB*FT @ 4.00' RATIO=0.421(Fb= 12.15 S= 82.73) CRIT•DEFLTN = -0.093 INCH @ 4.58' CRIT SHEAR = 1065 LB @ 0.92' 1.5*SHEAR/Fv*A=0.400(Fv= 76 A= 52.25) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 41 DRP BM AT RIGHT OF FOYER (HIGH) OVER-ALL LENGTH (FT): 3.25 REACTION AT: 0.00 , 3.25 LOADS (DOWNWARD +) SECONDARY ROOF : 66 PLF= 3.3*(20+20)/2 FROM 0.00' TO 3.25' POINTFROM : DOWN=3278 @1.60'(R. OF BM 38) EXTERIOR WALL : 45 PLF = 3.0' * 15.0 FROM 0.00' TO 3.25' BEAM WEIGHT : 20.0 LB FROM 0.0' TO 3.2' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1877/1877 1827/1827 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 2808 LB*FT @ 1.58' RATIO=0.436(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.014 INCH @ 1.58' CRIT SHEAR = 1779 LB @ 0.75' 1.5*SHEAR/Fv*A=0.609(Fv=106 A= 41.25) BEAM NUMBER: 42 FL BM AT LEFT OF FOYER (LOW) OVER-ALL LENGTH (FT): 17.75 REACTION AT: 0.00 ,, 17.75 LOADS (DOWNWARD +) POINTFROM : DOWN=1457 @6.50'(R. OF BM 40) PRIMARY ROOF : 270 PLF=13.5*(20+20)/2 FROM 0.00' TO 2.50' PRIMARY ROOF : 80 PLF= 4.0*(20+20)/2 @ 2.50' TO, 0 PLF=0.0 *(20+20)/2 @ 6.50' POINTFROM. : DOWN=1877 @8.50'(L. OF BM 41) POINTFROM : DOWN=1827 @11.50'(R. OF BM 41) POINT LOAD : @13.81(G= 624 ) EXTERIOR WALL : 105 PLF = 7.0' * 15.0 FROM 0.00' TO 17.75' BEAM WEIGHT : 30.0 LB FROM 0.0' TO 17.8' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4637/4637 4380/4380 UPLIFT (DL+LL/MAX.) 0/0 0!0 *** USE GLB 24F V4 5 1/8 x 15 *** ***0.375" CAMBER UP @ SPAN( 8.8') CRIT MOMENT = 25980 LB*FT @ 8.50' RATIO=0.566(Fb= 2864 S= 192.19) CRIT DEFLTN = -0.537 INCH @ 8.92' BASED ON (L/ 240)= 0.887 CRIT SHEAR = 4194 LB @ 16.38' 1.5*SHEAR/Fv*A=0.273(Fv=300 A= 76.88) GOUVIS ENGINEERING CALIFORNIA (UBC 97) (� SHEET JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 43 DRP BM AT FRONT OF LIVING OVER-ALL LENGTH (FT): 22.25 REACTION AT: 0.00 , 22.25 LOADS (DOWNWARD +) POINTFROM : DOWN=4380 @12.25'(R. OF BM 42) POINT LOAD : @ 2.01(G= 1074 ) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 22.2' PRIMARY ROOF : 300 PLF=15.0*(20+20)/2 FROM 0.00' TO 2.00' PRIMARY ROOF : 410 PLF=20.5*(20+20)/2 FROM 2.00' TO 12.25' SECONDARY ROOF : 200 PLF=10.0*(20+20)/2 FROM 0.00' TO 22.25' POINT LOAD : @16.21(G= 624 ) SECONDARY ROOF : 0 PLF= 0.0*(20+20)/2 @ 16.50' TO 150 PLF=7.5 *(20+20)/2 @ 20.00' SECONDARY ROOF : 150 PLF= 7.5*(20+20)/2 @ 20.00' TO 0 PLF=0.0 *(20+20)/2 @ 22.00' EXTERIOR WALL : 150 PLF = 10.0' * 15.0 FROM 16.50' TO 22.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 8742/8742 7649/7649 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 6 3/4 x 18 DROP BM/HDR *4* *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.500" CAMBER UP @ SPAN(11.21) CRIT MOMENT = 54090 LB*FT @ 12.25' RATIO=0.665(Fb= 2678 S= 364.50) CRIT DEFLTN = -0.765 INCH @ 11.17' BASED ON (L/ 240)= 1.113 CRIT SHEAR = 7929 LB @ 1.62' 1.5*SHEAR/Fv*A=0.326(Fv=300 A=121.50) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : � 01 `f JOB NO. : 21051-111 CLIENT : WALLING & MCCALLUM PLAN NO.: ESTANCIA DATE : 03/13/2000 ENGINEER: SONNY(VER5.10) BEAM NUMBER: 44 BM. AT TRELLIS OVER-ALL LENGTH (FT): 36.00 REACTION AT: 0.00 , 36.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 36.0' PRIMARY ROOF:`:;: : 120 PLF= /jt. 0* (4p+20) /2 FROM 0.00' TO 36.00' %P�s REACTIONS (tBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2880/2880 2880/2880 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 6 3/4 x 18 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.625" CAMBER UP @ SPAN(18.0') CRIT MOMENT = 25920 LB*FT @ 18.00' RATIO=0.335(Fb= 2549 S= 364.50) CRIT DEFLTN = -1.024 INCH @ 18.00' BASED ON (L/ 240)= 1.800 CRIT SHEAR = 2620 LB @ 1.62' 1.5*SHEAR/Fv*A=0.108(Fv=300 A=121.50) im TRELLIS AT RIGHT OF DINING RM OVER-ALL LENGTH: 42.00 RCTS AT: .00 42.00 APPLIED LOADS (DOWN +) 20 UNIF LOAD #/LF 30 UNIF LOAD #/LF REACTIONS (UP +): LEFT: 1050.0 RIGHT: 1050.0 ****** USE 24F GLB 5.125X 15.0 ****** W I 3/q /I u-Mg3 G A= 76.875 S= 192.188 I= 1441.406 FV=165. E=1800000. DF=1.00 CRIT SHEAR = 988. AT 1.25 1.5*V/(A*FV*DF) _ .12 SPAN MAX MOM = 11025. FT.LBS AT 21.00 FB=2341. M/(FB*S*DF)= .29 DEFL=-1.35 AT 21.00 L/240.= 2.10 GOUVIS ENGINEERING,CALIFORNIA ----------------------------- SHEET : & k lj� JOB NO. : CLIENT r) Art, L. 1 j1� DARN NO.: TE gis� 2000 46 DRP BM AT TRELLIS (LIVING RM) OVER-ALL LENGTH: 13.00 RCTS AT: .00 13.00 APPLIED LOADS (DOWN +) 40 AT 0 55 AT 1.5 P'TL LOAD #/LF 245 FROM 1.5 TO 7.5 P'TL LOAD #/LF 245 AT 7.5 280 AT 10.5 P'TL LOAD #/LF 420 FROM 10.5 TO 13 P'TL LOAD #/LF 30 UNIF LOAD #/LF REACTIONS (UP +); LEFT: 1564.3 RIGHT: 2204.4 D �� . ****** US .5 ******. A= 38.438 S= 48.047 I= 180.176 FV=165. E=1800000. DF=1.00 CRIT SHEAR = 1923. AT 12.38 1.5*V/(A*FV*DF; _ .45 SPAN MAX MOM = 6075. FT.LBS AT 6.77 FB=2400. M/(FB*S*DF)= .63 DEFL= -.57 AT 6.58 L/240.= .65 47 TRELLIS AT GARAGE OVER-ALL LENGTH: 28.75 RCTS AT: .00 28.75 APPLIED LOADS (DOWN +) 30 UNIF LOAD #/LF 25 UNIF LOAD #/LF REACTIONS (UP +): LEFT: 790.6 RIGHT: 790:6 ri ****** USE 24F GLB 5.125X A= 53.813 S= 94.172 I= 494.402 FV=165. E=1800000. DF=1.00 CRIT SHEAR = 743. AT .88 1.5*V/(A*FV*DFI = .13 SPAN MAX MOM = 5683. FT.LBS AT 14.38 FB=2400. M/(FB*S*DF)= .30 DEFL= -.95 AT 14.38 L/240.= 1.44 GOUVIS ENGINEERING'CALIFORNIA ----------------------------- SHEET rs v JOB NO. : o S CLIENT : PLAN NO.: Gl'f DATE 3-27-2000 48 TRELLIS AT MASTER BEDRM OVER—ALL LENGTH: 30.50 RCTS AT: .00 30.50 APPLIED LOADS (DOWN +) 30 UNIF LOAD #/LF 30 UNIF LOAD #/LF REACTIONS (UP +); LEFT: 915.0 RIGHT: 915.0 ****** USE 24F GLB 5.125X 18.0 ****** b.��, ���" �+ C,►'N1C�i A= 92.250 S= 276.750 I= 2490.750 FV=165. * E=1800000. DF=1.00 CRIT SHEAR = 825. AT 1.50 1.5*V/(A*FV*DF; _ .08 SPAN MAX MOM = 6977. FT.LBS AT 15.25 FB=2294. M/(FB*S*DF)= .13 DEFL= —.26 AT 15.25 L/240.= 1.52 r- CL i 0 z \Olt Llir U GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 1 LONGITUDINAL SHEET : L 2 JOB NO. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 1ST FLR HT: 9.50 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 151.92 PLF TOTAL LOAD = 151.92 PLF ' Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 34.50 = 690.00 DL EXT WALL=15.00X 1X( 9.50- 4.75) = 71.25 DL INT WALL=10.00X 1X( 9.50- 4.75) = 47.50 SHEAR = .175X( 690.00 + 71.25 + 47.50)= 141.21 PLF TOTAL LOAD = 141.21 PLF WIND GOVERNS =_> ROOF: 151.92 PLF ROOF DIAPHRAGM : V=151.92 PLF MAX SHEAR=151.92X 22.50/(2 X 34.50)= 49.54 PLF USE• 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=151.92X 22.50X 22.50/(8 X 34.50)= 278.67 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•11.50 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 125.88 PLF TOTAL LOAD = 125.88 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 51.50 = 1030.00 DL EXT WALL=15.00X 0X(11.50- 5.75) _ .00 DL INT WALL=10.00X 3X(11.50- 5.75) = 172.50 SHEAR = .175X(1030.00 + .00 + 172.50)= 209.96 PLF TOTAL LOAD = 209.96 PLF SEISMIC GOVERNS =_> ROOF: 209.96 PLF ROOF DIAPHRAGM : V=209.96 PLF MAX.SHEAR=209.96X 22.50/(2 X 51.50)= 45.87 PLF USE• 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 511,12" OC CHORD FORCE=209.96X 22.50X 22.50/(8 X 51.50)= 257.99 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONST:�UCTION) 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. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 1ST FLR HT:11.50 BLDG HT:15.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 160.61 PLF TOTAL LOAD = 160.61 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 32.00 = 640.00 DL EXT WALL=15.00X 2X(11.50- 5.75) = 172.50 DL INT WALL=10.00X 1X(11.50- 5.75) = 57.50 SHEAR = .175X( 640.00 + 172.50 + 57.50)= 151.90 PLF TOTAL LOAD = 151.90 PLF WIND GOVERNS =_> ROOF: 160.61 PLF ROOF DIAPHRAGM : V=160.61 PLF MAX SHEAR=160.61X 36.50/(2 X 32.00)= 91.60 PLF USE• 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=160.61X 36.50X 36.50/(8 X 32.00)= 835.81 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 LONGITUDINAL 1ST FLR HT: 9.50 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 143.24 PLF TOTAL LOAD = 143.24 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 25.00 = 500.00 DL EXT WALL=15.00X 2X( 9.50- 4.75) = 142.50 DL INT WALL=10.00X 1X( 9.50- 4.75) = 47.50 SHEAR = .175X( 500.00 + 142.50 + 47.50)= 120.48 PLF TOTAL LOAD = 120.48 PLF WIND GOVERNS =_> ROOF: 143.24 PLF ROOF DIAPHRAGM : V=143.24 PLF MAX SHEAR=143.24X 21.00/(2 X 25.00)= 60.16 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=143.24X 21.00X 21.00/(8 X 25.00)= 315.85 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. : 21051 CLIENT : WALLING & MCCALLU PLAN NO..: ESTANCIA DATE : 3-13-2000 IST FLR HT:10.20 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD.ROOF = 137.17 PLF TOTAL LOAD = 137.17 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 33.00 = 660.00 DL EXT WALL=15.00X 2X(10.20- 5.10) = 153.00 DL INT WALL=10.00X 2X(10.20- 5.10) = 102.00 SHEAR = .175X( 660.00 + 153.00 + 102.00)= 159.76 PLF TOTAL LOAD = 159.76 PLF SEISMIC GOVERNS =_> ROOF: 159.76 PLF ROOF DIAPHRAGM : V=159.76 PLF MAX SHEAR=159.76X 19.00/(2 X 33.00)= 45.99 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 511112" OC CHORD FORCE=159.76X 19.00X 19.00/(8 X 33.00)- 218.46 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 6 LONGITUDINAL IST FLR HT:12.50 BLDG HT:16.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 170.43 PLF TOTAL LOAD = 170.43 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 28.00 = 560.00 DL EXT WALL=15.00X 2X(12.50- 6.25) = 187.50 DL INT WALL=10.00X 1X(12.50- 6.25) = 62.50 SHEAR = .175X( 560.00 + 187.50 + 62.50)= 141.43 PLF TOTAL LOAD = 141.43 PLF WIND GOVERNS =_> ROOF: 170.43 PLF ROOF DIAPHRAGM : V=170.43 PLF MAX SHEAR=170.43X 23.00/(2 X 28.00)= 70.00 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=170.43X 23.00X 23.00/(8 X 28.00)- 402.50 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION TTM 9-19n QTUKFR NATT.S MTNIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 7 LONGITUDINAL SHEET : L 5 JOB NO. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 1ST FLR HT:17.00 BLDG HT:20.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 205.27 PLF TOTAL LOAD = 205.27 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 32.00 = 640.00 DL EXT WALL=15.00X 2X(17.00- 8.50) = 255.00 DL INT WALL=10.00X 2X(17.00- 8.50) = 170.00 SHEAR = .175X( 640.00 + 255.00 + 170.00)= 185.95 PLF TOTAL LOAD = 185.95 PLF WIND GOVERNS =_> ROOF: 205.27 PLF ROOF DIAPHRAGM : V=205.27 PLF MAX SHEAR=205.27X 36.50/(2 X 32.00)=117.07 PLF USE• 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=205.27X 36.50X 36.50/(8 X 32.00)= 1068.25 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 1 TRANSVERSE SHEET : L 6 JOB NO. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 IST FLR HT: 9.50 BLDG HT:13.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 151.92 PLF TOTAL LOAD = 151.92 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=20.00X 45.00 = 900.00 DL EXT WALL=15.00X 2X( 9.50- 4.75) = 142.50 DL INT WALL=10.00X 2X( 9.50- 4.75) = 95.00 SHEAR = .175X( 900.00 + 142.50 + 95.00)= 198.61 PLF TOTAL LOAD = 198.61 PLF SEISMIC GOVERNS =_> ROOF: 198.61 PLF ROOF DIAPHRAGM : V=198.61 PLF MAX SHEAR=198.61X 34.50/(2 X 45.00)= 76.13 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=198.61X 34.50X 34.50/(8 X 45.00)= 656.66 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ATM A-1 An RTNKPR NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE 1ST FLR HT:11.50 BLDG HT:14.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 151.92 PLF TOTAL LOAD = 151.92 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=20.00X 22.50 = 450.00 DL EXT WALL=15.00X 2X(11.50- 5.75) = 172.50 DL INT WALL=10.00X 2X(11.50- 5.75) = 115.00 SHEAR = .175X( 450.00 + 172.50 + 115.00)= 128.77 PLF TOTAL LOAD = 128.77 PLF WIND GOVERNS ==> ROOF: 151.92 PLF ROOF DIAPHRAGM : V=151.92 PLF MAX SHEAR=151.92X 35.00/(2 X 22.50)=118.16 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=151.92X 35.00X 35.00/(8 X 22.50)= 1033.93 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA SHEET : L 7 LATERAL ANALYSIS JOB NO. : 21051 CLIENT : WALLING & MCCALLU POURING NON MONO PLAN NO.: ESTANCIA DATE 3-13-2000 SECTION 3 TRANSVERSE 1ST FLR HT•11.50 BLDG HT:14.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 143.24 PLF TOTAL LOAD = 143.24 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=20.00X 46.50 = 930.00 DL EXT WALL=15.00X 1X(11.50- 5.75) = 86.25 DL INT WALL=10.00X 3X(11.50- 5.75) = 172.50 SHEAR = .175X( 930.00 + 86.25 + 172.50)= 207.56 PLF TOTAL LOAD = 207.56 PLF SEISMIC GOVERNS =_> ROOF: 207.56 PLF ROOF DIAPHRAGM : V=207.56 PLF MAX SHEAR=207.56X 24.50/(2 X 46.50)= 54.68 PLF USE 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 601,12" OC CHORD FORCE=207.56X 24.50X 24.50/(8 X 46.50) 334.91 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION ATm. CDT.TrA WTTH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 4 TRANSVERSE BLDG HT:12.00 FT 1ST FLR HT: 9.50 WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 125.88 PLF TOTAL LOAD = 125.88 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 38.00 = 760.00 DL EXT WALL=15.00X 1X( 9.50- 4.75) = 71.25 -DL INT WALL=10.00X 2X( 9.50- 4.75) = 95.00 SHEAR = .175X( 760.00 + 71.25 + 95.00.)= 161.73 PLF TOTAL LOAD = 161.73 PLF SEISMIC GOVERNS =_> ROOF: 161.73 PLF ROOF DIAPHRAGM : V=161.73 PLF MAX SHEAR=161.73X 24.50/(2 X 38.00)= 52.14 PLF USE 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT'6",12" CHORD FORCE=161.73X 24.50X 24.50/(8 X 38.00)- 319.33 TH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION OC SPLICE WI ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 5 TRANSVERSE SHEET : L 8 JOB NO. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 1ST FLR HT:10.20 BLDG HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 137.17 PLF TOTAL LOAD = 137.17 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 16.00 = 320.00 DL EXT WALL=15.00X 1X(10.20- 5.10) = 76.50 DL INT WALL=10.00X 0X(10.20- 5.10) _ .00 SHEAR = .175X( 320.00 + 76.50 + .00)= 69.23 PLF TOTAL LOAD = 69.23 PLF WIND GOVERNS =_> ROOF: 137.17 PLF ROOF DIAPHRAGM : V=137.17 PLF MAX SHEAR=137.17X 33.00/(2 X 16.00)=141.45 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=137.17X 33.00X 33.00/(8 X 16.00)= 1166.98 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 6 TRANSVERSE 1ST FLR HT:12.50 BljDG HT:15.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 151.92 PLF TOTAL LOAD = 151.92 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=20.00X 23.00 = 460.00 DL EXT WALL=15.00X 1X(12.50- 6.25) = 93.75 DL INT WALL=10.00X 1X(12.50- 6.25) = 62.50 SHEAR = .175X( 460.00 + 93.75 + 62.50)= 107.60 PLF TOTAL LOAD = 107.60 PLF WIND GOVERNS =_> ROOF: 151.92 PLF ROOF DIAPHRAGM : V=151.92 PLF MAX SHEAR=151.92X 27.00/(2 X 23.00)= 89.17 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=151.92X 27.00X 27.00/(8 X 23.00)= 601.92 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 7 TRANSVERSE SHEET : L 9 JOB NO. : 21051 CLIENT : WALLING & MCCALLU PLAN NO.: ESTANCIA DATE : 3-13-2000 1ST FLR HT:14.50 BLDG HT:23.00 FT WIND HEIGHT (FT) : 15 2"0 25 MIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 285.59 PLF TOTAL LOAD = 285.59 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=20.00X 47.50 = 950.00 DL EXT WALL=15.00X 0X(14.50- 7.25) _ .00 DL INT WALL=10.00X 2X(14.50- 7.25) = 145.00 SHEAR = .175X( 950.00 + .00 + 145.00)= 191.19 PLF TOTAL LOAD = 191.19 PLF WIND GOVERNS =_> ROOF: 285.59 PLF ROOF DIAPHRAGM : V=285.59 PLF MAX SHEAR=285.59X 28.50/(2 X 47.50)= 85.68 PLF USE• 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 511,12" OC CHORD FORCE=285.59X 28.50X 28.50/(8 X 47.50)= 610.44 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 REDUNDANCY FACTOR Sheet : L- I Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 2 - 20/( r.. x FA. 1.0 <_ Q <= 1.5 rMax : maximum element/story shear ratio AB : area of ground floor(base area) in sq ft = 7700 Longitudinal direction Transverse direction Wall Id r Story Wall Id r Story 1 0.04 1 12 0.05 1 2 0.09 1 13 0.03 1 3 0.08 1 14 0.07 1 4 0.08 1 15 0.02• 1 5 0.03 1 16 0.07 1 6 0.04 1 17 0.03 1 7 0.06 1 18 0.03. 1 8 0.05 1 19 0.08 1 9 0.06 1 20 0.08 1 10 0.05 1 21 0.09 1 11 0.07 1 22 0.05 1 25 0.03 1 23 0.04 1 24 0.04 1 Longitudinal direction: e(L) = 2 - 20/(0.09 x 7700) = -0.54 => 1.00 Transverse direction: (T) = 2 - 20/(0.09 x 7700_) = -0.56 => 1.00 * I O/Panel_Length < = 1.0 30 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 1 : LATERAL LOAD DESCRIPTION Wind: 2931 Seismic: 2772 3L ROOF wind 160.6 seismic 151.9 36.5 2: LATERAL LOAD DESCRIPTION Wind: 4577 Seismic: 4329 .3L ROOF wind 160.6 seismic 151.9 I 57.0 ' 02$, 3: LATERAL LOAD DESCRIPTION. Wind: 99-5T' Seismic: 8833 gqea 7L ROOF wind 205.3 seismic 185.9 0 Shut JobNo .210M-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) I GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 4: LATERAL LOAD DESCRIPTION Wind: 3920 Seismic: 3253 6L ROOF wind 170.4 seismic 141.4 46.0 5: LATERAL LOAD DESCRIPTION Wind: 1361 Seismic: 1145 .4L ROOF wind 143.2 seismic 120.5 19.0 6: LATERAL LOAD DESCRIPTION Wind:.1709 Seismic: 1589 1L ROOF wind 151.9 seismic 141.2 22.5 im Shcct : L- q v Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) GOU®'►S ENGINEERING CALIFORNIA �dlccl FLEXIBLE DIAPHRAGM Job No :2101-111 Plan No: ESTANCIA UBC 97 Client : WALLING & MCCAL 7: LATERAL LOAD DESCRIPTION Engineer: SONNY Date :03/13/2000(Vcr4.20) Wind: 3456 Seismic: 3213 1L ROOF wind 151.9 seismic 141.2 45.5 8: LATERAL LOAD DESCRIPTION Wind: 1747 Seismic: 1624 .1L ROOF wind 151.9 seismic 141.2 23.0 9: LATERAL LOAD DESCRIPTION Wind: 4369 Seismic: 3675 4L ROOF wind 143.2 seismic 120.5 61.0 GOUVIS ENGINEERING CALIFORNIA shectii FLEXIBLE DIAPHRAGM Job No : 21051-111 Plan No: ESTANCIA UBC 97 Client : WALLING & MCCAL 10: LATERAL LOAD DESCRIPTION Engineer: SONNY Date :03/13/2000(Ver4.20) Wind: 1416 Seismic: 2362 2L ROOF wind 125.9 seismic 210.0 22.5 Wind: 994 Seismic: 1158 5L ROOF wind 137.2 seismic 159.8 14.5 11 : LATERAL LOAD DESCRIPTION Wind: 1416 Seismic: 2362 2L ROOF wind 125.9 seismic 210.0 22.5 12: LATERAL LOAD DESCRIPTION Wind: 2583 Seismic: 3376 1T ROOF wind 151.9 seismic 198.6 34.0 GOUVIS ENGINEERING CALIFORNIA SI►cct : t,- I --- FLEXIBLE DIAPHRAGM Job No : 21051-1 1 l UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL 13: LATERAL LOAD DESCRIPTION Engineer: SONNY Wind: 2263 Seismic: 1142 Date :03/13/2000(Ver4.20) 5T ROOF wind 137.2 seismic 69.2 ■ I 33.0 15: LATERAL LOAD DESCRIPTION Wind: 2263 Seismic: 1142 5T ROOF wind 137.2 seismic 69.2 33.0 14: LATERAL LOAD DESCRIPTION Wind: 2621 Seismic: 3426 .1T ROOF wind 151.9 seismic ■ 198.6 1 34.5 Wind: 2659 Seismic: 2253 2T ROOF wind 151.9 seismic ■ 128.8 35.0 15: LATERAL LOAD DESCRIPTION Wind: 2263 Seismic: 1142 5T ROOF wind 137.2 seismic 69.2 33.0 GOUVCS ENGINEERING CALIFORNIA Shea . i, ;'a FLEXIBLE DIAPHRAGM Job No : 21051-11 l UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL 16: LATERAL LOAD DESCRIPTION Engineer: SONNY Wind: 3912 Seismic: 3316 Date :03/13/2000(Vcr4.20) 2T ROOF wind 151.9 seismic 128.8 51.5 17: LATERAL LOAD DESCREPTION Wind: 1542 Seismic: 1981 4T ROOF wind 125.9 seismic 161.7 • 24.5 18: LATERAL LOAD DESCRIPTION. Wind: 1542 Seismic: 1981 4T ROOF wind 125.9 seismic 161.7 24.5 GOUVIS .ENGINEERING CALIFORNIA Shcct . L- 1'1 FLEXIBLE DIAPHRAGM Job No : 21051-111 UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL 19: LATERAL LOAD DESCRIPTION Engineer: SONNY Wind• 2041 Seismic• 2958 Date :03/13/2000(Vcr4.20) 3T ROOF wind 143.2 seismic 207.6 28.5 20: LATERAL LOAD DESCRIPTION Wind: 2363 Seismic: 3425 .3T ROOF wind 143.2 seismic 207.6 R 33.0 21: LATERAL LOAD DESCRIPTION Wind: 4427 Seismic: 2963 7T ROOF wind 285.6 seismic 191.2 I.. 31.0 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 22: LATERAL LOAD DESCRIPTION Wind: 4427 Seismic: 2963 7T ROOF wind 285.6 seismic 191.2 31.0 23: LATERAL LOAD DESCRIPTION Wind: 2051 Seismic: 1453 6T ROOF wind 151.9 seismic 107.6 ■ 27.0 24: LATERAL LOAD DESCRIPTION Wind: 2051 Seismic: 1453 6T ROOF wind 151.9 seismic 107.6 ■ 27.0 Sheet : L- I& Job No :21051-111 :Plan No : ESTANCIA Client : WALLING & MCCAL :Engineer: SONNY :Date :03/13/2000(Vcr4.20) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 25: LATERAL LOAD DESCRIPTION Wind: 994 Seismic: 1158 5L ROOF wind 137.2 seismic 159.8 14.5 Shut : L - lob No :210511-11 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2931 Seismic 3416=2772+ 644 AO O 11.5 l0 Shcct : L- 'I-10 Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/l3/2000(Vcr4.20) 1 ZONE 4 FRONT OF KITCHEN EXTERIOR WELL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT). SOIL BEARING=1300( TOTAL WALL LENGTH = 24.0(FT) TOTAL PANEL LENGTH = 18.0(FT) SHEAR DIAPHRAGM = 3416/ 24.0 = 142 (PLFREDUNDANCY FACTOR: ee(L)=1.00 SHEAR = 3416/ 18.0= 190(PLF)(FLEXIBLE) MAXIMUM DRAG = (I(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 172.5= 15 * 11.5' Roof_P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 80.0 = 20 * 8.0/2 FROM 8.0' TO 16.0' Roof_P 80.0 = 20* 8.0/2 @ 16.0' TO 0.0=20.0* 0.0/2 @ 24.0' OVER TU N ANALYSIS UPLIFT(T) DOWN(C) PANELA LEFT SIDE : T=-Q6(LB) C= 1657(LB) NO SIGN. UPLIFT() RIGHT -SIDE: T=[j1yjB(LB) C= 0(LB) NO SIGN. UPLIFT() BLOCKED! FORCE @ EDGE OF OPENING IS 427(LB) PANEL@ LEFT SIDE : T= (LB) C= 0(LB) NO SIGN. UPLIFT() RIGHT -SIDE: T= -10 (LB) C= 1711(LB) NO SIGN. UPLIFT() tfs,�-7 m��oz2 �. I GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 wind4577 Seismic 4610= 4329+ 281 O STRAP(l) Drag Force Analysis 20.5 Shcct : L- Z 1 Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Vcr4.20) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 2 ZONE 4 FRONT OF DINING INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 20.5(FT) TOTAL PANEL LENGTH = 11.5(FT) SHEAR DIAPHRAGM = 4610/ 20.5 = 225 (PLE EDUNDANCY FACTOR: (L)=1.00 SHEAR = 4610/ 11.5= 401(PLF)(FLEXIBLE) MAXIMUM DRAG = 101 (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 115.0= 10 * 11.51 OVERTU N ANALYSIS PANELUA LEFT_SIDE RIGHT SIDE: N UPLIFT(T) DOWN(C) T= 4256(LB) C= 4730(LB) T= 4256(LB) C= 4730(LB) Use HPA35/4x4 on both ends HPA35/4x4 HPA35/4x4 0 STRAP(l) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM D / " �— UBC 97: Wind ; Scismic jn0=sank 848 - A- 6.5 S.0 - - - BLOCKED % PM THE HEADER(SEE PLAN) 20.0 T 1.5 Drag Force Analysis Shcct :L- = " .ob No : 21051-111 Plan No: ESTANCIA C ient : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 3 ZONE 4 FRONT OF SITTING INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT). SOIL BEARING=1300( TOTAL WALL LENGTH = 31.5(FT) TOTAL PANEL LENGTH = 26.5(FT) SHEAR DIAPHRAGM = 9750/ 31.5 = 310 (PLFREDUNDANCY FACTOR: e(L)=1.00 SHEAR ,26.5=�`PLF)(FLEXIBLE) MAXIMUM DRAG = 1168(LB) USE TYV 5/8" DIA. � ' LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 170.0= 10 * 17.0' Roof_S 200.0= 20 *20.0/2 FROM 0.0' TO 31.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) l�C� gAt /qY. PANEL(A) LEFT _SIDE : T= 6119(LB) C= 7054(LB) RIGHT_SIDE: T= 6119(LB) C= 7054(LB)r8 BLOCKED WITH THE HEADER y x For (12"x12"/15"x18") Grade Beam, Add (2 #5/2 #5) (12.0'/10.0') Past Panel E/W PANEL@ LEFT _SIDE : T= 3881(LB) C= 6481(LB) HPA35/4x4 RIGHT_SIDE: T= 3881(LB) C= 6481(LB) HPA35/4x4 Use HPA35/4x4 on both ends UsE Nrraa �,� 3 O STRAP(D GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97' Wind 3920 Seismic 3744= 3253+ 491 • STRAP(E) Drag Force Analysis 25.5 Sheet . L- '/i S Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 4 ZONE 4 REAR OF MSTR BEDRM MIXED WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT)-� SOIL BEARING=1300( TOTAL WALL LENGTH = 25.5(FT) TOTAL PANEL LENGTH = 11.0(FT) SHEAR DIAPHRAGM = 3920/ 25.5 = 154 (PLFREDUNDANCY FACTOR: (L)=1.00 SHEAR = 3920/ 11.0= 356(PLF)(FLEXIBLE) MAXIMUM DRAG = 161 (LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS • M 1 tA S/ k x t.y ,• o Wall •125.0= 10 * 12.51 Roof_P 0.0 = 20* 0.0/2 @ 0.01 TO 85.0=20.0* 8.5/2 @ 8.51 Roof_P 85.0 = 20 * 8.5/2 FROM 8.51 TO 16.51 Roof_P 85.0 = 20* 8.5/2 @ 16.51 TO 0.0=20.0* 0.0/2 @ 25.51 OVERTUZN ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 3818(LB) C= 4632(LB) HPA35/4x4 RIGHT—SIDE: T= 3873(LB) C= 4632(LB) HPA35/4x4 Use HPA35/4x4 on both ends 4 \A/ 12 10.5 3.5 O. 11.0 Drag Force Analysis 25.5 Sheet . L- '/i S Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 4 ZONE 4 REAR OF MSTR BEDRM MIXED WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT)-� SOIL BEARING=1300( TOTAL WALL LENGTH = 25.5(FT) TOTAL PANEL LENGTH = 11.0(FT) SHEAR DIAPHRAGM = 3920/ 25.5 = 154 (PLFREDUNDANCY FACTOR: (L)=1.00 SHEAR = 3920/ 11.0= 356(PLF)(FLEXIBLE) MAXIMUM DRAG = 161 (LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS • M 1 tA S/ k x t.y ,• o Wall •125.0= 10 * 12.51 Roof_P 0.0 = 20* 0.0/2 @ 0.01 TO 85.0=20.0* 8.5/2 @ 8.51 Roof_P 85.0 = 20 * 8.5/2 FROM 8.51 TO 16.51 Roof_P 85.0 = 20* 8.5/2 @ 16.51 TO 0.0=20.0* 0.0/2 @ 25.51 OVERTUZN ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 3818(LB) C= 4632(LB) HPA35/4x4 RIGHT—SIDE: T= 3873(LB) C= 4632(LB) HPA35/4x4 Use HPA35/4x4 on both ends 4 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97' Wind 1361 Seismic 1767= 1145+ 622 \A/ /10 T 12.0 13.0 A Drag Force Analysis 25.0 Slim( : L- 1 l _ob No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice , 5 ZONE 4 RIGHT OF CLOSET EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 25.0(FT) TOTAL PANEL LENGTH = 12-0(FT) SHEAR DIAPHRAGM = 1767/ 25.0 = 71(PLEREDUNDANCY FACTOR: �(L)=1.00 SHEAR = 1767/ 12.0= 147(PLF)(FLEXIBLE) MAXIMUM DRAG = 91 (LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 142.5= 15 * 9.5' Roof_P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 80.0 = 20 * 8.0/2 FROM 8.0' TO 16.0' Roof_P 80.0 = 20* 8.0/2 @ 16.0' TO 0.0=20.0* 0.0/2 @ 24.0' OVERTU ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT _SIDE : T= 456(LB) C= 1433(LB) NO SIGN. UPLIFT() RIGHT_SIDE: T= 296(LB) C= 1487(LB) NO SIGN. UPLIFT() S E GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 9T Wind 1709 Seismic 1693= 1589+ 105 Sheet : L- lob No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A27 8.0 3 18.0 1.0 9.0 1.0 B A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) A M.0 Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 6 ZONE 4 FRONT OF GARAGE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 32.0(FT) TOTAL PANEL LENGTH = 2.7(FT) SHEAR DIAPHRAGM = 1709/ 32.0 = 53 (PLFIIEDUNDANCY FACTOR: �o(L)=1.00 SHEAR = 1709/ 2.7= 643(PLF)(FLEXIBLE) MAXIMUM DRAG = 156 (LB) USE SIMPSON STRONG-WALL(SW32x 8-4) DEAD LOADS: Wall 120.0= 15 * 8.0' Roof_P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 225.0= 20 *22.5/2 FROM 8.0' TO 32.0' PANELO . * Program only checks allowable shear on hardy-frame/strong-wall! GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM .fob No :21051-111 UBC 97: 'lan No: ESTANCIA -hent : WALLING & MCCAL Engineer SONNY wi�a 3456 Seismic 4094= 3213+ 882 Date :03/13/2000(Ver4.20) \A/ 9.9 to 18.0 16.0 0.0 9.6 17.6 18.0 34.0 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 7 ZONE 4 REAR OF GARAGE MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT). SOIL BEARING=1300( TOTAL WALL LENGTH = 34.0(FT) TOTAL PANEL LENGTH = 16.0(FT) SHEAR DIAPHRAGM = 4094/ 34.0 = 120 (PLFREDUNDANCY FACTOR: (L =1.00 SHEAR = 4094/ 16.0= 256(PLF)(FLEXIBLE) MAXIMUM DRAG = 216�(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 99.0 = 10 * 9.9' Roof_P 0.0 = 20* 0.0/2 @ 0.01 TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 225.0= 20 *22.5/2 FROM 8.0' TO 34.0' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) . PANELUA LEFT _SIDE T= 186(LB) C= 2730(LB) NO SIGN,. UPLIFT() RIGHT_SIDE: T= 186(LB) C= 2730(LB) NO SIGN..'UPLIFT() 7 Wind 1747 Seismic 2152= 1624+ 528 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Drag Force Analysis T l 29.5 Shcct \ A/ 11 Job No :21051-111 8.0 0. 8.8 8.0 4.3 Drag Force Analysis T l 29.5 Shcct : L- -4, 1 Job No :21051-111 Plan No : ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Vcr4.20) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 8 ZONE 4 REAR OF BEDRM EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 29.5(FT) TOTAL PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM = 2152/ 29.5 = 73 (PLFIIEDUNDANCY FACTOR: Lo(L)=1.00 SHEAR = 2152/ 8.0= 269(PLF)(FLEXIBLE) MAXIMUM DRAG = 930(LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 15 * 9.0' Roof_P 30.0 = 20 * 3.0/2 FROM 0.0' TO 16.5' Roof _P 100.0= 20*10.0/2 @ 16.5' TO 0.0=20.0* 0.0/2.@ 29.5' Weight 30.0 PLF START FROM 20.0' TO 29.0' OVERTUgN ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT _SIDE : T= 1918(LB) C= 2532(LB) HPAHD22/4x4 RIGHT SIDE: T= 1903(LB) C= 2537(LB) 4x4 i T uD A iii177 /dYd nn hn 1 Z-� 8 o STRAP(1) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 4369 Seismic 4023= 3675+ 348 0.0 6.8 7.0 17.0 20.0 26.0 Drag Force Analysis T 1 'Sheet Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 9 ZONE 4 LEFT OF CLOSET INTERIOR WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 26.0(FT) TOTAL PANEL LENGTH = 16.0(FT) SHEAR DIAPHRAGM = 4369/ 26.0 = 168 (PLEREDUNDANCY FACTOR: (L)=1.00 SHEAR = 4369/ 16.0= 273(PLF)(FLEXIBLE) MAXIMUM DRAG = 117 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS • m 10 Z S,- X a o b, Wall 0A 11 2.510.0 2.5 11 4.5 0.5 6.0 0.0 6.8 7.0 17.0 20.0 26.0 Drag Force Analysis T 1 'Sheet Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 9 ZONE 4 LEFT OF CLOSET INTERIOR WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 26.0(FT) TOTAL PANEL LENGTH = 16.0(FT) SHEAR DIAPHRAGM = 4369/ 26.0 = 168 (PLEREDUNDANCY FACTOR: (L)=1.00 SHEAR = 4369/ 16.0= 273(PLF)(FLEXIBLE) MAXIMUM DRAG = 117 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS • m 10 Z S,- X a o b, Wall .95.0 = 10 * 9.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELOA LEFT SIDE : T= 2355(LB) C= 2672(LB) PA28/4x4 RIGHT—SIDE: T= 2355(LB) C= 2672(LB) PA28/4x4 Use PA28/4x4 on both ends PANEL@ LEFT SIDE : T= 2537(LB) C= 2727(LB) HPA28/4x4 RIGHT—SIDE: T= 2537(LB) C= 2727(LB) HPA28/4x4 Use HPA28/4x4 on both ends 9 Wind 2411 Scismic 4606= 3520+ 1086 O STRAP(I) l GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97, Shcct : L- 4,e Ll Job No :21051-111 Plan No: ESTANCIA Tient : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 6.0 7.8 \�/ 11 3.0 5.3 \y/ 1l 4.5 0.5 13.0 8.0 8.0 STRAP(E) Drag Force Analysis 56.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per -op plate splice 10 ZONE 4 LEFT OF HALLWAY MIXED WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 56.0(FT) TOTAL PANEL LENGTH = 16.0(FT) SHEAR DIAPHRAGM = 4606/ 56.0 = 82 (P,LEnDUNDANCY FACTOR: (L)=1.00 SHEAR = 4606/ 16.0= 288(PLF)(FLEXIBLE) MAXIMUM DRAG = 148 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: 1 3� S !g X �� �` • Q Wall 115.0= 10 * 11.51 Roof_P 0.0 = 20* 0.0/2 @ 2.0' TO 60.0=20.0* 6.0/2 @ 8.0' Roof_P 225.0= 20 *22.5/2 FROM 8.0' TO 44.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 2212(LB) C= 3586(LB) PA28/4x4 RIGHT—SIDE: T= 2212(LB) C= 3586(LB) PA28/4x4 Use PA28/4x4 on both ends PANEL@ LEFT SIDE : T= 2212(LB) C= 3586(LB) PA28/4x4 RIGHT_SIDE: T= 2212(LB) C= 3586(LB) HPAHD22/4x4 Use PA28/4x4 @ L. & HPAHD22/4x4 @ R. 10 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97: 11 EXTERIOR WALL Wind1416 Seismic 3410= 2362+ 1048 STRAP(E) Shut \A/ A .:obNo :2101-111 9.5 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Vcr4.20) 0.0 9.5 B A 51.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per trop plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per trop plate splice SEE DETAIL INFORMATION ON NEXT PAGE \A/ A 10.5 7.0 2.51 4.5 1.5 5.5 9.5 10.5 0.0 9.5 B A 51.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per trop plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per trop plate splice SEE DETAIL INFORMATION ON NEXT PAGE GOUVIS ENGINEERING CALIFORNIA Sheet L- .> i FLEXIBLE DIAPHRAGM Job No :21051-111 UBC 97, Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 11 ZONE 4 REAR OF BATH/PWDR RM EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL,WALL LENGTH = 51.5(FT) TOTAL PANEL LENGTH = 10.5(FT) SHEAR DIAPHRAGM = 3410/ 51.5 = 6 6 (PLEREDUNDANCY FACTOR: 2(L)= 1.00 SHEAR = 3410/.10.5= 325(PLF)(FLEXIBLE) MAXIMUM DRAG = 208 (LB) USE TYPE 11 w/ 5/8" DIA. 90" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: M 10 (4 — /k,)( o �, . i�. Wall 172.5= 15 * 11.5' Roof_P 40.0 = 20* 4.0/2 @ 2.0' TO 100.0=20.0*10.0/2 @ 8.0' Roof—P. 270.0= 20 *27.0/2 FROM 8.0' TO 30.0' Roof_P 225.0= 20 *22.5/2 FROM 30.0' TO 44.0' Roof_P 150.0= 20 *15.0/2 FROM 44.0' TO 51.5' Roof_S 100.0= 20 *10.0/2 FROM 46.0' TO 51.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT _SIDE : T= 1751(LB) C= 4022(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1751(LB) C= 4022(LB) HPAHD22/4x4 T= 476(LB) C= 4022(LB) ** NO SIGN. UPLIFT() Use HRAffqW4x4 on both ends or Use Eft"-W4x4 @ L. 0 12 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 12 EXTERIOR WALL Wind 2583 Seismic 4356= 3376+ 980 0 STRAP(E) Sheet : L- Job No : 21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 0.0 4.0 A: XnO ST22 (1150 3.0 2.01 1.5 O 11 8.0 5.3 4.0 8.0 9.5 8.3 0.0 4.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON S`I'6224(2116 LB) A 28.0 A T i9.5 49.5 Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 13 GOUVIS ENGINEERING CALIFORNIA Shcct : L- y FLEXIBLE DIAPHRAGM Job No :21051-111 UBC 97' Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 12 ZONE 4 LEFT OF GARAGE EXTERIOR WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700('SFT) SOIL BEARING=1300( TOTAL VALL LENGTH = 49.5(FT) TOTAL PANEL LENGTH = 16.3(FT) SHEAR DIAPHRAGM = 4356/ 4 9.5 = 8 8 (PLFREDUNDANCY FACTOR: (T)=1.00 SHEAR = 4356/ 16.3= 268(PLF)(FLEXIBLE) MAXIMUM DRAG = 1166(LB) USE TYPE 1.1 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: "1 t� 3 - Slp x 10 1, • o Wall 142.5= 15 * 9.5' Roof_P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 80.0 = 20 * 8.0/2 FROM 8.0' TO 14.5' Roof_P 80.0 = 20* 8.0/2 @ 14.5' TO 0.0=20.0* 0.0/2 @ 23.01 Roof_P 290.0= 20 *29.0/2 FROM 23.0' TO 33.0' Roof_P 100.0= 20*10.0/2 @ 33.0' TO 0.0=20.0* 0.0/2 @ 43.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT _SIDE : T= 1902(LB) C= 2670(LB) HPAHD22/4x4 RIGHT T= 1854(LB) C= 2696(LB) HPAHD22/4x4 Use44-1.dwm-n--'72Ax4 a-, hath gnds PANELO LEFT SIDE : T= 1150(LB) C= 2833(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1522(LB) C= 2707(LB) HPAHD22_/4x4 Use HPAHD22/4x4 on both ends 14 GOUVIS ENGINEERING CALIFORNIA Sheet : L- ,!� q FLEXIBLE DIAPHRAGM Job No :21051-111 UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Wind Date : 03/13/2000 Ver4.20 Seismic 1 1530530= 1142+ 387 � ) Xl0n 10.2 1 14.5 13 ZONE 4 LEFT OF CART EXTERIOR WALL IST FLOOR TWO`POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 14.5(FT) TOTAL PANEL LENGTH = 14.5(FT) SHEAR DIAPHRAGM = 2263/ 14.5 = 156 (PLFREDUNDANCY FACTOR: L:)(T)=1.00 SHEAR = 2263/ 14.5= 156(PLF)(FLEXIBLE) MAXIMUM DRAG = 0(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 153.0= 15 * 10.2' Roof'P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 330.0= 20 *33.0/2 FROM 8.0' TO 14.5' OVERTULZN ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 430(LB) C= 1625(LB) NO SIGN. UPLIFT() RIGHT SIDE: T=—303(L8) C= 1845(LB) NO SIGN. UPLIFT() 15 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 14 MIXED WALL Wind 5279 Seismic 6330= 5679+ 651 ° STRAP(l) Sheet : L --y Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 10.0 0A 11 i 6.0 z /m\ y 4.0 d. 17.5 4.8 • STRAP(E) - - - BLOCKED WIM THE HEADER(SEE PLAN 42.8 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 SEE DETAIL INFORMATION ON NEXT PAGE i 16 GOUVIS ENGINEERING CALIFORNIA Slica : L- -' FLEXIBLE DIAPHRAGM Job No :21051-111 UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY .Date :03/13/2000(Ver4.20) 14 ZONE 4 RIGHT OF GARAGE MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL:WALL LENGTH = 42.8(FT) TOTAL PANEL LENGTH = 22..3(FT) SHEAR DIAPHRAGM = 6330/ 42.8 = 148 (PLFAEDUNDANCY FACTOR: Lc)(T)=1.00 SHEAR = 6330/ 22.3= 285(PLF)(FLEXIBLE) MAXIMUM DRAG = 1481(LB) USE TYPE 11 w/ 5/8" DIIMA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Int 2 ��a Y, t o (.� , Wall 100.0= 10 * 10.0' Roof _P 20.0 = 20* 2.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 6.0' Roof _P 80.0 = 20 * 8.0/2 FROM 6.0' TO 17.0' Roof _P 80.0 = 20* 8.0/2 @ 17.0' TO 20.0=20.0* 2.0/2 @ 22.5' Roof 295.0= 20 *29.5/2 FROM 22.5' TO 32.5' Roof_P _P 100.0= 20*10.0/2 @ 32.5' TO 0.0=20.0* 0.0/2 @ 42.8' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) K4T#T z.�. PANEL UA LEFT_SIDE : T= 1012(LB) C= 2947(LB) —H+%if0211y4x4 RIGHT_SIDE: T= 524(LB) C= 3090(LB) HPAHD22/4x4 T=—55(LB) C= 3090(LB) ** NO SIGN. UPLIFT() Use HPAHD22/4x4 on both ends or Use HPAHD22/4x4 @ L. PANELO LEFT_SIDE : T= 2551(LB) C= 3091(LB) HPAHD22/4x.4 RIGHT_SIDE: T= 2584(LB) C= 3091(LB) HPAHD22/4x4 BLOCKED WITH THE HEADER Use HPAHD22/4x4 on. both ends 17 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2263 Seismic 1617= 1142+ 475 XAO --T 10.2 1 16.5 2.5 A 19.0 0.0 16.5 Sheet : L- -> f Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Vcr4.20) Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 15 ZONE 4 RIGHT OF BATH/CLOSET EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 19.0(FT) TOTAL PANEL LENGTH = 16.5(FT) SHEAR DIAPHRAGM = 2263/ 19.0 = 119 (PLEnDUNDANCY FACTOR: S(T)=1.00 SHEAR = 2263/ 16.5= 137'PLF)(FLEXIBLE) MAXIMUM DRAG = 29 (LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 153.0= 15 * 10.2' Roof_P 0.0 = 20* 0.0/2 @ 0.0' TO 40.0=20.0* 4.0/2 @ 4.0' Roof_P 0.0 = 20* 0.0/2 @ 4.0' TO 80.0=20.0* 8.0/2 @ 13.0' Roof_P 330.0= 20 *33.0/2'FROM 13.0' TO 19.0' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT_SIDE : T= 362(LB) C= 1424(LB) RIGHT_SIDE: T=-260(LB) C= 1644(LB) 18 NO SIGN. UPLIFT() NO SIGN. UPLIFT() GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97, Wind 3912 Seismic 3627= 3316+ 311 o S„m Drag Force Analysis 22.0 Shcct L- j L Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 16 ZONE 4 LEFT OF PWDR RM INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT). SOIL BEARING=1300( TOTAL WALL LENGTH = 22.0(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 3912/ 22.0 = 178 (PLFnDUNDANCY FACTOR: (T)=1.00 SHEAR = 3912/ 12.0= 326(PLF)(FLEXIBLE) MAXIMUM DRAG = 115 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 115.0= 10 * 11.5' OVERTU� ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 3382(LB) C= 3842(LB) HPA35/4x4 RIGHT—SIDE: T= 3382(LB) C= 3842(LB) HPA35/4x4 Use HPA35/4x4 on both ends 19 Wind 1542 Seismic 2787= 1981+ 806 • STRAP(E) GOUVIS ENGINEERING CALIFORNIA Shea : L- -,, FLEXIBLE DIAPHRAGM lob No :21051-111 UBC 97 'lan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY 'Date :03/13/2000(Ver4.20) An 10 \B 10 8.0 2.0 3.0 2.00.5 8.0 11.0 0.0 A Drag Force Analysis A T 19.5 34.5 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per =op plate splice 17 ZONE 4 LEFT OF TOILET/CLOSET EXTERIOR WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 34.5(FT) TOTAL PANEL LENGTH = 16_0(FT) SHEAR DIAPHRAGM = 2787/ 3 4.5 = 81(PLEREDUNDANCY FACTOR: (1)=1.00 SHEAR = 2787/ 16.0= 174(PLF)(FLEXIBLE) MAXIMUM DRAG = 88 (LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 142.5= 15 * 9.5' Roof_P 10.0 = 20* 1.0/2 @ 0.0' TO 70.0=20.0* 7.0/2@ 6.0' Roof_P 245.0= 20 *24.5/2 FROM 6.0' TO 26.0' Roof_P 80.0 = 20* 8.0/2 @ 26.0' TO 0.0=20.0* 0.0/2 @ 34.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT_SIDE : T= 1035(LB) C= 1724(LB) HPAHD22/4x4 RIGHT_SIDE: T= 717(LB) C= 1881(LB) HPAHD22/4x4 T= 497(LB) C= 1881(LB) ** NO SIGN. UPLIFT() Use HPAHD22/4x4 on both ends or Use HPAHD22/4x4 @ L. PANEL@ LEFT_SIDE T= 323(LB) C= 1881(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 323(LB) C= 1881(LB) NO SIGN. UPLIFT() 20 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer Wind 1542 Scismic 2922= 1981+ 941 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97, Shect : L- Z4, u Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) N10nA G7 T i9.5 0.0 7.51 .5 29.5 41.5 77 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice �18 ZONE 4 RIGHT OF CLOSET EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 41.5(FT) TOTAL PANEL LENGTH = 20.0(FT) SHEAR DIAPHRAGM = 2922/ 41.5 = 70(PLFREDUNDANCY•FtiACTOR: S(T)= 1.00 SHEAR = 2922/ 20.0= 146(PLF)(FLEXIBLE) MAXIMUM DRAG = 90(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 142.5= 15 * 9.5' Roof_P 40.0 = 20* 4.0/2 @ 0.0' TO 170.0=20.0*17.0/2 @ 13.0' Roof_P 245.0= 20 *24.5/2 FROM 13.0' TO 33.0' Roof_P 80.0 = 20* 8.0/2 @ 33.0' TO 0.0=20.0* 0.0/2 @ 41.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 394(LB) C= 1517(LB) NO SIGN. UPLIFT() RIGHT -SIDE: T= 204(LB) C= 1604(LB) NO SIG). UPLIFT() PANELOB LEFT SIDE : T=-151(LB) C= 1586(LB) NO SIGN. UPLIFT O RIGHT -SIDE: T= '379(LB) C= 1476(LB) NO SIGN. UPLIFT() 21 >1<1 IN, 6.0 1.5 8.0 2.0 5.0 7.0 12.0 G7 T i9.5 0.0 7.51 .5 29.5 41.5 77 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice �18 ZONE 4 RIGHT OF CLOSET EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 41.5(FT) TOTAL PANEL LENGTH = 20.0(FT) SHEAR DIAPHRAGM = 2922/ 41.5 = 70(PLFREDUNDANCY•FtiACTOR: S(T)= 1.00 SHEAR = 2922/ 20.0= 146(PLF)(FLEXIBLE) MAXIMUM DRAG = 90(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 142.5= 15 * 9.5' Roof_P 40.0 = 20* 4.0/2 @ 0.0' TO 170.0=20.0*17.0/2 @ 13.0' Roof_P 245.0= 20 *24.5/2 FROM 13.0' TO 33.0' Roof_P 80.0 = 20* 8.0/2 @ 33.0' TO 0.0=20.0* 0.0/2 @ 41.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE : T= 394(LB) C= 1517(LB) NO SIGN. UPLIFT() RIGHT -SIDE: T= 204(LB) C= 1604(LB) NO SIG). UPLIFT() PANELOB LEFT SIDE : T=-151(LB) C= 1586(LB) NO SIGN. UPLIFT O RIGHT -SIDE: T= '379(LB) C= 1476(LB) NO SIGN. UPLIFT() 21 V 22 19 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97. 0 EXTERIOR WALL Wind2041 Scismic 3815= 2958+ 858 • STRAP(E) Drag Force Analysis 41.0 Shcct : L-'-1 '+ Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A: \A 11 16.0 10.0 LB) 3.0 12.0 16d Drag Force Analysis 41.0 Shcct : L-'-1 '+ Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 SEE DETAIL INFORMATION ON NEXT PAGE r- 23 23 GOUVIS ENGINEERING CALIFORNIA Shcct : 1.,- - f FLEXIBLE DIAPHRAGM Job No :21051-111 UBC 97 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 19 ZONE 4 RIGHT OF KITCHEN EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL=WALL LENGTH = 41.0(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 3815/ 41.0 = 93 (PLFgEDUNDANCY FACTOR: QM= 1.00 SHEAR = 3815/ 12.0= 318(PLF)(FLEXIBLE) MAXIMUM DRAG = 2420(LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 172.5= 15 * 11.5' Roof _P 0.0 = 20* 0.0/2 @ 0.0' TO 80.0=20.0* 8.0/2 @ 8.0' Roof_P 245.0= 20 *24.5/2 FROM 8.0' TO 31.0' Roof _P 245.0= 20*24.5/2 @ 31.0' TO 220.0=20.0*22.0/2 @ 36.0' Roof_P 135.0= 20 *13.5/2 FROM 36.0' TO 40.0' OVERT U N ANALYSIS UPLIFT(T) DOWN(C) PANEL �A LEFT SIDE : T= 2178(LB) C= 3768(LB) HPAHD22/4x4 RIGHT—SIDE: T= 1663(LB) C= 3911(LB) HPAHD22/4x4 T=—101(LB) C= 3911(LB) ** NO SIGN. UPLIFT() Use HPAHD22/4x4 on both ends or Use HPAHD22/4x4 @ L. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2363 Seismic 4076=3425+ 651 • STRAP(E) Drag Force Analysis 31.0 Sheet : L- `3 � Job No : 21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 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 20 ZONE 4 LEFT OF KITCHEN EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 31.0(FT) TOTAL PANEL LENGTH = "12_0(FT) .SHEAR DIAPHRAGM = 4076/ 31.0 = 131(PLF"DUNDANCY FACTOR: ('1)=1.00 SHEAR = 4076/ 12.0= 340(PLF)(FLEXIBLE) MAXIMUM DRAG = 197 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 172.5= Roof_P 0.0 = Roof—P 245.0= 15 * 11.5' 20* 0.0/2 @ 0.0' 20 *24,5/2 FROM TO 80.0=20.0* 8.0/2 @ 8.0' 8.0' TO 31.01 OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT— PANEL : T= 2308(LB) C= 4030(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1856(LB) C= 4166(LB) HPAft5'-;2/4x4 Use HPAHD22/4x4 on both ends 24 GOUVIS ENGINEERiNG CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind ' 4427 Seismic 3750= 2963+ 787 • SnW(E) T fro 10.7 19.6 26.729.7 34.7 0.0 35.0 41.0 Drag Force Analysis Si1CCl . i, - Job No : 21051-111 Plan No : ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) 08 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 D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) # 16d sinker per top plate splice F: SIMPSON MST60 (4872 LB) ALT (42) # 16d sinker per top plate splice 21 ZONE 4 LEFT OF LIVING EXTERIOR WALL 25 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 41.0(FT) TOTAL PANEL LENGTH = 6.0(FT) SHEAR DIAPHRAGM = 4427/ 41.0 = 108 (PLFREDUNDANCY FACTOR: (T)=1.00 SHEAR = 4427/ 6.0= 738(PLF)(FLEXIBLE) MAXIMUM DRAG = 377 (LB) USE TYPE 14 w/ 5/8" DIA. x12" LONG A.B. @ 24.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: M \ 0 3 " :::c / i- X { `i `, • (I.-. . Wall 255.0= 15 * 17.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL® LEFT SIDE : T=10090(LB) C=10450(LB) HD15/6x6(I) w/DBL BLK'G RIGHT—SIDE: T=10090(LB) C=10450(LB) HD15/6x6(I) w/DBL BLK'G Use HD15/6x6(I) on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #6/2 #5) (14.0'/11.5') Past Panel E/W (I) Holddown inside of panel • STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97, Wind4427 Seismic 3659=2963+ 695 Sheet : L- -i _, Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) MA 255.0= 15 * 17.0' OVERTU N �) .irk UPLIFT(T) DOWN(C) NV PANEL �A LEFT_SIDE : T= 4929 (LB) C= 5232 (LB) .4 2) [4phu 2,2-2P/4x8 Drag Force Analysis 1.5 Di cam. cab . 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 22 ZONE 4 RIGHT OF SITTING EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 41.5(FT) TOTAL PANEL LENGTH = 10.5(FT) SHEAR DIAPHRAGM = 4427/ 41.5 = 107 (PLEREDUNDANCY FA CTOR: ee(T)=1.00 SHEAR = 4427/ 10.5= 422(PLF)(FLEXIBLE) MAXIMUM DRAG = 173 (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: J hr Wall 255.0= 15 * 17.0' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) NV PANEL �A LEFT_SIDE : T= 4929 (LB) C= 5232 (LB) .4 2) [4phu 2,2-2P/4x8 RIGHT SIDE: T= 4929(LB) C= 5232(LB). P)PHPAHEQ 2P/4x8 i � �I7i17 )P/dvR a- both e"d-r- For (12"x12"/15"x18") Grade Beam, Add#4) (9.0'/ 7.0' Jast Panel EAV PANELOB LEFT SIDE : T= 4391(LB) C=A LB) x4 RIGHT—SIDE: T= 4391(LB) C= 4641(LB) (a)KPAHl1ZZ-_2P/4x8 26 O STRAP(I) GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind 2051 Seismic 1864=1453+ 411 0 STRAP(E) - - - BLOCKED Wrlii THE HEADER(SEE PLAN) Drag Force Analysis 12.5 1 22.5 Shcct : L - Job Job No : 2101 I 1 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per -top plate splice 23 ZONE 4 LEFT OF MSTR BEDRM MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 22.5(FT) TOTAL PANEL LENGTH = 6.0(FT) SHEAR DIAPHRAGM = 2051/ 22.5 = 91(PLFREDUNDANCY FACTOR: (T)=1.00 SHEAR = 2051/ 6.0= 342(PLF)(FLEXIBLE) MAXIMUM DRAG = 109 (LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: M � r� 3 Wall 125.0= 10 * 12.5' Roof_P 250.0= 20 *25.0/2 FROM 0.0' TO 14.0' Roof_P 80.0 = 20* 8.0/2 @ 14.0' TO 0.0=20.0* 0.0/2 @ 22.5' OVERTU N ANALYSIS UPLIFT(T) DOWN(C) 47 PANELUA LEFT_SIDE : T= 3903(LB) C= 4658(LB) HRA35/4-4 T= 3195(LB) C= 4658(LB) ** HPA28/4x4 RIGHT_SIDE: T= 4082(LB) C= 4544(LB) HPA35/4x4 BLOCKED WITH THE HEADER U x on r R. 27 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97. Wind 2051 Seismic 1876= 1453+ 423 • STRAP(E) Drag Force Analysis 23.0 Shcct : L- '"I I Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 24 ZONE 4 RIGHT OF MSTR BEDRM EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 23.0(FT) TOTAL PANEL LENGTH = '•8.5(FT) SHEAR DIAPHRAGM = 2051/ 23.0 = 89 (PLFREDUNDANCY FACTOR: m=1.00 SHEAR = 2051/ 8.5= 241(PLF)(FLEXIBLE) MAXIMUM DRAG = 89 (LB) USE TYPE Itw/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall Roof_P Roof—P 187.5= 15 * 12.5' 250.0= 20 *25.0/2 FROM 0.0' TO 10.0' 40.0 = 20* 4.0/2 @ 18.5' TO 0.0=20.0* 0.0/2 @ 23.0' OVERTURN ANALYSIS PANELUA LEFT SIDE RIGHT SIDE: 28 UPLIFT(T) DOWN (C) Zy T= 2592(LB) C= 3123(LB) HP /4x4 T= 2592(LB) C= 3123(LB)AHD22/4x4 ef on both ends 29 Wind 994 Seismic 1525= 1158+ 367 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Shect : L- 14,4 Job No :21051-111 Plan No: ESTANCIA Client : WALLING & MCCAL Engineer: SONNY Date :03/13/2000(Ver4.20) A is 1.5 7.0 15 9.0 Roof 2.0 3.3 10.8 B A Drag Force Analysis T l 33.5 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per =op plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per -op plate splice 25 ZONE 4 FRONT OF CART EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 7700(SFT) SOIL BEARING=1300( TOTAL WALL LENGTH = 33.5(FT) TOTAL PANEL LENGTH = 2.0(FT) SHEAR DIAPHRAGM = 1525/ 33.5 = 46 (PLFREDUNDANCY FACTOR:(L =1.00 SHEAR = 1525/ 2.0= 762(PLF)(FLEXIBLE) MAXIMUM DRAG = 143 ()B) USE SIMPSON STRONG-WALL(SW24x 8-4) DEAD LOADS: Wall 120.0= 15 * 8.0' Roof 0.0 = 20* 0.0/2 @ 0.0' TO 85.0=20.0* 8.5/2 @ 8.5' _P Roof 85.0 = 20 * 8.5/2 FROM 8.5' TO 25.0' _P Roof—P 85.0 = 20* 8.5/2 @ 25.0' TO 0.0=20.0* 0.0/2 @ 33.5' PANELOA ... * Program only checks allowable shear on hardy-frame/strong-wall! L q 4� z� oma' 1 W �• L� � rJ G STEEL PIPE AT TRELLIS OVER-ALL LENGTH: 9.50 RCTS AT: .00 1.00 APPLIED LOADS (DOWN +) 0.455 AT 9.5 CONC LOAD K -P CC 3.8675 AT 1 MOMENT FT.K_P 2.542C AXIAL FORCE KIP REACTIONS (UP +): LEFT: .000 RIGHT: .455 BRACED AT RCTN PTS + : ****** USE: PSW 5 FY= 36 ****** A= 4.300 S= 5.450 I= 15.200 RG=1.880 K=2.00 CRIT. KL/R=108.5 FA=11.87 CRIT SECT MOM AT 1.00 = -3.87 MOM AT 9.50 = .00 MOM AT 1.00 = -3.87 LB= 8.50 FB=24.00 P/(A*FA) + M/(S*FB) _ .40 <= 1.00 MAX SHEAR = .46 AT 1.00 V/(AV*FV)= .01 DEFL= .00 AT .17 L/240.= .05 DEFL= -.37 AT 9.50 L/180.= .57 ' ir z- S ,� 1 wNvy 1� FOUNDATION ANALYSIS CONTINUOUS FOOTING LOADS TO FOOTING: ROOF = WALL a FLOOR = WT. OF FTG. Sheet: "' I G::, Job #: z SS I Client: Int d L tJU Plan No. >✓ ST �,. L 1 a Date: (SB) SOIL BEARING=_ 1_3`t> PSF TO BE CONFIRMED PRIOR TO CONSTRUCTION CONFIRMED BY SOILS REPORT (15) X (Ili ) a ►S� qrOTAL ( 6) #/F'T (VV) WIDTH REQUIRED = T - 01 �! USE I "Z " WIDE X 1 ii " DEEP CONTINUOUS FOOTING @ '1 -STORY PORTIONS USE . `�- " WIDE X - " DEEP CONTINUOUS FOOTING @ 2 --STORY PORTIONS ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING PMAX =SBXSXW 1300 yoiC�Z.� 144 I y P MAX @ (1 -STORY) = 3 3 # - � s P MAX @ (2 -STORY) = [P ALLOW = P MAX - TOTAL (S/12)] . r�_ Po s -r op -n DESIGN OF PADS Sheet f7- GEJob M Client: ; 0 to Plan No. Date. p� ��L �f'iys # USE Z , SQUARE X I z DEEP W/ Z y BARS EACH WAY P@ Y USE W/ SQUARE X z f BARS EACH WAY' PM q USE - SQUARE X 1 Y W/ 3 `� BARS EACH WAY # • DEEP DEEP M p- ZI-1 T- �, V%u(, = 1\ 3LI-z1 = q (o oq # USE Z" L r SQUARE X I v' DEEP W/ 3 y BARS EACH WAY P.& Rzzt< t R 25rg6 Jr ice -1 0il, # IJSE 2 L f SQUARE X 1. Z f, DEEP W/ y BARS EACH WAY (2*5 DESIGN OF PADS Sheet:**F3 GE job M Clitit: t J C Plan No. Date: x P USE Z to SQUARE X k-1- DEEP W/ BARS EACH WAY .P=�2Ss °2'Lkez # USE 2 u SQUARE X I y DEEP W/ L BARS EACH WAY r � USE 2 — SQUARE X , DEEP W/ BARS EACH WAY P � 2 25- ° 2- A" rk � = y � 'S S� �- � 1► # USE 2 �— L SQUARE X t y DEEP W/ BARS EACH WAY 1JSE Z V SQUARE X I y l DEEP W/ �, `"j BARS EACH WAY .� x.00 trb s S o� DESIGN OF PADS Sheet: �i GE Job M Client: Plan'No. y Date: 3 LS-�6fNU�b USE ?i ,— �t SQUARE X 1 y DEEP W/ 3 ` y BARS EACH WAY P= �y�.L �- u ��1 = # USE Z— ko t t SQUARE X Iy DEEP W/ 3 `r BARS EACH WAY' P X431, _ "l y�. _ USE 3 o SQUARE X l y W/ 3 BARS EACH WAY DEEP P # USE 3 SQUARE X DEEP W/ BARS EACH WAY Pe j2cA%L+eE!46(? 1JSE 2 SQUARE X l !/ W/ 3 — "#7- `I BARS EACH WAY DEEP Date: 04/24/00 Page: DESIGN•.OF EMBEDDED POLE FOOTINGS /O L TYP. FLAG POLE FOOTING Allow Passive Max Passive Load Duration Factor Point Load Load Height Dist. Load Start Height End Height Pole Type Width/Diameter Surface Restraint DESIGN DATA — 1 — 300.0 psf 0.0 psf 1.330 455.0 # 8.50 ft 0.0 plf 0.00 ft 0.00 ft Rectangular 30.0 in ? Free - SUMMARY Moments a Surface... — 1 — Point Load 3867.5 ft-# Uniform Load 0.0 ft-# ... Total Moment 3867.5 ft-# Total Lateral Load 455.0 # — NON -RESTRAINED RESULTS — Min. Req'd Embedment A(1+(1+4.36h /A)-.5)/2 A=2.34P/(S 1 b) 3.04 ft Press @ 1/3 Embed Actual 403.0 psf Allowable 403.8 psf — RESTRAINED RESULTS — Min. Req'd Embedment (4.25*P*h/S3*b)'.5 Pressure @ Bottom Actual Allowable Surface Restraint Force