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0005-261 (AR) Structural Calcs- G O UVIS ENGINEERING * C A L I F O R N I A STRUCTURAL CALCULATIONS FOR RESIDENTIAL DEVELOPMENT "MONTANAS" (Revised 6/19/00) JOB NO. 20914 DATE 10/07/1999 PLAN NO GUEST HOUSE (LOT 57). TRACT NO. 29283, 29306 & 29457 LOCATION LA QUINTA, RIVERSIDE COUNTY, CA DEVELOPER T.D. DESERT DEVELOPMENT, LTD. ARCHITECT PEKAREK-CRANDELL, INC. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION m DESIGN CRITERIA: I off tGE Sc A. CODE: 1997 UBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF.FINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.N.O..) E. STRUCTURAL STEEL (A50) (U.N.O..) F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: SOILS REPORT BY: EARTH SYSTEMS 01396713 11/01/1999 ALLOWABLE SOIL BEARING PRESSURE: 1300 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUIREMENTS. �pf.ES' NICE: U TRICTIONS OF THESE' -.CALCULATIONS E C IONS ''VALID ONLY .WHEN BEARING --ORIGINAL, HEREON_ v JUN 2.0 I(M ZWpSIDENT/CEO, RCE 38276 GINEERING CALIFORNIA EXP. DATE 03/31/2001 GOUVISENGINEERING GROUP OF COMPANIES WITH OFFICES IN: 4400 CAMPUS DRIVE, SUIIEA. NEWPORTBEACH, CALIFORNIA 92660 2150 E.TAHQUlIZ CANYON, SUITE 9, PALMSPRINGS, CALIFORNIA 92262 5465 MOREHOUSE DRIVE, SUITE 100, SANDIEGO, CALIFORNIA 92121 FIELD OFFICES: LAS VEGAS (702)597-2005 • Fax(702)597-0905 • (949)752-1612 • Fax(949)752-5321 (760)323-5090 ' Fax(760)325-2863 • (619)623-9941 ' Fax(619)623-0278 FREMONT (510)252-9195 ' Fax(510)252-9196 Structural Calculation Standard TABLE OF CONTENTS : dotes Page 2 GE Job #: c�0 9 �4 Client: Ic Date: h(JOc SHEETS Revisions ............:...............................:.:...:.:...:.........:::. ...:.........:..:.......:..: 3 Roof Rafter / Floor Joist Span Tables:..:...:......:....:............................................ 4 - 7 Shear Wall Schedule ................ ... ....... .... ............................... 8 Anchor Bolt Chart ....:......:....::..:::.............:.....:............::.............::........ ......... 9 PLAN i +-O kS Ld / 7 Beams............:....:....:...:.............:...................... .............. B 1 -. Lateral Force Analysis ..................... ....... .. . .. ........ L1 - f Foundation ................:.:.....:...:. ....`...:...::......, ..: F1 - PostTension...........:...:..................:..:....:..:.:..:.......:.. :......... PTI - TOTAL NUMBER OF PAGES Structural Calculation Standard Notes REVISION BLOCK FOR PLAN: e5T -it Page-" 3 GE Job #: Client CALIFORNIA Date: is I o 3rbl GEC ROOF RAFTER JOIST SPAN TABLE: DFL NO. 2 Structural Calculation Standard N Page 4 NOTE: TL DFL: L/240 GEC Job #: o 9 LL DFL: L/360 f Client: CAUFORM. Date: FLAT TmE SHAM - TILE SLOPE.. .... • ---'---x4:l2- <4:122t.4:12 16./18.0 Z:4:12 LL / DL 10./6.0 20./'15.0 20./18.0 16./11.0 16./18.0 SIZE SPC ,CLG JST -10;-61$ RFT RFT RFT RFT 12 81-171 - 7 8'-11" 8 -2' 2 x 4 16 9'-7 71-5") 79-212 81.0 71-6" 24 ,g,4„„ 6$-2' 7'-01 6'-617 - 12 '16'-7' 1.2'-10” 121.67.1 13'-11" 12'-11" ,2x6 16 15'-1" 11',7" 11;,_4„ 121-811 119-91, . 24 13'-2" 102-119 9- 111 9101 .119-011, 10'-2" 12 21'-11" 16'-107' 167-5 18'-5`-- 17'-077 2 x 8 .16 191-111, 15'-4" 14'-11" 169-891 15'-53p, 24 179-41" 13'-419 13'-0")' 14'-7" 13'-6"- . 12 27'-11' 211-611- 20'-11"23'-5" 21'-9" 2 x 10 16, 25%5" .-19')-7" 211-4's 191-91, 24 22'-2" 16.9") 16914") 181-7" 17')-2" 12 'r-- 34'-0' 267-2" 25 '7,6" 281-672 26' 2 x 12 16 30'-11" 23'-9" 22'-10" 261-0" 24'-0" 24 27'-0' 19'-5' 181-81' 229-211 19'-8'1 12 40'-1" 30'-9" a 29'T6". 33'-773 31'-0" 2 x 14 16 36'-5'$ 269-819 25"6" 7 30'-219 27'-I'T 24 311-910 21%9" 20'110" 24'-8" 22'-0" NOTE: A load duration factor of Cd =1.25 an repetive factor of Cr = 1.15 ave been considered. 4rrp GEC.doc i. 4rrp GEC.doc MA)MWUM SPAN TABLE FOR DFL NO.2 FLOOR pa "e t"ral Calculation standard Notes Page 5 JOISTS GEC Job #: jc�j f q Client: G4UFOBMA Date: Residential reg. Residential Residential - Residential floor Deck joist: Commercial floor TL DFL: L / 240 floor load w/o It. floor joist w/ floor joist w/ joist w/1 1/2" LL = 60 psf load w/ 20 psf LL DFL: L / 360 wt. conc. or 3/4" gyperete V gyperete gyperete DL = 12 psf perWon & 11/211 . gyperete 6'-2" 6'-2" -6'-0" 5'-5" It wt conc. or 162 5'-1" 5'-1" 5'-1" 5'-0" 4'-5" gypcmte 40.0/12.0 40.0/17.0 40.0 / 20.0 40.0 / 24.0 60.0 / 12.0 50.0 / 44.0 SIZE SPC FLR. JST. FLR. JST: FLR. JST. FLR. JST, FLR. JST. FLR.--JST. 2.X.4...---..:_12 ..-.-- .. -6'-10". 6 -10„ .. 6,_9,,..-.r-._ --6%8"%- :6,_8„._.16 16 6'-2” 6'-2" 6'-2" -6'-0" 5'-5" 4'-1192 162 5'-1" 5'-1" 5'-1" 5'-0" 4'-5" 4'-1". 24 5'-5" 5'-2" 5'-0" 4'-11" 4'-8" 4'-0" 2 X 6 12 10'-8" 10'-8'7--1 0'-5" 10'-1" 9'-4" 89-4" 16 9'-9" 9'-3" 9'-1" 8'-9" 8'-3" 162 7'-11" 8'-0" 7'-11" 7'-7" 7'-2" 694" 24 7'-1 l" 7'-7" 794" 7'-2" 6'-8" 5'-10" 2 X 8 12 14'-1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" 16 12'-3" 11'-91' 11'-6" 11'-'1" 10'-6" 9'-2" 162 10'-6" 10,-4„ 10'-1" 9'-9" 9'-2" 8'-1„ 24 10'-1" 9'-7" 914" 91_091 V-61 7'_5„ 2 X 1-0 12 17'-5" 16'-7" 16'-2" 15'-8" 14'-8" , 12'-11" 16 15'-0" 14'-5" 14'-0" 13'-7" 12'-10" 11'-2" 162. 13'-11" 13'-9" 13'-4" 12'-11" 12'-1" 10'-8" 24 12'-3" ill -91.).11'-5" 11'-1" � ' ' 10'-5" 9'-1" 2 X 12 12 20'-2" 19'-2" 18'-8" 18'-2" - 17'-1" 15'4" 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-10" 13'-0" 162 16'-7" 16'-5" 16'-0" 15'-5" 14'-5" 12'-8" 24 14'-3" 13'-7" 13'-3" 12'-10" 12'-1" 10'-T' 2X 14 12 22'-6" 21'-1" 20'-10" 20'-2" 19'-2" 16'-9" 16 19'-6" 18'-8" 18'-1" 17'-6" 16'-7" 14'-6" 162 19'4" 19'-1" 18'-8" 18%ill. 16'-11" 14'-11" 24 15'-11" .15'-2" 14'-9" 14'-3" , 13'-6" 11'-10" NOTE: 1. The maximum span. is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection) . 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr = 1.15 has been considered STANDARD NOTES $fractural Calculation Standard Notes Page 6 GEC Job #: �,� I 1 Client: `� • �_b CAL"P vu 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 MAXM4UM ALLOWABLE SPAN, RAFTERS MAY SHOW DEFLECTION OR SAG DUE TO THE NATURE AND APPEARANCE OF SUCH TILE MATERIAL, WE SUGGEST THE USE OF PURLIN BEAMS TO CUT THE SPAN OF THE 2 X 10 ROOF RAFTERS TO 16' - 0" AND 2 X 12 RAFTERS TO 20'-0" MAXIMUM, WHEN SPACED AT 16" ON CENTER ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LIMIT THE DEFLECTION. ` 1— TYP. R/R SEE PLANS D0 NOT, NAIL R/R TO WALL 2— DBL TOP PLATE ` l 3- TS22 (1) EACH SIDE AT EACH ENO :OF R/R 2 -4— ROOF E.N. - 5- R/R NOT TO BE NAILED M 3 SHEAR WALL 5— TS22 4 7- SECTION A 5 6 r 2 • 6 SHEAR TRANSFER/CONNECTION ' DETAIL y fist GEC Structural Calculation Standard Notes 'MAXIMUM SPAN 'TABLE FOR DFL Into. 2 FLOOR Page 7 JOISTS GEC Job #: �0 9, Client: T -� CALIFORNIA Dater 3)Go 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. 2X4 5'-8" 50-111 . 2X6 8'-11" 8'-2" 6'-11" 2 X 8 11'-11" 10'-6" 8'-10" 2_X-10 -- =.: 14'--11" _ 13'- 10" - - 11,,_ 41' 2X12 18'-3" 16'-7" 13'-9" 2X14 21'-6" 19'-4" 16'-3", " SHEAR WALL SCHEDULE 1997 UBC Structural Calculation Standard Notes � (Revised 02/20/98) Page 8GEC Job #:©� (/ Client_: T . • �• D . CALIFORNIA Date: ALTERNATE TO ANCHOR BOY.T SPACING Structu Page : ral Calculation Standard Notes 9 GEC Job # :..69 f4' Client: T . C�lJFORVL4 Date : F i F I- 2. _ 3x4 SILL PLATE ALL �IL'D SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1 0 A.B.: 1250(1.5/3)(3/3) = 833-0 MINIMUM 1-12" FROM EDGE OF CONCRETE & PLATE 5.8" m A.B.: 2795(1.875;3.75)(4/3) = 1863 ; MINIMUM 1-7/8" FROM EDGE OF CONCRETE & 1-12" FROM EDGE OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997 NDS SECTION 8.2.3 AND TABLE 8.2E. 1 =' m A.B,: 2x SILL - 620(3/3) = 827 # 3x SILL - 730(1/3) = 973 # . 5 8" ai A.B.: 2x SILL - 890(4/3) = 1187 # 3x SILL - 1140(4/3) = 1520 # SIIvIPSON 1L-%S,'14A4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER443): NLaS-=x4, 2x6 SILL: 720 # NLa4.:x.3 SILL : 430 # .-L-k4 3x4 SILL: 680 # NIA6=x6.3x6 SILL: 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. :MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FA1/FA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER -3613): FA;.FA"2x4, 2x6 SILL: 790 # 'MOTE: ANCHORS SHALL BE PLACED WITHIN -12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'/-- FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. GOUVIS ENGINEERING CALIFORNIA SHEET s" JOB NO. : 20914 " CLIENT : T.D DESERT DVLPMT. PLAN NO.: GUEST DATE 05/04/2000 ENGINEER: ALBERT(VER5.10) PRIMARY ROOF LOADING ---------------------------------- Pitch 04.0:12 K = Increase for Pitch 1.05 TRUSS (24" OC) 2.40 PLYWOOD(1/2" ) x K 1.63 1/211. GYP. BOARD 2.20 Roofing x K 10.54 Misc. 2.23 Total Dead Load..: (psf),,, 19.00 . Snow ' Load - Live Load (psf) 16.00 Total Load (psf) 35.00 GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET : JOB NO. 20914-300 - CLIENT T.D DESERT DVLPMT. PLAN NO.: GUEST DATE I: 05/04/2000 ENGINEER: ALBERT(VER5.10). BEAM.NUMBER: G.`T #1 GIRDER @ CART/GRG OVER-ALL LENGTH (FT): 20.50 REACTION AT: 0.00 20.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 20.5' ' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2.FR0M 0.00' TO 20.50' REACTIONS (LBS) LEFT RIGHT , DOWNWARD(DL+LL/MAX.) 220.4/2204 2204/2204 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS *** BEAM NUMBER: G.T #2 GIRDER @ GUEST SUITE #1 OVER-ALL LENGTH (FT): 29.00 REACTION AT: 0.00 29.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 29.0' PRIMARY ROOF : 175 PLF=10.0*.(19+16)/2 FROM 0.00' TO 29.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) ,3118/3118 3118/3118 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET g'3 JOB NO. : 20914-300 CLIENT _ T.D DESERT DVLPMT. PLAN NO.: GUEST DATE 05/04/2000 ENGINEER: ALBERT(VER5.10) BEAM NUMBER:. 1 HDR @REAR OF CART/GRG OVER-ALL LENGTH.(FT): 7.50 REACTION AT: '0.00 7.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 7.5' PRIMARY ROOF 175 PLF=10.0*(19+16)/2o FROM 0.00' TO 5.50' PRIMARY ROOF 394 PLF=22.5*(19+16)/2 FROM 5.50' TO 7.50' POINTFROM DOWN=2204 @4.75'(L. OF BM G.T #1) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.), 1598/1598 2506/2506 UPLIFT- (DL+LL/MAX:) *** USE DFL NO2 4 x 10"DROP BM/HDR *** CRIT MOMENT = 5389 LB*FT @ 4.75' RATIO=0.987(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.127 INCH @ 4.00' CRIT SHEAR = 2135 LB @ 6.60' 1.5*SHEAR/Fv*A=0.833(Fv=119 A= 32.38) BEAM NUMBER: 2 HDR @ LEFT OF CART/GRG OVER-ALL LENGTH (FT): 5.25, REACTION AT: 0.00 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 5.25' EXTERIOR WALL : 30 PLF 2.0' *.1-5.0 FROM 0.0.0' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 591/591 591/591 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL-NO2 4 x 6 DROP BM/HDR *** CRIT MOMENT =-775 LB*FT.@ 2.67' RATIO=0.371(Fb= 1422 S= 17.65) CRIT DEFLTN = -0.050 INCH @ 2.67' CRIT SHEAR = 459 LB @ 4.67' 1.5*SHEAR/Fv*A=0.301(Fv=119 A='19.25) r GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET g JOB NO—: 20914-300 CLIENT T.D DESERT DVLPMT. PLAN NO.: GUEST DATE 05/04/2000 ENGINEER: ALBERT(VER5.10) BEAM NUMBER:.. 3 HDR @ FRONT OF CART/GRG 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 : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 6.25' EXTERIOR WALL i 38 PLF = 2.5' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.). 727/727 727/727 UPLIFT (DL+LL/MAX.) 0/0.- 0/0 *** USE DFL NO2 4 x 8 DROP BM/HDR *** CRIT MOMENT = 1135 LB*FT @ 3.17' RATIO=0.312(Fb= .1422 S= 30.66) CRIT DEFLTN = -0.045 INCH @ 3.08' CRIT SHEAR = 557 LB @ 0.73'. 1.5*SHEAR/Fv*A=0.277(Fv=119 A= 25.38) BEAM NUMBER: 4 DRP BM @ GUEST.SUITE 1 OVER-ALL LENGTH (FT): 3.75 REACTION AT: 0.00 3.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO -3.8' PRIMARY ROOF : 385 PLF=22.0*(19+16)/2 FROM 0.00' TO 3.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 759/759 759/759 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 6,DROP BM/HDR *** CRIT MOMENT = 712 LB*FT @ ''1.83' RATIO=0.340(Fb= 1422 S= 17.65) CRIT DEFLTN = -0.023 INCH '@ 1.83' CRIT SHEAR = 523 LB,@ 3.17' 1.5*SHEAR/Fv*A=0.343(Fv=119 A= 19.25) i I GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET 9 -5p JOB NO. 20914-300 CLIENT T.D DESERT DVLPMT. PLAN NO.: GUEST DATE : 05/04/2000 ENGINEER: ALBERT(VER5.10) BEAM NUMBER:, 5 DRP BM @ GUEST SUITE 1 OVER-ALL LENGTH (FT): 16.50 REACTION AT: 0.00 16.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 16.5' PRIMARY ROOF : 210 PLF=12.0*(19+16)/2 FROM 0.00' TO 16.50' POINTFROM : DOWN=759 @13.00'.(R.. OF BM 4) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2.141/2141 2578/2578 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1 6 x 12 DROP BM/HDR *** CRIT MOMENT = 9550 LB*FT @ 8.92' RATIO=0.560(Fb= 1688 S=121.23) CRIT DEFLTN = -0:425 INCH @ 8.42''BASED ON (L/ 240)= 0.825 CRIT SHEAR = 2318 LB @'15.42' 1.5*SHEAR/Fv*A=0.517(Fv=106 A= 63.25) BEAM NUMBER: 6 HDR @ FRONT GUEST SUITE 1 OVER-ALL LENGTH (FT): 5.25. REACTION ATc 0.00 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' PRIMARY ROOF : 61 PLF= 3.5*(19+16)/2 @ 0.00' TO 122 PLF=7.0 *(19+16)/2 @ 3.00' PRIMARY ROOF s 105 PLF= 6.0*(19+16)/2 @ 3.00' TO 0 PLF=0.0 *(19+16)/2 @ 5.25' EXTERIOR WALL 30 PLF = 2.0' * 15.0 FROM 0.00' TO 5.25' POINTFROM DOWN=2578 @3.00'(R. OF BM 5.) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1458/1458 1776/1776 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4 x 10 DROP BM/HDR *** CRIT MOMENT = 3782 LB*FT @ 3.00' RATIO=0.693(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.042 INCH @ 2.75' CRIT SHEAR = 1713 LB @ 4.35' 1.5*SHEAR/Fv*A=0.668(Fv=119 A= 32.38) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : 20914-300 CLIENT : T.D DESERT DVLPMT. PLAN NO.: GUEST DATE 05/04/2000 ENGINEER ALBERT(VER5.50) BEAM NUMBER: 7.3 -POINT -BM @ ETR.SOFFIT OVER-ALL LENGTH (FT):'12.0.0 REACTION AT: 0.00 6.00 12.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 12.0' PRIMARY ROOF 166 PLF= 9.5*(19+16)/2 FROM 0.00' TO .6.00' PRIMARY ROOF : 105 PLF= 6.0*(19+16)/2 FROM 0.00' TO 12.00' REACTIONS '(LBS) LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) 736/736 1561/1561 265/265 .UPLIFT (DL+LL/MAX.) 0/0 0/0 0/0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** CRIT MOMENT = -937- LB*FT @ 6.00' RATIO=0.127(Fb= 1203 S= 73.83) CRIT DEFLTN = -0.008 INCH @ 2.75' CRIT SHEAR = 720 LB @ 4.94' 1.5*SHEAR/Fv*A=0.231(Fv=119 A=39.38) BEAM NUMBER: 8 DROP BM AT RGT OF,CART OVER-ALL LENGTH (FT): 15.00 REACTION AT: 0.00 8.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF-FROM 0.0' TO 15.0" PRIMARY ROOF : 70 PLF=.4.0*(19+16)/2 FROM 0.00' TO 15.00'. POINTFROM : DOWN=759, @8.50'-(L. OF BM 4) POINTFROM DOWN=736 @15.0'0'(L. OF BM 7) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 0/0 3249/3249 UPLIFT (DL+LL/MAX.) -540/-540 0/0 *** USE DFL NO2 4 x 12.DROP BM/HDR *** CRIT MOMENT = -6683 LB*FT @ -'8.50' RATIO=0.903(Fb= 1203 S= 73.83) CRIT DEFLTN = -0.522 INCH@. 15.00' BASED ON (L/ 120)= 0.650 CRIT SHEAR = 1225 LB @ 9:56' 1.5*SHEAR/Fv*A=0.393(Fv=119 A= 39.38) GOUVIS ENGINEERING CALIFORNIA (UBC '97) SHEET -� JOB NO. -:20914-300 CLIENT T.D DESERT DVLPMT. PLAN NO.: GUEST DATE :.05/04/2000 ENGINEER ALBERT(VER5.10) BEAM NUMBER:. 9 HDR @ FRONT KITCHENETTE OVER-ALL LENGTH (FT): 3.75 REACTION'AT: 0.00 3.75 LOADS (DOWNWARD +) J BEAM WEIGHT 20.0 PLF FROM 0.0' TO 3.8' PRIMARY ROOF 542PLF=3.1.0*(19+16)/2 FROM 0.00' TO 3.75' EXTERIOR WALL : 30 PLF 2.0' * 15.0 FROM 0.00 TO 3.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1111/1111 1111/1111 UPLIFT .._(DL+LL/MAX.) 0/0 0/0 _. .:. *** USE DFL NO2 4 x 6 DROP BM/HDR *** CRIT MOMENT = 1041 LB*FT:@ 1.92' RATIO=0.498(Fb= 1422 S= 17.65) CRIT DEFLTN = -0.034 INCH @ 1 1.831. CRIT SHEAR = 765 LB @ 0.58' 1.-5*SHEAR/Fv*A=0.502(Fv=119. A= 19.25) j BEAM NUMBER: 10 HDR @ REAR BATH 1 i OVER-ALL LENGTH (FT): 4.25 REACTION AT: 0.00 4.25 t LOADS (DOWNWARD +) ' BEAM WEIGHT 20.0 PLF FROM 0.0' TO 4.2' ' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 1.50' I PRIMARY ROOF 542 PLF=31.0*(19+16)/2 FROM 1.50' TO 4.25' EXTERIOR WALL : 30 PLF 2.0''* 15.0 FROM 0.00' TO 4.25' POINTFROM : DOWN=3118 @1.75'(L.- OF BM G.T #2) REACTIONS (LBS). LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2639/2639 2445/2445 UPLIFT (DL+LL/MAX.) 0/0- 0/0 *** USE DFL NO2 4 x 10 DROP BM/HDR *** CRIT MOMENT = 4262 LB*FT 1.75' RATIO=0.781 (Fb= 1312 S= 49.91) CRIT DEFLTN = -0.032 INCH @ _ 2.08' - CRIT SHEAR. = 2437 LB @ 0.90' 1.5*SHEAR/Fv*A=0.951(Fv=119 A= 32.38) I r i GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET w JOB NO. : 20914-300 CLIENT T.D DESERT DVLPMT. PLAN NO.: GUEST DATE' 05/04/2000 ENGINEER: ALBERT(VER5.50) BEAM NUMBER: 11 BM AT SOFFIT OVER-ALL LENGTH (FT): 4.25 REACTION AT: 0.00 4.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 4.2' PRIMARY ROOF 105 PLF= 6.0*(19+16)/2 FROM 0.00' TO 4.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) .266/266 266/266 UPLIFT (DL+LL/MAX.) 0/0. 0/0 USE DFL N022 x 4 DROP BM/HDR *** ,CRIT -MOMENT = .28.2 :_ _LB:*F.T.-_@.. _- 2.17' RATIO=0. 674 (Fb= 1641 S= ' '--3 06-) CRIT DEFLTN -0.107 INCH. @ 2.081. CRIT SHEAR = 214 LB @ 3.83' 1.5*SHEAR/Fv*A=0.514(Fv=119 A= 5.25) BEAM NUMBER: 12 DRP BM @ RIGHT MEDIA OVER-ALL LENGTH (FT): 15.00 REACTION AT .0.00 9.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 15.0' PRIMARY ROOF 140 PLF= 8.0*(19+16)/2 FROM, 0.00.' TO 15.00' POINTFROM DOWN=736 @15.:00',(L. OF "BM 7) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.). 255/255 3226/3226 UPLIFT (DL+LL/MAX.) 378"/-378 0/0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** CRIT MOMENT = -7294 LB*FT @ 9.00' RATIO=0.985(Fb= "1203 S= 73.83) CRIT DEFLTN = -0.501 INCH @ 15.00'.BASED.ON (L/ 120)= 0.600 CRIT SHEAR = 1526 LB @ 10.06' 1.5*SHEAR/Fv*A=0..489(Fv=119 A= 39.38) 1 Sheet : U Job#: Z0 °U Date: Client: w , F-----------�\�— '9Z I 1 ` `i I ` g .T' 2 d GOLF CART. \ -� jGARAGE F. ♦- /i ,10 /GUEST GUESTii I �\ SUITE/� % SUITZ1 t ----C;\ I i i L GOUVIS ENGINEERING CALIFORNIA SHEET L 2 LATERAL ANALYSIS JOB NO:_: 20914 CLIENT T.D. DESERT DVLPM POURING NON MONO PLAN NO.: GUEST DATE 5- 5-2000 SECTION 1' LONGITUDINAL 1ST FLR HT:10.00 BLDG HT:15.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 173.63 PLF - TOTAL LOAD = 173.63 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44) (1.00) (1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF DL ROOF=19.00X 29.00 _ 551.00 DL EXT WALL=15.00X 2X(10.00-- 5.00) 150.00, DL INT WALL=10.00X 2X(10.00- 5.00) 100.00 SHEAR = .143X(. 551.00,+,150.00 + 100.00)= 114.43 PLF - -TOTAL LOAD PLF WIND GOVERNS =_> ROOF:173.63 PLF ROOF DIAPHRAGM V=173.63 PLF MAX SHEAR=173.63X 35.00/(2 X 29.00)=104.78 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=173.63X 35.00X 35.00/(8 X 29.00)= 916.79 USE'10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA SHEET :.L 3 LATERAL ANALYSIS JOB NO. : 20914 CLIENT : T.D. DESERT DVLPM POURING NON MONO PLAN NO.: GUEST DATE 5- 5-2000 SECTION.1 TRANSVERSE 1ST FLR HT:10.00- BLDG HT:14.00-FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36- " WIND LD ROOF = 156.27 PLF TOTAL LOAD -156.27 PLF= Rx 5.5 SOIL: Sd Na = 1.00 Ca =.44 (1-..00) - V = 2.5 (.44) (1:00) (1.00)W/ (1.4X5.5) _ .143W SEISMIC ROOF DL ROOF=19.00X 48.50 - 921.50 DL EXT WALL=15.00X'2X(10.00- 5.00). = 150.00 DL INT WALL=10.00X 3X(10.00- 5.00)-=' 150.00 SHEAR _ .143X(,921.-5.0 +-150.00 + 150.00)= 174.50 PLF TOTAL.....LOAD_ ..._ .. - -. '. _: _ ....:. _. _ ..- 174. -50 --'PL _.....__ SEISMIC GOVERNS =_> ROOF: 174.50 PLF, v ROOF.DIAPHRAGM V=174.50 PLF. - MAX SHEAR=174.50X 29.00/(2 X 48.50)= 52:17•PLF' -" USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,121! OC CHORD FORCE=174.50X 29.00X 29.00/(8 X 48.50)---,378.23 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. .(STANDARD CONSTRUCTION) _ ti GOUVIS ENGINEERING CALIFORNIA Sheet FLEXIBLE DIAPHRAGM lob : 0914-300 Plan No: GUEST #1 : LATERAL LOAD, DESCRIPTION Client : T.D DESERT DVLPM7 Wind: 1302 Seismic: 858 Engineer: ALBERT Date :05/04/2000(Ver5.00) 1L ROOF wind 173.6 seismic 114.4 15.0 #2: LATERAL LOAD DESCRIPTION Wind: 3907 Seismic: 2575 . wind 173.6 seismic 114.4 45.0 #3: LATERAL LOAD DESCRIPTION Wind: 3039 Seismic: 2003 1L ROOF wind 173.6 seismic 114.4 35.0 GOUVIS ENGINEERING CALIFORNIA Sheet : L- FLEXIBLE DIAPHRAGM Job No : 20914-300 UBC 97. Plan No: GUEST Client : T.D DESERT DVLPM7 Wind 1302 Engineer: ALBERT Seismic 1193= 858+ 335 Date :05/04/2000 (Ver5.00) A 10.0 Io 5. 5.0 5.0 2.82. • STRAP(E) b A 0.0 5.8 20.5' 937 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per.top plate splice #1 ZONE 4 AT LEFT ELEV. EXTERIOR ° WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 1265(SFT) SOIL BEARING=1300(PSF). TOTAL WALL LENGTH = 20.50(FT) TOTAL PANEL LENGTH = `5.75(FT) SHEAR DIAPHRAGM = 1302/ 20.50 = 64 (PLF) . REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 1302/ 5.75= 226(PLF)(FLEXIBLE) MAXIMUM DRAG = 937(LB) USE TYPE 10 w/ 5/8": DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD-LOADS: Wall 150.0= 15,* 10.:01< - Roof—P 76.0 = 19 * 8.0/2 FROM 0.0' TO 20.5' OVERTURN ANALYSIS UPLIFT(T). DOWN(C) PANEL O LEFT_SIDE T= 1953(LB) C= 2436(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1953(LB) C= 2436(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends GOUVIS ENGINEERING CALIFORNIA Sheet : L-1 FLEXIBLE. DIAPHRAGM Job No :20914-300 UBC 97 Plan No: GUEST Client : T.D DESERT DVLPM1 Wind 3907 Engineer: ALBERT Seismic 2778=2575+ zoa Date : 05/04/2000(Ver5.00) O 10.0 1 94.52 - 15.8 6 o STRAP(I) STRAP(E) F' C B A- 6.6 . 71 11.6 17.8 25.3 . 0.0 . 9.5 437 p 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 pertop plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice #2 ZONE 4 AT RIGHT GOFT CART GRG _ MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 1265(SFT) SOIL BEARING=1300(PSF) i TOTAL WALL LENGTH = 25.25(FT) TOTAL PANEL LENGTH = 9.50(FT) .SHEAR DIAPHRAGM. = 3907/ 25.25 = 155 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 3907/ 9.50= 411(PLF)(FLEXIBLE) MAXIMUM DRAG.= 2437(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 100.0= 10 * 10.0' Roof -P 76.0'= 19 * 8.0/2 FROM 0.0' TO 9.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT _SIDE T= 3605(LB) C= 4371(LB') (2)HPAHD22-2P/4x8 RIGHT_SIDE: T= 3618(LB) - C= 4321(LB) HPAHD22/4x4 Use (2)HPAHD22-2P/4x8 @ L. & HPAHD22/4x4 @ R. GOUVIS ENGINEERING CALIFORNIA Sheet : L- FLEXIBLE DIAPHRAGM Job No : 20914-300 UBC 97 • ' Plan No :GUEST , Client : T.D DESERT DVLPM1 Wind 3039 Engineer: ALBERT Seismic 2424= 2003+ 422 Date : 05/04/2000(Ver5.00) Y O W1.8OA 10 ., 10.0 4.0 9.0 5.3` • STRAP(E) A 62 A 28.0 0.0 8.0 13.8 " 22.8 _ M2 N _ 570 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12).# 16d'sinker per-top plate splice #3 - ZONE 4 AT RIGHT ELEV. EXTERIOR' WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 1265(SFT) SOIL BEARING=1300(PSF) TOTAL WALL LENGTH = 28.00(FT) 'TOTAL.PANEL LENGTH = 17.00(FT) SHEAR DIAPHRAGM = 3039/ 28.00= 10.9(PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 3039/17.00= 179(PLF)(FLEXIBLE) MAXIMUM DRAG = 570(LB) USE TYPE 10 w/ 5/8" DIA. X10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 76.0 = 19 * 8.0/2 FROM 0.0' TO 9.8' Roof—P 38.0 = 19'* 4.0/2 FROM 13.'8TO 22.8' Q OVERTURN ANALYSIS UPLIFT.(T) DOWN(C) PANEL O LEFTSIDET= 1252(LB) `C= 1906(LB) HPAHD22/4x4 RIGHT—SIDE: T= 1252 (LB) C= 1906(LB) HPAHD22/4x4 Use HPAHD22/4X4 on both ends PANEL BO LEFT—SIDE T= 1283(L B) '.C= 1873(LB) HPAHD22/4x4 RIGHT—SIDE: T= 1283`(LB)- C= 1873(LB) - 9PAHD22/4x4 Use HPAHD22/4X4 on both ends GOUVIS ENGINEERING CALIFORNIA Sheet L-A FLEXIBLE DIAPHRAGM Job No : 20914-300 UBC 97 Plan No: GUEST Client : T.D DESERT DVLPM7 Wind 2344Engineer: ALBERT Seismic 3267=.2618+ 649 Date : 05/04/2000(Ver5.00) O511 UO x 10.0 to 2.5 7.0 2.5 6.5 4.0 . 2.5 5.5 2:5 • STRAP(E) ® DRAG POINT 901 45 A _ . • 0.0 12`0' V,5 ,.y37.0 - 43.5 Drag Force Analysis Y A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice #4 ZONE 4 AT REAR ELEV. EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE,AREA= 1265(SFT) SOIL BEARING=1300(PSF) TOTAL WALL LENGTH = 43.50(FT) TOTAL -PANEL LENGTH = 13.00(FT) SHEAR DIAPHRAGM = 3267/ 43.50 75 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 3267/13.00= 251'(PLF)'(FLEXIBLE) MAXIMUM DRAG = 1145(LB) USE TYPE 10 w/ 5/8" DIA. x10",LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10:0' Roof_P 76.0 = 19 * 8.0/2 FROM 0.0' TO 20:0' Roof P 270.8= 19 *28.5/2 .FROM 20.0' TO 35.5' Roof_P 76."0 = •19 .* 8.0/2„ FROM 35.5' TO • 43.5' OVERTURN ANALYSIS UPLIFT(T)-'DOWN(C) PANEL AO LEFT_SIDE T= 1970(LB) ' C= 2682(LB) HPAHD22/.4x4 RIGHT_SIDE: T= 1970(LB) C= 2682(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends PANEL O LEFT_SIDE T= 1970(LB). .C= 2682(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1970(LB) .'C= 2682(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends GOUVIS ENGINEERING CALIFORNIA Sheet : L -Id FLEXIBLE DIAPHRAGM Job No : 20914-300 UBC 97 Plan No: GUEST Client : T.D DESERT DVLPM] wind 2344 Engineer: ALBERT Seismic 2725= 2618+ toy Date : 05/04/2000(Ver5.00) 10.0 13 A 1 x11.0 5.0 15.8 • STRAP(E) B - 944 A B A ` 0.0 18.3 31.8 11.0 16.0 i 352 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 #5 ZONE 4 AT FRONT ELEV. EXTERIOR" WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 1265(SFT) SOIL BEARING=1300(PSF) TOTAL WALL LENGTH = 31.75(FT) TOTAL PANEL LENGTH = .5.00(FT) i SHEAR DIAPHRAGM = 2725/ 31.75 = 86.(PLF) . REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2725/ 5.00= 545(PLF)(FLEXIBLE) MAXIMUM DRAG = 1352(LB) USE TYPE 13 w/ 5/8" DIA. x12" LONG A.B.,@ 32.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 150.0= 15 * 10:0' L Roof_P 275.5 19 *29.0/2 FROM 11.0' TO 16.3' OVERTURN ANALYSIS, UPLIFT(T) DOWN(C) PANEL AD LEFT _SIDE : T= 5270(LB), C= 6411(LB) (2)HPAHD22-2P/4x8 RIGHT_SIDE: T= 5270(LB) C= 6411(LB) (2).HPAHD22-2P/4x8 Use (2)HPAHD22-2P/4x8 on both ends t . G®UVIS ENGINEERING CALIFORNIA Sheet : L-jl FLEXIBLE DIAPHRAGM Job No 20914-300 UBC 97 Plan No: GUEST Client : T.D DESERT DVLPMI Engineer: ALBERT REDUNDANCY FACTOR Date : 015iO4i2000(ver5.00) =220/(-A Pmax B P .5 rtnax maximum element/story shear ratio AB : area of ground floor(base area). in sq ft 1265 Longitudinal direction Transverse direction. —Wall Id. r Story Wall Id r _ Story #1 0.19=(1193x 10/ 5.75*)_ 6396 1,#4. 0.27=(1633x 10/6.50*)_ 5991 1 #2 0.43=( 2778X 10/ 9.50*)–*6396 1- #5 0.45=( 2725X 10/ 5.00*)_ 5991 1 #3 0.20=( 1283 x 10/ 9.00*)_ 6396 1 F - Longitudinal direction: . (L) = 2 20/(0.43 z 1265) 0.71=> 1.00 Transverse direction: (T) = 2 - 20/(0.45 z 1265) = 0.76 => 1.00 P * 10nW =1.0 l Shat " F1 F®A®N ANALGEC Job #: _ Client T. D Plan No. cwFvwvu Date: - (SB) SOIL BEARING - PSF TO BE CONFMIED PRIOR TO CONSTRUCTION ' CONFIRMED BY SOILS REPORT: CONTINUOUS FOOTING @` h LTV LOADS TO FOOTING: - - ROOF WALL FLOOR WT. OF FTG. TOTAL #/FT (W) WIDTH REQUIRED — USE " WIDE X I -Z DEEP CONTINUOUS FOOTING @ 1 -STORY PORTIONS USE " WIDE X "DEEP CON'ITNUOUS FOOTING @,2 -STORY PORTIONS ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING PMAX=SBXSXW . POST 144 f ' P MAX @ (1 -STORY) P MAX @ (2 -STORY) _ # •�.... b . -• - •� .: '� :9l '•; - _ [P ALLOW = P IViAx - TOTAL (S/12)] - • 45 e -