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9907-042 (SFD) (STRUCTURAL CALCS)20351 PANE AVENUE SUITE ONE SANTA ANA *WS EA YC101 TEL- iX 641505 FAX 114 641 M51 Alk ASSOCIATE FRANC 4 LWY MM7IGNA 'I6-602 TALKING RPGK 1UW4 4 INTIRA ftm C40HHA rr DATE 050449 APPROVED: RF�SI0115 0 MCA ItEVP-4" © °pFLy�+ cNecK OM ©MOM .LTL REVM3I" DRAWN BY: RN FLE NO 04-RF2246 -VAI F V4•• P-0' SHEET 61 oT 23 J — 77&1 STX2N--;�6 uNfl � � s-� aP,#j' �2 20351 RM AVENUE SOITE ONE SANTA ANA HEIGHTS EA 92701 TIL: 7%661 US FAX: 7%661091 AJ.A. ASSMATE DRAW • =Y F8IDIOMA 16-602 TPLKIN& ROOK MM LA MMA . GA 'Tf E TRADITION GO"4MY' DATE as o4 APPRM REVISIONS 0 n RLM6IONS ®614144 PLAN UEr.K CM ®MOM .1TL. $tEVrWONS DRAWN BY: RN FILE NO. 04 -FR -2166 SEALS114•• 1'-0' SMT of of 25 Sheetl LOAD CALCULATIONS BY BOYER COMPANY K �- :'a Computed Load: 6504 sq. feet General Lighting: Small Appliance Load: 1500 Laundry (washer): Laundry (dryer): Total General Light & Small Appliance Load: Total (- 3000 volt-amperes at 100%) x 35% Net Total Appliance & Lighting Load Range Load (Table 220-10) Oven Load (Table 220-10) Dryer Load (Table 220.18) A/C Load (Load at 100%) Garbage Disposal Dishwasher Elevator (Table 430-22a) Microwave Oven FAU Motor Garage Door Opener Pool Power (Load at 100%) Total Appliance Load x 75% (Table 220-17) »comended-Panel Size % 240 volts Page 1 FnS 335.70 TOTAL AMPS 19512 volt-amperes 19512 volt-amperes Quantity 2 3000 volt-amperes Quanity 1 1050 volt-amperes Quanity 1 5500 volt-amperes 29062 volt-amperes 9121.7 volt-amperes 12121.7 volt-amperes Quanity 0 0 volt-amperes Quanity 1 5750 volt-amperes Above 0 0 volt-amperes Quanhy 4 32200 volt-amperes Quanity 1 800 volt-amperes Quanity 1 1175 volt-amperes Quanity 0 0 volt-amperes Quanity 1 1500 volt-amperes Quanity 4 3600 volt-amperes Quanity 4 2800 volt-amperes Quanity 1 11500 volt-amperes 80568.4 volt-amperes 335.70 TOTAL AMPS Panel "B" ' for service call BOYER COMPANY (949) 642-2431 1 GARAGE DOOR OPENER #1: 2 -GARAGE DOOR OPENER #3 3 GOLF CART DOOR OPENER 4 GARAGE DOOR OPENER #4 5 RECEPTACLES (GFI OUTDOOR) 6 WASHER 7 RECEPTACLES (MAIDS/LAUNDRY) 8 DRYER 230 VOLT 9 IRON BOARD 10 DRYER 230 VOLT 11 RECEPTACLES (GFI) 12 OVEN 230 VOLT 13 REFRIGERATOR 14 OVEN 230 VOLT 15 FREEZER 16 RECEPTACLES (GFI RECEPTACLES) 17. DISPOSAL 18 KITCHEN APPLIANCE 19 DISHWASHER 20 KITCHEN APPLIANCE 21a TRASH COMPACTOR 22a RECEPTACLES (GREAT%MORNING) 21b 22b 23a LIGHTS (GARAGE) 24a RECEPTACLES (DINING) 23b 24b 25a LIGHTS (OFFICE) 26a LIGHTS (BAR/MORNING) 25b 26b 27a LIGHTS (MAIDS/LAUNDRY) 28a A/C #4 27b 28b A/C #4 29a LIGHTS (KITCHEN) 30a A/C #4 29b 30b A/C #4 '. Panel "A" for service call BOYBR COMPANY (949) 642-2431 1 RECEPTACLES (BEDROOM) 2 RECEPTACLES (GF1 EXTERIOR) 3 F.A.U. 4 RECEPTACLES (GFI BATHROOM) 5 RECEPTACLES (BEDROOM) 6 RECEPTACLES (GFI M.BATHROOM) 7 RECEPTACLES (BEDROOM/HALL) 8 RECEPTACLES (GFI M.BEDROOM) 9 SMOKE DETECTORS/FIREBELL 10 LIGHTS (BEDROOM/HALL) 11 LIGHTS (BEDROOM) 12 LIGHTS (HALL/EXTERIOR) 13 LIGHTS (ENTRY HALL/EXTERIOR) 14 LIGHTS (GREAT ROOM) 15 LIGHTS (M.BATHROOM) 16 LIGHTS (M. BEDROOM) 17 A/C #1 18 A/C #2 19 A/C #1 `20 A/C #2 21a POOL PANEL 22a A/C #3 21 b POOL PANEL ' 22b A/C #3 23a POOL PANEL 24a A/C #3 23b POOL PANEL 24b A/C #3 25a 26a 25b 26b 27a 28a 27b 28b 29a 30a 29b 30b JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa, Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 Cover sheet of 27 'STRUCTURAL CALCULATIONS c1c FOR LA Q V 4 C; 84 w uwt I Lucy Men Si e e. PROJECT: Frank. an. ----------- -S PROJECT NO: 99-A062 ox7� PROJECT ADDRESS: 78-602 Talking Rock Turn La-Quinta, California 92253 Lot #38 Tract # 28470-2 AP: 4770-300-020-3 CLIENT: Frank and Lucy Mendicina (626)334-0383 IFESS/0 ADDRESS: 3821 Domal Lane -TAR/V 4�1, La Canada, California 91011 V C 35023 W p.9-30-99 DATE: June 12, 1999 CIVUL Ai Rev'd on Aug. 2, 1999 At M6 1 1 1999 ' JTL DESIGN & ENGINEERING - Date: June 12, 1999 20351 Irvine Ave. Suiteg? Job No: 99-A062 " Sarna Ana Heights, CA 92707 _ By PL Tel: (714) 545-8470 Fax: (714) 545-8446 Sheet No: Franc nad Luce-Mendicina's residence DESIGN CRITERIA Building Code: 1997 UBC Wind Pressure'' . P=(Ce)(Cq)(Qs) (Iw) 70 T PH Exposue "C" H= 40'-0" P= 21.5 psf Seismic factor P= 0. S(Z)(NV)(I)/R OR (2.5)(Ca)(I)/R .whichever is greater VERTICAL LOADS. ROOF L• OADS ROOFING ----------10.0 psf ` PLY VD----------- 2.5 psf RAFTERS =----------- 2.0 ,psf LNISULATION------- --- 1.0 psf ' CEILING & 3.0 „psf BEAMS & GIRDERS--- 2.0 psf l DEAD LOAD ------ '21 psf ` LIVE LOAD (3:12) 20 psf MATERIALS ' CONCRETE ----------- 2,500 psi @ 28 DAYS TYPICAL U.N.O. , 2500 psi @. 28 DAYS FOR FOL'N�ATIONS &SLABS STEEL REINFORCING ------60000 psi FOR GRADE 60'#4.4040 LARGER. 40000 psi FOR GRADE 40, #3 AND SMALLER_ LUMBER: ---------------DOUGLAS FIR NO- 41. (Fb=1000 psi) FOR F'b SEE SHT 2,3,4 . GLUED LA_M BEAMS--=----CONIB. 24-F (F'b=2400 psi) . STRUCTURAL 'STEELS----ASTIM A36 (Fy=36 ksi ) TYPICAL A-500 FOR TUBE COLUMNS. SOIL INFORKkTION ------- 1000 psf SOIL BEARING WITH NO SOIL REPORT 100 psf SOIL PASSIVE . o -w Tr•rTnxr rnCrrTi�=,.7-r JTL DESIGN & ENGINEERIyG Date: June12. 1999 203'51 Irvine Ave. Suite 42 Job No: 99-A062 Santa Ana Heigim, CA 92707 By PL Tel: (714) 545-8470 fax (714) 545-8446 i Sheet No: _ Frank and Lucy Mendicina's residence r } Timber Chart • :Allowable Bending Stresses (F'b) , Nominal Size (Bxd) Cf Size Factor DF No.2 Fb=875 psi DF no. l Fb =1000 psi - DF No.l & Selec: DF Better Strucural Fb=1150 psi , Fb=1450 psi 2 x 31.� 1313 1500 1725 175 2 x 4 1.5 13131500 1125 2175 2 x 5 1.4 1225 1400 1610 7030 2 x 6 1.3 1138 1300 1495. 1885 • 2 x 8 1.2 , 1075 1200 1380 1740 2 x 10 1.1 963 1100. 1285 1595 2 x 12 1.0 875 1000 1150 1450 2 x 14 1.0 875 1000 1150 1450 x 4 1.5 1313 1500 1725 175 3 x 5 1.4 '1225 14001810 2030 3 x 6 1.3 1138 1300 1495 1885 3 x 8 1.2 1 1,075 1200 1330 1740 3 x 10 •1.1 963 , 1100 1265 1595 3 x 12 1.0 875 1000 1150 1450 3"x 14 1.0 875 1000 1150 I450 3 x 16 1.0 875'1000 1150 1450 4 x 4 1.5 13,13' 1500 1725 _ 17� I 4 x 5 1.4 1225 1400 1610 .030 4 x 6 1.3 1138 1300 1495 1335. 4 x 8 1.3 1138 1300 1495 1335 4 x 10 1.2 1075 1,100 1330 1740 4 x 12 1`.1 963 1100 1285 1595 i 4 x 14 1,.0 875 1000 1150 1450 4 x 16 1.0 875 1000 1150 1450 , R JTL DESIGN & ENGINEERING Date: June 12, 1999 'L-771 20351 Irvine Ave. Suite #2 Job No: 99 -AO62 Santa Ana Heights, CA 92707 By PL Tel:+.(714) 545-8470 Fax: (714) 545;8446 Sheet No: Frank and Lucy Mendicina's residence Nominal Cf DF No. 2 DF No. l DF Dense DF Select DF Dense S Sue Size Fb=875 psi Fb=1350 psi No.1 Structure Fb=1850psi (Bxd) Factor Fbr--1550 psi Fb=1600psi 6 x 6 • ' 1.0 : 875 1.350 1550 1600 1850 6 x 8 - 1.0 875 '1350' 1550 11600 1850 6 x 10 1.0 875 1350 1550 1600 1850 6 x 12 1.0 875 1350 1550 1600 1850 6 x 14 0.987 864 1333 1530 1579 1826 6 x 16 0.972 851 :1312 1507 1555' 1798 6 x 18 0.959 839 1295 1487 1534 1774 6 x 20 . 0.948 830 1280 1469 1517 1754 6,,x 22 0.937 820 1265 1452 1499 1734 6 x 24 0.928 812 1253 1438 1485 1717 8 x 8 1.0 875 1350 1550 1600 1850 8 x 8 1.0 875 1350 1550 1600 1850 8 x 10 1.0 875 -1350 1550 1600 1850 8 x 12 1.0 875 1350 1550 1600 1850 8 x 14 0.987 864 1333 1530 1579 1826 8 x 16 0.972 851 1312 1507 1555 1798 8 x 18 0.959 839 1295 1487 1534 1774 8 x 20 0.948 830 1280 1469 1517 1754 8 x 22 0.937 " 820 1265 1452 1499 1734 8 x 24 0:928 812 1253 1438. 1485 1717 10 x10 1.0 .875 1350 1550 1600 1850 . 10 x12 1.0 875 1350 1550 1600 1850 10 x 14 0.987 863 1333 . 1530 1579 1856 10 x 16 0.972 851 1312 1507 1555 1795 10 x 18 0.959 139 -11295 1487 1534 1774 10 x 20 0.948 830 1280 1469 1517 1754 10 x22 0.937 -820 1265 a 1452 1499 1734 12 x 12 1.0 875 1350, 1550 1600 18,710 12 x 14 0.987 863 1333 1530 1579 1826 12 x 16 0.972 851 1312 1507 1555 1798 12 x 18 0.959 , 839 `1295 1487 1534 1774 12 x20 0.948 830 1280' 1469 1517 1754 12 x 22 0.937 820 1.452 1499 1734 12 x 24 0.928 812 1265 1253 ' 1435 '1485 1717 Timber Chart: Douglas Fir -Larch Sheet 4 I Size Slandard Size Area Size Section Modulus Moment 01' Inertia Size Factor IF No.2 DF No. I DF No. l & DF Select " (inches) (inches) (inches) In. •' (cf) Fv=95 psi Fb--875 psi Fb=1(1(►O.si p Detter Structural 2 x 4 1.5 x 3.5 5.25 3.06 5.36 1.5 332 335 383 Fb =1 150 2 x 6 1.5 x 5.5 8.25 7.56 20.80 1.3 523 717 819 440 554 2 x 8 x 1.5 7.25 10.68 13.14 47.63 1.2 689 1,177 1,314 9=412 92 1,199 2 x 10 1.5 x 9.25 13.88 21.39 96.93 1.1 879 1,717 1,905 2 x 12 2 1.5 x 11.25 16.89- 31.(4 177.96 I.) 1,069 2,307 1,961 2,638 2,255 3,032 2,823 x 14 1.5 x 13.25 19.88 43.99 290.78 1.0 1,259 3,2(X) 3,658 4,208 3,823 5,303 3 x 4 3 x 6 2.5 x 3.5 2.5 x 5:5 8.25 13.75 5.10 12.60 8.93 1.5 523 558 638 7,333 924 3 x 8 2.5 x 7.25 18.12 21.90 34.66 79.39 1.3 1.2 871 1,195 1,385 1,570 1,979 3x 10 2.5.x 9.25 23.12 35.65 164.89 1-1 1,148 14(K1 1,962 2,961 2,19(1 2,519 3 3 ,176 3 x 12 2.5 x 11.25 28.12 52.73 296.63 I.(► , 1,781 3,845 3,268 41394 3,759 5,053 ,736 3 x 14 2.5 x 13.25 33.12 73.15 484.63 1.0 2,078 5,334 6,096 7,010 6,372- 3 x 16 2.5 x 15.25 38.12 96.90 738.87 1.0 2,414 7,068 8,075 9,286 8,839 11,709 4 x 4 4 x 6 3.5 x 3.5 3.5 x 5.5 12.25 19.25 7.15 17.65 12.51 48.53 1.5 776 782 894 1,028 1,296 4 x 8 3.5 x 7.25 25.38 30.66 11.15 1.3 1.3 1,219 1,607 1,674 2;9(18 .1,912 2,199 2,773 4 x Ill 3.5 x 9.25 32.38 49.91 23(1.84 1.2 2,051 4,471 3,322 4,991 3,199 820 5,740 4,816 4 x 12 3.5 x 11.25 39.38 73.83 415.28 1.1 2,494 5,925 6,768 7,783 7,237 4 x 14 3.5 x 13.25 46.38 102.41 878.48 1.0 2,937 7,468 8,534 9,813 4`x 16 3.5 x 15.25 53.38 133.68 1,(134.42 I.(1 3,381 9,892 11,305 9,814 13,(X)(1 12,375 16;392 Allow DF No.2 DF No.I DF Dense DF Select DF Dense Sheer: Pb=875 psi Fb =1350 psi No. I Structural Select Stru 6 x 6 5.5 x 5.5 3 .1.25 27.73 76.26' 1.0 85 psi 1,770 2,022 Fb=1550 psi Fb=1550psi F6=1850p: 6 x 8 5.5 x 7.5 41.25 51.56 193.36 1.11 2,338 3,761► 3,120 3,528 3,697 4,275 6 x 10 5.5 x 9.5 52.25 82.73 392.36 1.0 2,961 6,032 5,801 6,660 6,875 7,949 6 x 12 5.5 x 11.5 63.25 121.23 697.07 I.(► 3,584 8,84(► 9,307 10,688 11,(131 12,751 6 x 14 5.5 x13.5 74.25 167.06 1,127.67 1.1.967 4,584 12,1128 13,638 18,558 15,659 21,300 16,164 18,6)(1 6x 16 6 18 5.5 x 15.5 85.25 220.23 1,706.78 0.972 5,454 15,618 24,079 27,657 21,982 29,538 25,421 x 6 x 20 5.5 x 17.5 5.5 x 19.5 96.25 107.25 280.73 348.56 2,458.38 0.959 5,454 19,628 30,296 34,787 35,64 32,996 41,501 3,398.48 0.0948 6,078 24,109 37,180 42,67(1 44,11064 50,9914 9 8 x 6 8 x 8 7.5 x 5.5 7.5 x 7.5 41.25 56.25 37.81. 70.31 103.98 1.O 2,338 2,760 4,254 X1,884 5,37 5, 9 8 x 10 7.5 x 9.5 71.25 112.91 263.67 535.86 1.0 3,1A8 5,127 7,910 9,(182 9,375 1(1,8=1(1 ,84 8 x 12 7.5 x 11.5 86.25 165.31 950.55 1.11 1.0 4,039 4,888 8,226 12,(154 12,961 14,571 15,0-11 17,392 x 1=1 7.5x-13.5 1011.25 227.81 1,537.73 0:967 5,738 16,402 18,597 21,353 22,(N 1 25,485 8 x 16 6 7.5 x 15.5 116.25 300.31 2;327.42 (1.972 6,588 21,297. 25,3(18 32,834 29(W6 37,714 29,976 31,665 x IA 9 x 20 7.5 x 17.5 7.5 x 19.5 131.25 1-16.25 382.91 3,349.61 11.959 7,438 26,765 11,312 17,437 38,915 49,916 41,997 c 56,592 8 x 22 7.5 x 2 1. 5 161.25 475.31 577.81 4,63.1.3(1 6,211.48 (1.9-18 0.937 6,286 32,876 60,178 69;175 9,136 39,484 60,911 66,915 • 72,178 83,411 JTL DESIGN & ENGINEERING Date: June 12, 1999 20351 Irvine Ave. Suite 92 Job No:, 99-A062 ` Santa Ana Heights, CA 92707 By PL ' Tel: (714) 545-8470 Fax: (714) 545-8446 Sheet No: Frank and Lucy Mendicina's residence FORMULA FOR BEAM DEFLECTION AT SINGLE SPAN BEAM R TYPE 1 ' W = Unifomly loaded in plf W L Beam span in ft —� 4 3 , Ireq'd =5(W)(L) (12) . .. L 3 84 (E )( L x 12) /240 where E = 1600000 psi 2 S req'd = w (L) ( 12) where Fb = allowable stress 8 (Fb) . r TYPE 2 P P = Concentrated load in lbs , L =.-Beam span in ft 1/2 I req'd = Pab ( a + 2b)(3a (a +2b)) 27 (E) (L x 12)/240 a b 3 ; L I req'd P L x 12 When a= b 48 (E)(L x12)/240 S req'd = P(a)(b)(12) Where Fb = allowable stress L( Fb) ' t. ' i u JTL DESIGN & ENGINEERING Date: June 12. 1999 20351 Irvine Ave Suite '42 Job No:. 99-AO62 Santa Ana Heights, CA 92707 By PL Tel: (714) 545-8470 Fax -.'(714) 545-8446 Sheet`No: b Frank and Lucy Mendicina's residence . Vertical load analvsis 1. Roof framing . Rafter # 1 L=20'-0" w=1.3 3 (20+21)= 5 5 # / ft M= 55 (20)(20)/ 8 = 2750 ft -lbs 3 S req'd = 2750 X 12/ (1385) = 24+ in 4 3 4 I req'd = 55 X 5 (20 X12 ) X 240 = 124 in 384 X 1600000 X 20 X 12 ` A req'd = 1.5 X55 X 10 = 9 in - .95 USE 2 X -10 roof rafters @ 12 " oc RAFTER DESIGN SCHEDULE PER DOUGLAS FIR NO #� F'b Spacing Loading Max. span 1260 psi' 2 X 12 @16 "oc 55 lb/ft 23'-0" 1385 psi 2 X 10 @t16 "oc 55 lb/ft 19'-0" 1510 psi 2 X 8 @ 16 " oc 55 lb/ft ` 15'-0" ' 1635 psi , 2 X 6 @ '16 "oc 55"1b/ft , . 11'-0" NOTE: Allowable bending stress has included 1:25 increase facter. j 1 ! JTL DESIGN.&•ENGINEERING Date: June 12, 1999 203.51 Irvine Ave. Suite"? Job No: 99-AO62 Santa Ana Heights, CA 92707 By PL Tel: (714) 545-8470 Fay: (714) 545-8446 Sheet No: Frank and Lucy Mendicma's residence CEILING JOIST SCHEDULE Ceiling # 1 -joist L=20'-0" vt---1.33(5+10)=20 #/ft M=20 (20)(2Q)/ 8 = 1000 ft -lbs. 3 S req'd = 1000 X 12/ (1310) = 9.2 in 4 3 4 I req'd = 20 (5 X20) (12 1 ( 2401. = 36 ' i n , Y 384 (1600000) (20)(12) 4' 2 A req'd = 1.5 (200) _, 3.2 in ' 95 USE 2 X 8 nn .16 OC ` CEILING JOIST SCHEDULE PER DOUGLAS FIR NO 4, 2 ' F'b sizes & spacing max. span 1005 psi 2X12 @ 16"OC 26'-0" 1105 psi 2X10 @.,16 "OC 24'-0" 1210 psi 2 X 8 @16"OC 20'-011 1310 psi 2 X 6 @.16"OC 16'-0" 1510 psi 2X 4 @,16"OC 10'-6" i JTL DESIGN & ENGINEERING Date: June 12, 1999 20351 Irvine Ave. Suite T2 Job No: 99-A062 Santa Ana Heights, CA 92707 By PL Tel: (714) 545-8470 Fax: (714) 545-8446 Sheet No: Frank and Lucy Mendicina's residence HEADER SCHEDULE HEADER 9 1 L=6'-0" w=10004/ft M= 1000 (6)(6)/ 8 = 4500 ft -lbs 3 S req'd = 4500 X 12/ (1100) = 49: in 4 3 4 I req'd = 1000 (5 )(6) (12) = 73 i n 384 (1600000) (0.25) 2 . A req'd = 1.5 (3000) = 47.5 in ( 3 1. 7 at `d' distance) '95 ` USE 4 X 12 DF 1 • R HEADER SCHEDULE PER DOUGLAS FIR NO 9 1 F'b sizes. Loading Max. span sizes loading max. span 1100 psi 4X12 1000 plf 6'-0" 4X10 500 plf 6'-0' 1200 psi 4X10 1000 plf 5'-0" '4 X 8 500 plf 5'-0" 1300 psi. 4.X 8 1000 pif 4)-0", -4.X 6 500 plf 4'-0" 1300 psi 4 X 6 1000 plf 3'-0" 4-X 4 500 plf 3'-0" 4 , Y ' ' JTL DESIGN & ENGINEERItiG Date: ` June 12. 1999 20351 Irvine Ave. Suite Job No: 99-AO62 ' Santa Ana Heights, CA 92707 By PL Tel: (714) 545-8470 Fax: (7,14)-545-8446 Sheet No: 9. Frank and Lucy Mendicina's residence ROOF HIP SCHEDULE . HIP 1 L=20'-0" ' w=(20 +21)(5)= 205 plf , Equivant concentrated load P= 205 (20 )(0.5)(2) = 4100 lbs ' w M= 4100 (20) / 6 = 13668 ft -lbs 3 S req'd = 13668 ( 12) / (1300) (1.25) = 101 in' 3 3 4 I req'd = 4100 (20) (12 ) (12) = 556 i n w '60 ( 1600000) (20)(12)/240 L LA req'd = 1.5 (1850) = 33.4 in , 95 USE 6 X 12 DF y1 ROOF HIP SCHEDULE PER DOUGLAS FIR NO m 1 F'b sizes P load Max. span 1300 psi 6X14 6405 lbs 23'-0" 1300 psi 6X12 4100 lbs 18'-6" 1000 psi 4X14 3508 lbs 17'-0" ; 1100 psi 4X12.. 2464. lbs 14'-0" 1200 psi 4X10 1868 lbs 12'-0" 1300 psi 4 X 8 1025 lbs, 8'-0" ' f JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 Date: June 12, 1999' Job No: . 99-AO62 By PL Sheet No: 10 /1 rev'd on Aug. 2, 1999 Frank and lucy Mendicina's residence ROOF BEAMS - BEAM NO: LOCATION: w - w = 13 (21 +16 )= 481 plf -M = 481 (12)(12)/8 = 8658 lbs -ft S r = 8658 (12)/1000 =104/1.25 12' DESIGN BEAM SIZE: BEAM SPAN:. S req'd = 84 in +3 A req'd = 34 in+2 I req'd = 233 in +4 Rl ( reaction) = 2886 lbs R2 ( reaction) = 2886 lbs ' • a BEAM NO: B-2 LOCATION : BEAM SPAN: 26'70" P. , W w. = 0 plf S req"d = 163 in+3(GLB); JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, CA 92707, Tel: (714) 545-8470 Fax: (714) 545-8446 Date June 12, 1999 Job No: 99-AO62 By PL Sheet No: r Frank and Lucy Mendicina's residence ROOF BEAMS ` BE -MM 140: R-1 A LOCATION: BEAM SPAN• t 9%6" P P=25(21+16)=925lbs- w w = 11.3(21 +16)= 419 plf $ req'd =-101' ' in +3(GLB) -M = 419 (19.5)(19.5)/ 8 +925(0.5) A req'd = 46 in+2(GLB) 20378 lbs -ft I req'd . = 792 in +4(GLB) 18.5' 1' S req'd = 20378(.12)/2400=102 R1 ( reaction) = 4963 lbs BEAM NO: B-5 LOCATION: BEAM SPAIN: 227-611 w W=9.5(21+16)=352 pif S req'd = 112 in+3(GLB) M = 352 (22.5)(22:5) / 8 A req'd = 36 in+2(GLB) = 22275 lbs -ft I req'd = 1002 in+4(GLB) 22.5° S req'd =22275(12)/2400=112 R1 ( reaction) = 3960 lbs pt R27(reaction) = 3960 lbs R2 R1', R2 ( reaction) =4133 lbs R2 R1 "DESIGN BEAM SIZE: 5-1/8x12 GLB C=3/4" OR 6x14 DF 41 ALT 3-1/2x1 1-7/8 PLR BEAM NO: B-4 LOCATION: BEAM SPAN: 13'-6" W-) S req"d = 63 in+3 ` W=(8.5)(21+16315 plf A req"d =.34 in+2 M = 315(13.5)(13.5)/8 -I req"d = 218 in+4 13.5' = 7176 lbs -ft Rl ( reaction) = 2126 lbs S req'd= 7176(12)/1100 =78:2/1.25 R2 ( reaction) = 2126 lbs R2 R1 DESIGN BEAM SIZE: 4x12 DF 41 BEAM NO: B-5 LOCATION: BEAM SPAIN: 227-611 w W=9.5(21+16)=352 pif S req'd = 112 in+3(GLB) M = 352 (22.5)(22:5) / 8 A req'd = 36 in+2(GLB) = 22275 lbs -ft I req'd = 1002 in+4(GLB) 22.5° S req'd =22275(12)/2400=112 R1 ( reaction) = 3960 lbs pt R27(reaction) = 3960 lbs R2 R1', JTL DESIGN & ENGINEERING,,. 20351 Irvine Ave. Suite #2 Santa Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 Date: June 12, 1999 Job No: 99-AO62 By PL Sheet No: .12 DESIGN BEAM SIZE: 5-1/8 x12 GLB BEAM NO: B-7 LOCATION: BEAM SPAN : 16'-0" P W2 w = 0 plf S req"d = 101 in+3 P = 92 (21+16)= 3404 lbs -ft A req"d = 27 in+2 . M =3404(16)/4= 13616 lbs -ft I req"d = 392 in+4 rEQ EQ' S req'd =13616(12)/1300=126/1.25 R ( reaction) =1702 lbs R2 ( reaction) =1702 lbs R2 R1 DESIGN BEAM SIZE: 6x12 DF #1 B -7A USE 4x12 DF #1 R1= 1702 lbs 9 BEAM NO: B-81 LOCATION: W- W = 7(21+16) = 259 plf P=66(16+21)=2442 lbs M=259(17)(17)/8+2442(1.5) 14' 3' = 13020 lbs -ft Sreq'd =13020(12)/1300=121/1.25 BEAM SPAN: 17'-0" S req'd = 97 in+3 /I \ . Rev'd on Aug. 2, 1999' Frank and lucy Mendicina's residence. I req'd = 470 in+4 R1 ( reaction ) =4212 lbs R2 ( reaction) ROOF BEAMS BEAM NO: R-(. LOCATION: BEAM SPAN: 111-6" P W=0 W2 P = 3072(B -3)+4963(B -3A)= 8035 lbs S req'd =93 in +3 (GLB) -M = 8035 (11.5)/4 s. A req'd = 37 in+2(GLB) = 23101 lbs -ft I req'd = 425 in +4 (GLB) EQ' EQ' S req'd = 23101(12)/2400=116/1.25 R1 ( reaction) = 4018 lbs R2(reaction) = 4018 lbs DESIGN BEAM SIZE: 5-1/8 x12 GLB BEAM NO: B-7 LOCATION: BEAM SPAN : 16'-0" P W2 w = 0 plf S req"d = 101 in+3 P = 92 (21+16)= 3404 lbs -ft A req"d = 27 in+2 . M =3404(16)/4= 13616 lbs -ft I req"d = 392 in+4 rEQ EQ' S req'd =13616(12)/1300=126/1.25 R ( reaction) =1702 lbs R2 ( reaction) =1702 lbs R2 R1 DESIGN BEAM SIZE: 6x12 DF #1 B -7A USE 4x12 DF #1 R1= 1702 lbs 9 BEAM NO: B-81 LOCATION: W- W = 7(21+16) = 259 plf P=66(16+21)=2442 lbs M=259(17)(17)/8+2442(1.5) 14' 3' = 13020 lbs -ft Sreq'd =13020(12)/1300=121/1.25 BEAM SPAN: 17'-0" S req'd = 97 in+3 •A req'd = 66:5/1.25 in+2 I req'd = 470 in+4 R1 ( reaction ) =4212 lbs R2 ( reaction) = 2633 lbs DESGN BEAM SIZE: 6 x l'? DR 91 13-8-A- IIISE 6x]0 DF 91 R-1=3452 lbs ml JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite #2 Santa Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 Frank and lucy Mendicina's resiaence ROOF BEAMS BEAM NO: R-9 LOCATION: P W=3(16+21)+15(3)=156 plf w P = 0 lbs M = 156 (13.5)(13.5)/8 = 3553 lbs -ft EQ' EQ' S req'd = 3553(12)/1100= 39 DESIGN BEAM.SIZE : 4x12 DF #I BEAM NO: B-10 LOCATION: w w = 13(16+21) = 481 plf P= 1053(2)=2106 lbs (B-9) M =2106(1)(7)/8+ (481)(8) = 5691 lbs -ft 7' l' S req'd =5691(12)/1100=62 R2 R1 DESIGN BEAM SIZE: 6x12 DF #1 BEAM NO: B-11 LOCATION: w W =0 P=259(7)+2633(B-8) = 4446 lbs M=4446(1)(5)/6 5' 1' = 3705 lbs -ft Sreq'd =3705(12)/1100=41 DESGN BEAM SIZE: 6 X O—l�F Date: June 12, 1999 Job No: 99-AO62 By PL Sheet No: Rev'd on Aug. 2, 1999 BEAM SPAN: 13'-6", S req'd =39 in +3 A req'd =17 in+2 I req'd =`108 in +4 ' R1 ( reaction) = 1053 lbs R2 ( reaction) = 1053 lbs BEAM SPAN: 8'-0" . S req"d = 62 in+3 A req"d = 60 in+2 I req"d =minor in+4 R1 ( reaction) = 3767 lbs R2 ( reaction) = 2187 lbs BEAM SPAN: 6'-0" S req'd = 41 in+3 A req'd = 58.5/1.25 in+2 I req'd =minor in+4 R1 ( reaction) =3705 lbs R2 ( reaction) = 2633 lbs F ROOF BEAMS JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, 'CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 cina,s BEAM NO: LOCATION: P1 12 P1 P2=6.6(21+16)+3375(B-14)=5817 lbs WAr P1 = 3126(8-2) lbs W=6.5(16+21)=241 plf M= 241(18.5)(18.5)/8+5817(18:5)/4+3126(3.5) 3.2 e e 3.5' = 48155 lbs -ft S req'd =48155(12)/2400(0.917)=263 Date: June 12, 1999 Job No: 99-A062 By PL Sheet No: Rev'd on Aug. 2, 1999 BEAM SPAN: 18'-6" S req'd = 263 in +3(GLB) A req'd = 76 in+2(GLB) I req'd = in +4(GIB) R1 ( reaction) = 8264 lbs R2 ( reaction) = 8264 lbs DESIGN BEAM SIZE: 6-3/4 x16-1/2 GLB C=1/2" ALT, 7x14 PLB (PSLI FOR B -12A SEE SH 1, 16 BEAM NO: P EQ' EQ' R2 R1 B-13 LOCATION: w = 5(21+20)+15(3)= 250 plf P = 0 lbs M =120(21)(21)/8= 13781 lbs -ft S req'd =13781(12)/1300=128/1.25 DESIGN BEAM SIZE: 6x12 DF.#1, BEAM NO: B-14 LOCATION: P=2625+2625= 5250 lbs M=5250(9)(5)/14 = 16875 lbs -ft Sreq'd =16875(12)/ 21600=9.5 SILO-DESGN BEAM SIZE: USE - 11 -ME •. BEAM SPAN: 21'-0" S req"d =,102 in+3 A req"d = 42 in+2 I req"d . = 651 - in+4 R1 ( reaction) =2625 lbs R2 ( reaction) =2625 lbs BEAM SPAN: 14'-0" S req'd = 9.5 in+3(STEEL). A req'd = in+2(STEEL) I req'd = in+4(STEEL) Rl ( reaction) =3375 lbs R2 ( reaction) = 1875 lbs JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 rank ROOF BEAMS BEAM NO: LOCATION: _ Date: June 12, 1999 Job No: 99=A062 By - PL Sheet No: Rev'd on Aug. 2, 1999 BEAM SPAN: 22'-0" W? S req'd =114 in +3 .W=5.5(16+21)=204 plf A req'd = 36 • in+2 M= 204(22)(22)/8 I req'd = 611 in'+4 22' = 12342 lbs -ft R1 ( reaction ) ' = 2244 lbs S req'd =12342(12)/1300=114 R2 ( reaction) = 2244 lbs R2 Rl L= 15' w=204 plf DESIGN BEAM SIZE : 6x12 DF #1 _ OR 5-1/5x12 CTLB C=1/2" B15A USE 4X12 R= 1530 lbs BEAM NO: B-16 LOCATION: P w w = 0 plf P = 204(16)= 3264 lbs M =3264(6.5)(4.5)/11= 8680 lbs -ft 6.5' 4.5' S req'd =8680(12)/1000=104/1.25 R2 R1 , DESIGN BEAM SIZE: 4x14 DF #1 OR 6x10 DF #1 BEAM NO: B-17 LOCATION: W=4(16+21)=148 plf P=60(16+21) = 2220 lbs M=2220(19.5)/4 +14.8(19.5)(19.5)/8 EQ' EQ' = 17858 lbs -ft Sreq'd =17858(12)/1300=165/1.25 BEAM SPAN: I F -O" S req"d = 84 in+3 A req"d = 31 in+2 I req"d =178 in+4 R1 ( reaction) =1929 lbs R2(reaction) =1335 lbs L= 6.5' B -16A USE 4x12 DF #1 R= 965 lbs BEAM SPAN: 19'-611' S req'd = 132 in+3 A req'd, in+2 I req'd = 689 in+4 RI ( reaction) =2553 lbs R2 ( reaction) = 2553 lbs DESGN BEAM SIZE: 6%-1.4 DF �t.�AI QR 5, 1/8 ,� 12 G�,B =1/2" B -17A IISE 6x12 R=] -lbs JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, CA 92707 ' Tel: (714) 545-8470 Fax: (714) 545-8446 _ Frank and lucy Mendicina's residence r Date: June 12, 1999 Job No: 99-AO62 By PL Sheet No: 16 Rev'd on Aug. 2, 1999 a ROOF BEAMS BEAM NO: R -1R LOCATION: BEAM SPAN: 13'-0" W S,' req'd '60, in +3 W=7(16+21)= 259 plf A req'd ='7 in+2 M= 259(13)(13)/8 I req'd =•160 in +4 13' = 5472 lbs -ft R1 ( reaction) = 1684 lbs S req'd =5472(12)/1100=60 R2 ( reaction) = 1684 lbs R2 Rl 3 DESIGN BEAM SIZE : 4X12 DF #1 y BEAM NO: R-1'?A'` LOCATION BEAM SPAN: 16'-6" 2 P1 P1=3126 lbs (B-2) p1 P2= 66(21+162442 lbs S' req'd =146 • in +3(GLB) • W=6.5 (16+21)= 241 plf A req' d = 27 in+2 (GLB) M= 241(16.5)(16.5)/ 8 + 2442(16.5)/4 +312.6(3.5) L .-req'd = 160 in +,(GLB) .5 41Q 5 = 29216 lbs -ft R1 (reaction) = 6336 lbs ` S'req'd =29216.(12)/2400= 146 R2 ( reaction) = 6336 lbs R2 Rl DESIGN BEAM SIZE: 6-3/4" x12 CTL;B C=1/2" Al,T- - •7x1,1-7/8 PL.B (PSL) I lr 4 JTL DESIGN & Ei\iGI1iEERING Date: June 12. 1999 20351 Irvine Ave. Suite '�2 Job No: . 99-A062 71 Santa Ana Heights, CA 92707 By PL Tel: (714) .545-8470 Fax: (714) 55-8446 Sheet No: Frank. nad Lucy Mendicina's residence ; BEARING WALL STUD WALLS ' USE 2 x 4 STUDS AT 16' oc FOR WALL HEIGHT LESS THAN 10'-0" USE 2 X 6 STUDS (cry. 16"OC FOR WALL HEIGHT -LESS THAN 14'-0 Use 2 x 8 STUDS (a� 16'°OC FOR WALL HEIGHT LESS THAN 18'-0" USE 3 x STUDScni. 16 "OC FOR SHEAR WALL GREATER THAN 490 PLF iN SHEAR ALLOWABLE LOAD FOR 2 X 4 WOOD STUD Pa =0.3 x 1600000 x 525 = 2144 LBS PER STUD _. (10 x12/ 3.5)(10x 12/3.5) WALL LOAD , P=(7x37+150)= 409 LBS PER FT ' FOOTING B = (409 )[ 1000 = 0.5 ft in width USE 12" MLy". WIDE CONTINUOUS FOOTING AIND 12 inches BELOW ADJACENT GRADE WITH 1- 94 n. TOP A_ND BOT CONSTRUCTION NOTES ' (1). The concrete for all footings shall be 2500 psi at 28 days UNO. (2). All concrete slab shaal be 4" thick concrete with n3 rebars @,18" OC EW at mid. laver over 2" sand and 6 Mil Visqueen. 1 JTL DESIGN & ENGINEERING Date: June 12 1999 20351 Irvine Ave. Suite Job No: 99-A062 Santa Ana Heights, CA 92707 By: PL Tel: (714) 545-8470 Fax.- (714) 545-8446 Sheet No: Frank and Lucy Mendicina's residence , POSTS and FOUNDATIONS • A.posts N type max height column loads `column sizes, capacity remark 1 8'-0" 6000 lbs 4. x 4 7800 lbs 2 8'-0" 8000 lbs 4 x 6 9800 lbs B.fowidations ' type descriptions soil bearing footing capacity 1 2'-0"SQ x 12" footing with 1000.psf 4000 lbs 44 rebars @ 12"oc each way 2 2'-6"SQ x 12" footing with 1000 psf 6000 lbs 44 rebars @12"oc each way ' 3 3'-0" SQ x 12" footing with 1000 psf 9000 .lbs 94"rebars@ 12" oc eah way VIE JTL DESIGN & ENGINEERING Date: June 12,•1999 20351 Irvine Ave. Suite ?2 Job No: 99-A062 Santa Ana Heights, CA 9270 By PL Tel: (714) 545-8470 Fax: (714) 545=8446 Sheet No: 19 Frank and LucyMendicina's residence Allowable Loads On D.F. 1 Wood Columns in Kips , Area Length 4 x 4--6 x 6 8 x 8 10x 10 12x 12 12.75 in 30.25 in 56.25 in 90.25 in = 132.25 in Weak StironQ Weak St=2 Weak 1' 13.5 33.3 61.9 99.3 ' . 145.5 2' 13.5 33.3 61.9 99.3 145.5 37 13.5 I 3 3.3 61.9 99.3 145.5 a' ^ 33.3 145-5 117 61 9 15 1 ' I11 9 I' ^ I 5 5 l 7' ^7 Q ^ 8' I 7.8 31.3 ' 60.8 99.3' I 145.5 ._ 5.D 10 :5 I _ .4 .) --F--7-145.5 11' ( 4.1 26.1 58.0- 96.9 143.8 12' 3.5 23.2 56.4 95.9 143.2 13' I 3.0 .18.0 54.4 94.6 142.3 14' 2.6 15.6 51.8 93.0 141.2 15' -- 13.6 48.6 91.0 139.8 16' -- I 11.9_ 44.7 88.6 138.2 17' -- 10.6 36.5 85.6 138.2 ' -- -- 4 67 10, -1110 6.3 21.8 56.1 119.4 , 1 � 17 114.3 24, -- -- 18.3 47.1 108.5 25 I -- I -- 16.9 43.4 101.9 26' I -- -- I 15.6 40.2 86.2 I 27' I -- -- 14.5 37.2 79.9 28' I -- -- 13:5 34.6 74.4 4 JTL DESIGN & ENGINEERING Date: June 12, 1999 20351 Irvine Ave. Suite 42 Job No: 99-A062 Santa Ana Heights, CA 92707 By PL Tel.- (714) 545-8470 Fax: (714) 545-8446 Sheet No: 20 Frank and Lucy Mendicina's residency Allowable Loads On D.F. 11 Wood Columns In Kips Area \ Len--th Weak 4 x 6 I 19.25 in 1 I Strong Weak. 4 x 8 16x8 26.25 in I 1 Strong 1 41.25 in Weak . I I Strong 1' 21.2 1 21.2 28.9 1 28.9 1 45.4 1 53.6 2' 21.2 1 21.2 j 28.9 28.9 1 45.4 1 53.6 3' I 21.2 1 21.2 28.9 1 28.9 ; 45.4 ; - 53.6 4' j 20.7 1 21.2 1 28.2 1 28.9 ( 45.4 1 53.6 5' 20.0 21.2 27.3 28.9 1 45.4 ; 53.6 6' ( 18.7 20.8 1 25.5 ( 28.9 1 44.5 53.6 7' 1 16.6 20.4 22.7 28.6 1. 43.8 I 53.1 8' 1 12.3 1 19.9 16.7 1 28.4 1 42.7 52.7 9' 1 9.7 19.1 13.2 1 28.1 41.0 I 52.1 10' 1 7.9 18.1 10.7 27.7 j 38.7 j 51.4 11' 1 6.5 16.6 8.9 j 27.1 j 35.6 j' 50.3 12' 1 5.5 1 14.7 7.4 j 26.3 I 31.6 1 48.9 I 13' 1 4.7 1 11.5 1 6.3 25.3 j 24.6 j 47.1 14' 4.0 1 9.9 1 5.5 24.2 1 21.2 j 44.9 15' 1 - 1 8.6 1 - 1 22.7 1 18.5 1 42.1 16' j - I 7.5 I -- I 20.9 1 16.2 I 38.7 17' 1 -- 1 6.7 I - 1 17.0 1 14.4 j 31.6 18' 1 - 1 6.0 15.2 1 12.3. 1 28.2 1 19' 1 - I 5.4 1 - 1 13.6 1 11.5 1 25.3 20' 1 - I 4.9 l - I 12.3 1, 10.4 1 22.9 21' 1 - I 4.4 I - I 11.2 I 9.4 I 20.7 I 22' I - I 4.0 1 -- I 10.2 I 8.6 1 18.9 23' I - ( -- 1 - I 9.3 1 - I 17.3 24' - 1 - -- 1 8.5 !. - 1 15.9 25 • I - i -- -- I 7.9 I - 11.4.6 26' 7.3 1 - 1 13.5 27' 1 - I - - 1 6.8 I - I 12.5 '8' I - 1 - j - 6.3 j - 11.7 JJ'L DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights; CA 92707 Tel: (714) 545-8470 Fax: (714) 545-8446 i Date: ' June 12, 1999 Job No:.99-AO62 By PL Sheet No: - Rev'd on Aujz. 2. 1999 . Frank and Lucy Mendicina's,residence B. LATERAL LOAD ANALYSIS Wind pressure P= (Ce) ( Cq) ( Qs) (I) = 1.06 x 1.3 x 12.6 x 1 = 17.5 psf say 20 psf Seismic load factor =. (2.5)(Ca)I/R =(2.5)(0.44)(1)(1)/5.5= 0.2 Ca=0.44(Na) Na=1 (seismic source type B) 5 Km away (1). HORIZONTAL FORCE AND SHEAR SW # 1 V(seismic) _ (722)(21+8+2)(0.2)=4476 lbs V(wind ) _ (80)(20)=1600 lbs Shear = (4476)/(19.5+8.5)=160 plf USE SHEAR WALL SCHEDULE NO: 9 No uplift SW # IA V(seismic) =(I 596)(21+8+2)(0.2)--9895 lbs V(wind) _ (19)(8)(20)=3040 lbs Shear = (9895) /(16.5+14.5)=319 plf USE SHEAR WALL SCHEDULE NO: 10 No uplift t SW#2 V(seismic) _ (1970)(21+8+2)(0.2)=12113 'lbs V(wind) =(30)(8)(20)=4800 lbs Shear = (12113) /(12.5+15.5+4.5)=373 plf USE SHEAR WALL SCHEDULE 'NO: 10 Uplift= 373(10)- (0.8)(15)(4.5)(10)= 2740 _ USE 4x4 WITH SRv1PSON HD2A AT END OF PANEL LESS THAN 8'-0". SW#3 V(seismic) _ (2410)(21+7+2)(0.2)=14942 lbs V(wind ) = (30)(8)(20)=4800 lbs Shear = (14.942) /(10+5.5+8.5+15)= 398 plf USE SHEAR WALL SCHEDULE NO: 11 Uplift= 383(10)- (0.8)(15)(5.5)(10)= 3170 USE 4x4 WITH SRVIPSON HD5A AT END OF PANEL LESS THAN 8'-0" SW#4 - V(seismic) _ (1320)(21+8+2)(0.2)=8184 lbs V(wind) = (1-1)(8)(20)=1.760 lbs Shear = (8184) /(6.5+6.5+7+13)= 244 plf USE SHEAR WALL SCHEDULE NO: 9 Uplift= 92(10)- (0.8)(15)(4)(10)= 500 lbs USE 4x4 WITH SUVIPSON HD2A AT END OF PANEL LESS THAN 8'-0" t JTL DESIGN & ENGINEERING 20351 Irvine Ave. Suite 42 Santa Ana Heights, CA 92707 Tel: (714) 545-8470 Fax: (714).545-8446. Frank and Lucy Mendicina's residence HORIZOTAL FORCE AND SHEAR WALLS SW # 5A V(seismic) _ (364)(21+8,+2)(0.2)=2257 lbs V(wind ) = (14)(8)(20)=2240lbs Shear = (2257)/(4.5+4.5)=322 plf Uplift= 322(10)- (0.8)(15)(3.5)(10)= 2860 lbs SW # 5B V(seismic) = (475)(21+8+2)(0.2)=2945 lbs V(wind ) = (19)(8)(20)=3040 lbs Shear = (3040) /(6+6)=253 plf Uplift= 253(10)- (0.8)(15)(6)(10)= 1810 lbs SW # 6A V(seismic) = (650)(21+8+2)(0.2)= 4030 lbs V(wind) = (25)(8)(20)=4000 lbs Shear = (4030) /(10)=403 plf Uplift= 403(10)- (0.8)(15)(10)(10)= 2830 lbs SW#6B V(seismic) = (850)(21+8+2)(0.2)=5270,lbs V(wind) = (27)(8)(20)=4320 lbs Shear = (5270) /(19)= 278 plf SW#7 V(seismic) = (1950)(21+8+2)(0.2)=12090 lbs V(wind) _ (25)(8)(20)=4000 lbs Shear = (12090) /(14+12.5+7+9.5)=281 plf Uplift= 448(10)- (0.8)(15)(5.5)(10)= 3820 lbs Date: June 12 1999 Job No: 99-AO62 -By PL Sheet No: - A- Rev'd on Aug. 2, 1999 USE SHEAR WALL SCHEDULE NO: 10 USE 4x4 WITH SIlVIPSON HD2A AT END OF PANEL LESS THAN 8'-0" USE SHEAR WALL SCHEDULE NO: 10 USE 4x4 WITH SEMPSON HD2A AT END OF PANEL LESS THAN 8'-0" USE SHEAR WALL SCHEDULE NO: 11 USE 4x4 WITH SEMPSON HD5A AT END OF PANEL LESS THAN 11'-0" USE SHEAR WALL SCHEDULE NO: 10 USE SHEAR WALL SCHEDULE NO: 10 USE 4x4 WITH SEMPSON HD5A AT END OF PANEL LESS THAN 8'-0" JTL DESIGN & ENGINEERING Date: June 12, 1999 20351 Irvine Ave. Suite 42 Job No: 99-A062 Santa Ana Heights, CA 92707 By PL V77 -7 Tel: (714) 545-8470 Fax: (714) 545-8446 Sheet No: - nRev'd on Aug. 2, 1999 Frank and Lucy Mendicina's residence HORIZOTAL FORCE AND SHEAR WALLS (continued) SW#8 V(seismic) _ (2200)(21+8+2)(0.2)=13640 lbs V(wind ) _ (22)(10)(20)=4400 lbs Shear = (13640)/(12+14+9+10+8.5) = 255 plf Uplift = 255(10) — (0.8)(15)(8.5)(10) = 1530 lbs SW#9&#9A V(seismic) _ (2300)(21+8+2)(0.2)=14260 lbs V(wind ) _ (23)(10)(20)= 4600 lbs Shear = (14260) /(9.5+7.5+5+12+8.5)= 336 plf Uplift= 336(10)- (0.8)(15)(5)(10)= 2760 lbs SW # l0A a V(seismic) _ (100)(21+8+2)(0.2)= 620 lbs V(wind) _ (10)(10)(20)=2000 lbs Shear = (2000) /(3+3)=334. plf Uplift= 334(10)- (0.8)(15)(3)(10)= 2980 lbs SW # 10B USE SHEAR WALL SCHEDULE NO: 10 USE 4x4 WITH SIMPSON HD2A AT ENDS OF PANELS L=10' OR LESS USE SHEAR WALL SCHEDULE NO: 10 USE 4x4 WITH SEMIPSON HD2A AT END OF PANEL LESS THAN 9'-0" USE SHEAR WALL SCHEDULE NO: 11 USE 4x4 WITH SIN[PSON HDSA AT END OF PANEL LESS THAN 11'-0" V(seismic)=(272)(21+.8+2)(0.2)=1686 lbs. V(wind) _ (16)(10)(20)=3200 lbs SUGGEST TO USE STEEL FRAME COLUMN ACTING AS LATERAL RESISTING ELEMENT SEE SHEET L4 FOR DETAIL DESIGN SW # IOC V(seismic) _ (100)(21+8+2)(0.2)=620 lbs V(wind ) _ (7)(10)(20)=1400 - lbs SUGGEST TO USE STEEL FRAME COLUMN ACTING AS LATERAL RESISTING ELEMENT SEE SHEET L4 FOR DETAIL DESIGN f .ATL DESIGN & ENG ItiEERINGJ' ' - Date: June 12. 1999 20:51 Irvine •Ave. Suite 4' : Job No: 99-AO62 Santa Ana Heights. CA 92707 By PL Tel: (7f4) 545=8470 Fax: (714) 545-8.146 Sneer No: is Frank and Lucy Mendicina's residence r Steel colomn acting as lateral resistina-element At SW -10B ,10C ,y C0LU"NLti DESIGN R=3 ,r Fh I Horzbntal load = 1686(5.5/3) = 3091 lbs I req'd = 3.1 (10) (12) ' 10' 3(29000)(10)(12)/240 6" = 123 in-4 ' ,. S req' d = 3.1(10)(12)/21.6 = 17.2 in-3 USE STEEL COLUTv i W 12X26 WITH 16"x 18" GRADE BE.kNI 'With 2 T7 rebars T & B and 13 ties @.9"OC GRADE DESIGN M u = 3.1 (12.5)(1.4) = 55 kips-ft less than I # OK b=16" d=18-3.5=14.5" f c = 3000 psi fy = 60000 psi T= (2)(0.59)(60) = 70.8 kips a =70.4/(0.85)(3)(16)=1.7' L.-nity check , _din = (0.9)(70.4)(14.5 — 0.85)/12.=72 kips —fft OK P=minor ` r BASE PLATE & ANCHOR BOLTS KL/r(C c)= 2(10)(12)/1.51(126.1) = 1.26 Use column base plate 3/4" thick 16''x 1'-6" ' b • with 4. - 7/8 " diameter anchor bolts & 12 " embedment fa/Fa minor FOOTP GS fbiFb= 3.1(10)(12)/21.6(33.4) = 0.52 C61umn load = 3.1 (12.5) =4.1 kips 10 Unity check = 0=0.52=0.52 Use W12X?6 steel column with 4'x4' footing 1 5 (a.12"OC EW, T &B •LTi DES GG & EtiGINE ERING Date: Mav 16, 1999 20351.Irvine Ave. Suite'42 Job No: 99-A050 Santa Ana Heights, CA 92707 By P L Tel: (714) _546-8470 Fax: (714) -545-8446 She-` No: —_77�5 Jennings family's residence (Addition) 4•. ROOF DI_APHILAGivI Shear =19(8)(20)=3040 lbs 3 Diaphrasm shear =3040/2_=139plf - USE ','" PLYWOOD CDX 8dn. 6"OC AT BOUNDARY & EDGE NAILS 8d .ea. 12" OC AT FIELD NAIL S � • PLYWOOD P INEL IDEN-TTFICATION Plywood C/D interior C -C Structural C -D Thickness ( inches) with Exterior alue with exterior with exterior glue 5/16 20/0 20/0 20/0 - 24/0. 24/0 24/0 32/16 32/16 32/16 3/8 42/220 42/20 42/20 48/24 48/24 48/24 (4) SHEAR WALLS '(S.W.) t Notes (a). Legend SW = Shear walls for shear wall detail see calc shut PL -1 & PL -2 FID = Shear wall hold dowm ( Strong Simpson Tie, NC.) L = Shear wall lensth (b) All shear wall shall be full height unless noted otherwise. Structural C -C with exterior 20/0 24/0 32/16 42/20 48/24 TTL DESIGN & ENGINEERING Date: June 12-1699 20511 Irvine Ave. Suite 42 Job No:' 99-A062 ' Santa Ana Heights, CA 92707 By PL Tel: (711) 545-8.170 Fax: `(714)' 545-8446 , Sheet No: Frank and Lucy Mendicina's residence ' SHEAR WALL SCHEDULE AND -ki CHORS ' ' TY-P'OF SPEAR WALL DET_k1L ALLOWABLE SILL ANCHORS SILL NALS Al-D NAII S' SHEAR in p1f ANCHOR BOLTS (,for 16 d ) ,9 3/8 structural II" plywood with 8d 260 plf 5/8" dia.x X 16d@. 6"OC nails @ 6"oc for boundary nails and edge nails & 8d @ 12"oc for field 10 3/8" structural E plywood with 8d 380 plf 5/8" dia.x12 @24"OC 16d @'4"0C nails @. 4"oc for boundary nails and ; edge nails•& 8d @12"oc for field ` ' 11 3/8". structural H plywood with 8d 490 plf 5/8"dia.xl2 @.16'OC .164@. 3"OG nails @ 6" oc- for boundary nails and t , edge nails & 8d @.1''"oc for field 12 3/8" struc-,ural plywood H with 8d 630 plf 3/4' dia.x12 @24"OC 16d@ 2-1/2110C " nails @.'"oc for boundary nails and edge nails & -8d @. 12"oc for field ' 13 15132 " structural H plywood with 8d 77Vplf 3/a" dia.xl2 @24"OC 16d@ 2"OC nails @ 2"oc'for boundary nails and ; edge nails & 8d @ 12"oc for field .; 14 .19/32" structural I plywood with 8d 870 plf 3/4" dia. @16"OC 16d@2"0C nails @ 2"oc for boundary nail and , edae nails'& 8d -@)..122"oc for field ' . VOTES (1). All studs shall be spaned at 16" on centers. All studs and top plate & sill at wall No's 12,13 & 14 shall �be 3x or wider. (3). All nails for plywood shall be common nails UNNO. (-'.). All nails shall be staggered where nails spaced 2 inches'on centers. '