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elsegundoporTBINDER008

  1. 1. A&E West July 14, 1997 Structural design on ZINDA Residence Snow Water Place, Canyon Lake CA CL 0797-2496 PROJECT: Rafiee Addition Residence LOCATION: 1435 Maple Ave. El Segundo CA. OWNER: CLIENT: GONZER Construction 1246 CLIENT: Mr. Carlos Gonzalez GONZER Construction 1254 SHIPPED: REVISIONS: 15 1521 DESIGNED BY: CHECKED BY: DATE: March 2015 0115str748_1 LAMDA ENGINEERING AND DEVELOPMENT 33175 Temecula Parkway, Suite “A-505”, Temecula CA 92592 (951) 676-7688, (951) 695-5684 fax Lamdadev1 @ gmail.com LAMDADEV.COM JUNE 2016 REVISED SHEET L-9R1 Added sheets: 12-1 to 12-2 beams May 2016 : Cant Beam 33 added (in lieu of cant bm4) 12-3b bm04 revised and added loads from 2b, bm2a verified and bm 2b added All previous designed beams verified to be adequate ( no change). wind load calcs. revised and Shear walls updated L7, L8 and L9R3 added lower walls (one story being higher) Full height stud calcs revised due to lat change June 2016: Added nail/screw calc. for handrails
  2. 2. Structural Calculations For Rafiee Addition 1435 Maple Ave., El Segundo Ca Job No.: 0115 str 748 March, 2015 LAMDA ENGINEERING AND DEVELOPMENT has been retained by GONZER Construction to prepare a Limited Structural Calculation Report to size Beams, headers etc being installed at the above referenced address for the new two story addition to the exist. Single Family Residence, this addition is approximately 500 sf The contractor in the field, shall be responsible for ALL CONSTRUCTION METHODS AND PROCEDURES; if existing conditions are found to be different to the conditions assumed for this report, the contractor shall notify the undersigned immediately to perform further calculations and analyses which may be needed. Thank you for the opportunity to be of service, if you have any questions or comments regarding this matter please do not hesitate to contact this office at your earliest convenience. Sincerely, Hector A. Lara, RCE # C-049312 Expires 9/30/2016 JUNE 2016
  3. 3. 2 DATE: 6-10-15 JN: 0115 STR 748 Design Criteria INTERNATIONAL BUILDING CODE, 2013 EDITION & CBC 2013 TIMBER -DOUGLAS FIR-LARCH CONCRETE- PORTLAND CEMENT 4x __ OR 2x__ E=1.6x10 6 psi SHALL CONFORM TO ASTM C-150 4x __ No. 1 Fb=1100 psi, Fv=95 psi TYPE I OR II 2x___No.2 Fb=875 psi, Fv=95 psi F'c=2,500 psi (28 DAYS) 6x___OR GREATER, E=1.6x106 psi No. 1 Fb=1350 psi, Fv=85 psi STEEL USE Cf SIZE FACTORS STRUCTURAL STEEL SHALL CONFORM TO GLULAM- DOUGLAS FIR-LARCH ASTM A-36 PIPE COLUMNS SHALL CONFORM TO E=1.8x10 6 psi ASTM A-35, GRADE B Fb=2400 psi Fv=165 psi UNLESS NOTED OTHERWISE UNFINISHED BOLTS AND NUTS SHALL CONFORM TO MASONRY- CONCRETE MASONRY UNIT ASTM A-307 Fb=24 ksi BRICKS ASTM STD. C-90 Fv=14.5 ksi F'm=1500 psi E=29x106 psi REBAR ASTM STD. A-615 GRADE 40 F's=20,000 psi I.C.B.O. #'s WOOD MICROLLAM (ML) ER-4979; LARR-25202 PARALLAM (PL) ER-4979; LARR-25202 L3 STRUCTURAL PLYW'D ER-5681; LARR-24218 TJI PFC-4354; LARR-25340 12 ANCHORS ITW RAMSET/RED HEAD ER-1372 ADJUSTED D.L= TRUBOLT WEDGE ANCHOR HILTI NY-150 ER-5193 ADHESIVE ANCHOR LOADING CONDITIONS MATERIAL TILE SHAKE/ BUILT-UP W/O CONC. W/ CONC. BALCONY GARAGE COMP. L3 4 4 4 N/A N/A N/A N/A D.L. 10 4 6 4 14 14 43 SHEATHING 1.5 1.5 1.5 2 2 2 2 JOISTS 2 2 2 2.5 2.5 2.5 2.5 CEILING 3.5 4.5 4.5 3.5 3.5 3.5 3.5 TOT. D. L. 17 12 14 12 22 22 51 TOT. ADJUSTED D.L 18 13 14 - - - - LIVE LOAD 20 20 20 40 40 60 40 DESIGN LOAD 38 33 34 52 62 82 91 USED X X FLOORROOF < = = = = = = .DL L2 L1 L1= L2 < = = = = = = = 1
  4. 4. CAPACITY OF 1/2" LAG SCREWS SHEAR PULL WET CONDITION 230 # 437# DRY CONDITION 170 # 306# CHECKING USING DRY CONDITION MOST CONSERVATIVE 170# PER SCREW (2) SCREWS @ 16" OC= 170 X 2 X 12/16 = 255 #/LF (2) SCREWS @ 12" OC= 170 X 2 X 12/12= 340 #/LF (2) SCREWS @ 8" OC= 170 X 2 X 12/8= 510 #/LF DESIGN CONDITION LOAD 38#/SF TIBUTARY AREA 8 X 1 LOAD PER CONNECTION 38 X 8X 1 /2= 150 #/LF <<<<<< 255#/LF THEREFORE OK TO USE (2) 1/2" SCREWS @ 16" OC
  5. 5. SHEET: 2 06/25/15 DATE: 0115 str 748 JN: EX kITCHEN beam A F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 0 Roof .38 26 2 Floor 0 Deck 0 DL 21 Wall .52 0 2 P .1 TML =P 0 w Roof Wall Floor Deck DL L 23 ' a 0 b L a =w 515 # / ft =b 23 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 1.15 in =R 1 5922.5 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 11845 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 1762.314 =R 2 5922.5 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 5922.5 # M Mp Mw I 2 .I 1 E 1 E 2 =M 34054.375#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 1762.314 =A 1 93.5 in 2 =S 1 371.5 in 3 =A 2 33.5 in 2 =I 2 1566.501 =S 2 170.3 in 3 EXISITING BEAM 3-1/2"X24" PLS OK S=336.0 A=84 I=4032
  6. 6. SHEET: 3 08/10/15 DATE: 0115 str 748 JN: FLOOR beam 1 F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.80 10 6 d .94 f 1.25 TML 3900 Roof .38 15 2 Floor .52 16 2 Deck 0 DL 25 Wall .14 10 1 P .1 TML =P 3900 w Roof Wall Floor Deck DL L 15 ' a 2.83 b L a =w 866 # / ft =b 12.17 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.75 in =R 1 9659.2 # I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 16890 =I P1 0.114 I w1 ..22.5 w L 4 .E 1 d =I w1 822.023 R 2 R T R 1 =R 2 7230.8 # Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 9659.2 # M Mp Mw I 2 .I 1 E 1 E 2 =M 33310.936#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 122 in 2 =I 1 822.137 =S 1 290.7 in 3 =A 2 43.7 in 2 =I 2 730.789 =S 2 133.2 in 3 USE 5-1/2"x 13-1/2" PLS S=167 A=74.25, I=1128
  7. 7. SHEET: 4 r3 04/25/16 DATE: 0115 str 748 JN: floor beam bm 02 F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1.25 TML 5600 Roof .38 36 2 Floor .52 11 2 Deck 0 DL 15 Wall .14 0 2 P .1 TML =P 5600 w Roof Wall Floor Deck DL L 11.0' a 3.0 b L a =w 985 # / ft =b 8 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.55 in =R 1 9490.227# R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 16435 R 2 R T R 1 =I P1 0.128 I w1 ..22.5 w L 4 .E 1 d =I w1 368.729 =R 2 6944.773# Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 9490.227# M Mp Mw I 2 .I 1 E 1 E 2 =M 27116.307#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 368.856 =A 1 119.9 in 2 =S 1 236.7 in 3 =A 2 47.3 in 2 =I 2 368.856 =S 2 118.3 in 3 USE 5-1/2"x 18"psl S=114, A=49 I=800
  8. 8. SHEET: 5 06/25/15 DATE: 0115 str 748 JN: Carries BM 02 03 F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.00 TML 14700 Roof .38 0 2 Floor .52 26 2 Deck 0 DL 5 Wall .14 0 2 P .1 TML =P 14700 w Roof Wall Floor Deck DL . L 3.5' a 1.25 b L a =w 681 # / ft =b 2.25 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.175 in =R 1 10641.75# I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 17083.5 =I P1 0.042 I w1 ..22.5 w L 4 .E 1 d =I w1 8.212 R 2 R T R 1 =R 2 6441.75# Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 10641.75# M Mp Mw I 2 .I 1 E 1 E 2 =M 12855.281#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 168 in 2 =I 1 8.254 =S 1 140.2 in 3 =A 2 60.2 in 2 =I 2 7.337 =S 2 64.3 in 3 USE 3-1/2"x 16-1/2" PSL OR LARGER S=158.80 , A=57.75 , I=1310
  9. 9. SHEET: 6 06/25/15 DATE: 0115 str 748 JN: UNDER FLOOR BM 05 F b1 1150 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.00 TML 00 Roof .38 0 2 Floor .52 18 2 Deck 0 DL 26 Wall .14 11 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 11 ' a 0 b L a =w 648 # / ft =b 11 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.55 in =R 1 3564 # I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 7128 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 242.575 R 2 R T R 1 =R 2 3564 # Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 3564 # M Mp Mw I 2 .I 1 E 1 E 2 =M 9801 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 56.3 in 2 =I 1 242.575 =S 1 102.3 in 3 =A 2 20.2 in 2 =I 2 215.622 =S 2 49 in 3 USE 3-1/2"x 12" PSL S=84, A=42 I=504
  10. 10. SHEET: 7 06/25/15 DATE: 0115 str 748 JN: ROOF BEAM RB01 F b1 1150 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.25 TML 00 Roof .38 34 2 Floor .52 0 2 Deck 0 DL 26 Wall .14 11 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 8 ' a 0 b L a =w 826 # / ft =b 8 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.4 in =R 1 3304 # I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 6608 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 118.944 R 2 R T R 1 =R 2 3304 # Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 3304 # M Mp Mw I 2 .I 1 E 1 E 2 =M 6608 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 41.7 in 2 =I 1 118.944 =S 1 55.2 in 3 =A 2 15 in 2 =I 2 105.728 =S 2 26.4 in 3 USE 3-1/2"x 12" PSL S=84, A=42 I=504
  11. 11. SHEET: 8 02/03/15 DATE: 0115 str 748 JN: ROOF RAFTERS OVER KITCHEN RR F b1 875 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.25 TML 00 Roof .38 0 2 Floor .52 2.66 2 Deck 0 DL 26 Wall .14 0 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 15 ' a 0 b L a =w 95 # / ft =b 15 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.75 in =R 1 713.7 # I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 1427.4 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 90.328 R 2 R T R 1 =R 2 713.7 # Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 713.7 # M Mp Mw I 2 .I 1 E 1 E 2 =M 2676.375#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 9 in 2 =I 1 90.328 =S 1 29.4 in 3 =A 2 3.2 in 2 =I 2 80.291 =S 2 10.7 in 3 USE 2X12 @ 16"OC S=31.64, A=16.88 I=177.98
  12. 12. 9 SHEET: DATE: 06-25-15 0115c748 JN: floor joists 20' span canteliber F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .77 f 1 L 20 ' Roof .38 0 2 Wall .14 ( )0 P .0 ( )1.33 Floor .52 2.66 2 DL 10 w 1 Wall Roof Floor DL P w1w2 =w 1 79 #/' w 2 Wall Roof Floor DL =w 2 79 #/' a 5 =b 15 =M CENT 2226 #-' =R L 594 # =M CANT 990 #-' S 1 .12 M CENT .f F b1 S 2 .12 M CENT .f F b2 =S 1 24.3 in 3 =R R 1583 # =S 2 11.1 in 3 =V MAX 989 # V V MAX .w 2 d A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 =A 1 14.7 in 2 UPLIFT @ LEFT SUPPORT =A 2 5.3 in 2 =U 228 # NO UPLIFT =I 1 75.1 in 4 =I 2 66.8 in 4 USE TJI 230x11-7/8" @ 16" O.C. Max M= 4215, Max V=1655
  13. 13. SHEET: 10 06/25/15 DATE: 0115 str 748 JN: Verify Floor Joists F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1. TML 000 Roof .38 0 2 Floor .52 2.66 2 Deck 0 DL 5 Wall .14 0 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 20 ' a 3.75 b L a =w 74 # / ft =b 16.25 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 1 in =R 1 741.6 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 1483.2 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 166.86 =R 2 741.6 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 741.6 # M Mp Mw I 2 .I 1 E 1 E 2 =M 3708 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 166.86 =A 1 11.7 in 2 =S 1 40.5 in 3 =A 2 4.6 in 2 =I 2 166.86 =S 2 20.2 in 3 USE TJI 230x11-7/8" @ 16" O.C. Max M= 4215, Max V=1655
  14. 14. SHEET: 11 06/25/15 DATE: 0115 str 748 JN: Floor joists max span 16.5' FJ02 F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1. TML 500 Roof .38 3 2 Floor .52 2.66 2 Deck 0 DL 15 Wall .14 ( )0 P .1 TML =P 500 w Roof Wall Floor Deck DL L 7.50' a 1.33 b L a =w 141 # / ft =b 6.17 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.375 in =R 1 940.683# I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 1558.7 =I P1 0.003 I w1 ..22.5 w L 4 .E 1 d =I w1 16.749 R 2 R T R 1 =R 2 618.017# Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 940.683 # M Mp Mw I 2 .I 1 E 1 E 2 =M 1539.605#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 14.9 in 2 =I 1 16.752 =S 1 16.8 in 3 =A 2 5.9 in 2 =I 2 16.752 =S 2 8.4 in 3 USE TJI 230x11-7/8" @ 16" O.C. Max M= 4215, Max V=1655
  15. 15. SHEET: 12-0 r3 04/25/16 DATE: 0115 str 748 JN: floor beam bm02a F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1.25 TML 0 Roof .38 25 2 Floor .52 18 2 Deck 0 DL 15 Wall .14 9 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 6.0' a 0 b L a =w 1084# / ft =b 6 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.3 in =R 1 3252 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 6504 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 65.853 =R 2 3252 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 3252 # M Mp Mw I 2 .I 1 E 1 E 2 =M 4878 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 65.853 =A 1 41.1 in 2 =S 1 42.6 in 3 =A 2 16.2 in 2 =I 2 65.853 =S 2 21.3 in 3 USE 3-1/2"x 14"psl or larger S=114, A=49 I=800
  16. 16. SHEET: 12-1r3 05/25/16 DATE: 0115 str 748 JN: floor beam supports trusses bm02b F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1.25 TML 0 Roof .38 23 2 Floor .52 0 2 Deck 0 DL 15 Wall .14 0 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 10.3' a 0 b L a =w 452 # / ft =b 10.3 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.515 in =R 1 2327.8 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 4655.6 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 138.913 =R 2 2327.8 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 2327.8 # M Mp Mw I 2 .I 1 E 1 E 2 =M 5994.085#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 138.913 =A 1 29.4 in 2 =S 1 52.3 in 3 =A 2 11.6 in 2 =I 2 138.913 =S 2 26.2 in 3 USE 4"x 12" or larger S=73.82, A=39.375, I=415.283
  17. 17. SHEET: 12-2 r3 05/25/16 DATE: 0115 str 748 JN: c floor Beam loads beams 2a and 2b bm 04 rev F b1 1100 F b2 2200 F v1 95 F v2 241 E 1 .1.6 10 6 E 2 .1.6 10 6 d .94 f 1. TML 5600 Roof .38 2.66 2 Floor .52 2.66 2 Deck 0 DL 15 Wall .14 ( )9 P .1 TML =P 5600 w Roof Wall Floor Deck DL L 19 ' a 18.0 b L a =w 261 # / ft =b 1 a P R2 R1 d .L ( )12 240R 1 .w L 2 ..P b 1 L =d 0.95 in =R 1 2771.387# I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L dR T ( ).w L P =R T 10553.3 =I P1 0.085 I w1 ..22.5 w L 4 .E 1 d =I w1 502.915 R 2 R T R 1 =R 2 7781.913# Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 Mp .( )..P a b 1 L =V 2771.387# M Mp Mw I 2 .I 1 E 1 E 2 =M 17069.351#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 2 .12 M .f F b2S 1 .12 M .f F b1 =A 1 43.8 in 2 =I 1 503 =S 1 186.2 in 3 =A 2 17.2 in 2 =I 2 503 =S 2 93.1 in 3 USE 3-1/2"x 14"psl USE 3-1/2"x16"psl S=114, A=49 I=800 S=149, A=56, I=1195
  18. 18. SHEET: 12-1 08/25/15 DATE: 0115 str 748 JN: beam 21 F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 00 Roof .38 35 2 Floor .52 2 2 Deck 0 DL 21 Wall .14 12 1 P .1 TML =P 0 w Roof Wall Floor Deck DL L 7 ' a 0 b L a =w 906 # / ft =b 7 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.35 in =R 1 3171 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 6342 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 87.401 =R 2 3171 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 3171 # M Mp Mw I 2 .I 1 E 1 E 2 =M 5549.25 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 87.401 =A 1 50.1 in 2 =S 1 60.5 in 3 =A 2 17.9 in 2 =I 2 77.689 =S 2 27.7 in 3 USE 3-1/2"X12"PLS S=84 A=42 I=504
  19. 19. SHEET: 12-2 08/25/15 DATE: 0115 str 748 JN: beam 22 F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 15000 Roof .38 3 2 Floor .52 8 2 Deck 0 DL 21 Wall .14 12 1 P .1 TML =P 15000 w Roof Wall Floor Deck DL L 8 ' a 1.5 b L a =w 454 # / ft =b 6.5 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.4 in =R 1 14003.5# R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 18632 R 2 R T R 1 =I P1 0.124 I w1 ..22.5 w L 4 .E 1 d =I w1 65.376 =R 2 4628.5 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 14003.5 # M Mp Mw I 2 .I 1 E 1 E 2 =M 21913.25#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =I 1 65.5 =A 1 221.1 in 2 =S 1 239.1 in 3 =A 2 79.3 in 2 =I 2 58.222 =S 2 109.6 in 3 USE 5-1/2"X15" PLS S=206.3 A=82.50 I=1547
  20. 20. 12 3 SHEET: 04-05-2016 DATE: 0115c748 JN: revised cant beam substitutes cant bm 04 33 F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .77 f 1 L 9.58' Roof .38 25.33 2 Wall .14 ( )10 P .0 ( )1.33 Floor .52 5 2 DL 10 w 1 Wall Roof Floor DL P w1w2 =w 1 761 #/' w 2 Wall Roof Floor DL =w 2 761 #/' a 4.33 =b 5.25 =M CENT 2623 #-' =R L 1998 # =M CANT 7136 #-' S 1 .12 M CENT .f F b1 S 2 .12 M CENT .f F b2 =S 1 28.6 in 3 =R R 9135 # =S 2 13.1 in 3 =V MAX 7136 # V V MAX .w 2 d A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 =A 1 103.4 in 2 UPLIFT @ LEFT SUPPORT =A 2 37.1 in 2 =U 1256 # UPLIFT =I 1 31 in 4 =I 2 27.5 in 4 USE 3-1/2" x14 " or Larger S=114, A=49, I=800
  21. 21. SHEET: 13-1 r03 05/15/16 DATE: 0115 str 748 JN: Column analysis Full Height studs @ ends VERTICAL (gravity loads) l/d= 21x12/5.5 = 45.81 for E= 1.6x10^6 and Fc= 1350 the unit axial stress from awl data (p218) for simple solid columns=226 Maximum axial load for 6x6 stud 21' = 226x5.5x5.5= 6897# Actual axial load on member= roof= 16x38x4= 2432# wall= 2.8x14x4= 157# Total= 2589# say 2600#<< 6897# >>>>ok use 6x6 full height posts at ends Column analysis Full Height studs @ 6" OC VERTICAL (gravity loads) l/d= 21x12/5.5 = 45.81 for E= 1.6x10^6 and Fc= 1350 the unit axial stress from awl data (p218) for simple solid columns=226 Maximum axial load for 6x2 stud 21' = 226x5.5x1.5= 1864.50 Actual axial load on member= roof= 16x38x16/122= 811# wall= 21x14x16/122= 392# Total= 1203# < 1864.50# >>>>ok use 6x4 full height posts @ 16"OC per lat. calcs. with blocking at mid heiht
  22. 22. SHEET: 13-2 r03 05/15/16 DATE: 0115 str 748 JN: Full Height studs @ ends LATERAL wall 8 direction Wall 8 lat force 747#lf x 4f= 2988# / 5 (unrestrained opening) = 597.60 say 598#lf F b1 1350 F b2 2400 F v1 85 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 0 Roof .38 0 2 Floor .52 0 2 Deck 0 DL 5 Wl .498 1 1 P .1 TML =P 0 w Roof Wl Floor Deck DL L 5 ' Max unrestrianed portion a 0 b L a =w 503 # / ft =b 5 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.25 in =R 1 1257.5 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 2515 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 17.684 =R 2 1257.5 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 1257.5 # M Mp Mw I 2 .I 1 E 1 E 2 =M 1571.875#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =A 1 22.2 in 2 =S 1 14 in 3 =I 1 17.684 =A 2 7.1 in 2 =I 2 15.719 =S 2 7.9 in 3 USE 6"X6" full height studs at ends provide lateral blocking at 5' max S=27.729 A=30.25 I=76.255
  23. 23. SHEET: 13-3r03 05/15/16 DATE: 0115 str 748 JN: Full Height studs @ ends LATERAL front direction Wind load 506#lf x1f=506#/21= 24.09 say 24#lf F b1 1350 F b2 2400 F v1 85 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 0 Roof .38 0 2 Floor .52 0 2 Deck 0 DL 5 Wl .24 1 1 P .1 TML =P 0 w Roof Wl Floor Deck DL L 21 ' a 0 b L a =w 29 # / ft =b 21 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 1.05 in =R 1 304.5 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 609 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 75.535 =R 2 304.5 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 304.5 # M Mp Mw I 2 .I 1 E 1 E 2 =M 1598.625#-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =A 1 5.4 in 2 =I 1 75.535 =S 1 14.2 in 3 =I 2 67.142 =A 2 1.7 in 2 =S 2 8 in 3 USE full height 6x6 post at ENDS S=27.729 A=30.25 I=76.255
  24. 24. SHEET: 13-4 r03 DATE: 05/15/16 0115 str 748 JN: Full Height studs @ 16" OC check LATERALdirection Wind load 506#lf x16/12 f=674.70#/21= 32.13 say 33#lf provide blocking @ mid height F b1 1100 F b2 2400 F v1 95 F v2 265 E 1 .1.6 10 6 E 2 .1.8 10 6 d .94 f 1.0 TML 0 Roof .38 0 2 Floor .52 0 2 Deck 0 DL 3 Wl .33 1 1 P .1 TML =P 0 w Roof Wl Floor Deck DL L 12 ' a 0 b L a =w 36 # / ft =b 12 a P R1 R2 R 1 .w L 2 ..P b 1 L d .L ( )12 240 =d 0.6 in =R 1 216 # R T ( ).w L P I P1 .....P a b ( )a .2 b ..3 a ( )a .2 b 1 ...27 E 1 L d =R T 432 R 2 R T R 1 =I P1 0 I w1 ..22.5 w L 4 .E 1 d =I w1 17.496 =R 2 216 # Mp .( )..P a b 1 L Mw ..w L 2 1 8 V R 1 I 1 I P1 I w1 =V 216 # M Mp Mw I 2 .I 1 E 1 E 2 =M 648 #-' A 1 .1.5 V .f F v1 A 2 .1.5 V .f F v2 S 1 .12 M .f F b1 S 2 .12 M .f F b2 =A 1 3.4 in 2 =I 1 17.496 =S 1 7.1 in 3 =I 2 15.552 =A 2 1.2 in 2 =S 2 3.2 in 3 USE full height 4x6 full height studs at 16" OC with blocking at mid height max S=17.646 A=19.25 I=48.0526
  25. 25. SHEET: 13 03/15/2015 DATE: 0115 str 748 JN: FOUNDATION ANALYSIS ASSUME SOIL BEARING VALUE, σ .1000 psf PER IBC TABLE 1804.2 CONTINUOUS FOOTING 12" WIDE FTG.= =.( ).12 in ( )σ 1000 plf UNIFORM LOAD 15" WIDE FTG.= =.( ).15 in ( )σ 1250 plf 18" WIDE FTG.= =.( ).18 in ( )σ 1500 plf CONCENTRATED LOAD ALLOWABLE LOAD 12" WIDE BY 12" BELOW FINISH GRADE L=36"+3.5"=39.5"x12" => =..474 in 2 σ .144 in 2 ft 2 3292 lb 15" WIDE BY 18" BELOW FINISH GRADE L=48"+3.5"=51.5"x15" => =..772.5 in 2 σ .144 in 2 ft 2 5365 lb 18" WIDE BY 24" BELOW FINISH GRADE L=60"+3.5"=63.5"x18" => =..1143.0 in 2 σ .144 in 2 ft 2 7937 lb ("D" INCLUDES 6" CLEAR ABOVE FINISH GRADE) 24" DEEP P ..4 ft 2 σ =P 4000 lb P ..6.250 ft 2 σ =P 6250 lb 24"SQ. 30"SQ. 36"SQ. P ..9.000 ft 2 σ =P 9000 lb 40"SQ. P ..11.10 ft 2 σ =P 11100 lb =...42 in ( ).42 in ( )σ 12250 lb =...44 in ( ).44 in ( )σ 13444.444 lb =...48 in ( ).48 in ( )σ 16000 lb =...52 in ( ).52 in ( )σ 18777.778 lb =...54 in ( ).54 in ( )σ 20250 lb =...56 in ( ).56 in ( )σ 21777.778 lb =...60 in ( ).60 in ( )σ 25000 lb CHECK POINT LOADS FOR ALL CONT LOAD << 5365# Use Continous FTG 15"wide by 18" below FG w/ (1) #4 cont bar top and bottom @ center, 3" clear BP 1 = 20kips, USE 4.50x4.50 sqr 24" deep BP 2= 12kips, USE 3.50x3.50 sqr 24" deep ALL REINFORCED w/ #4 @ 12" oc BW top and Bottom
  26. 26. Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category Design Maps Summary Report User–Specified Input Rafiee El Segundo Tue March 31, 2015 04:01:34 UTC ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) 33.9275°N, 118.4005°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS = 1.636 g SMS = 1.636 g SDS = 1.091 g S1 = 0.604 g SM1 = 0.906 g SD1 = 0.604 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. For PGAM , TL , CRS , and CR1 values, please view the detailed report.
  27. 27. Section 11.4.3 — Site Coefficients and Risk–Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4–1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS # 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ! 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of SS For Site Class = D and SS = 1.636 g, Fa = 1.000 Table 11.4–2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1–s Period S1 # 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.604 g, Fv = 1.500
  28. 28. SHEET: L 3 03-22-15 DATE: JN: 0115 str 748 LATERAL ANALYSIS STATIC LATERAL FORCE PROCEDURE BASE SHEAR DESIGN PER 2013 IBC / ASCE 7-05 C t 0.020 h n 26 ft WHERE hn IS THE CENTER OF GRAVITY (AVERAGE HEIGHT) OF DIAPHRAGM x 0.75 T a .C t h n x (12.8-7) T T a=T a 0.23 sec S s 1.636 R 6.5 (TABLE 12.2-1) S 1 0.604 I 1.0 (SECTION 11.5.1) SITE COEFFICIENT F a 1.0 (TABLE 11.4-1) F v 1.5 (TABLE 11.4-2) S MS .F a S s (11.4-1) S M1 .F v S 1 (11.4-2) S DS .2 3 S MS (11.4-3) =S DS 1.091 S D1 .2 3 S M1 (11.4-4) =S D1 0.604 DESIGN BASE SHEAR IS: C s S DS R I (12.8-2) =C s 0.168 BUT NEED NOT EXCEED: T L 8 C s S D1 .T R I FOR T<= T L =C s 0.404 C s .S D1 T L .T 2 R I FOR T > T L =C s 14.018
  29. 29. SHEET: L 4 DATE: 03-22-15 JN: 0115 str 748 NOT LESS THAN: C s 0.154 IF S 1 IS EQUAL TO OR GREATER THAN 0.6 g, SHALL NOT BE LESS THAN: C s C s .0.5 S 1 R I =C s 0.046 THEREFORE C s 0.154 (12.8-2) CONTROLS V .C s W (12.8-1) =V 0.154 W ADJUSTED BASE SHEAR DUE TO RELIABILITY / REDUNDANCY FACTOR: E h V USE ρ 1.3 E .ρ E h =E 0.2
  30. 30. SHEET: DATE: TWO STORY SECTION J.N.: WIND EXPOSURE = BASIC WIND SPEED = mph Kd = Kzt = I = Kz= P=0.00256KzKztKdV^2l= USE P= Adjusted Base Shear = (See Calc. Sheets L3 and L4 ) WIND = psf ( - ) = plf WIND = psf ( - ) = plf ROOF = psf ( ) = plf ROOF = psf ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf DECK = psf ( ) = plf DECK = psf ( ) = plf W = plf W = plf Ws = W = plf Ws = W = plf WIND = psf ( - ) = plf WIND = psf ( - ) = plf ROOF = psf ( ) = plf ROOF = psf ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf DECK = psf ( ) = plf DECK = psf ( ) = plf W = plf W = plf Ws = W = plf Ws = W = plf 0.950 26 25.10 0.154 L2 LONGITUDINAL ADDITION ONLY 25.01 H psf 22.38 0.880 18 23.17 0.850 13 0.85110C 1 1 280 T2 TRANSVERSAL ADDITION ONLY 25.10 26 13 326 200 12 10 0 0 18 32 14 10 2 12 32 567 384 0 10 10 2 1431 25.10 26 13 326 729 14 10 2 280 18 41 10 10 2 200 12 10 0 0 12 26 312 0 0.154 384 LEVEL W (plf ) H (ft ) W*H (lb ) 3212 010 1521 0.154 234 22 1010 2 F (plf ) 00 220 01012 312 13 2340 2 326 26 8484 397 1014 109 SUM 506 *** 10824 506 1 180 12 H (ft ) 1010 26 200 18013 00 2802 0018 280 W*H (lb ) F (plf ) 18 10 T1 L1TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY 5 51322.50 22.50180 0 0 2 2002 22 0 22 0 14 864 792 0.154 133 0.154 122 Wind Controls wind Controls 8484 1 180 13 2340 LEVEL W (plf ) 10824 L5-0r 5-15-16 0115 str 748 LATERAL ANALYSIS 397 109 2 326 26 506SUM 506 ***
  31. 31. SHEET: DATE: ONE story section ONLY J.N.: WIND EXPOSURE = BASIC WIND SPEED = mph Kd = Kzt = I = Kz= P=0.00256KzKztKdV^2l= USE P= Adjusted Base Shear = (See Calc. Sheets L2 and L3 ) WIND = psf ( - ) = plf WIND = psf ( - ) = plf ROOF = psf ( ) = plf ROOF = psf ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf DECK = psf ( ) = plf DECK = psf ( ) = plf W = plf W = plf Ws = W = plf Ws = W = plf WIND = psf ( - ) = plf WIND = psf ( - ) = plf ROOF = psf ( ) = plf ROOF = psf ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf DECK = psf ( ) = plf DECK = psf ( ) = plf W = plf W = plf Ws = W = plf Ws = W = plf L5-1r 5-15-16 0115 str 749 C 110 0.85 1 1 H psf 0.850 13 22.38 0.880 18 23.17 0.950 26 25.01 23.20 0.154 L2TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY 0.00 20 5 0 0.00 0 0 5 0 18 0 0 18 0 0 0 10 0 1 0 14 0 2 0 14 012 0 2 0 5 0 10 0 1 12 0 0 0 0 0 2 0 12 0 0 0 0 12 0.154 0 TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY 18 5 302 23.20 18 0.154 0 0 5 302 18 0 0 18 0 0 23.20 0 10 0 1 0 14 0 2 0 14 022 0 2 0 5 0 10 0 1 12 0 0 0 22 0 0 22 0 2 0 12 0 0 0 0 12 0.154 0 Seismic Controls Seismic Controls 0.154 0 LEVEL W (plf ) H (ft )LEVEL W (plf ) H (ft ) W*H (lb ) W*H (lb ) F (plf )F (plf ) 0 2 0 20 18 5436 254 302 *** 0 1 302 18 5436 254SUM 1 5436 254 302 *** 5436 254 SUM 302 2 T2 LATERAL ANALYSIS 00 20 0
  32. 32. L-6 r03 SHEET: 5-15-2016 DATE: JN: 0115 STR 748 L .6.8 ft .6.8 ft .0 ft ..( )2 0 ft .0 ft 1 =L 13.6 ft W load .( ).397 plf .25.5 ft 2 ..( ).00 plf 00 1 ft =W load 5062 lb υ W W load L DL ....14 psf 2 2 ft ..14 psf ( ).10 ft ( ).6.8 ft =υ W 372 plf UPLIFT ..υ W 10 ft .DL 1 2 =UPLIFT 3198 lb W/ =A35_SPACING 16 inO.C. USE 13 USE MSTC66B3 AT ENDS 2 L .17 ft .0 ft .0 ft .0 ft =L 17 ft W load .( ).397 plf .25.5 ft 2 ..( ).0 plf 0 2 ft =W load 5062 lb υ W W load L DL ...14 psf .2 2 ft ..14 psf ( ).10 ft ( ).17 ft =υ W 298 plf UPLIFT ..υ W 10 ft .DL 1 2 =UPLIFT 1668 lb USE 14 W/ =A35_SPACING 24 in O.C. USE MST48 @ ENDS
  33. 33. L-7r03 SHEET: 05-15-2016 DATE: JN: 0115 STR 748 L .5. ft .4 ft .5.0 ft ..( )2 0 ft .0 ft 3 =L 14 ft W load .( ).397 plf .31.50 ft 2 ..( ).0 plf 0 1 ft =W load 6253 lb υ W W load L DL ....14 psf 27 2 ft ..14 psf ( ).10 ft ( ).4 ft =υ W 447 plf UPLIFT ..υ W 5.5 ft .DL 1 2 =UPLIFT 1798 lb 14 W/ =A35_SPACING 24 inO.C. USE W/ CMST12 @ ENDS 4 L .7.83 ft .7.25 ft .5.1 ft .0 ft =L 20.18 ft W load .( ).397 plf .31.50 ft 2 ..( ).00 plf 0 1 ft =W load 6253 lb υ W W load L DL ...14 psf .34 2 ft ..14 psf ( ).10 ft ( ).7 ft =υ W 310 plf UPLIFT ..υ W 7.81 ft .DL 1 2 =UPLIFT 1097 lb USE 12 W/ =A35_SPACING 16 in O.C. W/ MSTC48B3 @ ENDS
  34. 34. L-8 r03 SHEET: 05-15-2016 DATE: JN: 0115 STR 748 L .4 ft .3.33 ft .0 ft ..( )2 0 ft .0 ft 5 =L 7.33 ft W load .( ).506 plf .21.5 ft 2 ..( ).00 plf 00 1 ft =W load 5440 lb υ W W load L DL ....14 psf 2 2 ft ..14 psf ( ).10 ft ( ).4 ft =υ W 742 plf UPLIFT ..υ W 4 ft .DL 1 2 =UPLIFT 2660 lb Ok as designed 14 addequate W/ =A35_SPACING 16 inO.C. USE 15 USE STHD14 AT ENDS 6 L .14.5 ft .5.5 ft .0 ft .0 ft =L 20 ft W load .( ).506 plf .22 ft 2 ..( ).254 plf 19 2 ft =W load 7979 lb υ W W load L DL ...14 psf .20 2 ft ..14 psf ( ).10 ft ( ).14.5 ft =υ W 399 plf UPLIFT ..υ W 14.5 ft .DL 1 2 =UPLIFT 3755 lb Ok as designed 12 addequate USE 14 W/ =A35_SPACING 16 in O.C. USE STHD14 AT ENDS
  35. 35. L-9 r03 SHEET: DATE: 05-15-16 JN: 0115 STR 748 L .5.50 ft .6 ft .0 ft ..( )2 0 ft .0 ft 7 =L 11.5 ft W load .( ).254 plf .19 ft 2 ..( ).0 plf 0 1 ft =W load 2413 lb υ W W load L DL ....14 psf 27 2 ft ..14 psf ( ).10 ft ( ).6 ft =υ W 210 plf UPLIFT ..υ W 6 ft .DL 1 2 =UPLIFT 272 lb 13 W/ =A35_SPACING 32 inO.C. USE USE STHD14 AT ENDS 8 L .5.25 ft .5.25 ft .0 ft .0 ft =L 10.5 ft W load .( ).506 plf .31 ft 2 ..( ).00 plf 0 1 ft =W load 7843 lb υ W W load L DL ...14 psf .27 2 ft ..14 psf ( ).20 ft ( ).6 ft =υ W 747 plf UPLIFT ..υ W 6.25 ft .DL 1 2 =UPLIFT 3261 lb USE 14 W/ =A35_SPACING 16 in O.C. USE STHD14 AT ENDS
  36. 36. L-10r3 SHEET: 5-20-2016 DATE: JN: 0115 STR 748 L .18.8 ft .0 ft .0 ft ..( )2 0 ft .0 ft 9 =L 18.8 ft W load .( ).254 plf .5 ft 1 ..( ).254 plf 18 2 ft =W load 3556 lb υ W W load L DL ....14 psf 2 2 ft ..14 psf ( ).10 ft ( ).18 ft =υ W 189 plf UPLIFT ..υ W 5 ft .DL 1 2 =UPLIFT 440 lb W/ =A35_SPACING 32 inO.C. USE 13 One story section only 10 L .5 ft .0. ft .0 ft .0 ft =L 5 ft W load .( ).254 plf .18 ft 2 ..( ).0 plf 0 2 ft =W load 2286 lb υ W W load L DL ...14 psf .2 2 ft ..14 psf ( ).10 ft ( ).5.5 ft =υ W 457 plf UPLIFT ..υ W 10 ft .DL 1 2 =UPLIFT 4149 lb USE 13 W/ =A35_SPACING 48 in O.C. USE STHD14 AT ENDS
  37. 37. L-11 r03 SHEET: 05-15-16DATE: JN: 0115 STR 748 Two story section only L .5 ft .7 ft .0 ft ..( )2 0 ft .0 ft 10a =L 12 ft W load .( ).506 plf .32.5 ft 2 ..( ).506 plf 0 2 ft =W load 8223 lb υ W W load L DL ....14 psf 2 2 ft ..14 psf ( ).10 ft ( ).5 ft =υ W 685 plf UPLIFT ..υ W 10 ft .DL 1 2 =UPLIFT 6467 lb W/ =A35_SPACING 8 in O.C. USE 14 USE HD9B AT ENDS

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