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BRES2021-0182 Structural Calcs-compressed
F M E8I ESI/FME Inc, STRUCTURAL ENGINEERS MEMO LETTER NO.: 10 - 07 - 22 PROJECT " REIM REMODEL " GENERAL CONTRACTOR: WHITLEY'S CONSTRUCTION LOCATION : La Quinta, California ARCHITECT : LSA ARCHITECTURE, INC. DATE : ESIIFME J.H. : FILE NO. : SHEET NO. Per Field Visit on 10/4/2022 with Jovanny Silva -Sanchez @ Whitley's Construction. Sept. 7, 2022 M077 M077M01 1 OF 16 REGARDING : 1) Existing 6x8 header at Bar was a 6x6 header. 2) New 3 1/2 x 11 7/8 GLB did not extend to corner at covered courtyard. 3) Shear and Drag connection at shear wall at right of BA#3. 4) Shear wall in front of MBA. REVISION 2 BRES2021-0182 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE [DATE 10/25/2022 gy ITEM 1 Refer to the following sheets for revised header, trimmer, and hanger due to existing condition at bar. 2 3 4 ESI/FME, IN STRUCTURAL BY . Refer to the following sheets for revised header and trimmer at right side of covered courtyard @ FAU closet and storage closet. Refer to the following sheets for revised shear transfer and drag details at right side of BA#3. Refer to the following sheets for revised shear wall in front of MBA due to the (3) existing windows in front of MBR. Thank you for bringing this matter to our attention, if you have any questions, please do not hesitate to call or email me. a nya, for ESI/FM (email) : OPI WHITLEY'S CONSTRUCTION CORP. Attn: Jovanny Silva -Sanchez email: Jovannyd@whitleyscc.com 1800 F. 16th Street, Unit B, Santa Ana, CA 92701 I Tel: (714) 835-2800 / Fax: (714) 835-2819 F M ESI ESI/FME Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: Date: 10/7/2022 Jab #: M077 Project Name: "REIM REMODEL -PHASE II @ 49-363 GUI3ARRO DRIV Plan #: LA QUINTA, CA. 6f 7 / 4L timid e' ► ;'/i oeldwAt. 0 tom /7 ()AI (N) (N) w I l R ON POST 6x8 R.R. f 48" c. I 8'-0" PLATE DININ 6x8 R.R. @ 1 f 46 h4drf,/ Ir// da AP, 4Nor' drOg A. L F M ESI ESI/FME Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: 3, Date: 10/7/2022 .Yob #: M 0 7 7 Project Name: "REIM REMODEL -PHASE II @ 49-363 GUI]ARRO DRIV Plan #: LA QUINTA, CA. 4,00 i Vefie - 77,E 4-4 441 ] gx,t (3) -1=tl � w C CD • U) O II II 11 II I J = '810 F ESI ESI/ FM E Inc. STRUCTURAL ENGINEERS Project Name: "REIM REMODEL -PHASE II 49-363 GUI]ARRO DRIV Client: PAUL REIM Page: ! ! Date: 1017/ 022 Job #: M077 Plan #: LA QUINTA, CA. t �3 C= 1 ni 8! CL C I I L----J /STfI\jG ,1—NO C/AN (N) Via;* EX/STI 1G �I (N) a 1 —NO THANGE J LJ (N) BEDROOM 2 EXIS7NG —NO CHANGE A. al 604i To ,Iev snuff. ry F M ESI ES1/FME Inc. STRUCTURAL ENGINEERS Page: L t_3 Date: 10/7/2022 lo b M077 Client: PAUL REIM Project Name: "REIM REMODEL -PHASE II @ 49-363 GUIJARRO DRIV Plan #: LA QUINTA, CA. li I I 1'1 ' II II '- 11 I II II II II I - _IL-" '910 „,Llx„fc(N) 4J CD .-, SN]UYa L Z 1 00 v? L lra r3 F M ESI ESI/FME Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: (�) Date: 1017/2022 Job#: M077 Project Name: 'REIM REMODEL -PHASE II © 49-363 GUIJARRO DRIV Plan #: LA QUINTA, CA, SHEAR TRANSFER 1. Boundary Nailing 2. Existing Roof Rafter 3. Edge Nailing 4. Existing 2x Stud Wall 5. Existing Double Top Plate 6. New 2x Woll 7. Existing Roof Sheathing 8, New Roof Sheathing 9. New 2x Rafter 10. Cut Bock Existing Roof Sheathing la Mow New Studs to Bear on Existing to Pialea do Add Boundary Nailing 11. Add 2x B!k'g. w/16d Nails O 8 a.c, 12. New Floor Sheathing 13. Add 3x Blk'g. B Studs 14. Add Scab —On L=6'—O for rap 15. 16d Nails 0 5" o.c. From 2x Saab —on to ht=L 16. Simpson yq x4h Long SD Screws 0 18' a.c. to Top P late Wang Entire M=L Length 17. Simpson Vx Lang SDS Screws 0 8 o.c. Direr Shear Wall 19. Simpson MST46 9x t>, F ESl ESI/FME Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: Date: 1Of7f2022 Job #: M077 Project Name: "REIM REMODEL -PHASE II © 49-363 CUIJARRO DRIV Plan #; LA QUINTA, CA. 1. EN. 2. Flr. 5ht'g. Cr 3. Simpson MSTIBO, U 4. New Flush Bea 5, Scab -On to Existing 2x Rafter 6. Scob-On 1_-6'-a" to M=L x STRAP DBL TJl LVL /PSL AT TOP .1 ST6236 MST1 60 .2 MST48 M5Ti72 .3 MST60 ESI/FM E DM--S—I- JOIST DRAG STRUT F � M �r ESl ESI/FME Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: j Date: 10/7/2022 Job*: M a 7 7 Project Name: "REIM REMODEL -PHASE II @ 49-363 GUIJARRO DRIV Plan #t: LA QUINTA, CA. 1. Boundary Nailing 2. Existing Roof Rafter 3, Edge Nailing SEE 4. Existing 21 Stud hall PLAN 5_ Ex+sting Double Top Mate 6. New 23( Wall 7. Existing Roof Sheolhing 8. New Roof Sheathing B. New 2x Ratter 10. Cut Rock Existing Roof Sheathing to A1Iow Haw Studs to Rear on Existing to Rotes do Add Raundory Nailing 11. Add 2x Blk'g, w/15d Roils 0 fr a.c, 12. New Floor Sheath 13. Add 3x BR' etween 41 Studs 14. Add Scat. —On L+14—lY for S rap 15. 16d Nails 9 6 c.c. From 2x Scob—on to 1.1=L 16. Simpson }r4 x4- tong MS Screws 0 16` o.c. to %p Rote AJeng Entire M=L Length 17. Simpson )'x6. Long SDS Screws ® 6 o.o. Oyer Shear Wall TR. Simpson MST4O alt.elleUrr (00 SHEAR TRANSFER )CS �4.(4} ASS s Fad seas-po T° TOP P r&ArTE.S ESi F1E E S I j F E Inc. STRUCTURAL ENGINEERS Client: PAUL REIM Page: -) Data: 10/7/2022 Jobit: Ma77 Project Name: "REIM REMCDEL-PHASE II © 49-363 GUI]ARRt3 DRI`/ Plan #: LA QIJINTA, CA. 12' PANEL WIDTH I. Db1.2x Sill 2. Dbl.Tap Plates 3. (1)Simpson CS16 * w/10dC§ o.c.©Ea. En, Corner Over Plywd 4. 2x Blacking 5. Shear Wad Edge Nailing. *U,N.° See Erc riling Plan, Typ, ESI/FIE DM—C—E SPECIAL SHEAR AT WINDOW OPENING F (� IIII ESI ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE 2 Engineer: Project ID: M077 Project Descr: Printed: 7 OCT 2022, 9.19AM Wood Beam Project File: M077.ec6 LIC# : KW-06000077, Build:20.22.8.17 ESI/FME INC. DESCRIPTION: HEADER AT FAU CLOSET @ COVERED COURT 5'-2" SPAN: CODE REFERENCES (c} ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination . ASCE 7-16 Wood Species : iLevel Truss Joist Wood Grade : TimberStrand LSL 1.3E - Beam/Col Beam Bracing . Fb + Fb - Fc - POI Fc- Perp Fv Ft Beam is Fully Braced against lateral -torsional buckling 1700 psi 1700 psi 1400 psi 680 psi 400 psi E : Modulus of Elasticity Ebend- roc 1300ksi Eminbend - xx 660.75ks1 1075 psi Density 45.01 pcf 0 D(1.09) Lr(1.09) D(02) Lr(0.2) 17{0.09) Lr(0.09} P D(0.129. L(0.36) D(0.o- 1.12) c 0 D(oM6) Lr(0-o6) 4 tr 3.5x725 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 --» 1.50 ft, Tributary Width = 10.0 ft, (RF LOAD: 40*(1812+1)) Uniform Load : D = 0.0140 ksf, Tributary Width = 8.0 ft, (WALL ABV: 14"8) Paint Load : D 1.090, Lr = 1.090 k @ 1.50 ft, (BM#2) Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLR LOAD: 54*1812) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 1.50 --» 5.50 ft, Tributary Width = 3.0 ft, (RF LOAD 40*(4/2+1)) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (FLAT RF LOAD: 40*9/2) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used For this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total ❑eflection 0.881: 1 3.5x7.25 1,496.93psi 1,700.00psi +D+L 2.328ft Span # 1 0.059 in Ratio = 0 in Ratio = 0,177 in Ratio = 0 in Ratio = Design OK Maximum Shear Stress Ratio = 0.382 : 1 Section used for this span 3.5x7.25 fv: Actual = 190.88 psi Fv: Allowable = 500.00 psi Load Combination +D+0.750Lr+0.750L Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 1122 >=360 0 <360 373 >=300 0 <300 Span: 1 : Lr Only nla Span: 1 : +D+0.750Lr+0.750L n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length = 5.50 ft 1 0.647 0.286 +D+L Length = 5.50 ft 1 0.881 0.371 +D+Lr Length = 5.50 ft 1 0.782 0.349 +D+0.750Lr+0.750L Cd CFN Ci Cr Cm Ct CL 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 Moment Values 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M fb Shear Values F'b V fv F'v 0-00 2.53 989.19 1530.00 0.00 3.82 1,496.93 1700.00 0.00 4.25 1,661.72 2125.00 0.00 0,00 1.74 0.00 2.51 0.00 2.95 0.00 0.00 0.00 102.87 360.00 0.00 0-00 148.57 400.00 0.00 0.00 174.51 500.00 0.00 0.00 F r� M ESI ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE 2 Engineer: Project ID: M077 Project Descr: Printed: 7 OCT 2022, 9:19AM Wood Beam Project File. M077.ec6 LIC# : KW-06000077, Bulld:20.22.8,17 ESI!FME INC. DESCRIPTION: HEADER AT FAU CLOSET @ COVERED COURT 5'-2" SPAN: Maximum Forces & Stresses for Load Combinations (c) ENERCALC INC 1983.2022 Load Combination Max Stress ttauos Segment Length Span # M V Cd Cwv C i Cr Cm C t CL M fb F'h V fv F'y Length = 5.50 ft 1 0.869 0.382 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.72 1,847.58 2125.00 3.23 190.88 500.00 +D+0,750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.699 0.298 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.49 1,367.46 1955.00 2.32 137.15 460.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.218 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 593.51 2720.00 1.04 61.72 640.00 Overall Maximum Deflections Moment Values hear -VW -ties Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+0.750Lr+0.750L 1 0.1766 2.650 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only 1 0.0939 in 2.630 ft 0.0000 in 0.000 ft 1 0.1454 in 2.690 ft 0.0000 in 0.000 ft 1 0.1527 in 2.609 ft 0.0000 in 0.000 ft 1 0.1766 in 2.650 ft 0.0000 in 0.000 ft 1 0.1325 in 2.670 ft 0.0000 in 0.000 ft 1 0.0563 in 2.630 ft 0.0000 in 0.000 ft 1 0.0586 in 2.569 ft 0.0000 in 0.000 ft 1 0.0516 in 2.770 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only 3.845 0.990 2.063 3.053 3.449 3.845 2.805 1.238 1.387 0.990 2.711 0.990 1.415 2.405 2.153 2.711 2.157 0.849 0.738 0.990 F �y M �r ESI ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: M077 Project Descr: REIM REMODEL - PHASE 2 Printed: 7 OCT 2022, 9:27AM Wood Beam Project Fife: M077.ec6 LIC#: KW-06000077, Build:20.22.8.17 ESIfFME INC. DESCRIPTION: HEADER AT STORAGE RM AT COVERED COURT 3'-0" SPAN: CODE REFERENCES (0) ENERCALC INC 1983.2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing : iLevel Truss Joist TimberStrand LSL 1.3E - Beam/Col Fb + Fb - Fc - Fri' Fc - Perp Fv Ft Beam is Fully Braced against lateral -torsional buckling 1700 psi 1700 psi 1400 psi 680 psi 400 psi 1075 psi E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 660.75ksi Density 45.01 pef D(0.585) Lr(0.585) 0(0.126j L(0.3fe) D(0.112) D(0.061 Lr O.0E) 3.5x7.25 Span =3.50It Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (RF LOAD: 40*(4/2+1)) Uniform Load : D = 0.0140 ksf, Tributary Width = 8.0 ft, (WALL ABV: 14*8) Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLR LOAD: 54*18/2) Point Load : D = 0.5850, Lr = 0.5850 k @ 2.0 ft, (Existing Drop BM over Courtyard: 4018f2+2.5]*9/2) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio Section used far this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Defection Max Downward Total Deflection Max Upward Total Deflection 0.345 1 3.5x7.25 586.94 psi = t,700.00psi 4D+L 1.993 ft Span # 1 0.008 in Ratio = 0 in Ratio = 0.025 in Ratio = 0 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4963 n=360 0 <360 1661>,,300 0 <300 Span: 1 : L Only n/a Span: 1 : +D+0.750Lr+0.7 50 L nla 0.163 : 1 3.5x7.25 65.02 psi 400.00 psi +D+L 2.900 ft Span # 1 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Load Combination Segment Length Span D Only Length=3.50ft 1 +❑+L Length = 3.50 ft 1 +D+Lr Length = 3.50 ft 1 +D+0.750Lr+0.750L Length = 3.50 ft 1 +D+0.750L Length = 3.50 ft 1 # M V Cd 0.245 0.345 0.285 0.333 0.273 0.113 0.163 0.129 0.154 0.128 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.25 1.000 1.000 1.15 1.000 Moment Values Shear Values CFA/ Ci Cr Cm C t CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.96 375.34 1530.00 0.69 40.55 360.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.50 586.94 1700.00 1.10 65.02 400.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.55 606.14 2125.00 1.09 64.39 500.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.81 707.13 2125.00 1.30 76.78 500.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.36 534.04 1955.00 1.00 58.90 460.00 F M ESI ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE 2 Engineer: Project ID: M077 Project Descr: Printed: 7 OCT 2022, 9:27AM Wood Beam Project Fife: M077.ec6 LICIT! : KW-08000077, Buiid:20.22.8.17 ESI/FME INC. DESCRIPTION; HEADER AT STORAGE RM AT COVERED COURT 3-0" SPAN: Maximum Forces & Stresses for Load Combinations ic} ENERCALC INC 1983-2022 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Cm C t CL M fb Ft V fv F'v +0,60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.083 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 225.21 2720.00 0.41 24.33 540.00 Overall Maximum Deflections Moment Values ear a ues Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +13+0.750Lr+0.750L 1 0.0253 1.788 Maximum Deflections for Load Combinations 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0133 in 1.788 ft 0.0000 in 0.000 ft +D+L 1 0.0218 in 1,776ft 0.0000 in 0.000 ft +D+Lr 1 0.0208 in 1.801 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L 1 0.0253 in 1.788 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0196 in 1.788 ft 0.0000 in 0,000 ft +0.60D 1 0.0080 In 1.788 ft 0.0000 in 0.000 ft Lr Only 1 0.0075 in 1.814 ft 0.0000 in 0.000 ft L Only 1 0.0085 in 1.763 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.525 1.672 Overall MINirnum 0.630 0.630 D Only 0.786 0.870 +D+L 1.416 1.500 +D+Lr 1.142 1.309 +D+0.750Lr+0.7501 1.525 1.672 +D+0.750L 1.259 1.342 +0.60D 0.472 0.522 Lr Only 0.356 0.439 L Only 0.630 0.630 M �/F f� ESI ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 10/07/2022 Job#: M077 Client: PAUL REIM Project Name: "REIM REMODEL @ Plan #: LA QUINTA, CA. SHEAR WALL DESIGN Srs = 1.000 SEISMIC UPLIFT DEAD LOAD PARAMETER=11.9-0.14%,= 0.76 [!BC 20181 CBC 2019/SDPWS-18) (CBC ALTERNATE BASIC LOAD COMBINATIONS) 7 j WALL(S) © REAR OF STAIRS © 1ST FLR: PLATE HT= 8 ft {WALL 1= a.00 ft OPENING= moo ft Wail11= s.00 ft} WALL2= 23.50 ft WALL 3= o.00 ft WALL 4= o.00 tt L1 LOAD =( 154 plf ( 18.0 ft / 2 + 0 ) = 1386 lbs. TOTAL WALL LENGTH = 21.50 ft Li FLR LOAD =( 195 plf ( 18.0 ft / 2 + 0 ) = 1755 lbs. L2 LOAD =( 58 plf ( 9.0 ft / 2 + 0 ) = 261 Ihs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 3402 lbs / 21.50 ft = 158 Ibsfft ANCHOR/STRAP? ANCHOR 158 Ibs/ft 0 GOV.FORCE= SEISMIC U S E 1W/5/8" Dia.x 10"A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 8.0 ft LOAD= 1266 lbs. O.T.M.= 10127 ft-Ibs RESISTING MOMENT = 0.76 x [Bearing Wall Weight] +Roof D.L.xTrlb.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT- 14 psf x 8 ft = 112 Ibs RDL= 20 psf Trbw- 8 ft FDL= 14 psf Trbw= 0 ft RES.MOM= 6615 Ibs UPLIFT=(O.T.M: R.M.)f L ii UPLIFT= 439 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diap.Lenglh= 39 ft Provide A35's or LTP4's @ 48 " 0.C. V= 87 plf ; Provide H1's @ 48 " G.C. 0 WALL(S) © FRONT OF MBR CLOSET: {WALL 1= 12.5o ft OPENING= 3.25 ft Wall1 l= 9.25 ft} WALL2= 0.0o ft WALL 3= LI WAD =( 154 plf ( 18.0 ft / 2 + 0 ) = 1386 Ibs. L1 FLR LOAD =( 195 plf ( 18.0 ft / 2 + 3 ) = 2340 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 3726 Ibs / 9.25 ft 403 Ibs/ft ANCHOR/STRAP? ANCHOR 403 Ibs/ft GOV.FORCE= SEISMIC USE 12 W/5/8" Dia.x 10" A. B.'S @ 44 "o/c PLATE HT= 8 ft o.00 ft WALL 4= o.00 ft TOTAL WALL LENGTH = 9.25 ft AB44 UPLIFT: L (Waif)= 9.3 ft LOAD= 3725 Ibs. Q.T.M.= 29808 ft-lbs RESISTING MOMENT = 0.76 x [Bearing Wall Weight] +Roof D.L.xTrlb.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL wT= 14 psf x 16 ft = 224 Ibs RDL= 20 psf TrbW= 7 ft FDL= 14 psf Trbw= 12 ft RES.MOM= 31588 Ibs UPLIFTh(O.T.M.-R.M.)/Lai UPLIFT= -142 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K ✓ Diap.Length= 39 ft Provide A35's or LTP4's @ 48 ' O.C. I V= 96 Of I Provide Ht's @ 48 ' O.C. 0 WALL(S) @ NOT USED {WALL 1= moo ft OPENING= o.00 ft Walli I= moo ft} WALL2= o.a ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 L SHEAR = T. LOAD / L = 0 Ibs / 11.00 ft 0 ANCHOR/STRAP? ANCHOR 0 Gov.roRCE= WIND U S E 10 W/5/8" Dfa.x 10" A.B.'S @ 72 "o/c PLATE HT= $ ft WALL 3= 0.0 ft WALL 4= 0.o ft IbS. TOTAL WALL LENGTH = 11.0 ft Ibs. Ibs. Ibs. Ibs/ft Ibs/ft AB72 UPLIFT: L (Wall)= 11.0 ft LOAD= 0 lbs. O.T.M.= 0 ft-Ibs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L,xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 8 ft = 112 Ibs RDL= 20 psf TrbW= 8 ft FDL= 14 psf Trbw 0 ft RES.MOM= 11026 lbs UPLIFT=(O.T.M: R.M.)/L,.1eq UPLIFT= -1002 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K r Diap.Lengtir= 18 ft Provide A35's or LTP4"s ( ODlVIO! " O.C. ; V= 0 plf ; Provide His @ fIDIVfO! VERSION 2t320_1 A PA This version of the Force Transfer Around Openings calculator has expired, Please go to www.apawood.org to download the latest version. Project information Code: 2019 CRC Designer: Date: /0/7/2022 Client: PAUL REIM Protect: REIM REMODEL 0 49-363 GUIIARRO DRIVE Wall Line: 5 W 58- FRONT OF MDR CLOSET: Shear Wall Calculation Variables V` 3726Ibf L13.00ft L21 3.00ft L3 4,00 ft h.o1 4i..W 6.00 ft L.,ii 13.15ft 1. Nold-down Forces: H 2. Unit shear above+below opening hal hal hhl Lo1 Opening 1 LO0ft 4.00 ft 3,00 ft 0.65ft hat hat hh2 Lo2 Opening 2 1.00 ft 4.00 ft 3,00 ft 2.50 fil Adj. Factor Method =. 2hs/h Wall Pier Aspect Ratio Adj. Factor P1=hol/L1= 1,33 P2•h02/L2= 1.33 P3=h03/L3= 1.00 2267 lbf 6. Unit shear beside opening First opening: val = vb1 = H/(hal+hbl) = 567 plf Second opening: va2 = vb2 = H/lha2+hb2y = 567 plf 3. Total boundary Force above+ below openings 4. Comer forces First opening: 01= val x f Lot} N/A N/A N/A Vl = (V/L).(L1+Ti)/L1 V2 = V3 = (V/L){T4+13)/13 = Check Vl'L1+V2•t2+V3•L3=V? 368 Ibf 7. Resistance to corner forces Second opening: 02=vat x Ilo2}= 1417Ib( F1 • 0141}/(L L r L2} _ F2 = O1(1.2)/(L1+L2) = F3 = 02(12W(.2+131 _ Fd = 02(13)/(12+1.3) = 5. Tributary length of openings 184 IbF 184lbf 607 ibF 810lbf T1 = (L1 • Lo1}/(L1+L21 = T2 = (L2'1.o1}/(L 1+L2) • T3 = (12'te2)/(L2a L31 = T4 • (L3'l.o2WI L2+13) V Oh 0.33 ft 0.33 R 1.07 Ft 1.43ft 314 plf 415 pi/ 385 plf 3726 MI Oh R1 = V1•Ll = R2• V2•12= R3 = V3'L3 = 8. Difference comer force + resistance 942 [hf 1246 lb( 15381bf R1-F1 R2-F2-F3 = R3-F4 = 9. Unit shear In comer zones 758 Ibf 45416f 729 Ibf vc1=;R1-F1)/L1 = vc2 = I82-F2-F3}/L2 = vc3 = (R3-F41/L3 N M 8 7 7 !Hob) _ v.„,.HOW Check summary of Shear Values for Two Openings 253 plf 151 pH 182 pit Line 1: vc1(ha1+hb1)+V1(h01)=H? Line 2: va2(hal+hb1j•vc1(hal+hb1)-V1(ho1)=07 Line 3:vc2(ha1.+hh1)+V2(hol)-val(hal+hb1)=0? Line 4: va2jhat+hb2}-V2(ho21-vc2lha2+hb2}=07 Line 5: va 2(ha2+hb2j-vc3(ha2+hb2)-V3(ho2)_07 Line 6: vc31ha2+hb2y+ V3(11021= H? 1011 1256 22671b1 2267 1011 1256 0 606 1661 2267 0 2267 1661 606 0 2267 729 1538 0 729 1538 2267161 Design Summary* Req- Sheathing Capacity Req. Strap Force Req. HD Force Req. Shear Wall Anchorage Force 567 pit 8101bf 2267 ibf 283 plf 4-Term Deflection 0-303 in. 4-TermStory orift9d 0.01316 See Page 2 3-Tern: Deflection 3-Term story Drift 31 0.221 in. 0.009 % See Page 3 'The Design Summary assumes that the shear wall is designed as Naked_ Project Information Alen- ' Code: 2019 CBC Date: 10/7/2022 Designer: Client: PALIL REIM Project: REIM REMODEL kizt 49.363 3LJIJARR° DRIVE Wall Line: SWRB- FRONT OF MBR CLOSET: Shear Wall Deflection Calculation Variables Induced Shear Load V1a,r�: 5962 . Ilhtj Sheathing: OSB €Sheathing Material 318 m [Performance Category APA Rated Sheathing !Grade Wood End Post Values; Species: i DOUG FIR E:I 1.40E406 {PSI) Qty Stud Stze Dimensions: i jGt Override A. jGa Overide A Override: Four -Term Equation Deflection Check 2x4 j {itt•2) ion!) Sheathing; Nail; VIM�Y� E; A: Gt: Nail Spacing: Vn: h: HD Capacity: HD Def1: 8vh3 vh A v EAb G[ +0 75hen+dx b (Equation 23-2) Pier 1-L Pier 1-R Pier 2-L Pie r 2-R Pier 3-L Pier 3-R 3/8 318 318 3I8 318 3/8 ad tom m0n 8d common 8d common Sd common Sd common Ed common 503 503 664 664 615 615 1.40E+06 1.40E406 1.40E+06 1.40E+06 1.40E+06 1.49E+06 8.00 5,00 5,00 5,00 5.00 8-00 5.25 5.25 5.25 5.25 5.25 5.25 77,500 77,500 77,500 77,500 77,500 77,500 4 4 4 4 4 4 168 168 221 221 205 205 0.0236 0.0236 0.0543 0.0548 0.0434 0.0434 3.00 3.00 3.00 3.00 4.00 4.00 2000 2000 2000 2060 2000 2000 0.01 2.01 0.01 0.01 0.01 0.01 Check Total Deflection of Wall System Nail Type:. ad common j( penny weight) Pier 1 Pier 3 Nail Spacing:1 4 4 HO Capacity: € 2000 ; 2600 HD Deflection:; 0.01 0.01 Pier 1(left) Pier 1 (right) Term 1 Rending Term 2 Shear Term 3 Fastener Term 4 HD•1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.093 0.052 0.141 0.054 0.023 0.032 0088 0.021 Sum) 0340 Sum 0.165 Pier 2 (left) Pier 2 right} Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.030 0.043 0.205 0.023 0.030 0.043 0.205 0.028 Sum 0.306 Sum 0.306 Pier 3 Ileftl Pier 3 right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 14D-2 0.021 0.040 0.163 0.019 0.086 0,064 0,261 0-049 Sum 0,243 Sum 0459 Total Dell. 0.303 0.0126 (in.) %drift Project Information Code: 2019 CBC Date: 10/7/2022 Designer: Client: PALIL REIM Project: REM REMODEL @ 49.363 GIJIIARRfl DRIVE Wall Line: SWOS- FRONT OF MBR CLOSET: Three -Term Equation Deflection Check Sheathing: Nail: E: h: Ga: HD Capacity: HD Deft 8vh3 vh hAa - &� EAb + 1000G: + b (4.3-1) Pier 1-L Pier 1-R Pier 2-L Pier 2-R Pier 3-L Pler 3-R 3/8 3/8 3/8 3/8 3/8 3/8 8d common 8d common 8d common 8d common 8d common 8d common 503 1.03 664 664 615 615 1.40E+06 1.40E+06 1,40E+06 1,40E+05 1.40E+06 1.90E W 6 8.00 5.00 5.00 5.00 5.00 8.00 5.25 5.25 5.25 5.25 5.25 5.25 25.0 25.0 25,0 25.0 25-0 25.0 3.00 3.00 3.00 3.00 4,00 4.00 2000 2000 2000 2000 2000 2600 0.01 0.01 0,01 0.01 0.01 0.01 Check Total Deflection of Wall System Pier 1 Pelt Pier 1 {right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.093 0.161 0.054 0.023 0.101 0.021 Sum 0.308 Sum. 0.144 Pier 2 (left) Pier 2 { right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.030 0.133 0.028 0.030 0.133 0.028 Sum 0.191 Sum 0.191 Pier 3 Oelt] Pier 3 { right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.021 0.123 0.019 0.086 0.197 0.049 Sum 0.163 Sum 0,332- Total Del 0.221 0,0092 (in.} %drift Comment: The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4'ASD capacity.