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UUP2o22- oo1-15 ,, OFFICE COP RECEIVED DEC 19 2023 . . CI1Y E3f TIQARD BUILDJNO DIVISION Structural Calculations - ,...N. ,••• _........... ." .. -• •••• • ..,.... , .74:::,:',„ ', Hampton Street Apartments 7007 SW Hampton Street Tigard, OR 97223 :.:. : .' _ � f,vikOCTUit " # �. ROFF6< G88E9/o 2 .. .':*,W04:4#t k..;"`:,."'N„,\., •,./'.0. aiwri....5. w OREGON �RAH 23,�° Q q� � - 'tip,. EXPIRES: 12-31-23 ® NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT {9 mail i ❑ MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED tif 1 This review isi only for general conformance with the design concept and the1.1 E nformation given in the Construction Documents.Corre r , ,.. ta a id for. '_, made on the submittal during this review do not relieve tie o rt ( _-- _.... -- ""—.% compliance with the requirements of the plans and specifications.Review of a 1. -.i , specific item shall not inc r vi f e bly In e rt a `� Insulation , Inc. . ......... component.The Contrac s f e r s ed d correlated at the iobsite:information that pertains solely to e fabrication processes or to the means,methods,tech r9tq.Fegencpao 44Pr j es of construction:coordination of the Work w ttlabaf allottier ttdesl l� H i g h w a y performing all Work in a safe and satisfactory anne. 97032 y a lqjff KPFF Consultinri�esar d , R 1 • ` ` Date 08110!2023 .".1 ... Y By devons 2 0 2 3.0 7.13 E '1a F DCI Job Number: 23031-0124 i ,,...*Emilliiiiiii. -. , A Hain `f 921 SW Washington Street,Suite 560, Portland,OR 97205 Phone:(503)242.2448 Fax:(503)242.2449 washington oregon california texas alaska colorado montana Table of Contents Page Description 1 Loading Criteria 3 Gravity Design CImimmi E GlriEERS Washington Oregon 1 California I Texas I Alaska I Colorado I Montana Loading Criteria ==Ef IfEE S DCI Portland JOB TITLE Hampton Street Apartments 921 SW Washington Street Suite 560 JOB NO.23031-0124 SHEET NO. Portland, OR 97205 CALCULATEDBYRWT DATE 07.13.2023 CHECKED BY DATE Ultimate Wind Pressures Wind Loads -Components &Cladding : h <_60' Kh(case 2)= 0.84 h= 57.5 ft 0.2h= 11.5 ft Base pressure(qh)= 26.4 psf 0.6h= 34.5 ft Minimum parapet ht= 3.0 ft GCpi= +/-0.18 Roof Angle(0)= 1.2 deg qi=qh= 26.4 psf Type of roof= Monoslope Roof Surface Pressure(psf) User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 10 sf 150 sf Negative Zone 1 -49.7 -46.4 -42.1 -38.8 -35.5 -32.9 -31.2 -31.2 -49.7 -36.9 Negative Zone 1' -28.6 -28.6 -28.6 -28.6 -24.6 -21.4 -19.3 -16.0 -28.6 -26.2 Negative Zone 2 -65.6 -61.3 -55.8 -51.6 -47.3 -43.9 -41.8 -41.8 -65.6 -49.1 Negative Zone 3 -65.6 -61.3 -55.8 -51.6 -47.3 -43.9 -41.8 -41.8 -65.6 -49.1 Positive Zone 1&1' 16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0 Positive Zones 2&3 28.6 27.3 25.6 24.4 23.1 22.1 21.4 20.1 28.6 23.6 Overhang Zone 1&1' -44.9 -44.1 -43.1 -42.3 -35.5 -30.0 -26.4 -26.4 -44.9 -38.3 Overhang Zone 2 -60.8 -55.2 -47.8 -42.1 -36.5 -32.0 -29.1 -29.1 -60.8 -38.8 Overhang Zone 3 -60. -55.2 -47.8 -42.1 -36.5 -32.0 -29.1 -29.1 -60.8 -38.8 Negate a zone 3=zone 2,since parapet>=3ff. Ove ang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Over ang soffit pressure equals adj wall pressure(which includes internal pressure of 4.8 psf) Parapet = sf Surf e Pressure(pst) User input S id Parapet Pressure 10 s� 20 s 50 sf 100 sf 200 s..00 sf 20 sf Wind Load: 61psf x 0.6 = 36.6psf one : 81.0 Zone 3: 86.6 81.0 73.6 68.0 62.4 55.0 81.0 CASE B: Interior zone: -51.2 -48.6 -45.2 -42.6 -40.0 -36.6 -48.6 Corner zone: -58.5 -54.6 -49.5 -45.6 -41.7 -36.6 -54.6 wall a= 11.6ft Walls GCp+/-GCpi Surface Pressure at h User input Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 55 sf Negative Zone 4 -1.17 -1.01 -0.96 . -0.90 -30.9 -26.7 -25.5 -23.8 -29./ -2/.8 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -38.1 -29.7 -27.1 -23.8 -35.5 -31.8 Positive Zone 4&5 1.08 0.92 0.87 0.81 28.6 24.4 23.1 21.4 27.3 25.4 Note:GCp reduced by 10%due to roof angle<=10 deg. Dead Load: 12psf G ravity D e sig n an— Ef InEER I • Project Name: Framing Page 1 of 3 Model: 3/A620 Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Vertical Ft F2=-40.00 lb R1 1 Wind F4=226.00 lb ' "`'- M=412.50 ft-Ibs Connector:RCKW5.5 + RCKW5.5S @16 (in)oc w/(10)#12 Screws Anchor:(1)0.5"dia Titen HD, hnom=4" Ea.Clip t04_00 lb Connector Stiffness =490000 in-Ib/rad 4t Section : 600S162-43(33 ksi)Single C Stud @ 16"o.c. Maxo= 1390.0 ft-lb Va=1415.7 lb Ta=7494.0 lbs Moment of Inertia, 1=2.32 in^4 Loads have NOT been modified for strength checks Loads have been multiplied by 0.70 for wind deflection calculations Stud Bracing(KyLy,KtLt)Distance: 30"o.c. Distortional Buckling Inputs: kcp=0 lb-in/in; Lm= None SIMPSON STRONGTIE COMPANY INC. www.strongtie.com . Project Name: Framing Page 2 of 3 Model: 3/A620 Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Wind Req'd Capacity Interaction Member Tension, lbs 40.00 7494.0 0.53% (ASD) Shear, lbs 226.00 1240.3 18.22% Moment, ft-lbs 412.50 1205.0 34.23% Shear/Moment 0.337 1.000 33.70% Tension/Moment 0.302 1.000 30.20% Deflection Member, in 0.014 Deflection Connector, in 0.212 Total Deflection, in 0.226 L/ L/266 Connector Shear, lbs 226.00 1035 21.84% (ASD) Moment, in-lbs 4950.00 8445 58.61% Tension, lbs 40.00 2165 1.85% Shear/Moment/Tension 64.40% Anchor Shear, lbs 376.67* 1820 20.69% (LRFD) Tension, lbs 3196.19* 3036 105.27% Shear/Tension - - 104.97% *Loads for anchors converted to LRFD for design per ACI 318-14 chapter 17 5% OVER, OK SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com . Project Name: Framing Page 3 of 3 Model: 3/A620 Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Anchor Design to Concrete Condition: Wind Cl = 3" Concrete thickness, h = 9.5" C2 C2 = 24" fc = 5 ksi NW cracked E1 = 24" A E2 = 24" Cl r E1 E2 Check Minimums: Concrete thickness: hmin = 6.250 in <= 9.500 in -ok Edge Distance: cmin = 1.750 in <= 3.000 in -ok Anchor Spacing: NA Anchor(LRFD)Wind: ASD/0.6 Wind Factored Factored Anchor Strength Forces (Ib) (Ib) Interaction Tension Steel Strength 3196 13085 24.43% Concrete Breakout 3196 3036 105.27% Pullout 3196 na 0.00% Shear Steel Strength 377 4473 8.42% T Concrete breakout x+ 377 1820 20.69% T Concrete Breakout y+ 377 15871 2.37% Concrete Pryout 377 6539 5.76% Interaction/Controlling 104.97% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com . Project Name: Framing Page 1 of 3 Model: 4/A620 Exterior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Vertical F2 F2=-64.08 lb R IWind F4= 195.44 lb — M=260.92 ft-lbs g Connector: RCKW5.5 @24 (in)oc w/(6)#12 Screws Anchor: (1)0.5"dia Titen HD, hnom=3.25" Ea.Clip Connector Stiffness=328000 in-Ib/rad Section: 600S162-33(33 ksi)Single C Stud @ 24"o.c. Maxo=950.6 ft-lb Va=638.1 lb Ta=5778.0 lbs Moment of Inertia, 1=1.79 in^4 Loads have NOT been modified for strength checks Loads have been multiplied by 0.70 for wind deflection calculations Stud Bracing (KyLy,KtLt)Distance: 32"o.c. Distortional Buckling Inputs: kg)=0 lb-in/in; Lm = None SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com . Project Name: Framing Page 2 of 3 Model: 4/A620 Exterior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Wind Req'd Capacity Interaction Member Tension, lbs 64.08 5778.0 1.11% (ASD) Shear, lbs 195.44 638.1 30.63% Moment, ft-lbs 260.92 789.0 33.07% Shear/Moment 0.411 1.000 41.10% Tension/Moment 0.286 1.000 28.60% Deflection Member, in 0.011 Deflection Connector, in 0.214 Total Deflection, in 0.225 L/ L/285 Connector Shear, lbs 195.44 665 29.39% (ASD) Moment, in-lbs 3131.01 4670 67.05% Tension, lbs 64.08 1140 5.62% Shear/Moment/Tension 78.83% Anchor Shear, lbs 325.74* 1735 18.78% (LRFD) Tension, lbs 2040.93* 2489 82.00% Shear/Tension - - 82.00% *Loads for anchors converted to LRFD for design per ACI 318-14 chapter 17 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com . Project Name: Framing Page 3 of 3 Model: 4/A620 Exterior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Anchor Design to Concrete Condition: Wind Cl = 3" Concrete thickness, h = 6" I C2 C2 = 24" fc= 5 ksi NW cracked E1 = 24" E2 = 24" Cl F E1 E2 Check Minimums: Concrete thickness: hmin = 5.000 in <= 6.000 in -ok Edge Distance: cmin = 1.750 in <= 3.000 in -ok Anchor Spacing: NA Anchor(LRFD)Wind: ASD/0.6 Wind Factored Factored Anchor Strength Forces (Ib) (Ib) Interaction Tension Steel Strength 2041 13085 15.60% Concrete Breakout 2041 2489 82.00% Pullout 2041 na 0.00% Shear Steel Strength 326 4473 7.28% T Concrete breakout x+ 326 1735 18.78% T Concrete Breakout y+ 326 12020 2.71% Concrete Pryout 326 2680 12.15% Interaction/Controlling 82.00% aMMPSON (K sr i•:is COMPANY INC. www.strongtie.com • • Project Name: Framing Page 1 of 3 Model: 4/A620 Interior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 -+#!'- Vertical F2=-64.08 lb R I Wind F4=660.00 lb M= 1762.20 ft-lbs � — I Connector:(2) RCKW3+ RCKW3S @24(in)oc w/ (9)#12 Screws Anchor:(1)0.5"dia Titen HD, hnom=4"Ea.Clip [ GGO-00lb Connector Stiffness = 175000 in-Ib/rad Section : 362S350-68(50 ksi)Single C Stud @ 24"o.c. Maxo=2232.7 ft-lb Va=4369.6 lb Ta=22617.0 lbs Moment of Inertia, 1=1.98 in^4 Loads have NOT been modified for strength checks Loads have been multiplied by 0.70 for wind deflection calculations Stud Bracing(KyLy,KtLt)Distance: 32"o.c. Distortional Buckling Inputs: kcp=0 lb-in/in; Lm = None SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Framing Page 2 of 3 Model: 4/A620 Interior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Wind Req'd Capacity Interaction Member Tension, lbs 64.08 22617.0 0.28% (ASD) Shear, lbs 660.00 1003.5 65.77% Moment, ft-lbs 1762.20 2233.0 78.92% Shear/Moment 0.804 1.000 80.40% Tension/Moment 0.792 1.000 79.20% Deflection Member, in 0.087 Deflection Connector, in 1.355 Total Deflection, in 1.442 L/ L/44 Connector Shear, lbs 660.00 2830 23.32% (ASD) Moment, in-lbs 21146.40 10320 204.91% Tension, lbs 64.08 4820 1.33% Shear/Moment/Tension 207.56% Anchor Shear, lbs 1100.00* 3034 36.25% (LRFD) Tension, lbs 47081.15* 5067 929.18% Shear/Tension - - 804.53% *Loads for anchors converted to LRFD for design per ACI 318-14 chapter 17 Loads are resolved on exterior connection SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Framing Page 3 of 3 Model: 4/A620 Interior Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Anchor Design to Concrete PROVtDE MECHANISM FOR Condition: Wind ATTACHMENT Cl = 3" Concrete thickness, h = 9.5" _6._ 1 C2 C2 = 24" fc= 5 ksi NW cracked E1 = 24" 4 E2 = 24" 1 1 C1 S = 6.0" perpendicular (-- t El E2 Check Minimums: Concrete thickness: hmin = 6.250 in <= 9.500 in -ok Edge Distance: cmin = 1.750 in <= 3.000 in -ok Anchor Spacing: smin = 3.000 in <= 6.000 in -ok Anchor(LRFD)Wind: ASD/0.6 Wind Factored Factored Anchor Strength Forces (lb) (lb) Interaction Tension Steel Strength 23541 13085 179.91 Concrete Breakout 47081 5067 929.18% Pullout 47081 na 0.00% Shear Steel Strength 550 4473 12.30% T Concrete breakout x+ 1100 3034 36.25% T Concrete Breakout y+ 550 15871 3.47% Concrete Pryout 1100 10913 10.08% Interaction/Controlling 804.53% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Framing Page 1 of 3 Model: 4/A622 Date:07/13/2023 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Vertical F2=-24.00 lb RI I Wind itiF4=73.20 lb 1 ' M=36.60 ft-Ibs ffIFta„...--- t Connector: RCKW3 @24 (in)oc w/(4)#12 Screws Anchor: (1)0.5"dia Titen HD, hnom=3.25" Ea.Clip Connector Stiffness= 93000 in-Ib/rad fi Section : 600S162-33(33 ksi)Single C Stud @ 24"o.c. Maxo=950.6 ft-lb Va=638.1 lb Ta=5778.0 lbs Moment of Inertia, 1=1.79 in^4 Loads have NOT been modified for strength checks Loads have been multiplied by 0.70 for wind deflection calculations Stud Bracing(KyLy,KtLt)Distance: 12"o.c. Distortional Buckling Inputs: kg)=0 lb-in/in; Lm= None SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com