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Circle K - Yelm (Yelm & Killion), WA - SIP Calculation Book8180 Corporate Park Drive  Suite 235  Cincinnati, Ohio 45242  (513) 984-1663  Fax (513) 984-1688 Structural Calculations for: Circle K – Yelm, WA Yelm, WA November 4, 2024 8180 Corporate Park Drive  Suite 235  Cincinnati, Ohio 45242  (513) 984-1663  Fax (513) 984-1688 Index of Calculations General Design Information ................................................................................................................................................. 1 Load Calculations ................................................................................................................................................................ 2 Structurally Insulated Panels (SIPs) ................................................................................................................................... 17 Shear Wall Design............................................................................................................................................................. 18 Foundation Line Loads ...................................................................................................................................................... 36 Structural Hand Calculations……………………………………………………………………………………………………………..37 Header Sizes……………………………………………………………………………………………………………………………….38 PorterSIPS Code Report ESR-4692 ................................................................................................................................... 41 Trufast Design Data .......................................................................................................................................................... 56 Note - Engineer’s seal on this calculation booklet only applies to calculations and information provided by Pinnacle Engineering, Inc. It does not apply to manufacturer information and documentation (pages 41 through 57). The engineering data provided only applies to PorterSIPs panel systems. Note: Sheets ## - ## are reference sheets only and are not part of the calculations. AWFO ETATS M I C H A E L STREIC H E N E N G I N EER IS E F O R P SHIN T O N R E S T E R E D G 24015241 G I S O LA R 11/11/2024 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:1 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 GENERAL DESIGN INFORMATION PROJECT DESCRIPTION A one story SIP structure with pre-fabricated wood trusses and concrete footings STORE BUILDING PARAMETERS Building Width Width = 46 ft Building Length Length = 113 ft Roof Slope (per foot)Slope12 = 0.25:12 Roof slope (degrees)SlopeDeg =1.19 Eave height heave = 16.666667 ft Parapet height (from eave height)hp = 6.33333 ft Height for wind calcs (mean or t/parapet)hw = 23 ft TYPICAL LOAD PARAMETERS Occupancy Category II Ground Snow Pg = 18 psf Wind Speed 97 mph Terrain Category/Exposure C Mapped Spectral Response (0.2 second)SS = 1.294 Mapped Spectral Response (1 second)S1 = 0.468 Seismic Site Class D TYPICAL MATERIALS Concrete (strengths at 28 days): Footings:3000 psi Walls:4000 psi Slabs, interior:4000 psi Slabs, exterior:4500 psi Rebar:ASTM A615 or A996, Grade 60, deformed Rough Carpentry 2x4 and 2x6:Spruce Pine Fir, Stud Grade 2x8, 2x10, 2x12:Southern Pine, No. 2 Grade LVL:Fb = 2600 psi, E = 1900 ksi LSL:Fb = 2250 psi, E = 1500 ksi Bolts:ASTM A307 Structurally Insulated Panels (SIPs) 6.5” Panels:5.625 in Core Thickness 8.25” Panels:7.375 in Core Thickness REFERENCES  2021 WSBC,2021 Washington State Building Code, 2021 IBC Amended  ASCE 7-16,Minimum Design Loads for Buildings and Other Structures  ACI 318-19,Building Code Requirements for Structural Concrete  ANSI/AF&PA NDS-2018,National Design Specification (NDS) for Wood Construction  PorterCorp ESR-4692 issued April 2024 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:2 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 SERVICEABILITY LIMITS DEFLECTION LIMITS: Roof members: Live, Snow, or Wind Load L /360 Total Load L /240 Members supporting masonry: Live, Snow, or Wind Load L / 600 Total Load L / 400 LATERAL DRIFT LIMITS: Wind Load Drift Limit (as calculated under ultimate load per ASCE7) Overal building drift limit:H / 168 (equivalent to H / 400 at 0.7 of 0.6 of ultimate load load) Seismic Load Drift Limit (as calcluated under ultimate load per ASCE7) Interstory drift limit: 0.025 x H (Per ASCE 7, Table 12.12-1) DEAD LOADING DEAD LOAD CONSTRUCTION Roof Material Thickness Weight (in)(lb/ft3)(lb/ft2) 40mil Dura-Last 0.040 0.3 8.25" SIP 8.250 3.6 FRP Ceiling 0.100 0.8 Sprinklers 0.000 3.0 HVAC 0.000 3.0 Misc.0.000 2.0 Wood Truss 40.000 3.0 Plasterboard 0.250 60 1.2 Totals 48.640 17.0 Exterior Walls Material Thickness Weight (in)(lb/ft3)(lb/ft2) EnduraWall 0.500 3.0 6.5" SIP 6.500 3.6 FRP 0.100 0.8 Nichiha Panels 0.625 1.0 Totals 7.725 8.4 Interior Walls Material Thickness Weight (in)(lb/ft3)(lb/ft2) Framing 5.500 2.0 Plasterboard 1.250 60 6.3 Totals 6.750 8.3 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:3 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 LIVE LOADS FLOOR LIVE LOAD (BUILDING CODE SECTION 1603.1.1): Restaraunts 100 psf ROOF LIVE LOAD (BUILDING CODE SECTION 1603.1.2): Non-Occupied Areas 20 psf (reduced where applicable per building code section 1607.11.2) SNOW LOADING (ASCE7) (STORE LENGTH) SNOW LOADING In accordance with ASCE7-16 Tedds calculation version 1.0.12 Building details Roof type Flat Width of roof b =113.00 ft Ground snow load Ground snow load (Figure 7.2-1)pg =18.00 lb/ft2 Density of snow  = min(0.13  pg / 1ft + 14lb/ft3, 30lb/ft3) =16.34 lb/ft3 Surface roughness category (Sect. 26.7)C Exposure condition (Table 7.3-1)Partially exposed Exposure factor (Table 7.3-1)Ce =1.00 Thermal condition (Table 7.3-2)Others with cold roofs Thermal factor (Table 7.3-2)Ct =1.10 Importance category (Table 1.5-1)II Importance factor (Table 1.5-2)Is =1.00 Min snow load for low slope roofs (Sect 7.3.4)pf_min = Is  pg =18.00 lb/ft2 Flat roof snow load (Sect 7.3)pf = 0.7  Ce  Ct  Is  pg =13.86 lb/ft2 Left parapet Balanced snow load height hb = pf / =0.85 ft Height of left parapet hpptL =4.83 ft Height from balance load to top of left parapet hc_pptL = hpptL - hb =3.99 ft Length of roof - left parapet lu_pptL = b =113.00 ft Drift height windward drift - left parpet hd_l_pptL =(Is) 0.75  (0.43  (max(20 ft, lu_pptL) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =2.46 ft Drift height - left parapet hd_pptL = min(hd_l_pptL, hpptL - hb) =2.46 ft Drift width Wd_pptL = min(4  hd_l_pptL, 8  (hpptL - hb), b) =9.85 ft Drift surcharge load - left parapet pd_pptL = hd_pptL  =40.22 lb/ft2 Right parapet Height of right parapet hpptR =4.83 ft Height from balance load to top of right parapet hc_pptR = hpptR - hb =3.99 ft Length of roof - right parapet lu_pptR = b =113.00 ft Drift height windward drift - right parpet hd_l_pptR =(Is) 0.75  (0.43  (max(20 ft, lu_pptR) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =2.46 ft Drift height - right parapet hd_pptR = min(hd_l_pptR, hpptR - hb) =2.46 ft Drift width Wd_pptR = min(4  hd_l_pptR, 8  (hpptR - hb), b) =9.85 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:4 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Drift surcharge load - right parapet pd_pptR = hd_pptR  =40.22 lb/ft2 SNOW LOADING (ASCE7) (STORE WIDTH) SNOW LOADING In accordance with ASCE7-16 Tedds calculation version 1.0.12 Building details Roof type Flat Width of roof b =46.00 ft Ground snow load Ground snow load (Figure 7.2-1)pg =18.00 lb/ft2 Density of snow  = min(0.13  pg / 1ft + 14lb/ft3, 30lb/ft3) =16.34 lb/ft3 Surface roughness category (Sect. 26.7)C Exposure condition (Table 7.3-1)Partially exposed Exposure factor (Table 7.3-1)Ce =1.00 Thermal condition (Table 7.3-2)Others with cold roofs Thermal factor (Table 7.3-2)Ct =1.10 Importance category (Table 1.5-1)II Importance factor (Table 1.5-2)Is =1.00 Min snow load for low slope roofs (Sect 7.3.4)pf_min = Is  pg =18.00 lb/ft2 Flat roof snow load (Sect 7.3)pf = 0.7  Ce  Ct  Is  pg =13.86 lb/ft2 Left parapet Balanced snow load height hb = pf / =0.85 ft Height of left parapet hpptL =6.33 ft Height from balance load to top of left parapet hc_pptL = hpptL - hb =5.49 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:5 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Length of roof - left parapet lu_pptL = b =46.00 ft Drift height windward drift - left parpet hd_l_pptL =(Is) 0.75  (0.43  (max(20 ft, lu_pptL) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =1.53 ft Drift height - left parapet hd_pptL = min(hd_l_pptL, hpptL - hb) =1.53 ft Drift width Wd_pptL = min(4  hd_l_pptL, 8  (hpptL - hb), b) =6.13 ft Drift surcharge load - left parapet pd_pptL = hd_pptL  =25.05 lb/ft2 Right parapet Height of right parapet hpptR =4.83 ft Height from balance load to top of right parapet hc_pptR = hpptR - hb =3.99 ft Length of roof - right parapet lu_pptR = b =46.00 ft Drift height windward drift - right parpet hd_l_pptR =(Is) 0.75  (0.43  (max(20 ft, lu_pptR) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =1.53 ft Drift height - right parapet hd_pptR = min(hd_l_pptR, hpptR - hb) =1.53 ft Drift width Wd_pptR = min(4  hd_l_pptR, 8  (hpptR - hb), b) =6.13 ft Drift surcharge load - right parapet pd_pptR = hd_pptR  =25.05 lb/ft2 Drift calculations Balanced snow load height hb = pf / =0.85 ft Length of upper roof lu =26.67 ft Length of lower roof ll =46.00 ft Height diff between uppper and lower roofs hdiff =6.33 ft Height from balance load to top of upper roof hc = hdiff - hb =5.49 ft Drift height leeward drift hd_l = min((Is) (0.43  (max(20 ft, lu) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft),0.6  ll) =1.46 ft Drift height windward drift hd_w = 0.75 (Is) (0.43  (max(20 ft, ll) 1ft2)1/3  (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =1.53 ft Maximum lw/ww drift height hd_max = max(hd_w, hd_l) =1.53 ft Drift height hd = min(hd_max, hc) =1.53 ft Drift width Wd = min(4  hd_max, 8  hc) =6.13 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:6 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Drift surcharge load pd = hd  =25.05 lb/ft2 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:7 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 WIND LOADING (MWFRS - STORE) WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.17 Building data Type of roof Flat Length of building b =113.00 ft Width of building d =46.00 ft Height to eaves H =16.67 ft Height of parapet hp =6.33 ft Mean height h =16.67 ft General wind load requirements Basic wind speed V =97.0 mph Risk category II Velocity pressure exponent coef (Table 26.6-1)Kd =0.85 Ground elevation above sea level zgl =350 ft Ground elevation factor Ke = exp(-0.0000362  zgl/1ft) =0.99 Exposure category (cl 26.7.3)C Enclosure classification (cl.26.12)Enclosed buildings Internal pressure coef +ve (Table 26.13-1)GCpi_p =0.18 Internal pressure coef –ve (Table 26.13-1)GCpi_n =-0.18 Gust effect factor Gf =0.85 Minimum design wind loading (cl.27.1.5)pmin_r =8 lb/ft2 Topography Topography factor not significant Kzt = 1.0 Velocity pressure equation q = 0.00256  Kz  Kzt  Kd  V2  1psf/mph2 Velocity pressures table z (ft)Kz (Table 26.10-1)qz (psf) 15.00 0.85 17.18 16.67 0.87 17.52 16.67 0.87 17.52 46 f t 16 . 7 f t Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:8 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 z (ft)Kz (Table 26.10-1)qz (psf) 23.00 0.92 18.68 Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.) qi =17.52 psf Parapet pressures and forces Velocity pressure at top of parapet qp =18.68 psf Combined net pressure coefficient, leeward GCpnl =-1.0 Combined net parapet pressure, leeward ppl = qp  GCpnl =-18.68 psf Combined net pressure coefficient, windward GCpnw =1.5 Combined net parapet pressure, windward ppw = qp  GCpnw =28.02 psf Wind direction 0 deg: Leeward parapet force Fw,wpl_0 = ppl  hp  b =-13.4 kips Windward parapet force Fw,wpw_0 = ppw  hp  b =20.1 kips Wind direction 90 deg: Leeward parapet force Fw,wpl_90 = ppl  hp  d =-5.4 kips Windward parapet force Fw,wpw_90 = ppw  hp  d =8.2 kips Pressures and forces Net pressure p = q  Gf  Cpe - qi  GCpi Net force Fw = p  Aref Roof load case 1 - Wind 0, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)16.67 -0.90 17.52 -16.56 941.67 -15.59 B (-ve)16.67 -0.90 17.52 -16.56 941.67 -15.59 C (-ve)16.67 -0.50 17.52 -10.60 1883.33 -19.96 D (-ve)16.67 -0.30 17.52 -7.62 1431.33 -10.91 Total vertical net force Fw,v =-62.05 kips Total horizontal net force Fw,h =0.00 kips Walls load case 1 - Wind 0, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 17.18 8.53 1695.00 14.46 A2 16.67 0.80 17.52 8.76 188.71 1.65 B 16.67 -0.50 17.52 -10.60 1883.33 -19.96 C 16.67 -0.70 17.52 -13.58 766.67 -10.41 D 16.67 -0.70 17.52 -13.58 766.67 -10.41 Overall loading Projected vertical plan area of wall Avert_w_0 = b  (H+ hp) =2599.00 ft2 Projected vertical area of roof Avert_r_0 =0.00 ft2 Minimum overall horizontal loading Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 =41.58 kips Leeward net force Fl = Fw,wB + Fw,wpl_0 =-33.3 kips Windward net force Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_0 =36.2 kips Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) =69.5 kips Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:9 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Roof load case 2 - Wind 0, GCpi -0.18, -1cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)16.67 -0.18 17.52 0.47 941.67 0.45 B (+ve)16.67 -0.18 17.52 0.47 941.67 0.45 C (+ve)16.67 -0.18 17.52 0.47 1883.33 0.89 D (+ve)16.67 -0.18 17.52 0.47 1431.33 0.68 Total vertical net force Fw,v =2.46 kips Total horizontal net force Fw,h =0.00 kips Walls load case 2 - Wind 0, GCpi -0.18, -1cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 17.18 14.84 1695.00 25.15 A2 16.67 0.80 17.52 15.07 188.71 2.84 B 16.67 -0.50 17.52 -4.29 1883.33 -8.08 C 16.67 -0.70 17.52 -7.27 766.67 -5.57 D 16.67 -0.70 17.52 -7.27 766.67 -5.57 Overall loading Projected vertical plan area of wall Avert_w_0 = b  (H+ hp) =2599.00 ft2 Projected vertical area of roof Avert_r_0 =0.00 ft2 Minimum overall horizontal loading Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 =41.58 kips Leeward net force Fl = Fw,wB + Fw,wpl_0 =-21.5 kips Windward net force Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_0 =48.0 kips Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) =69.5 kips Roof load case 3 - Wind 90, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)16.67 -0.90 17.52 -16.56 383.33 -6.35 B (-ve)16.67 -0.90 17.52 -16.56 383.33 -6.35 C (-ve)16.67 -0.50 17.52 -10.60 766.67 -8.13 D (-ve)16.67 -0.30 17.52 -7.62 3664.67 -27.93 Total vertical net force Fw,v =-48.75 kips Total horizontal net force Fw,h =0.00 kips Walls load case 3 - Wind 90, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 17.18 8.53 690.00 5.89 A2 16.67 0.80 17.52 8.76 76.82 0.67 B 16.67 -0.28 17.52 -7.28 766.67 -5.58 C 16.67 -0.70 17.52 -13.58 1883.33 -25.57 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:10 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) D 16.67 -0.70 17.52 -13.58 1883.33 -25.57 Overall loading Projected vertical plan area of wall Avert_w_90 = d  (H+ hp) =1058.00 ft2 Projected vertical area of roof Avert_r_90 =0.00 ft2 Minimum overall horizontal loading Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 =16.93 kips Leeward net force Fl = Fw,wB + Fw,wpl_90 =-11.0 kips Windward net force Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_90 =14.7 kips Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) =25.7 kips Roof load case 4 - Wind 90, GCpi -0.18, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)16.67 -0.18 17.52 0.47 383.33 0.18 B (+ve)16.67 -0.18 17.52 0.47 383.33 0.18 C (+ve)16.67 -0.18 17.52 0.47 766.67 0.36 D (+ve)16.67 -0.18 17.52 0.47 3664.67 1.73 Total vertical net force Fw,v =2.46 kips Total horizontal net force Fw,h =0.00 kips Walls load case 4 - Wind 90, GCpi -0.18, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 17.18 14.84 690.00 10.24 A2 16.67 0.80 17.52 15.07 76.82 1.16 B 16.67 -0.28 17.52 -0.97 766.67 -0.75 C 16.67 -0.70 17.52 -7.27 1883.33 -13.69 D 16.67 -0.70 17.52 -7.27 1883.33 -13.69 Overall loading Projected vertical plan area of wall Avert_w_90 = d  (H+ hp) =1058.00 ft2 Projected vertical area of roof Avert_r_90 =0.00 ft2 Minimum overall horizontal loading Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 =16.93 kips Leeward net force Fl = Fw,wB + Fw,wpl_90 =-6.2 kips Windward net force Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_90 =19.6 kips Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) =25.7 kips Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:11 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:12 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 WIND LOAD (C&C - STORE) WIND LOADING In accordance with ASCE7-16 Using the components and cladding design method Tedds calculation version 2.1.17 Building data Type of roof Flat Length of building b =113.00 ft Width of building d =46.00 ft Height to eaves H =16.67 ft Height of parapet hp =6.33 ft Mean height h =16.67 ft End zone width a = max(min(0.1min(b, d), 0.4h), 0.04min(b, d), 3ft) =4.60 ft General wind load requirements Basic wind speed V =97.0 mph Risk category II 46 f t 16 . 7 f t Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:13 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Velocity pressure exponent coef (Table 26.6-1)Kd =0.85 Ground elevation above sea level zgl =350 ft Ground elevation factor Ke = exp(-0.0000362  zgl/1ft) =0.99 Exposure category (cl 26.7.3)C Enclosure classification (cl.26.12)Enclosed buildings Internal pressure coef +ve (Table 26.13-1)GCpi_p =0.18 Internal pressure coef –ve (Table 26.13-1)GCpi_n =-0.18 Parapet internal pressure coef +ve (Table 26.11-1) GCpi_pp =0.18 Parapet internal pressure coef –ve (Table 26.11-1) GCpi_np =-0.18 Gust effect factor Gf =0.85 Topography Topography factor not significant Kzt = 1.0 Velocity pressure Velocity pressure coefficient (Table 26.10-1)Kz =0.87 Velocity pressure qh = 0.00256  Kz  Kzt  Kd  Ke  V2  1psf/mph2 =17.5 psf Velocity pressure at parapet Velocity pressure coefficient (Table 26.10-1)Kz =0.92 Velocity pressure qp = 0.00256  Kz  Kzt  Kd  Ke  V2  1psf/mph2 =18.7 psf Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.) qi =17.52 psf Equations used in tables Net pressure p = qh  (GCp - GCpi) Parapet net pressure p = qp x (GCp - GCpi_p) Components and cladding pressures - Wall (Table 30.3-1 and (Figure 30.3-2A)) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) <=10 sf 4 --10.0 0.90 -0.99 18.9 -20.5 50 sf 4 --50.0 0.79 -0.88 17.0 -18.6 200 sf 4 --200.0 0.69 -0.78 15.3 #-16.9 >500 sf 4 --500.1 0.63 -0.72 14.2 #-15.8 # <=10 sf 5 --10.0 0.90 -1.26 18.9 -25.2 50 sf 5 --50.0 0.79 -1.04 17.0 -21.3 200 sf 5 --200.0 0.69 -0.85 15.3 #-18.0 >500 sf 5 --500.1 0.63 -0.72 14.2 #-15.8 # # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:14 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Components and cladding pressures - Roof (Figure 30.3-2A) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) <=10 sf 1 --10.0 0.30 -1.70 8.4 #-32.9 100 sf 1 --100.0 0.20 -1.29 6.7 #-25.7 200 sf 1 --200.0 0.20 -1.16 6.7 #-23.5 >500 sf 1 --500.1 0.20 -1.00 6.7 #-20.7 <=10 sf 1'--10.0 0.30 -0.90 8.4 #-18.9 100 sf 1'--100.0 0.20 -0.90 6.7 #-18.9 500 sf 1'--500.0 0.20 -0.55 6.7 #-12.8 # >1000 sf 1'--1000.1 0.20 -0.40 6.7 #-10.2 # <=10 sf 2 --10.0 0.90 -2.30 18.9 -43.5 100 sf 2 --100.0 0.74 -1.77 16.1 -34.2 200 sf 2 --200.0 0.69 -1.61 15.3 #-31.4 >500 sf 2 --500.1 0.63 -1.40 14.2 #-27.7 <=10 sf 3 --10.0 0.90 -2.30 18.9 -43.5 100 sf 3 --100.0 0.74 -1.77 16.1 -34.2 200 sf 3 --200.0 0.69 -1.61 15.3 #-31.4 >500 sf 3 --500.1 0.63 -1.40 14.2 #-27.7 # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction 4. 6 f t 4. 6 f t 16 . 7 f t 4. 6 f t 4. 6 f t Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:15 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 SEISMIC FORCES SEISMIC FORCES In accordance with ASCE 7-16 Tedds calculation version 3.1.05 Site parameters Site class D, utilizing exception per 11.4.8(2) Mapped acceleration parameters (Section 11.4.2) at short period SS =1.294 at 1 sec period S1 =0.468 Site coefficient at short period (Table 11.4-1)Fa =1.000 at 1 sec period (Table 11.4-2)Fv =1.832 Spectral response acceleration parameters at short period (Eq. 11.4-1)SMS = Fa  SS =1.294 at 1 sec period (Eq. 11.4-2)SM1 = Fv  S1 =0.857 Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3)SDS = 2 / 3  SMS =0.863 at 1 sec period (Eq. 11.4-4)SD1 = 2 / 3  SM1 =0.572 Seismic design category Risk category (Table 1.5-1)II Seismic design category based on short period response acceleration (Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) D Seismic design category D Approximate fundamental period Height above base to highest level of building hn =23 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:16 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 From Table 12.8-2: Structure type All other systems Building period parameter Ct Ct =0.02 Building period parameter x x =0.75 Approximate fundamental period (Eq 12.8-7)Ta = Ct  (hn)x  1sec / (1ft)x=0.210 sec Building fundamental period (Sect 12.8.2)T = Ta =0.210 sec Long-period transition period TL =16 sec Limiting period TS = SD1 / SDS  1 sec =0.663 sec Seismic response coefficient Seismic force-resisting system (Table 12.2-1)A. Bearing_Wall_Systems 15. Light-frame (wood) walls sheathed with wood structural panels Response modification factor (Table 12.2-1)R =6.5 Seismic importance factor (Table 1.5-2)Ie =1.000 Seismic response coefficient (Sect 11.4.8) Calculated (Eq 12.8-2)Cs_calc = SDS / (R / Ie) =0.1327 Minimum (Eq.12.8-5)Cs_min = max(0.044  SDS  Ie,0.01) =0.0380 Seismic response coefficient Cs =0.1327 Seismic base shear (Sect 12.8.1) Effective seismic weight of the structure W =208.0 kips Seismic response coefficient Cs =0.1327 Seismic base shear (Eq 12.8-1)V = Cs  W =27.6 kips Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:17 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 SIPS Wall Panels: Width wwall = 8 ft Span Lwall = 12.16666667 ft Thickness twall = 6.5 in Allowable Transverse Load (Porter Code Report, adjusted for capacity of SIP skin nailing) @ L/180 48 psf @ L/240 46 psf @ L/360 40 psf Demand Dwall = 0.6 * 18.06 psf =10.836 psf Capacity Cwall = 46 psf Check checkwall = if(Cwall > Dwall , “OK”, “NO GOOD”) ="OK" Roof Panels: Width wroof = 8 ft Span Lroof = 32 in Thickness troof = 8.25 in Allowable Transverse Load (Porter, Table 3) @ L/180 90 psf @ L/240 90 psf @ L/360 90 psf Demand Droof = 20 psf + 20 psf =40.000 psf Capacity Croof = 90 psf Check checkroof = if(Croof > Droof , “OK”, “NO GOOD”) ="OK" Roof Fasteners: Tributary Width TW = Lroof / 2 =1.333 ft Fastener Spacing (c/c)s = 12 in Performance Data (per Trufast SIP Fasteners): Safety Factor SF = 3 Withdrawal W = (917 lb/in / SF) * troof =2521.750 lb Head Pull-Thru P = 630 lb / SF =210.000 lb Design Loads (ASCE 7-16 & Plans): Velocity Winds Pressure (S 30.3.2)qh = 17.5 psf Roof Uplift Pressure (S 30.4.2)p = -43.5 psf Net Roof Pressure Pnet = 0.6*(p + 20 psf) =-14.100 psf Uplift Per Fastener Pfastener = Pnet * TW * s =-18.800 lb Check checkfastener = if(P > abs(Pfastener), “OK” , “NO GOOD”) ="OK" Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:18 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 ASD SEGMENTED SHEAR WALL (WALL 1) WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.13 Panel details Structural wood panel sheathing on one side Panel height h =12.167 ft Panel length b =113 ft Panel opening details Width of opening wo1 =73.333 ft Height of opening ho1 =10.5 ft Height to underside of lintel over opening lo1 =10.5 ft Position of opening Po1 =21.6 ft Total area of wall A = h  b - wo1  ho1 =604.841 ft2 Panel construction Nominal stud size 2'' x 6'' Dressed stud size 1.5'' x 5.5'' Cross-sectional area of studs As =8.25 in2 Stud spacing s =16 in Nominal end post size 2 x 2'' x 6'' Dressed end post size 2 x 1.5'' x 5.5'' Cross-sectional area of end posts Ae =16.5 in2 Hole diameter Dia =1 in Net cross-sectional area of end posts Aen =13.5 in2 Nominal collector size 2 x 2'' x 6'' Dressed collector size 2 x 1.5'' x 5.5'' Service condition Dry Temperature 100 degF or less Anchor location Inside face Anchor offset eanchor =0 in Vertical anchor stiffness ka =50000 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick) Species, grade and size classification Spruce-Pine-Fir, no.2 grade, 2'' & wider Specific gravity G =0.42 Tension parallel to grain Ft =450 lb/in2 Compression parallel to grain Fc =1150 lb/in2 Compression perpendicular to grain Fc_perp =425 lb/in2 Modulus of elasticity E =1400000 lb/in2 Minimum modulus of elasticity Emin =510000 lb/in2 o1 s1 s2 Ch1 Ch2 Ch3 Ch4 21' 7.2"73' 3.996"18' 0.804" W + Eq D + Lr + S Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:19 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Sheathing details Sheathing material 15/32'' wood panel oriented strandboard sheathing Fastener type 8d common nails at 3''centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity vn = 1370 plf  min[1 - (0.5 - G), 1] =1260.4 lb/ft Apparent shear wall shear stiffness Ga =25 kips/in Loading details Dead load acting on top of panel D =520 lb/ft Roof live load acting on top of panel Lr =520 lb/ft Snow load acting on top of panel S =468 lb/ft Self weight of panel Swt =10 lb/ft2 In plane wind load acting at head of panel W =6281.067 lbs Wind load serviceability factor fWserv =0.42 In plane seismic load acting at head of panel Eq =13800 lbs Design spectral response accel. par., short periods SDS =1.035 From IBC 2021 cl.1605.1 Basic load combinations from ASCE 7, section 2.4 Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD =1.60 Size factor for tension – Table 4A CFt =1.30 Size factor for compression – Table 4A CFc =1.10 Wet service factor for tension – Table 4A CMt =1.00 Wet service factor for compression – Table 4A CMc =1.00 Wet service factor for modulus of elasticity – Table 4A CME =1.00 Temperature factor for tension – Table 2.3.3 Ctt =1.00 Temperature factor for compression – Table 2.3.3 Ctc =1.00 Temperature factor for modulus of elasticity – Table 2.3.3 CtE =1.00 Incising factor – cl.4.3.8 Ci =1.00 Buckling stiffness factor – cl.4.4.2 CT =1.00 Bearing area factor - cl. 3.10.4 Cb =1.0 Adjusted modulus of elasticity Emin' = Emin  CME  CtE  Ci  CT =510000 psi Critical buckling design value FcE = 0.822  Emin' / (h / d)2 =595 psi Reference compression design value Fc = Fc  CD  CMc  Ctc  CFc  Ci =2024 psi For sawn lumber c =0.8 Column stability factor – eqn.3.7-1 CP = (1 + (FcE / Fc)) / (2  c) –([(1 + (FcE / Fc)) / (2  c)]2 - (FcE / Fc) / c) = 0.27 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Segment 1 wall length b1 =21.6 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:20 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Shear wall aspect ratio h / b1 =0.563 Segment 2 wall length b2 =18.067 ft Shear wall aspect ratio h / b2 =0.673 Segmented shear wall capacity - Equal deflection method Effective segment length b1_eff = b1 - 3 / 2  bEndPost - eanchor =21.23 ft Effective segment length b2_eff = b2 - 3 / 2  bEndPost - eanchor =17.69 ft Wind loading: Segment 1 vertical unit deflection a1 = h / b1  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b1 / b1_eff)) =0.015 in/kip Segment 1 stiffness k1 = 1 / (2  h3 / (3  E  Ae  b12) + h / (Ga  b1) + h a1 / b1) =31.196 kips/in Unit shear capacity, widest segment vsww1 = vw / 2.0 =630.2 plf Vertical deflction under capacity load a_Cap = h  vsww1  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b1 / b1_eff)) =0.198 in Deflection under capacity load Cap = 2  vsww1  h3 / (3  E  Ae  b1) + vsww1  h / (Ga) + h a_Cap / b1 = 0.436 in Segment 2 vertical unit deflection a1 = h / b2  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b2 / b2_eff)) =0.017 in/kip Segment 2 stiffness k2 = 1 / (2  h3 / (3  E  Ae  b22) + h / (Ga  b2) + h a1 / b2) =24.655 kips/in Segment 2 unit shear at Cap vdsww2 =Cap  k2 / b2 =595.46 plf Segment 2 shear capacity vsww2 = vw / 2.0 =630.2 plf vdsww2 / vsww2 =0.945 PASS - Segment shear capacity exceeds segment unit shear at Cap Maximum shear force under wind loading Vw_max = 0.6  W =3.769 kips Shear capacity for wind loading Vw = vsww1  b1 + min(vsww2,vdsww2) b2 =24.371 kips Vw_max / Vw =0.155 PASS - Shear capacity for wind load exceeds maximum shear force Seismic loading: Segment 1 vertical unit deflection a1 = h / b1  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b1 / b1_eff)) =0.015 in/kip Segment 1 stiffness k1 = 1 / (2  h3 / (3  E  Ae  b12) + h / (Ga  b1) + h a1 / b1) =31.196 kips/in Unit shear capacity, widest segment vsws1 = vs / 2.8 =450.1 plf Vertical deflction under capacity load a_Cap = h  vsws1  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b1 / b1_eff)) =0.141 in Deflection under capacity load Cap = 2  vsws1  h3 / (3  E  Ae  b1) + vsws1  h / (Ga) + h a_Cap / b1 = 0.312 in Segment 2 vertical unit deflection a1 = h / b2  (1 / ka + (0.04 in / (Ae  Fc_perp)) (b2 / b2_eff)) =0.017 in/kip Segment 2 stiffness k2 = 1 / (2  h3 / (3  E  Ae  b22) + h / (Ga  b2) + h a1 / b2) =24.655 kips/in Segment 2 unit shear at Cap vdsws2 =Cap  k2 / b2 =425.33 plf Segment 2 shear capacity vsws2 = vs / 2.8 =450.14 plf vdsws2 / vsws2 =0.945 PASS - Segment shear capacity exceeds segment unit shear at Cap Maximum shear force under seismic loading Vs_max = 0.7  Eq =9.66 kips Shear capacity for seismic loading Vs = vsws1  b1 + min(vsws2,vdsws2) b2 =17.408 kips Vs_max / Vs =0.555 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chords 1 and 2 Shear wall aspect ratio h / b1 =0.563 Load combination 6 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:21 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Shear force for maximum tension V = 0.7  Eq =9.66 kips Axial force for maximum tension P = (0.6  (D + Swt  h) - 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.195 kips Maximum tensile force in chord T = V  (k1 / sum(k1,k2)) h / b1_eff - P =2.898 kips Maximum applied tensile stress ft = T / Aen =215 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =936 lb/in2 ft / Ft' =0.229 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 2 Shear force for maximum compression V = 0.7  Eq =9.66 kips Axial force for maximum compression P = ((D + Swt  h) + 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.49 kips Maximum compressive force in chord C = V  (k1 / sum(k1,k2)) h / b1_eff + P =3.583 kips Maximum applied compressive stress fc = C / Ae =217 lb/in2 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =553 lb/in2 fc / Fc' =0.392 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb =425 lb/in2 fc / Fc_perp' =0.511 PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress Chord capacity for chords 3 and 4 Shear wall aspect ratio h / b2 =0.673 Load combination 6 Shear force for maximum tension V = 0.7  Eq =9.66 kips Axial force for maximum tension P = (0.6  (D + Swt  h) - 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.195 kips Maximum tensile force in chord T = V  (k2 / sum(k1,k2)) h / b2_eff - P =2.738 kips Maximum applied tensile stress ft = T / Aen =203 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =936 lb/in2 ft / Ft' =0.217 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 2 Shear force for maximum compression V = 0.7  Eq =9.66 kips Axial force for maximum compression P = ((D + Swt  h) + 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.49 kips Maximum compressive force in chord C = V  (k2 / sum(k1,k2)) h / b2_eff + P =3.422 kips Maximum applied compressive stress fc = C / Ae =207 lb/in2 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =553 lb/in2 fc / Fc' =0.375 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb =425 lb/in2 fc / Fc_perp' =0.488 PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:22 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Collector capacity Collector seismic design force factor FColl =1 Maximum shear force on wall Vmax = max(FColl  Vs_max, Vw_max) =9.66 kips Maximum force in collector Pcoll =3.549 kips Maximum applied tensile stress ft = Pcoll / (2  As) =215 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =936 lb/in2 ft / Ft' =0.230 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc = Pcoll / (2  As) =215 lb/in2 Column stability factor CP =1.00 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =2024 lb/in2 fc / Fc' =0.106 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 T1 =2.898 kips Chord 2 T2 =2.898 kips Chord 3 T3 =2.738 kips Chord 4 T4 =2.738 kips Wind load deflection Design shear force Vw = fWserv  W =2.638 kips Deflection limit w_allow= h / 400 =0.365 in Segment 1 Induced unit shear vw = Vw  (k1 / sum(k1,k2)) / b1 =68.22 lb/ft Anchor tension force T = max(0 kips,vw  h  b1 / b1_eff - 0.6  (D + Swt  h) s / 2) =0.588 kips Chord compression force C = max(0 kips,vw  h  b1 / b1_eff + 0.6  (D + Swt  h) s / 2) =1.101 kips Vertical elongation at anchor T = T / ka =0.012 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.006 in Total vertical deflection a = (T +C) (b1 / b1_eff) =0.018 in Segment 1 deflection – Eqn. 4.3-1 sww1 = 2  vw  h3 / (3  E  Ae  b1) + vw  h / (Ga) + h a / b1 =0.046 in sww1 /w_allow =0.125 PASS - Shear wall deflection is less than deflection limit Segment 2 Induced unit shear vw = Vw  (k2 / sum(k1,k2)) / b2 =64.46 lb/ft Anchor tension force T = max(0 kips,vw  h  b2 / b2_eff - 0.6  (D + Swt  h) s / 2) =0.544 kips Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:23 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Chord compression force C = max(0 kips,vw  h  b2 / b2_eff + 0.6  (D + Swt  h) s / 2) =1.058 kips Vertical elongation at anchor T = T / ka =0.011 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.006 in Total vertical deflection a = (T +C) (b2 / b2_eff) =0.017 in Segment 2 deflection – Eqn. 4.3-1 sww2 = 2  vw  h3 / (3  E  Ae  b2) + vw  h / (Ga) + h a / b2 =0.045 in sww2 /w_allow =0.124 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Vs = Eq =13.8 kips Deflection limit s_allow= 0.020  h =2.92 in Deflection ampification factor Cd =4 Seismic importance factor Ie =1 Segment 1 Induced unit shear vs = Vs  (k1 / sum(k1,k2)) / b1 =356.86 lb/ft Anchor tension force T = max(0 kips,vs  h  b1 / b1_eff - (0.6 - 0.2  SDS) (D + Swt  h) s / 2) =4.250 kips Chord compression force C = max(0 kips,vs  h  b1 / b1_eff + (0.6 - 0.2  SDS) (D + Swt  h) s / 2) =4.587 kips Vertical elongation at anchor T = T / ka =0.085 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.026 in Total vertical deflection a = (T +C) (b1 / b1_eff) =0.113 in Segment 1 deflection – Eqn. 4.3-1 swse1 = 2  vs  h3 / (3  E  Ae  b1) + vs  h / (Ga) + h a / b1 =0.248 in Amp. seis. deflection – ASCE 7-16, Eqn.12.8-15 sws1 = Cdswse1 / Ie =0.991 in sws1 /s_allow =0.339 PASS - Shear wall deflection is less than deflection limit Segment 2 Induced unit shear vs = Vs  (k2 / sum(k1,k2)) / b2 =337.18 lb/ft Anchor tension force T = max(0 kips,vs  h  b2 / b2_eff - (0.6 - 0.2  SDS) (D + Swt  h) s / 2) =4.021 kips Chord compression force C = max(0 kips,vs  h  b2 / b2_eff + (0.6 - 0.2  SDS) (D + Swt  h) s / 2) =4.357 kips Vertical elongation at anchor T = T / ka =0.080 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.025 in Total vertical deflection a = (T +C) (b2 / b2_eff) =0.108 in Segment 2 deflection – Eqn. 4.3-1 swse2 = 2  vs  h3 / (3  E  Ae  b2) + vs  h / (Ga) + h a / b2 =0.248 in Amp. seis. deflection – ASCE 7-16, Eqn.12.8-15 sws2 = Cdswse2 / Ie =0.993 in sws2 /s_allow =0.34 PASS - Shear wall deflection is less than deflection limit ASD PERFORATED SHEAR WALL (WALL 2) WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.13 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:24 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Panel details Structural wood panel sheathing on one side Panel height h =16.667 ft Panel length b =39.75 ft Total area of wall A = h  b =662.5 ft2 Panel construction Nominal stud size 2'' x 6'' Dressed stud size 1.5'' x 5.5'' Cross-sectional area of studs As =8.25 in2 Stud spacing s =16 in Nominal end post size 6'' x 6'' Dressed end post size 5.5'' x 5.5'' Cross-sectional area of end posts Ae =30.25 in2 Hole diameter Dia =1 in Net cross-sectional area of end posts Aen =24.75 in2 Nominal collector size 2 x 2'' x 6'' Dressed collector size 2 x 1.5'' x 5.5'' Service condition Dry Temperature 100 degF or less Anchor location Inside face Anchor offset eanchor =0 in Vertical anchor stiffness ka =50000 lb/in From NDS Supplement Table 4B - Reference design values for visually graded Southern Pine dimension lumber (2'' - 4'' thick) Species, grade and size classification Southern Pine, no.1 grade, 5''-6'' wide Specific gravity G =0.55 Tension parallel to grain Ft =875 lb/in2 Compression parallel to grain Fc =1550 lb/in2 Compression perpendicular to grain Fc_perp =565 lb/in2 Modulus of elasticity E =1600000 lb/in2 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:25 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Minimum modulus of elasticity Emin =580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel oriented strandboard sheathing Fastener type 8d common nails at 3''centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity vn =1370 lb/ft Apparent shear wall shear stiffness Ga =25 kips/in Loading details Dead load acting on top of panel D =27 lb/ft Roof live load acting on top of panel Lr =27 lb/ft Snow load acting on top of panel S =24 lb/ft Self weight of panel Swt =10 lb/ft2 In plane wind load acting at head of panel W =19620.186 lbs Wind load serviceability factor fWserv =0.42 In plane seismic load acting at head of panel Eq =13800 lbs Design spectral response accel. par., short periods SDS =1.035 From IBC 2021 cl.1605.1 Basic load combinations from ASCE 7, section 2.4 Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD =1.60 Size factor for tension – Table 4B CFt =1.00 Size factor for compression – Table 4B CFc =1.00 Wet service factor for tension – Table 4B CMt =1.00 Wet service factor for compression – Table 4B CMc =1.00 Wet service factor for modulus of elasticity – Table 4B CME =1.00 Temperature factor for tension – Table 2.3.3 Ctt =1.00 Temperature factor for compression – Table 2.3.3 Ctc =1.00 Temperature factor for modulus of elasticity – Table 2.3.3 CtE =1.00 Incising factor – cl.4.3.8 Ci =1.00 Buckling stiffness factor – cl.4.4.2 CT =1.00 Bearing area factor - cl. 3.10.4 Cb =1.0 Adjusted modulus of elasticity Emin' = Emin  CME  CtE  Ci  CT =580000 psi Critical buckling design value FcE = 0.822  Emin' / (h / d)2 =361 psi Reference compression design value Fc = Fc  CD  CMc  Ctc  CFc  Ci =2480 psi For sawn lumber c =0.8 Column stability factor – eqn.3.7-1 CP = (1 + (FcE / Fc)) / (2  c) –([(1 + (FcE / Fc)) / (2  c)]2 - (FcE / Fc) / c) = 0.14 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:26 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Shear wall length b =39.75 ft Shear wall aspect ratio h / b =0.419 Segmented shear wall capacity Maximum shear force under wind loading Vw_max = 0.6  W =11.772 kips Shear capacity for wind loading Vw = vw  b / 2.0 =27.229 kips Vw_max / Vw =0.432 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading Vs_max = 0.7  Eq =9.66 kips Shear capacity for seismic loading Vs = vs  b / 2.8 =19.449 kips Vs_max / Vs =0.497 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chords 1 and 2 Shear wall aspect ratio h / b =0.419 Effective length for chord forces beff = b - 3 / 2  bEndPost - eanchor =39.06 ft Load combination 5 Shear force for maximum tension V = 0.6  W =11.772 kips Axial force for maximum tension P = (0.6  (D + Swt  h)) s / 2 =0.077 kips Maximum tensile force in chord T = V  h / beff - P =4.945 kips Maximum applied tensile stress ft = T / Aen =200 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =1400 lb/in2 ft / Ft' =0.143 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 1 Shear force for maximum compression V = 0.6  W =11.772 kips Axial force for maximum compression P = ((D + Swt  h)) s / 2 =0.129 kips Maximum compressive force in chord C = V  h / beff + P =5.152 kips Maximum applied compressive stress fc = C / Ae =170 lb/in2 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =349 lb/in2 fc / Fc' =0.488 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb =565 lb/in2 fc / Fc_perp' =0.301 PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress Hold down force Chord 1 T1 =4.945 kips Chord 2 T2 =4.945 kips Wind load deflection Design shear force Vw = fWserv  W =8.24 kips Deflection limit w_allow= h / 400 =0.5 in Induced unit shear vw = Vw / b =207.31 lb/ft Anchor tension force T = max(0 kips,vw  h  b / beff - 0.6  (D + Swt  h) s / 2) =3.438 kips Chord compression force C = max(0 kips,vw  h  b / beff + 0.6  (D + Swt  h) s / 2) =3.593 kips Vertical elongation at anchor T = T / ka =0.069 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.008 in Total vertical deflection a = (T +C) (b / beff) =0.079 in Shear wall deflection – Eqn. 4.3-1 sww = 2  vw  h3 / (3  E  Ae  b) + vw  h / (Ga) + h a / b =0.175 in Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:27 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 sww /w_allow =0.35 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Vs = Eq =13.8 kips Deflection limit s_allow= 0.020  h =4 in Induced unit shear vs = Vs / b =347.17 lb/ft Anchor tension force T = max(0 kips,vs  h  b / beff - (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 5.837 kips Chord compression force C = max(0 kips,vs  h  b / beff + (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 5.939 kips Vertical elongation at anchor T = T / ka =0.117 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.014 in Total vertical deflection a = (T +C) (b / beff) =0.133 in Shear wall elastic deflection – Eqn. 4.3-1 swse = 2  vs  h3 / (3  E  Ae  b) + vs  h / (Ga) + h a / b =0.294 in Deflection ampification factor Cd =4 Seismic importance factor Ie =1 Amp. seis. deflection – ASCE 7-16, Eqn.12.8-15 sws = Cdswse / Ie =1.175 in sws /s_allow =0.294 PASS - Shear wall deflection is less than deflection limit ASD SEGMENTED SHEAR WALL (WALL 3) WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.13 Panel details Structural wood panel sheathing on one side Panel height h =12.167 ft Panel length b =113 ft Total area of wall A = h  b =1374.837 ft2 Panel construction Nominal stud size 2'' x 6'' Dressed stud size 1.5'' x 5.5'' Cross-sectional area of studs As =8.25 in2 Stud spacing s =16 in Nominal end post size 2'' x 6'' Dressed end post size 1.5'' x 5.5'' s1 Ch1 Ch2 112' 12" W + Eq D + Lr + S Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:28 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Cross-sectional area of end posts Ae =8.25 in2 Hole diameter Dia =1 in Net cross-sectional area of end posts Aen =6.75 in2 Nominal collector size 2 x 2'' x 6'' Dressed collector size 2 x 1.5'' x 5.5'' Service condition Dry Temperature 100 degF or less Anchor location Inside face Anchor offset eanchor =0 in Vertical anchor stiffness ka =25000 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick) Species, grade and size classification Spruce-Pine-Fir, no.2 grade, 2'' & wider Specific gravity G =0.42 Tension parallel to grain Ft =450 lb/in2 Compression parallel to grain Fc =1150 lb/in2 Compression perpendicular to grain Fc_perp =425 lb/in2 Modulus of elasticity E =1400000 lb/in2 Minimum modulus of elasticity Emin =510000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel oriented strandboard sheathing Fastener type 8d common nails at 3''centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity vn = 1370 plf  min[1 - (0.5 - G), 1] =1260.4 lb/ft Apparent shear wall shear stiffness Ga =25 kips/in Loading details Dead load acting on top of panel D =460 lb/ft Roof live load acting on top of panel Lr =460 lb/ft Snow load acting on top of panel S =414 lb/ft Self weight of panel Swt =10 lb/ft2 In plane wind load acting at head of panel W =6281.067 lbs Wind load serviceability factor fWserv =0.42 In plane seismic load acting at head of panel Eq =13800 lbs Design spectral response accel. par., short periods SDS =1.035 From IBC 2021 cl.1605.1 Basic load combinations from ASCE 7, section 2.4 Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD =1.60 Size factor for tension – Table 4A CFt =1.30 Size factor for compression – Table 4A CFc =1.10 Wet service factor for tension – Table 4A CMt =1.00 Wet service factor for compression – Table 4A CMc =1.00 Wet service factor for modulus of elasticity – Table 4A CME =1.00 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:29 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Temperature factor for tension – Table 2.3.3 Ctt =1.00 Temperature factor for compression – Table 2.3.3 Ctc =1.00 Temperature factor for modulus of elasticity – Table 2.3.3 CtE =1.00 Incising factor – cl.4.3.8 Ci =1.00 Buckling stiffness factor – cl.4.4.2 CT =1.00 Bearing area factor - cl. 3.10.4 Cb =1.0 Adjusted modulus of elasticity Emin' = Emin  CME  CtE  Ci  CT =510000 psi Critical buckling design value FcE = 0.822  Emin' / (h / d)2 =595 psi Reference compression design value Fc = Fc  CD  CMc  Ctc  CFc  Ci =2024 psi For sawn lumber c =0.8 Column stability factor – eqn.3.7-1 CP = (1 + (FcE / Fc)) / (2  c) –([(1 + (FcE / Fc)) / (2  c)]2 - (FcE / Fc) / c) = 0.27 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b =113 ft Shear wall aspect ratio h / b =0.108 Segmented shear wall capacity Maximum shear force under wind loading Vw_max = 0.6  W =3.769 kips Shear capacity for wind loading Vw = vw  b / 2.0 =71.213 kips Vw_max / Vw =0.053 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading Vs_max = 0.7  Eq =9.66 kips Shear capacity for seismic loading Vs = vs  b / 2.8 =50.866 kips Vs_max / Vs =0.19 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chords 1 and 2 Shear wall aspect ratio h / b =0.108 Effective length for chord forces beff = b - 3 / 2  bEndPost - eanchor =112.81 ft Load combination 6 Shear force for maximum tension V = 0.7  Eq =9.66 kips Axial force for maximum tension P = (0.6  (D + Swt  h) - 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.176 kips Maximum tensile force in chord T = V  h / beff - P =0.865 kips Maximum applied tensile stress ft = T / Aen =128 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =936 lb/in2 ft / Ft' =0.137 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 2 Shear force for maximum compression V = 0.7  Eq =9.66 kips Axial force for maximum compression P = ((D + Swt  h) + 0.7  0.2  SDS  (D + Swt  h)) s / 2 =0.444 kips Maximum compressive force in chord C = V  h / beff + P =1.486 kips Maximum applied compressive stress fc = C / Ae =180 lb/in2 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =553 lb/in2 fc / Fc' =0.325 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb =425 lb/in2 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:30 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 fc / Fc_perp' =0.424 PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress Hold down force Chord 1 T1 =0.865 kips Chord 2 T2 =0.865 kips Wind load deflection Design shear force Vw = fWserv  W =2.638 kips Deflection limit w_allow= h / 400 =0.365 in Induced unit shear vw = Vw / b =23.35 lb/ft Anchor tension force T = max(0 kips,vw  h  b / beff - 0.6  (D + Swt  h) s / 2) =0.052 kips Chord compression force C = max(0 kips,vw  h  b / beff + 0.6  (D + Swt  h) s / 2) =0.517 kips Vertical elongation at anchor T = T / ka =0.002 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.006 in Total vertical deflection a = (T +C) (b / beff) =0.008 in Shear wall deflection – Eqn. 4.3-1 sww = 2  vw  h3 / (3  E  Ae  b) + vw  h / (Ga) + h a / b =0.012 in sww /w_allow =0.034 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Vs = Eq =13.8 kips Deflection limit s_allow= 0.020  h =2.92 in Induced unit shear vs = Vs / b =122.12 lb/ft Anchor tension force T = max(0 kips,vs  h  b / beff - (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 1.336 kips Chord compression force C = max(0 kips,vs  h  b / beff + (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 1.641 kips Vertical elongation at anchor T = T / ka =0.053 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.019 in Total vertical deflection a = (T +C) (b / beff) =0.072 in Shear wall elastic deflection – Eqn. 4.3-1 swse = 2  vs  h3 / (3  E  Ae  b) + vs  h / (Ga) + h a / b =0.069 in Deflection ampification factor Cd =4 Seismic importance factor Ie =1 Amp. seis. deflection – ASCE 7-16, Eqn.12.8-15 sws = Cdswse / Ie =0.274 in sws /s_allow =0.094 PASS - Shear wall deflection is less than deflection limit ASD PERFORATED SHEAR WALL (WALL 4) WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the perforated shear wall method Tedds calculation version 1.2.13 Panel details Structural wood panel sheathing on one side Panel height h =16.667 ft Panel length b =46 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:31 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Panel opening details Width of opening wo1 =5.375 ft Height of opening ho1 =8.198 ft Height to underside of lintel over opening lo1 =8.198 ft Position of opening Po1 =12.65 ft Total area of wall A = h  b - wo1  ho1 =722.603 ft2 Panel construction Nominal stud size 2'' x 6'' Dressed stud size 1.5'' x 5.5'' Cross-sectional area of studs As =8.25 in2 Stud spacing s =16 in Nominal end post size 6'' x 6'' Dressed end post size 5.5'' x 5.5'' Cross-sectional area of end posts Ae =30.25 in2 Hole diameter Dia =1 in Net cross-sectional area of end posts Aen =24.75 in2 Nominal collector size 2 x 2'' x 6'' Dressed collector size 2 x 1.5'' x 5.5'' Service condition Dry Temperature 100 degF or less Anchor location Inside face Anchor offset eanchor =0 in Vertical anchor stiffness ka =50000 lb/in From NDS Supplement Table 4B - Reference design values for visually graded Southern Pine dimension lumber (2'' - 4'' thick) Species, grade and size classification Southern Pine, no.1 grade, 5''-6'' wide Specific gravity G =0.55 Tension parallel to grain Ft =875 lb/in2 Compression parallel to grain Fc =1550 lb/in2 Compression perpendicular to grain Fc_perp =565 lb/in2 Modulus of elasticity E =1600000 lb/in2 Minimum modulus of elasticity Emin =580000 lb/in2 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:32 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Sheathing details Sheathing material 15/32'' wood panel 5-ply plywood sheathing Fastener type 8d common nails at 3''centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity vn = min(1370 plf, 2435 plf) =1370 lb/ft Apparent shear wall shear stiffness Ga =15 kips/in Loading details Dead load acting on top of panel D =27 lb/ft Roof live load acting on top of panel Lr =27 lb/ft Snow load acting on top of panel S =24 lb/ft Self weight of panel Swt =10 lb/ft2 In plane wind load acting at head of panel W =19620.186 lbs Wind load serviceability factor fWserv =0.42 In plane seismic load acting at head of panel Eq =13800 lbs Design spectral response accel. par., short periods SDS =1.035 From IBC 2021 cl.1605.1 Basic load combinations from ASCE 7, section 2.4 Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD =1.60 Size factor for tension – Table 4B CFt =1.00 Size factor for compression – Table 4B CFc =1.00 Wet service factor for tension – Table 4B CMt =1.00 Wet service factor for compression – Table 4B CMc =1.00 Wet service factor for modulus of elasticity – Table 4B CME =1.00 Temperature factor for tension – Table 2.3.3 Ctt =1.00 Temperature factor for compression – Table 2.3.3 Ctc =1.00 Temperature factor for modulus of elasticity – Table 2.3.3 CtE =1.00 Incising factor – cl.4.3.8 Ci =1.00 Buckling stiffness factor – cl.4.4.2 CT =1.00 Bearing area factor - cl. 3.10.4 Cb =1.0 Adjusted modulus of elasticity Emin' = Emin  CME  CtE  Ci  CT =580000 psi Critical buckling design value FcE = 0.822  Emin' / (h / d)2 =361 psi Reference compression design value Fc = Fc  CD  CMc  Ctc  CFc  Ci =2480 psi For sawn lumber c =0.8 Column stability factor – eqn.3.7-1 CP = (1 + (FcE / Fc)) / (2  c) –([(1 + (FcE / Fc)) / (2  c)]2 - (FcE / Fc) / c) = 0.14 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Perforated wall length b1 =12.65 ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:33 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Shear wall aspect ratio h / b1 =1.318 Perforated wall length b2 =27.975 ft Shear wall aspect ratio h / b2 =0.596 Shear capacity adjustment factor – cl.4.3.5.6 Sum of perforated shear wall segment lengths bi = b1 + b2 =40.625 ft Total area of wall Awall = b  h =766.67 ft2 Total area of openings Ao = wo1  ho1 =44.06 ft2 Total full height sheathed area Afhs = h  (b1 + b2) =677.08 ft2 Shear capacity adjustment factor (eqn. 4.3-6)Co = min(Awall / (3  Ao + Afhs), 1.0) =0.947 Perforated shear wall capacity Maximum shear force under wind loading Vw_max = 0.6  W =11.772 kips Shear capacity for wind loading Vw = vw  Co bi / 2.0 =26.363 kips Vw_max / Vw =0.447 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading Vs_max = 0.7  Eq =9.66 kips Shear capacity for seismic loading Vs = vs  Co bi / 2.8 =18.831 kips Vs_max / Vs =0.513 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chords 1 and 2 Load combination 5 Shear force for maximum tension V = 0.6  W =11.772 kips Axial force for maximum tension P = (0.6  (D + Swt  h)) s / 2 =0.077 kips Maximum tensile force in chord T = V  h / (Co bi) - P =5.021 kips Maximum applied tensile stress ft = T / Aen =203 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =1400 lb/in2 ft / Ft' =0.145 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 1 Shear force for maximum compression V = 0.6  W =11.772 kips Axial force for maximum compression P = ((D + Swt  h)) s / 2 =0.129 kips Maximum compressive force in chord C = V  h / (Co bi) + P =5.227 kips Maximum applied compressive stress fc = C / Ae =173 lb/in2 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =349 lb/in2 fc / Fc' =0.495 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb =565 lb/in2 fc / Fc_perp' =0.306 PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:34 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Collector capacity Collector seismic design force factor FColl =1 Maximum shear force on wall Vmax = max(FColl  Vs_max, Vw_max) =11.772 kips Uniform shear applied to wall va = Vmax / (Co bi) =305.9 plf Shear resisted by wall segments vb = va  b / (b1 + b2) =346.3 plf Maximum force in collector Pcoll =1.132 kips Maximum applied tensile stress ft = Pcoll / (2  As) =69 lb/in2 Design tensile stress Ft' = Ft  CD  CMt  Ctt  CFt  Ci =1400 lb/in2 ft / Ft' =0.049 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc = Pcoll / (2  As) =69 lb/in2 Column stability factor CP =1.00 Design compressive stress Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP =2480 lb/in2 fc / Fc' =0.028 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 T1 =5.021 kips Chord 2 T2 =5.021 kips Wind load deflection Design shear force Vw = fWserv  W =8.24 kips Deflection limit w_allow= h / 400 =0.5 in Induced unit shear vw_max = Vw / (Co bi) =214.12 lb/ft Anchor tension force T = max(0 kips,vw_max  h - 0.6  (D + Swt  h) s / 2) =3.491 kips Chord compression force C = max(0 kips,vw_max  h + 0.6  (D + Swt  h) s / 2) =3.646 kips Vertical elongation at anchor T = T / ka =0.070 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.009 in Total vertical deflection a = (T +C) (b / beff) =0.080 in Shear wall deflection – Eqn. 4.3-1 sww = 2  vw_max  h3 / (3  E  Ae bi) + vw_max  h / (Ga) + h a /bi = 0.275 in sww /w_allow =0.549 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Vs = Eq =13.8 kips Deflection limit s_allow= 0.020  h =4 in Induced unit shear vs_max = Vs / (Co bi) =358.57 lb/ft Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:35 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Anchor tension force T = max(0 kips,vs_max  h - (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 5.925 kips Chord compression force C = max(0 kips,vs_max  h + (0.6 - 0.2  SDS) (D + Swt  h) s / 2) = 6.027 kips Vertical elongation at anchor T = T / ka =0.119 in Vertical compression at chord C = 0.04 in  C / (Ae  Fc_perp) =0.014 in Total vertical deflection a = (T +C) (b / beff) =0.135 in Shear wall elastic deflection – Eqn. 4.3-1 swse = 2  vs_max  h3 / (3  E  Ae bi) + vs_max  h / (Ga) + h a /bi = 0.46 in Deflection ampification factor Cd =4 Seismic importance factor Ie =1 Amp. seis. deflection – ASCE 7-16, Eqn.12.8-15 sws = Cdswse / Ie =1.842 in sws /s_allow =0.46 PASS - Shear wall deflection is less than deflection limit Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:36 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 STORE FOUNDATION LINE LOADS Foundation Line 1 DL1_roof = (20 psf * ((46 ft * 0.5) + 3 ft)) =520.000 plf DL1_wall = 10 psf * 23.0 ft =230.000 plf LL1_roof = (20 psf * ((46 ft * 0.5) + 3 ft)) =520.000 plf SL1_roof = (38.9 psf * 46 ft * 0.5) + (18 psf * 3 ft) =948.700 plf Foundation Line 2 DL2_roof = (20 psf * 46 ft * 0.5) =460.000 plf DL2_wall = 10 psf * 21.5 ft =215.000 plf LL2_roof = (20 psf * 46 ft * 0.5) =460.000 plf SL2_roof = (38.9 psf * 46 ft * 0.5)=894.700 plf Foundation Line A DLA_roof = (20 psf * 2.66667 ft * 0.5) =26.667 plf DLA_wall = 10 psf * 21.5 ft =215.000 plf LLA_roof = (20 psf * 2.66667 ft * 0.5) =26.667 plf SLA_roof = (54.1 psf * 32 in * 0.5) =72.133 plf Foundation Line B DLF_roof = DLA_roof =26.667 plf DLF_wall = DLA_wall =215.000 plf LLF_roof = LLA_roof =26.667 plf SLF_roof = SLA_roof =72.133 plf Loads do not include self weight of concrete footings Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:37 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:38 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:39 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Project:Circle K –Yelm,WA Client:PorterSIPS Project No.:24686 By:JTW Date:11/4/2024 Page:40 8180 Corporate Park Drive ● Suite 235 ● Cincinnati, Ohio 45242 ● (513) 984-1663 ● FAX (513) 984-1663 Page 1 of 15 DIVISION: 06 00 00 WOOD, PLASTICS, AND COMPOSITES Section: 06 12 00 Structural Panels REPORT HOLDER: PORTERCORP EVALUATION SUBJECT: STRUCTURAL INSULATED PANELS 1.0 EVALUATION SCOPE Compliance with the following codes: 2021, 2018, and 2015 International Building Code® (IBC) 2021, 2018, and 2015 International Residential Code® (IRC) Property evaluated: Structural Fire Resistance Thermal Barrier 2.0 USES 2.1 General: Structural Insulated Panels are used as structural insulated roof, floor and wall panels capable of resisting transverse, axial and in-plane shear loads. 2.2 Construction Types: Structural Insulated Panels shall be considered combustible building elements when determining the construction type in accordance with IBC Chapter 6. 2.3 Fire Resistive Assemblies: Structural Insulated Panels may be used as fire-resistance rated assemblies as described in Section 4.3.1, 4.3.2, and 4.3.3. 3.0 DESCRIPTION 3.1 General: Structural Insulated Panels are a structural sandwich panel consisting of a light weight foam plastic core securely laminated between two thin rigid wood structural panel facings. The product is intended for use as load-bearing or non-load- bearing wall and roof panels. Structural Insulated Panels are available in 45/8-inch (117.5 mm) through 15-inch (381 mm) overall thicknesses and are custom-made to the specifications for each use. The maximum product size is 8 feet (2438 mm) in width and up to 24 feet (7315 mm) in length. 3.2 Materials: 3.2.1 Facing:The facing consists of two single-ply oriented strand board (OSB) facings a minimum of 7/16-inch-thick (11.1 mm) conforming to the properties shown in Table 1. Additionally, facing materials shall conform to DOC PS 2, Exposure 1, Rated Sheathing with a span index of 24/16. Panels may be manufactured with the facing strength axis oriented in either direction with respect to the direction of product bending provided the appropriate design values are used. ICC-ES Evaluation Report ESR-4692 Reissued April 2024 Revised June 2024 Subject to renewal April 2025 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. 41 ESR-4692 Page 2 of 15 3.2.2 Core:The core material is EPS foam plastic insulation conforming to ASTM C578, Type I or ASTM C578 Type VIII. The foam core, up to 4-inch (101.6 mm) thickness, has a flame spread rating not exceeding 75 and a smoke-developed rating not exceeding 450 when tested in accordance with ASTM E84. Cores used in structural insulated panels up to 15 inches (381 mm) thick, comply with IBC Section 2603.3 Exception 4. 3.2.3 Adhesive:Facing materials are adhered to the core material using a thin-film adhesive. The adhesive is applied during the lamination process in accordance with the in-plant quality system documentation. 3.2.4 Material Sources: The facing, core and adhesive used in the construction of Structural Insulated Panels must be materials from approved sources as identified in the in-plant quality system documentation. A list of material suppliers is provided in Table 15. 3.2.5 Splines: Structural Insulated Panels are interconnected with surface splines, block splines, or I-joists (Figure 1). Connections using dimensional lumber splines or engineered structural splines not specifically addressed in this report must be designed in accordance with accepted engineering practice to meet applicable code requirements. 3.2.5.1 Surface Splines:Surface splines (Figure 1 and Figure 3) consist of 3-inch-wide (76.2 mm) by 7/16-inch-thick (11.1 mm) or thicker OSB. At each panel joint, one surface spline is inserted into each of two tight-fitting slots in the core. The slots in the core are located just inside the facing. Diaphragm construction require surface splines in accordance with Section 4.1.9,Table 14 and Figure 3a. 3.2.5.2 Block Splines: Block splines (Figure 1) are manufactured in the same manner as the SIP except with an overall thickness that is 1 inch (25.4 mm) less than the overall thickness of the panels to be joined. 3.2.5.3 I-Joist Splines: Structural capacities for prefabricated wood I-joists splines (Figure 1) shall be established and monitored in accordance with ASTM D5055 with properties equal to or greater than those shown in Table 2. The overall depth of the joist is 1 inch (25.4 mm) less than the overall thickness of the panels to be joined. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 Overall Structural System: The scope of this report is limited to the evaluation of the SIP component. Panel connections and other details related to incorporation of the product into the overall structural system of a building are beyond the scope of this report. The seismic-force-resisting system of structures consisting of the panels as shear walls, in whole or in part, must be designed and detailed in accordance with IBC Sections 2305 and 2306. 4.1.2 Design Approval:Where required by the authority having jurisdiction, structures using Structural Insulated Panels shall be designed by a registered design professional. Construction documents, including engineering calculations and drawings providing floor plans, window details, door details and connector details, shall be submitted to the code official when application is made for a permit. The individual preparing such documents shall possess the necessary qualifications as required by the applicable code and the professional registration laws of the state where the construction is undertaken. Approved construction documents shall be available at all times on the jobsite during installation. 4.1.3 Design Loads:Design loads to be resisted by the product shall be as required under the applicable code. Loads on the panels shall not exceed the loads noted in this report. Where loading conditions result in superimposed stresses, the sum of the ratio of actual loads over allowable loads shall not exceed one. Calculations demonstrating that the loads applied are less than the allowable loads described in this report shall be submitted to the code official for approval. 4.1.4 Allowable Loads: Allowable axial, transverse and in-plane shear loads are provided in Tables 3 through 13. For loading conditions not specifically addressed herein, structural members designed in accordance with accepted engineering practice shall be provided to meet applicable code requirements. 4.1.5 Concentrated Loads: Axial loads shall be applied to the product through continuous members such as structural insulated roof or floor panels or repetitive members such as joists, trusses or rafters spaced at regular intervals of 24 inches (610 mm) on center or less. Such members shall be fastened to a cap plate or similar member to distribute the load to the product. For other loading conditions, reinforcement shall be provided. This reinforcement shall be designed in accordance with accepted engineering practice. 4.1.6 Eccentric and Side Loads:Axial loads shall be applied concentrically to the top of the product. Loads shall not be applied eccentrically or through framing attached to one side of the panel (such as balloon framing) except where additional engineering documentation is provided. 4.1.7 Openings: Openings in panels are permitted when the header depth is at least 12 inches (305 mm), and the interior of the opening is reinforced with minimum 0.42 SG lumber graded #2 around the perimeter, secured in place with not less than 0.131-inch x 21/2-inch (2.9 mm x 63.5 mm) nails, spaced 6 inches (152 mm) on center. The panels are not used to resist in- plane shear loads. SIP splines are not permitted within 6 inches of the end of the header and are not permitted within the header. Allowable loads for maximum header spans of 36 inches may be selected from Tables 8 and 10. Allowable loads for maximum header spans of 72 inches (1829 mm) may be selected from Tables 9 and 11. Openings in panels beyond the scope of this report shall be reinforced with wood or steel designed in accordance with accepted engineering practice to resist all loads applied to the opening as required by the adopted code. Details for door and window openings shall be provided to clarify the manner of supporting axial, transverse and/or in-plane shear loads at openings. Such details shall be subject to approval by the local authority having jurisdiction. 4.1.8 In-Plane Shear Design: Shear walls utilizing block or surface splines shall be sized to resist all code required wind and seismic loads without exceeding the allowable loads provided herein. Shear wall chords, hold-downs and connections to transfer shear forces between the wall and surrounding structure shall be designed in accordance with accepted engineering 42 ESR-4692 Page 3 of 15 practice.Allowable strengths for SIP shear walls with structural splines along each panel edge shall be designed in accordance with accepted engineering practice and are subject to the limitations for wood sheathed shear walls. 4.1.8.1 Seismic Design Categories A, B, and C:Use of the shear wall configurations in Table 12 is limited to structures in Seismic Design Categories A, B and C. Where SIPs are used to resist seismic forces the following factors shall be used for design: Response Modification Coefficient,R = 2.0; System Overstrength Factor,0 = 2.5; Deflection Amplification Factor, Cd = 2.0.The maximum panel height-to-width ratio shall be 2:1. 4.1.8.2 Seismic Design Categories D, E and F: SIPs may be used in seismic-force-resisting systems in both load bearing and non-load bearing conditions. SIPs constructed in accordance with Table 13 used in Seismic Design Categories C, D, E 0=3 and Cd=4. Walls with aspect ratios higher than 2:1 may not contain any spline connections. 4.1.9 Horizontal Diaphragms: Horizontal diaphragms shall be sized to resist all code required wind and seismic loads without exceeding the allowable loads provided herein. Diaphragm chords and connections to transfer shear forces between the diaphragm and surrounding structure shall be designed in accordance with accepted engineering practice. The maximum diaphragm length-to-width ratio shall not exceed 3:1. 4.1.10 Combined Loads: Panels subjected to any combination of transverse, axial or in-plane shear loads shall be analyzed utilizing a straight-line interaction. 4.1.11 Panel Reinforcements:Allowable transverse loads for panels reinforced with I-joists meeting the minimum properties shown in Table 2 are presented in Table 6. Panels reinforced with I-joists have not been evaluated for use in wall applications. Panels reinforced with I-joist splines may be designed in accordance with accepted engineering practice. 4.2 Installation: 4.2.1 General: Structural Insulated Panels shall be fabricated, identified and erected in accordance with this report, the installation instructions and this report, this report shall govern. Approved construction documents shall be available at all times on the jobsite during installation. 4.2.2 Splines:Structural Insulated Panels are interconnected at the panel edges through the use of a spline. The spline type may be of any configuration listed in Section 3.2.5 as required by the specific design. The spline shall be secured in place with not less than 0.131-inch x 21/2-inch (2.9 mm x 63.5 mm) nails, spaced 6 inches on center on both sides of the panel, or an Alternate spline connections may be required for panels subjected to in-plane shear forces. Such panels shall be interconnected exactly as required in Tables 12,13 and 14 or as directed by the designer. 4.2.3 Plates:The top and bottom plates of the panels shall be dimensional or engineered lumber sized to match the core thickness of the panel. The plates shall be secured using not less than 0.131-inch x 21/2-inch (2.9 mm x 63.5 mm) nails, spaced 6 inches on center on both sides of the panel, or an approved equivalent fastener. A second top plate of 11/8-inch (29 mm) minimum thickness dimensional or engineered lumber with a specific gravity of 0.42 that is cut to the full thickness of the panel shall be secured to the first top plate using 0.131-inch x 3-inch (2.9 mm x 76 mm) nails or an approved equivalent fastener. 4.2.4 Cutting and Notching:No field cutting or routing of the panels shall be permitted except as shown on approved construction documents. 4.2.5 Protection from Decay:SIPs that rest on exterior foundation walls shall not be located within 8 inches of exposed earth. SIPs supported by concrete or masonry that is in direct contact with earth shall be protected from the concrete or masonry by a moisture barrier. 4.2.6 Protection from Termites:In areas subject to damage from termites, SIPs shall be protected from termites using an approved method. Panels shall not be installed below grade or in contact with earth. 4.2.7 Heat-Producing Fixtures:Heat-producing fixtures shall not be installed in the panels unless protected by a method approved by the code official or documented in test reports. This limitation shall not be interpreted to prohibit heat-producing elements with suitable protection. 4.2.8 Plumbing Installation Restrictions:Plumbing and waste lines may extend at right angles through the wall panels but are not permitted vertically within the core. Lines shall not interrupt splines or panel plates unless approved by a registered design professional. 4.2.9 Voids and Holes: 4.2.9.1 Voids in Core:In lieu of openings designed in accordance with Section 4.1.7, the following voids are permitted. Voids may be provided in the panel core during fabrication at predetermined locations only. Voids parallel to the panel span shall be limited to a single 1-inch-maximum-diameter (25.4 mm) hole. Such voids shall be spaced a minimum of 4 feet (1219 mm) on center measured perpendicular to the panel span. Two 1/2-inch-diameter (12.7 mm) holes may be substituted for the single 1-inch hole provided they are maintained parallel and within 2 inches of each other. Voids perpendicular to the panel span shall be limited to a single 1-inch-maximum-diameter (25.4 mm) hole placed not closer than 16 inches (406 mm) from the support. Additional voids in the same direction shall be spaced not less than 28 inches (711 mm) on center. 4.2.9.2 Holes in Panels:Holes may be placed in panels during fabrication at predetermined locations only. Holes shall be limited to 4 inches by 4 inches (102 mm by 102 mm) square. The minimum distance between holes shall not be less than 4 feet (1219 mm) on center measured perpendicular to the panel span and 24 inches (610 mm) on center measured parallel to the panel span. Not more than three holes shall be permitted in a single line parallel to the panel span. The holes may intersect voids permitted elsewhere in this report. 4.2.10 Panel Cladding: 43 ESR-4692 Page 4 of 15 4.2.10.1 Roof Covering:The roof covering, underlayment and flashing shall comply with the applicable codes. All roofing materials must be requiring the application of heat during installation shall be reviewed and approved by a registered design professional. 4.2.10.2 Exterior Wall Covering:Panels shall be covered on the exterior by a water-resistive barrier as required by the applicable code. The water-resistive barrier shall be attached with flashing in such a manner as to provide a continuous water- resistive barrier behind the exterior wall veneer. The exterior facing of the SIP wall shall be covered with weather protection as required by the adopted building code or other approved materials. 4.2.10.3 Thermal Barrier at Wall, Roof and Floor:The foam plastic core of the SIPs must be separated from the interior of the building by installing an approved thermal barrier on the interior face of the panels consisting of ½-inch (12.7 mm) gypsum wallboard or equivalent thermal barrier complying with and installed in accordance with IBC Section 2603.4 or IRC Section R316.4 as applicable. 4.3 Fire-Resistance Rated Assemblies: 4.3.1 One-hour Limited Load-Bearing Wall Assembly: SIPs with thicknesses of 4 5/8 . 6 ½ , or 8 ¼ inches (114, 165, or 210 mm) are used to construct a one-hour fire-resistance rated wall assembly. The SIP core is recessed 1-1/2 inches (38 mm) from the bottom SIP edge and 1-1/2 inches (38 mm) from the top SIP edge. The recesses receive nominally 2-by spruce-pine- fir No. 2 or better lumber bottom and top plates with a depth to match the core thickness. The plates must be connected to the SIPs by fastening through the SIP OSB facing with 8d box nails spaced 6 inches (152 mm) on center, on each side of the SIP. The SIP core is recessed on the vertical sides to receive surface or block splines in accordance with Section 3.2.5 of this report. The splines must be connected to the SIPs by fastening through the SIP OSB facing with 1 5/8-inch long (41.28 mm), Type W, Self-piercing tapping screws (ASTM C1002) spaced 6 inches (152 mm) on center. The SIPs must be covered with two layers of 5/8-inch thick (15.9 mm) Type X gypsum wallboard, complying with ASTM C1396, on each side. Where the panels are exposed to the exterior, the exterior layers of gypsum boards must be 5/8-inch thick (15.9 mm) Type X gypsum sheathing complying with ASTM C1396. The vertical joints of the first layer of gypsum board must be offset a minimum of 16 inches (406 mm) from the spline joint. The first layer of gypsum board must be fastened to the panel facing with 1 5/8-inch long (41.28 mm), Type W, self-piercing tapping screws complying with ASTM C1002, spaced 24 inches (610 mm) on center vertically and 16 inches (406 mm) on center horizontally. The second layer of gypsum board must be installed with 2-inch long (50.8 mm), Type W, self-piercing tapping screws complying with ASTM C1002, spaced 12 inches (305 mm) on center vertically in rows offset 12 inches (305 mm) from screws securing the first layer of gypsum board, and 16 inches (406 mm) on center horizontally, in rows offset 8 inches (203 mm) from screws securing the first layer of gypsum board. The vertical joints in the second layer of gypsum board must be offset a minimum of 16 inches (406 mm) from vertical joints of the first layer of gypsum board. Exposed gypsum board joints must be covered with joint tape and joint compound. Exposed screw heads must be covered with joint compound in accordance with ASTM C840. This fire-resistance-rated wall assembly is limited to the heights shown in Table 7. The maximum superimposed allowable axial compression load shall be no greater than the lesser of 1800 plf (26 kN/m) or 43% of the loads in Table 7. 4.3.2 One-hour Limited Load-Bearing Wall Assembly:SIPs in accordance with this report, with thickness of 6 ½ inch (165 mm) and up to 10 feet (3048 mm) tall are used to construct a one-hour fire-resistance rated wall assembly. The SIP core is recessed 1 ½ inches (38 mm) from the bottom and side SIP edge. The SIP core is recessed 3 inches (76 mm) from the top SIP edge. The recesses receive 2x6 #2 Hem-Fir lumber; single bottom plate, double top plate, and single lumber end plates and double lumber splines. The double lumber splines are attached to each other using 0.148 x 3.25 inch (4x83 mm) nails with 0.35 inch (9 mm) head diameters, 24 inches (609 mm) on center, staggered. The first top plate is attached to the studs using (2) 0.148 x 3.25 inch (3.8x82.6 mm) nails with 0.35 inch (8.9 mm) head diameters. The second top plate is attached to the first top plate using 0.148 x 3.25 inch (3.8x82.6 mm) nails with 0.35 inch (8.9 mm) head diameters, 16 inches (406 mm) on center. OSB facing is fastened to perimeter framing using 0.122 x 2.08 inch (3x53 mm) with 0.25 inch (6 mm) head diameter, 6 inch (152 mm) on center. The SIPs must be covered with a single layer of 5/8 Type C gypsum on oriented vertically on both sides of the wall, secured with PC cupped head drywall nails 1 5/8 inch (41 mm) long, 8 inch (203 mm) on center along the perimeter and 12 inch (304 mm) on center through the field. The fastener heads and joints must be treated with joint compound and paper tape. The wall assembly is limited to a maximum restricted superimposed load of 56% of the allowable capacity shown in Table 7. 4.3.3 One-hour Roof-Ceiling Assembly:SIP with thicknesses from 4 5/8 inches to 12 ¼ inches (114 mm to 286 mm) thick. Support beams must be a minimum of 4 ½ inches wide by 9 ½ inches deep (114 mm by 241 mm) and must be spaced in accordance with the IBC or IRC as applicable. The roof covering material must comply with the IBC. The roof construction must comply as a Class A, B, or C roof assembly. SIPs must be connected with double nominal 2-inch lumber splines installed in the recessed core and connected to the SIP by fastening through the OSB facing with 8d common nails spaced 6 inches (31.7 mm) on center. Double lumber splines are attached to each other using 12d nails applied in 2 rows, 10 inches on center. Each exposed SIP edge must be covered with nominally 2-inch wood blocking installed in the recessed core and connected to the SIP by fastening through the OSB facing with 8d common nails spaced 6 inches (152 mm) on center. Two layers of minimum 5/8 inch (15.9 mm) thick gypsum board complying with ASTM C1396 must be installed on the underside first layer must be connected using 1 ¼ inch long (31.7 mm), Type S, bugle head steel screws complying with ASTM C1002, spaced 8 inches (203 mm) on center along the joints and in rows spaced 16 inches (406 mm) on center in the field. The joints of the first layer of gypsum must be staggered from the joints of the SIPs. The second layer of gypsum board must be fastened using a 2 inch long (51 mm), bugle head. Type W, self-piercing steel screws complying with ASTM C1002, spaced 8 inches 44 ESR-4692 Page 5 of 15 (204 mm) on center along the board edges and in rows 12 inches (305 mm) on center in the field. The joints of the gypsum board second layer must be staggered from the joints of the gypsum board first layer. The exposed gypsum board joints must be covered with paper tape and joint compound. Screw heads must be covered with joint compound in accordance with ASTM C840. The roof-ceiling assembly is limited to a maximum transverse load of the lesser of 43 psf (2.06 kPa) or the loads in Table 3. 4.4 Special Inspection: Where SIP shear walls are installed in buildings in Seismic Design Categories C, D, E and F; Seismic Design Categories C, D0, D1, D2 and E for townhouses under the IRC; or Seismic Design Categories D0, D1, D2 and E for detached one- and two-family dwellings under the IRC, periodic inspections of the fastening and anchoring of the shear wall assembly withing the seismic-force-resisting system must be provided. Inspection must include connections of the assemblies to drag struts and hold-downs, in accordance with 2018 and 2015 IBC Section 1705.11.1 or 1705.12.2, 2012 IBC Section 1705.10.1 or 1705.11.2, 2009 IBC Section 1706.2 or 1707.3, or 2006 IBC Section 1707.3, as applicable, unless these are exempted by IBC Section 1704.1. 5.0 CONDITIONS OF USE: The Structural Insulated Panels described in this report comply with, or are a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The SIPs are fabricated, identified, and erected in accordance with this report, the instructions, the more restrictive governs. 5.2 This report applies only to the panel thicknesses specifically listed herein. 5.3 In-use panel heights/spans shall not exceed the values listed herein. Extrapolation beyond the values listed herein is not permitted. 5.4 Design loads to be resisted by the SIPs must be determined in accordance with the IBC or IRC, as applicable, and must not exceed the allowable loads noted in this report. 5.5 The panels are manufactured at the production facilities listed in Section 7.3 of this evaluation report under a quality- control program with inspections by ICC-ES. 5.6 Where the SIP panels are used as a shear wall assembly for buildings located in Seismic Design Category D, E, or F under the IBC, for townhouses in Seismic Design Categories C, D0, D1, D2 and E under the IRC; or for detached one- and two-family dwellings in Seismic Design Categories D0, D1, D2 and E under the IRC, and are either of different widths intended to be combined in the same wall line or are intended to be combined in the same wall line with other shear- resisting elements, applied lateral loads shall be proportioned based on relative stiffness. 5.7 Seismic-force-resisting systems consisting of SIP shear walls in whole or in part shall be designed and detailed in accordance with Sections 2305 and 2306 of the IBC by the registered design professional. 5.8 Calculations and details must be submitted to the code official showing how the lateral loads are transferred from the roof or floor diaphragm into the shear wall and from the shear wall to the foundation. These calculations and details must be signed and sealed by a registered design professional, when required by the statures of the jurisdiction in which the project is to be constructed. 5.9 When the SIP shear walls are used in buildings that are more than one story tall, calculations and details must be submitted to the code official showing the load path for the transfer of lateral and overturning forces from the upper-story shear walls to the foundation. These calculations and details must be signed and sealed by a registered design professional, when required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Shear walls constructed of SIPs, used in buildings in Seismic Design Categories C through F, must be subject to special inspection in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with ICC-ES AC04 Acceptance Criteria for Sandwich Panels Approved June 2019 (Editorially revised December 2020). 6.2 Reports of diaphragm tests of panels, conducted in accordance with ASTM E455. 6.3 Reports and analysis of cyclic shear wall testing in accordance with Appendix A of the ICC-ES Acceptance Criteria for Sandwich Panels (AC04) dated June 2019 (editorially revised December 2020). 6.4 Reports of tests conducted in accordance with ASTM E119. 6.5 Reports of tests conducted in accordance with NFPA 286. 7.0 IDENTIFICATION 7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-4692) along with the name, registered trade mark, or registered logo of the report holder (Portercorp) must be included in the product label. 7.2 In addition, the project or batch number is included in the label. 7.3 45 ESR-4692 Page 6 of 15 Thickness (in.) Flatwise Stiffness (lbf-in.2/ft) Flatwise Strength (lbf-in./ft) Tension (lbf/ft) Density (pcf) Along Across Along Across Along Across 7/16 54,700 27,100 950 870 6,800 6,500 35 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 lbf = 4.448 N; 1 pcf = 0.006366 N/m3; 1 lbf-in/ft = 370.833 N-mm/m; 1 lbf/ft = 14.59 N/m; 1 lbf-in.2/ft = 9419.167 N-mm/m TABLE 2 MINIMUM I-JOIST PROPERTIES FOR USE AS REINFORCEMENTS1 Depth Bending Stiffness EI Moment Capacity M Shear Capacity V Coefficient of Shear Deflection K (in.)(lbf-in.2) x 106 (lbf-ft)(lbf)(lbf) x 106 9.25 185 2715 1155 4.81 11.25 296 3410 1405 5.85 14 482 4270 1710 7.28 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 lbf = 4.448 N; 1lbf-in.2 = 2870.962 N-mm 1 Properties are based on certification in accordance with ASTM D5055 or equivalent. Panel Length (ft) PANEL THICKNESS (inch) 45/8 61/2 81/4 Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 WAB3 50 40 27 73 64 43 80 80 58 8 68 51 34 82 82 56 90 90 78 10 45 33 22 63 57 38 68 68 54 12 30 23 15 51 40 27 55 55 39 14 21 16 --39 29 19 46 43 29 16 ------29 22 14 40 33 22 18 ------22 16 --34 25 17 20 ------------26 20 13 22 ------------21 15 -- 24 ------------17 12 -- For SI:1 inch = 25.4 mm;1 foot = 304.8 mm; 1 psf = 47.88 Pa. See Table 4 for notes. 46 ESR-4692 Page 7 of 15 Panel Length (ft) PANEL THICKNESS (inch) 101/4 121/4 15 Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 WAB3 88 88 75 93 96 96 108 108 108 8 98 98 98 107 107 107 121 121 121 10 73 73 73 79 79 79 87 87 87 12 59 59 54 63 63 63 68 68 68 14 49 49 41 52 52 52 56 56 56 16 42 42 31 44 44 41 47 47 47 18 37 36 24 39 39 32 41 41 41 20 32 29 19 34 34 26 36 36 36 22 29 23 15 31 31 21 33 33 29 24 25 19 12 28 26 17 29 29 24 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa. 1 Table values assume a simply supported panel with 1 1/2 in. of continuous bearing on facing at supports with solid wood plates at bearing locations. Values do not include the dead weight of the panel. 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. Values are based on loads of short duration only and do not consider the effects of creep. 3 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. WAB indicates weak-axis bending of the facing material; the strong-axis of the facing material is oriented perpendicular to the direction of panel bending. 4 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. Panel Length (ft) PANEL THICKNESS (inch) 45/8 61/2 81/4 Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 WAB3 62 50 35 55 49 42 49 49 49 8 66 56 39 63 63 56 62 62 62 10 52 43 30 55 55 48 57 56 55 12 37 30 21 48 46 40 51 50 49 14 23 17 12 40 38 33 46 44 42 16 ------32 30 25 40 38 36 18 ------25 21 17 35 32 29 20 ------17 13 9 29 26 22 24 ------------18 14 9 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa. 1 Table values represent wall panel capacities (45/8-in., 61/2-in. and 81/4-in. thickness panels only) utilizing a zero bearing configuration (Figure 2). 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. Values are based on loads of short duration only and do not consider the effects of creep. 3 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. WAB indicates weak-axis bending of the facing material; the strong-axis of the facing material is oriented perpendicular to the direction of panel bending. 4 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. 47 ESR-4692 Page 8 of 15 Panel Length (ft) PANEL THICKNESS (inch) 101/4-in. SIP thickness 121/4-in. SIP thickness 15-in. SIP thickness Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 115 115 115 124 124 124 123 123 123 10 92 92 92 99 99 99 98 98 98 12 76 76 76 82 82 82 82 82 82 14 65 65 65 71 71 71 70 70 70 16 57 57 57 62 62 62 61 61 61 18 51 51 44 55 55 55 54 54 54 20 46 46 33 49 49 48 48 48 48 22 41 38 25 45 45 37 44 44 44 24 36 30 20 41 41 29 41 41 41 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa. 1 Values assume a simply supported panel with 11/2 in. of continuous bearing on facing at supports. Values do not include the dead weight of the panel. 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. Values are based on loads of short duration only and do not consider the effects of creep. 3 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. 4 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. Lateral Brace Spacing (ft) PANEL THICKNESS (inch) 45/8 61/2 81/4 8 WAB5 2320 2470 2530 8 3630 4070 4240 10 3260 3890 4130 12 2810 3660 4000 14 --3390 3830 16 --3090 3640 18 --2790 3430 20 ----3190 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 PLF = 14.59 N/m. 1 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. 2 All values are for normal duration and may not be increased for other durations. 3 Axial loads shall be applied concentrically to the top of the panel through repetitive members spaced not more than 24-in. on center. Such members shall be fastened to a rim board or similar member to distribute along the top of the SIP. 4 The ends of both facings must bear on the supporting foundation or structure to achieve the tabulated axial loads. 5 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. WAB indicates weak-axis bending of the facing material; the strong-axis of the facing material is oriented perpendicular to the direction of panel bending. 6For fire-resistance-rated wall assemblies, axial load limitations in Section 4.3 must be observed. 7For combined loading, the requirements in Section 4.1.10 must be applied. 8The maximum allowable axial load is limited to 71 percent of the reported allowable axial load when used in the shear walls in Table 13. 48 ESR-4692 Page 9 of 15 Panel Length (ft) PANEL THICKNESS (inch) 45/8 61/2 81/4 Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 WAB3 23 17 11 42 31 21 62 47 31 8 31 23 15 57 43 28 75 65 43 10 17 13 8 33 25 16 48 39 26 12 10 8 5 21 16 10 33 25 16 14 7 5 --14 10 7 22 16 11 16 ------9 7 --15 11 7 18 ------7 5 --11 8 5 20 ------------8 6 -- For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa. See Table 9 for notes. Panel Length (ft) PANEL THICKNESS (inch) 45/8 61/2 81/4 Deflection Limit2 Deflection Limit2 Deflection Limit2 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 8 WAB3 16 12 8 29 23 15 39 36 24 8 23 17 11 37 33 22 49 49 34 10 12 9 6 24 19 12 31 29 19 12 7 5 --15 11 7 21 18 12 14 5 ----10 7 5 16 12 8 16 ------7 5 --11 8 5 18 ------5 ----8 6 -- 20 ------------6 ---- For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa. 1 Table values represent wall panel capacities utilizing a zero bearing configuration (Figure 2). Construction shall be as described in Section 4.1.7 of this report. 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. Values are based on loads of short duration only and do not consider the effects of creep. 3 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. WAB indicates weak-axis bending of the facing material; the strong-axis of the facing material is oriented perpendicular to the direction of panel bending. 4 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. 5 Tabulated values assume header depths ranging from 12-in. to 36-in. 6 SIP splines are not permitted within 6-in. of the end of the header and are not permitted within the header. 49 ESR-4692 Page 10 of 15 Lateral Brace Spacing (ft) Panel Thickness (inch) 45/8 61/2 81/4 8 WAB5 770 820 840 8 1210 1355 1410 10 1085 1295 1375 12 935 1220 1330 14 --1130 1275 16 --1030 1210 18 --930 1140 20 ----1060 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; ; 1 plf = 14.59 N/m. See Table 11 for notes. Lateral Brace Spacing (ft) Panel Thickness (inch) 45/8 61/2 81/4 8 WAB5 460 490 505 8 725 810 845 10 650 775 825 12 560 730 800 14 --675 765 16 --615 725 18 --555 685 20 ----635 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 plf = 14.59 N/m. 1 Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load. 2 All values are for normal duration and may not be increased for other durations. 3 Axial loads shall be applied concentrically to the top of the panel through repetitive members spaced not more than 24-in. on center. Such members shall be fastened to a cap plate or similar member to distribute along the top of the SIP. 4 The ends of both facings must bear on the supporting foundation or structure to achieve the tabulated axial loads. 5 Tabulated values are based on the strong-axis of the facing material oriented parallel to the direction of panel bending. WAB indicates weak-axis bending of the facing material; the strong-axis of the facing material is oriented perpendicular to the direction of panel bending. 6 Tabulated values assume header depths ranging from 12-in. to 36-in. 7 SIP splines are not permitted within 6-in. of the end of the header and are not permitted within the header. 50 ESR-4692 Page 11 of 15 Spline Type3 Minimum Nominal SIP Thickness (in.) Minimum Facing Connections2,4 Shear Strength(plf)Chord2 Plate2 Spline3 Block or Surface Spline 45/8 0.131-in. x 21/2-in. nails, 6-in. on center 0.131-in. x 21/2-in. nails, 6-in. on center 0.131-in. x 21/2-in. nails, 6-in. on center 380 81/4 0.131-in. x 21/2-in. nails, 6-in. on center 0.131-in. x 21/2-in. nails, 6-in. on center 0.131-in. x 21/2-in. nails, 6-in. on center 400 For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 47.88 Pa.; 1 plf = 14.59 N/m. 1 Maximum shear wall dimensions ratio shall not exceed 2:1 (height: width) for resisting wind or seismic loads. 2 Chords, hold downs and connections to other structural elements must be designed by a registered design professional in accordance with accepted engineering practice. 3 Spline type at interior panel-to-panel joints only. Solid chord members are required at each end of each shear wall segment. 4 Required connections must be made on each side of the panel. Dimensional or engineered lumber shall have an equivalent specific gravity of 0.42 or greater. 3, 8, 1Maximum aspect ratio of 1:1. 2Maximum aspect ratio of 3.5:1. When the aspect ratio exceeds 2:1 the panel may not contain a spline joint. 3Hold downs and connections to other structural elements must be designed by a registered design professional in accordance with accepted engineering practice. 4Top plate consists of (2) 2x6 #2 Douglas Fir let-in framing stitched together using 0.148 x 3 inch nails 5 inch on center , two rows. Cap plate consist of (1) 1.125 x 6.375 inch OSB rim board attached to top plate using 0.131 x 3 inch nails, 6 inch on center, two rows. Bottom plate consists of (1) 2x6 #2 Douglas Fir let-in framing. Sill plate consists of (1) 2x8 #2 Douglas Fir attached to the bottom plate using 0.131 x 3 inch nails, 6 inch on center, two rows. 5Top and bottom plates consist of (1) 2x6 #2 Douglas Fir let-in framing with an additional cap or sill plate. Sill plate consists of (1) 2x8 #2 Douglas Fir attached to the bottom plate using 0.131 x 3 inch nails, 6 inch on center, two rows. Cap plate consist of (1) 1.125 x 6.375 inch OSB rim board attached to top plate using 0.131 x 3 inch nails, 6 inch on center, two rows. 6 End post/Chords consist of 4x6 #1 Douglas Fir, attached to bottom plate using (3) 0.162 x 3.5 inch nails, toenailed through each chord into the bottom plate and fastened to the top plate using (6) 0.162 x 3.5 inch nails through the top plate into each chord. 7 End post/Chords consist of (2) 2x6 #2 Douglas Fir stitched together using (2) rows of 0131 x 3 inch nails 6 inch on center. Chords shall be attached to bottom plate using (3) 0.162 x 3.5 inch nails, toenailed through each chord into the bottom plate and fastened to the top plate using (3) 0.162 x 3.5 inch nails through the top plate into each chord. 8 The installation configuration is recognized for use as both load-bearing and non-load-bearing shearwalls in Seismic Design Categories A, B, 0=3.0; Deflection Amplification Factor, Cd=4.0. 9When used as load-bearing SIPs, the allowable axial load must be determined in accordance with Table 7 of this report. 10Figure 4 contains an illustration of the construction. 11Figure 5 contains an illustration of the construction. Spline Type Minimum Nominal Thickness (in) Aspect Ratio (H:W) Minimum Facing Connections Allowable Loads (plf) Sheathing to Chords Sheathing to Top and Bottom Sheathing to Splines 1,4,6,10 23/32 inch OSB Surface or Block Spline 6 ½1:1 0.113 x 2.375 inch nails, 2 inch on center, (2) rows ¾ and 2-1/4 inch edge distance 0.113 x 2.375 inch nails, 2 inch on center, (2) rows ¾ and 2-1/4 inch edge distance top plate and 3/8 inch and ¾ inch edge distance for bottom plate 0.113 x 2.375 inch nails, 2 inch on center, (2) rows 3/8 inch and ¾ inch edge distance 911 2,5,7,11 23/32 inch OSB Surface or Block Spline 6 ½1:1, 2:1, 3.5:1 0.131 x 2.5 inch nails, 4 inch on center, ¾ inch edge distance. 0.131 x 2.5 inch nails, 4 inch on center, ¾ inch edge distance. 0.131 x 2.5 inch nails, 4 inch on center, ¾ inch edge distance. 803 51 ESR-4692 Page 12 of 15 Minimum Nominal SIP Thickness (in.) Minimum Connections Shear Strength (plf) Max. Aspect RatioSurface Spline1 (Figure 3b) Boundary Support Element2 (Figure 3c) Supported Interior Spline1,3 (Figure 3a) 8-1/4 0.131-in. x 21/2-in. nails, 6-in. on center Top face only into spline 7/16-in. x 3-in. OSB Surface Spline 0.131-in. x 21/2-in. nails, 6-in. on center into lumber, both faces of SIP. 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw, 6-in. on center 0.131-in. x 21/2-in. nails, 6-in. on center Top face only into spline 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw (per designer) 265 3:1 0.131-in. x 21/2-in. nails, 4-in. on center Top face only into spline 7/16-in. x 3-in. OSB Surface Spline 0.131-in. x 21/2-in. nails, 6-in. on center into lumber, both faces of SIP. 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw, 4-in. on center 0.131-in. x 21/2-in. nails, 4-in. on center Top face only into spline 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw (per designer) 330 3:1 0.131-in. x 21/2-in. nails, 2-in. on center, two rows staggered 3/8-in. Top face only into spline 7/16-in. x 3-in. OSB Surface Spline 0.131-in. x 21/2-in. nails, 6-in. on center into lumber, both faces of SIP. 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw, 3-in. on center 0.131-in. x 21/2-in. nails, 2-in. on center, two rows staggered 3/8-in. Top face only into spline 10-in. length, 0.190-in. shank diameter, 0.255-in. thread o.d., 2.750-in. thread length, 0.625-in. head diameter SIP screw (per designer) 575 3:1 For SI:1 inch = 25.4 mm, 1 PLF = 14.59 N/m 1Surface or block spline are used at interior panel-to-panel joints. Spline fasteners are applied through the top facing into the top spline facing. Where interior panels joints are supported by structural members, SIP screws, a minimum of 1-3/4 inch longer than the diaphragm thickness are applied through the top face of the SIP through the panel into the support beam (Figure 3a and 3b). 2Diaphragm boundaries shall use 11/2-inch-wide lumber minimum with a specific gravity of 0.42 or greater. Specified fasteners are required through both facings into the framing, with SIP screw through the thickness of the SIP into the supporting member as shown in Figure 3c. 3Location of interior support members and connections to those supports are the responsibility of the registered design professional and are not included with the shear strength capacities in this table. 52 ESR-4692 Page 13 of 15 Facing Core Adhesive Louisiana-Pacific Corporation Sagola, MI Distributed by: Viking Forest Products, LLC 7615 Smetana Lane Eden Prairie, MN 55344 Atlas Molded Products, A Division of Atlas Roofing Corporation 8240 Byron Center Road SW Byron Center, MI 49315 Bostik, Inc. 11320 W. Watertown Plank Road Wauwatosa, Wisconsin 53226 West Fraser 1 Toronto Street, Suite 600 Toronto ON, Canada M5C 2W4 Benchmark Foam, Inc. 401 Pheasant Ridge Drive Watertown, SD 57201 DuPont Specialty Products 200 Larkin Center 1501 Larkin Center Drive Midland, MI 48674 Tolko Industries, Ltd. 3203 30th Avenue Vernon BC, Canada V1T 6M1 Carpenter Foam 1021 E Springfield Road High Point, NC 27263 Creative Packaging Company 6301 Midland Industrial Drive Shelbyville, KY 40065 Insulfoam, a Carlisle Company 1507 Sunburst Lane Mead, NE 68041 (I-41) Iowa EPS Products, Inc. 5554 N.E. 16th Street Des Moines, IA 50313 OPCO, Inc. P.O. Box 101 Latrobe, PA 15650 Plymouth Foam 1 Southern Gateway Drive Gnadenhutten, OH 44629 Polar Industries, Inc. 32 Gramar Avenue Prospect, CT 06712 Powerfoam Insulation Division of Metl-Span LTD. 550 Murray Street, Highway 287 Midlothian, TX 76065 Thermal Foams, Inc. 2101 Kenmore Avenue Buffalo, NY 14207 53 ESR-4692 Page 14 of 15 FIGURE 1 SIP SPLINE TYPES FIGURE 2 ZERO BEARING SUPPORT 54 ESR-4692 Page 15 of 15 FIGURE 3A INTERIOR SUPPORT SPLINE FIGURE 3B SURFACE SPLINE FIGURE 3C BOUNDARY SUPPORT ELEMENT FIGURE 4 TABLE 13 SHEARWALL CONSTRUCTION (911 PLF) FIGURE 5 TABLE 13 SHEARWALL CONSTRUCTION (803 PLF) 55 56 57