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Permit File BLD-2019-0413 1319 6th Street
Page 1 Kingworks JOB TITLE DICKINSON GARAGE STRUCTURALENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360-714-8260 www.king-works.com CS15 Ver 2016.01.10 JOB NO. CALCULATED BY CHECKED BY 19075 SHEET NO. DATE 07/01/2019 DATE �I STRUCTURAL CALCULATIONS FOR Dickinson Garage Anacortes, WA Code: International Building Code 2015 Risk Category: Loads: Floor: Roof: Isnow= Wind: 110mph / exp C Seismic: Ss=108 %g / 51=42.8 %g / SDC=D Ieq= Soils: Basis: IBC Presumptive Soil Allowable Bearing Stress: 1500 Lateral Soil Loads (Active / At Rest): N/A I Description: New garage with approximately 1000sf footprint. The new structure will be wood framed. The roof framing will be light framed construction with the flat roof. Foundations will be shallow spread footings. Page Item 1 CODE &DESIGN CRITERIA 9 LATERAL ANALYSIS 23 GRAVITY FRAMING www.struware.com Page 2 Kingworks STRUCTURAL ENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360-714-8260 www.king-works.com Code Search Code: International Building Code 2015 Occupancy: Occupancy Group = R Residential Risk Category 8 Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.00 / 12 Building length (L) 45.0 ft Least width (B) 20.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 13.0 ft Minimum parapet ht 1.0 ft Live Loads: 0.0 deg JOB TITLE JOB NO. CALCULATED BY CHECKED BY Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions N/A SHEET NO. DATE DATE www.struware.com Page 3 Kingworks STRUCTURAL ENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360J14-8260 www.king-works.com Wind Loads : ASCE 7- I Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K� = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 V Mean Roof Ht: Kzt = (1+KjK2K3)12 = 1.00 Gust Effect Factor h= 12.Oft B = 2040 ft /z (0.6h) = 15.0 ft Ri4id Structure f = 500 ft Zmin = 15 ft c = 0.20 9Q) 9v = 3.4 LZ = 427.1 ft Q = 0.94 Iz = 0.23 G = 0.90 use G = 0.85 JOB TITLE JOB NO. CALCULATED BY CHECKED BY H< 15ft;exp C :. Kzt=1.0 SHEET NO. DATE DATE x[upv�ind) ESCARPMENT V(IZ) I 5psedup x(dowmaind) H�2it H it 2D RIDGE or 3D A7tISYMMETRtCAL HILL Fle�able structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.60 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (r)�) = 0.0 Hz Damping ratio (R) = 0 /b = 0.65 /a = 0.15 Vz = 92.9 N 1 = 0.00 Rn = 0.000 Rh = 28.282 RB = 28.282 RL = 28.282 9R = 0.000 R = 0.000 G = 0.000 rl = 0.000 n = 0.000 n = o.000 h = 12.0 ft Page 4 Kingworks JOB TITLE STRUCTURAL ENGINEERS 600 Dupont St * Ste B JOB NO. SHEET NO, Bellingham, WA 98225 CALCULATED BY DATE 360-714-8260 www.king-works.com CHECKED BY DATE Wind Loads -MWFRS ":!M (Low-rise Buildings) Enclosedmartially enclosed only Kz = Kh (case 1) = 0.85 Edge Strip (a) = 3.0 ft Base pressure (qh) = 22.4 psf End Zone (2a) = 6.0 ft GCpi = +A0.18 Zone 2 length = 10.0 ft Wind Pressure Coefficients CASE A CASE B 0=0deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0,40 0,58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0,40 0,58 0.22 6 -0.29 411 -0.47 1 E 0.61 0,79 0,43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0,43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (ps'1J 1 13.0 4.9 -6.0 -14.1 2 -11.4 -19A -11 A -19A 3 4.2 -12.3 4.2 -12.3 4 -2.5 -10.5 -6.0 -14.1 5 13.0 4.9 6 -2.5 -10.5 1E 17.7 9.6 -6.7 -14.8 2E -19.9 -27.9 -19.9 -27.9 3E -7.8 A 5.9 -7.8 -15.9 4E -5.6 -13.6 -6.7 A4.8 5E 17.7 9.6 6E -&6 AM Parapet Windward parapet = 33.5 psf (GCpn = +1.5) Leeward parapet = -22.4 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 15.4 psf Roof -7.2 psf ** End Zone: Wall 23.2 psf Roof -12.1 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 15.4 psf End Zone: Wall 23.2 psf Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 15.6 psf (upward) add to windward roof pressure JV3:%1-T.�3dG j t 1'd1 N'(?Y1tFC(.`,T.'i F+_t;1CiF � �'r.: 1-�..};zJ 1IC:)17 r�'.i,.`TS'•,1};R r"w DVgFARDkoDF_.. ... .,. -_WIN �.)=F.CC�A FP F�Y7F 7 i i f i.....1-..T---T--T---T---T-? VLM�CVVCO AL ..........« ............. E LAr Qr.<'',F.,tIq'--=0 i .........� _.. ........... _ i +h L0 TG1TUDIITA L L=-V %-TiON .................................................................................................................. Page 5 Kingworks JOB TITLE STRUCTURAL ENGINEERS 600 Dupont St * Ste B JOB NO. Bellingham, WA 98225 CALCULATED BY 360-714-8260 www.king-works.com CHECKED BY Location of MWFRS Wind Pressure Zones E a E 2E �i kjl:d 2Q'�� 2: lessor of Q5Bor2_5h is uegau�e y. SHEET NO. DATE DATE j� CASE B A'\TGE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) �•7 � Or �.� :7 If � is S2i?aaLi' 1 7`���stiegtie �i*e�Yi��� Lc�x��iittdir�a17Ji3•e�tit�� NOTE: Torsional loads are 25% of zones 1 - 49 See code for loading diagram. Page 6 Kingworks STRUCTURAL ENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360-714-8260 www.king-works.com Wind Loads - Components at Claddinq : h <= 60' Kh (case 1) = 0.85 h = Base pressure (qh) = 22.4 psf a = Minimum parapet ht = 1.0 ft GCpi = Roof Angle (0) = 0.0 deg Type of roof = Monoslope JOB TITLE JOB NO, CALCULATED BY CHECKED BY 12.0 ft 3.0 ft .18 SHEET NO, DATE DATE Ultimate Wind Pressures Roof GCp +/-GCpi Surface Pressure (psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 120 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -26.4 -24.8 -24.1 -24.1 -24.1 Negative Zone 2 -1.98 -1.49 -1.28 -44.3 -33.3 -28.6 -28.6 -28.6 Negative Zone 3 -2.98 -1.79 -1.28 -66.6 40.0 -28.6 -28.6 -28.6 Positive All Zones 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 &2 -1.70 -1.63 -1.60 -38.0 -36.4 -35.8 -34.5 -24.6 Overhang Zone 3 -2.80 -1.40 -0.80 -62.6 -31.3 -17.9 -17.9 A7.9 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf) Parapet qp = 22.4 psf CASE A =pressure towards building (pos) CASE B = pressure away from bldg (neg) Solid Parapet Pressure CASE A: Interior zone: Corner zone: CASE B : Interior zone: Corner zone: Walls GCp +/_ GCpi Area 10 sf 100 sf 500 sf Negative Zone 4 -1.17 -1.01 -0.90 Negative Zone 5 -1.44 -1.12 -0.90 Positive Zone 4 & 5 1.08 0.92 0.81 Note: GCp reduced by 10%due to roof angle <= 10 deg Surface Pressure (psf) user input 10 sf 100 Si OWsf 10 sf 60.3 41.1 38.7 60.3 82.7 41.1 38.7 82.7 -42.2 -35.1 -30.2 42.2 48.3 -37.6 -30.2 48.3 Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 200 sf 26.2 -22.6 -20.1 -26.2 -21.5 32.2 -25.1 -20.1 -32.2 -22.9 24.1 20.6 18.1 24.1 19.5 Page 7 Kingworks STRUCTURAL ENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360-714-8260 www.king-works.com JOB TITLE JOB NO. CALCULATED BY CHECKED BY Location of C&C Wind Pressure Zones Roofs w/ A 5 10° Walls h 5 60' and all walls & alt design h<90' h>60' sa� toots n��sI�� Gab h 5 80' & It design h<904 i1 Gable, Sawtooth and Multispan Gable 0 5 7 degrees & Monoslope 5 3 degrees h 5 60' & alt design h<90' SHEET NO. DATE DATE Ultimate Wind Pressures Monoslope roofs 3°<0510° h 5 60' & alt design h<90' Sawtooth 10° < 0 s 45° h 5 60' $ ait design h<90' Stepped roofs 0 5 3° h 5 60' & alt design h<90' Page 8 Kingworks STRUCTURAL ENGINEERS 600 Dupont St * Ste B Bellingham, WA 98225 360-714-8260 www.king-works.com Seismic Loads: IBC 2015 Risk Category : I I Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 108.00 %g S1 (1.0 sec) = 42.80 %g Fa = 1.068 Fv = 1.572 Seismic Design Category = D Number of Stories: 1 JOB TITLE JOB NO. CALCULATED BY CHECKED BY Sms = 1.153 Sos = 0.769 Sm1 = 0.673 Spy = 0.449 Structure Type: Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) =12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) = 6.5 Over -Strength Factor (S2o) = 2.5 Deflection Amplification Factor (Cd) : 4 Sps = 0.769 Soy = 0.449 Seismic Load Effect (E) = p De +/- 0.2Sps D Special Seismic Load Effect (Em) f2o L)E +/- 0.2Sos D PERMITTED ANALYTICAL PROCEDURE Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period coef. (CT) _ Approx fundamental period (Ta) User calculated fundamental period (T) _ Long Period Transition Period (TL) _ Seismic response coef. (Cs) need not exceed Cs = but not less than Cs = USE Cs = - Permittec 0.020 CT'In Model $Seismic Response Analysis ALLOWABLE STORY DRIFT ASCE7 map = Spsl/R = Sd1 I /RT = 0.129 sec x= 0.75 0 sec 16 0.118 0.535 SHEET NO, DATE DATE Strength Level Forces Design Category = D Design Category = D p =redundancy coefficient QE =horizontal seismic fora D =dead loac Tmax = CuTa = 0.181 0.044Sdsl = 0.034 0.118 gn DesiBase Shear V = 0.118W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 0.129 Use T = GRAVEL ALLEY j { k .Yw N�k :': "-j loll,It It 10 I In t� B C 4 i :.:. It r�Y R s 15 <) b ........... t fi t t t t fi fi t t t t t t t t t Ad.'MtrK =.03tr / tr06tt It I — r ; t � g S, I f. II �A t, c'> rn Z f If —tµ If ... ` :; 3t f 1 _,... _ - ........ -- :_ .:...........:..........,..... - - ...: ---............. \:: 3 1 ._............ At `^I _ j I........... ......_...' �........... 111 s.. . It • AI.x ra o ItI N ➢K OV K4 .�11OVI,6t VY.AkC111TFi''i �' � x v n � � � � S � `> nU iYI YIU+ } ?I Irl x Page 10 Page 11 E KINGWORKS STRUCTURAL / ENGINEERS 600 Dupont St. Suite B 360314.8260 Bellingham, WA 98225 www.king-works.com PROJECT DESCRIPTION ENGINEER PROJECT NO, DATE PAGE !T7> Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls1,3,6,7 Wood -based Panels A B I Minimun SEISMIC WIND Minimum Fastener Panel Edge Fastener Nominal Penetration Fastener Panel Edge Fastener Spacing (in.) Spacing (in.) Sheathing Panel in Framing Type & Size 6 4 3 2 6 4 3 2 1 Material Thickness Member or (in.) Blocking VS G, vs G, VS G, vs G, vW vw vw vw (in,) (plf) (kipslin.) (plf) (kipslin.) (plf) (kips/in.) (plf) (kipslin.) (plf) (plf) (pif) (plf) Nail (common or OSB PLY OSB PLY OSB PLY OSB PLY galvanized box) Wood 5/16 1-1/4 6d 400 13 10 600 18 13 780 23 16 1020 35 22 560 840 1090 1430 3/82 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 Structural Structural14,5 7I162 1-3/8 8d 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1105 1415 1875 15!32 560 14 11 860 18 14 1100 24 17 1460 37 23 785 1205 1540 2045 15/32 1-1/2 10d 680 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 1860 2435 5!16 1-1/4 6d 360 13 9.5 540 18 12 700 24 14 900 37 18 505 755 980 1260 ?; 3/8 400 11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1090 1430 Wood 440 17 12 640 25 15 820 31 17 1060 45 20 615 895 1150 1485 p Structural3& 7/162 1-3/8 8d 480 15 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 Panels— t; m � Sheathingas 15/32 520 13 10 760 19 13 980 25 15 1280 39 20 730 1065 1370 1790 n 15/32 1-1/2 10d 620 22 14 920 30 17 1200 37 19 1540 52 23 870 1290 1680 2155 z 19132 680 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430 1860 2435 " Nail (galvanized casing) p Plywood 5/16 1-1/4 Siding 6d 280 13 420 16 550 17 720 21 390 590 770 1010 318 1-3/8 8d 320 16 480 18 620 20 820 22 450 670 870 1150 Nail (common or Particleboard galvanized box) Sheathing - 3/8 6d 240 15 360 17 460 19 600 22 335 505 645 840 r= (M-S "Exterior 3/8 8d 260 18 380 20 480 21 630 23 365 530 670 880 Glue" and M-2 "Exterior 1/2 280 18 420 20 540 22 700 24 390 590 755 980 Glue") 1/2 10d 370 21 550 23 720 24 920 25 520 770 1010 1290 5/8 400 21 610 23 790 24 1040 26 560 855 1105 1455 Nail (galvanized roofing) Structural 1/2 11 ga. galv. roofing nail (0.120" 340 4.0 460 5.0 520 5.5 475 645 730 Fiberboard x 1-1/2" long x 7/16" head) Sheathing 11 ga. galv. roofing nail (0.120" 25/32 340 4.0 460 5.0 520 5.5 475 645 730 x 1-3/4" long x 318" head) I. Nominal unit shear values shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For specific requirements, see 4.3.7.1 for wood structural panel shear walls, 4.3.7.2 for particleboard shear walls, and 4.3.7.3 for fiberboard shear walls_ See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 11.3.2A). The Specific Gravity Adjustment Factor shall not be greater than 1. 4. Apparent shear stiffness values G„ are based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stiffness values for shear walls constructed with either OSB or 3-ply plywood panels. When 4-ply or 5-ply plywood panels or composite panels are used, G. values shall be permitted to be increased by 1.2. 5. Where moisture content of the framing is greater than 19% at time of fabrication, G. values shall be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. SW31SAS JNIISIS321-3380:1 IVU31VI r Page 13 K I N G WO R KS PROJECT ......... ........ 1w. ..... ... STRUCTURAL DESCRIPTION . I . .. ...... . ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www.king-works.com jj 1 ..... ..... .... ...................... .. .. ...... .................... . . . .... . ....................... ................. ................................................................ Page 14 KI N G W O R KS PROJECT ...... .. ... .... . W. . .... . . STRUCTURAL DESCRIPTION ..... I. .. .. .. . . 1 ...................................................................... ENGINEERS ENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite 8 360,714,8260 Bellingham, WA 98225 www.kingwworks.com t y Page 15 K I N G W O R KS PROJECT ..... ...... DESCRIPTION ST R U CTU RA ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www,king-works.com 1 t ..... .................. ....... .... ..................... ............... ........ . . .. . .. .................. ... . .. ... ........... . ................ ........ .......................... ... .............................. Page 16 1�71i41�•'i��►' Anchor Designer TM Software Version 2.7.6990.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Inaut Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 3.438 Anchor category: - Anchor ductility: Yes hmin (Inch): 4.81 Cmin (Inch): 1.11 Smin (inch): 2.50 Company: I Date: 17/1/2019 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, fc (psi): 2500 v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"G Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 17 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [Ib]: 3010 Vu" [lb]: 0 Vusy [lb]: 0 <Figure 1> Company: Date: 7/1/2019 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Compsny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-y1►1�11+'i��►'■ Anchor Designer TM I Company: Engineer: t Software Project: Version 2.7.6990.0 I Address: Phone: E-mail: <Figure 2> Date: 17/1 /2019 Page: 3/5 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 19 �7 I iii I �.'i•J ► ■ Anchor Designer TM I Company: Engineer: Software I Project: 0 Version 2.7.6990. � I Address: Phone: E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Nua (lb) VU" (lb) 1 3010.0 0.0 Date: 17/1 /2019 Page: 4/5 Shear load y, Shear load combined, Vuay (lb) 1(Vu.)2+(Vuay)2 (lb) 0.0 0.0 Sum 3010.0 0.0 0.0 0.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3010 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ONsa (lb) 13100 0,75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcAa-vPchef� 5 (Eq. 17.4.2.2a) kc Aa fc (psi) haf (in) Nb (lb) 24.0 1,00 2500 3.438 7648 O Ncb = 0 (ANcIANco) Ted,N'YC,N Tcp,NNb (Sec. 17.3.1 8 Eq. 17.4.2.1 a) ANc (In2) ANCO (In2) Ca, m d,N 61,88 106.35 2,00 0,816 1,25 1,000 7648 0,70 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Y%,P Abrg (in2) f c (psi) ¢ ¢Npn (Ib) IA 0,67 2500 0.70 13152 �Ncb (Ib) 3179 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strang -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 20 Company: Engineer: Project: Address: Phone: E-mail: Date: 17/1/2019 Page: 5/5 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.71? Tension Factored Load, Nye (Ib) Design Strength, oNn (lb) Ratio Status Steel 3010 9825 0.31 Pass Concrete breakout 3010 3179 0.95 Pass (Governs) Pullout 3010 13152 0.23 Pass 518"A1 Heavy Hex Bolt, F1554 Gr. 3fi with hef = 3.438 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 21 KINGWORKS 11 STRUCTURAL ENGINEERS 600 Dupont St, Suite B 360.714.8260 Bellingham, WA 98225 www.king-works.com ENGINEER PROJECT NO. DATE PAGE t::, t 9 ;, i�' 411**1 is "M^M...4lt,tc�._ _ +�.� �-� �1�0" J+�1A�'. . k,{i<� . a.�° ................................................................................................................... ....................... .. ................ ..................... ....... ............... ........................ ................................. ............................................................................... ......... ..... .................................................................................................. Page 22 K1 N G Y M` O R KS PROJECT STRUC1 URAL DESCRIPTION 11 ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www.king-works.com .................................... .......................... ................ . ......... ...................... ...:.................. . .............. ............ .................................... .. .... .... .......... . .................................... ............................................................................. T Q J W r�� •I I � �� R° ��. -�. ENUE TRIr onsnxL coxcaeresloewnlx msrlxG eoNeNeR.rxdN 3 14 I nxG GRnss sTlu. ` � � � �I I b.3' Ib.3• I.2' II �� II �' M'L�NCI[LR4�15'1 IG BR_1LR _�_ Id=�LT 510E VPR05_CK I"1 ___ �` aoP NLLOIJ9 --� � — II �� 0 �' �� OBI earn- � o,®,,TorC m oI , _ enxPaEve� ul olws"me 6'� ry.'�y^^DNNSox 2lM01RI.Q SvSTCM — N0�2 �DOUGIe POORR DOOR I BElleii ����,������I / •• �9R1LR 4 .. I I �v.N� I � � __� � I arw.l � -- I m dPP.I �I I � >�� I �>» I �N�R P�IxR �� �SF,xR � Imo- ,� �� 9rUMr ` � � I FMSTING BWCK �t z I II �� wrtn°sno rwioG"� Pldoeo�/___� 1 csNnwl _ _u i T _ Itcme z eviner edcN uluNG _ t xewcoxcNeesuo II -- �_ — P�d B.�NG316 WIRo92,�--------------- ./� _ I x —__ Ncx mxcuR�•m rw dwa _ _ no• rc In � r-I 3M� s•a�l_sr //gM I'•]3/N' �I'�61/N' — � GARPG2/fNOP rIDOR PUN ' 1 Z 2 3 �' � 10 \\ ,�_ PR � _� _� 8 I � (/�1I V % R✓ u L�i� �[_(( � ��;I Il Jl-lam WLSr [xNATION �� 9LPIP IN PC[T NOR 1H [LtvnilON �� sole w ren �... I, _ �i� � I I I .. 1 . : � �� 10 c-�- �G '�—� P�—�reT .rcN��[sP,e�tx�. 1016 P919 6[n O[rcet N��cerre. wP 9E22 F.Meen O.crtmon ONncla MErc»: I ]O9 6tn Sereee Arvcelte. Wn 9022 R+.n: I] px 3019 RM><a GN��L�,t�� 0 as A2. l Page 24 KINGWQRKS PROJECT 11C Qkjtitq^ STRUCTURAL DESCRIPTION ..... ........ ...... ... DvENGINEERS PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360.714.8260 Bellingham, WA 98225 www,king-works.com Page 25 .. .. .......... .... ........ ..... ......... ....................................................... .............. .. ............. ..... ........... .. ..... ...................................................... Page 26 Page 27 KI N G W O R KS PROJECT ... .. 1 .... ... 4 F . I ..... .... 1. . STRUCTURALDESCRIPTION ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360,714,8260 C f IAO j + Its it { Bellingham, WA 98225 www.king-works.com I ..................................................................................... ............................. KINGWORKS PROJECT ........................................... STRUCTURAL DESCRIPTION .. . ENGINEERS 11 ......... ENGINEER PROJECT N0. DATE PAGE 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www.king-works.com �� Page 29 KI N G WO R KS PROJECT . .... 1.. ..... . ............ . . STRUCTURALDESCRIPTION ENGINEERS ENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www.king-works.com Page 30 3 KINGWORKS PROJECT STRUCTURAL DESCRIPTION I _ .. .. . v .. ENGINEERSENGINEER PROJECT NO, DATE PAGE 600 Dupont St, Suite 8 360314.8260 l*Ts p g 1� Bellingham, WA 98225 www,king-works.com 'Atilts Page 31 KINGWORKS PROJECT ................................... STRUCTURAL DESCRIPTION ..... IFNIGINFERS ENGINEER PROJECT NO, DATE PAGE 600 Dupont St, Suite B 360.714M60 Bellingham, WA 98225 www,king-works.com ' '� � � � � � �� � 190 5PD ckinson GarOage :Level. Member Name Beam 1 Beam 6 Beam 7 ForteWEB Software Operator Jonathan KingWorks Structural Engineers (360) 714-8260 j o n atha n @king-wo rks. co m Results Passed Passed Passed Job Notes 1 piece(s) 117/B" T]Ip 110 @ 20" OC 2 piece(s) it 7/8" T]I® 110 @ 24" OC Web Stiffeners Required 1 piece(s) 11 7/8" TJIp 110 @ 20" OC 7/1/2019 6:50:35 PM UTC Panes 1 / S *'`9 �' tJ 1'f 1 � r>��r����x REPaRT age 33 RASSEQ Level, Beam 1 i piece(s) li 7J8" T]I® 110 @ 20" OC ©verall LengtFc 20' 2' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ;Design ReSu�t.S 'Actual @r Location Atbwed Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 734 @ 3 1/2" 1047 (1.75") Passed (70%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 734 @ 3 1/2" 1794 Passed (41%) � 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3596 @ 10' 1" 3634 Passed (99%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.553 @ 10' 1" 0.653 Passed (L/425) _- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.995 @ 10' 1" 0.979 Passed (L/236) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 2' SO" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must he braced at 19' 7" o/c unless detailed otherwise. T Bearing Length...---- v-'Loads to Supports (Ibs) Supports Total Available Required Dead Snow Total ActessoHes 1 -Hanger on 11 7/8" HF beam 3.50" Hangers 1.75" / - 2 336 420 756 See note s 2 -Hanger on 11 7/8" HF beam 3.50" Hangers 1.75" / - � 336 420 756 See note' • At hanger supports, the Total Bearing dimens on is equal to the width o the material that is supporting the hanger • s See Connector grid below for additional information and/or requirementr. • =Required Bearing Length /Required Bearing Length with Web Stiffeners Connector: Simpson Strong -Tie (Support _ Model 5_eatLength 1 -Face Mount Hanger Connector not found N/A I2 -Face Mount Hanger Connector not found N/A Dead (Vertical Load I Location (stoat I spacing (0.90) 1 -Uniform (PSF) � Member Notes 0 to 20' 2" 20" I Z0.0 .Top Fastenere ....Fete Fasteners N/A N/A N/A N/A snow (1.35) Comments,, __—� 25.0 Default Load System :Roof 1 Member Type : joist IIBuilding Use :Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch : 0.25/12 Member Fasteners Accessories N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodprodu ctr/document-I i bra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator i�� (Z�j SUSTAINABLE FORESTRY INITIATIVE V4'eyerhaettser � ForteWE6 Software Operator ]ob Notes Jonathan KingWorks Structural Engineers (360) 714-8260 jonatha n @king-works.com 7/1/2019 6:50:35 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19075 Dickinson Garage Perna 7 / S PASSED Level, Beam 6 2 piece(s) 117J8" T]Ip 110 @ 24" OC overall Length: 21' 3` + � �� � � ..��. ��h a ���.;:��.. � .� .��4� .�. ��,. .,,� � .:���� ,�, 0 0 r �� ��i 3i:. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design-ResUits Actual � Location Allowed Result LDF Load: Combination (Pattern) I System :Roof Member Reaction (Ibs) 2640 @ 19' 9 1/4" 5406 (5.25") Passed (49%) 1.15 1.0 D + 1.0 S (Ail Spans) Member Type : ]Dist Building Use :Residential Shear (Ibs) 1775 @ 20' 3588 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) I Building Code :IBC 2D15 Moment (Ft-Ibs) 3350 @ 9' S 5/16" 7268 Passed (46%) 1.15 1.0 D + 1.0 S (Alt Spans) I Design Methodology : ASD Live Load Defl. (in) 0.295 @ 9' 10 11/16" 0.974 Passed (L/793) -- 1.0 D + 1.0 S (Alt Spans) I Member Pitch : 0.25/12 Total Load Defl. (in) 0.449 @ 9' 9 3/4" 1.299 Passed (L/520) -- 1.0 D + 1.0 S (Alt Spans) I • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 2" o/c unless detailed otherwise. Beaeing Length Loads to Supports (Ibs) Supports Total Available Required Dead Root Ltve Snow Total Aecesaories 1 - Hanger on 11 7/8" GLB beam 3.50" Hangers 1.75" / - � 274 400 481 1155 See note 1 2 -Beveled Plate - DF 5.50" 5.50" 3.SD" 1039 472 1601 3112 Blocking • Blocking Panels are assumed to carry no loam applied dire ly above them and the fu I load is applied to the mem er being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • � Required Bearing Length /Required Bearing Length with Web Stiffeners Connector: Simpson Strong -Tie Support 9 I Model I seat Length I Top Fasteners I Faee Fasteners I Member Fasteners I Acceasarles 1 -Face Mount Han er LSSU410 3.50" N A 18-16d 12-10dx1.5 Web Stiffeners Dead Roof Live Snow Vertical Loads Lueetion (S1ae) spacing (0.90) (non -snow: 1.25) (i.ss) co,r,me„ts 1-Uniform (PSF) 0 to 21' 3" 24" 15.0 20.0 25.0 Default Load 2 -Point (Ib) I 20' 6" I N/A � 675 20 l000 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need far a design professional as determined by the authority having jurisdiction. The designer of rewrd, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For curent code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodprod ucts/document-I ibra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Jonathan KingWorks Structural Engineers (360) 714-8260 jon atha n@ ki ng-works. com 7/1/2019 6:50:35 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19075 Dickinson Garage Perna '� / S Page 35 (d�JSUSTAINABLE FORESTRY INITIL�TIVE tiUeyerhaettser ''�� ForteWEB Software Operator Jonathan KingWorks Structural Engineers (360) 714-8260 jonatha n @king-works.com Job Notes 7/1/2019 6:50:35 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19075 Dickinson Garage Perna 4 / S Level, Beam 7 i piece(s) 117J8" T7I®110 @ 20" OC ©verall Lenaih: 21' S' 0 0 �� �� r E i �,°. 1 �, 2 �o � _r< 1' 6„ 0 All locations are measured from the outside face of left support {or left cantilever end). All dimensions are horizontal. i)esi�n ReSUits Actual @ LocaNan Allowed Result LDF Load: Combination (Pattern} Member Reaction (Ibs) 723 @ 3 1/2" 1047 (1.75") Passed (69%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 723 @ 3 1/2" 1794 Passed (40%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 3487 @ 9' 11 3/16" 3634 Passed (96%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.528 @ 9' 11 3/4" 0.647 Passed (L/441) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.946 @ 9' 11 5/8" 0.970 Passed (L/246) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • CNerhang deflection criteria: LL (2L/360) and TL (2L/240). Upward deflection on right cantilever exceeds overhang deflection criteria. • Top Edge Bracing (Lu): Top compression edge must be braced at 2' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must he braced at 7' 4" o/c unless detailed otherwise. Beating Length Loads to Supports (Ibs) Suppolrts Total Available Required Dead Snow Total Ace' ��� 1 -Hanger on 117/8" HF beam 3.50" Hangers 1.75" / - 1 330 415 745 See note ' 2 -Beveled Plate - HF S.SD" 5.50" 3.50" 384 479 863 Blocking • Blocking Panels are assumed to carry no soars applied dire ly above them and the full load is applied to the mem er being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. • =Required Bearing Length /Required Bearing Length with Web Stiffeners Connector: Simpson Strong -Tie (Support I Model 1 -Face Mount Hanger Connector not found Vertical Load 1 -Uniform (PSF) � Member Notes Location (Side) 0 to 21' S" Sparing 20" System :Roof Member Type : ]oist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch : 0.25/12 Seat Length. .Top Faateners Fate Fasteners Member Fasteners Aaeesoria -- - - _ ,_ _ _- N/A N/A N/A N/A Did 9naW _. , _ ,,.... - _.-,�. (0.90) (3.15) Comments 20.0 25.0 Default Load Weverfiaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Aaessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. Far current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.corn/woodproductsJdocu ment-I ibra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAit^lABLE FORESTRY INITIATt+1E �Eyerhaeuser ForteWEB Software Operator Job Notes Jonathan KingWorks Structural Engineers (360) 714-8260 j onatha n @king-works.com 7/1/2019 6:50:35 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19075 Dickinson Garage Pans 5 / S Page 37 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Load Combinations: 1 ASD D L L2/S W(E) 1 LRFD D L 1.2/S W(E) ASD1 1.00 0.75 0.75 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 0.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.75 0.75 0.75 LRFD 4 1.20 0.50 0.50 -1.00 ASDS 1.00 0.00 0.00 1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 0.60 0.00 0.00 -1.00 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 1.00 ServiceTL 1.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 ServiceLL 0.00 1.00 1.00 0.00 2 ASD alt D Ll L2 W 2 LRFD alt D Ll L2 W ASD1 1.00 1.00 0.00 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 1.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.50 0.50 1.00 LRFD 4 1.20 0.50 0.50 -1.00 ASD5 1.00 0.00 0.00 -1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 0.00 Service TL 1.00 1.00 1.00 0.00 Service LL 0.00 1900 1.00 0.00 Service LL 0.00 1.00 1.00 0.00 3 ASD alt D Ll L2 W 3 LRFD alt D L L2/S W(E) ASD1 1.00 1.00 0.00 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1900 1.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 1.00 1.00 1.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 1.00 1.00 -1.00 LRFD 4 1.20 0.50 0.50 -1.00 ASDS LRFD 5 0.90 0.00 0.00 1900 ASD6 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 0.00 Service TL 1.00 1.00 1.00 1.00 Service LL 0.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 Beam Span 4.0 ft Deflection LL TL tap 4.0 bottom 4.0 FALSE FALSE FALSE (TRUE/FALSE) Check Max 0.94 TRUE 0.94 0.00 TRUE 0.00 0.00 TRUE 0.79 0.00 TRUE 0.00 0.00 TRUE 0.00 0.00 TRUE 0.00 0.00 TRUE 0.00 0.94 TRUE 0.94 TRUE 0.3 3 TRUE Page 38 kingworks 600 Dupont St * Suite B Bellingham, WA 98225 Ph 360-714-8260 Project: Project #: Page By Date Subject of *Members are not connected for composite action in minor axis bending ATlmajneeneene 601 240 0.40 TRUE bb For compression and flexure, members are Nailed, Bolted, or (Separate tOLlmin 0 0 0.00 TRUE ATlmin 0 0 0.00 TRUE 6/24/2019 Beam number: FTvpicai Sill position: comments: Span 7.0 ft D L L2/S Wmajor 0.000 0.000 0.000 Wminor 0.000 0.000 0.000 Axial 0.000 0.000 0.000 Comb I 1 ASD� W(E) 0.140 Reactions: max min 0.000 RLmajor 0.5 -0.5 0.000 RRmajor 0.5 -0.5 RLminor 0.0 0.0 RRminor 0.0 0.0 Typical Sill IQty* �1�Name � 2x6� HF #2� Wt 1.537 plf Cr 1.00 CfBend 1.30 Imaj(zz) d 5.5 in Cd 1.60 cfcomp 1.10 Imin(yy) b 1.5 in CL(pos) 1.00 CfTens 1.30 Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Fb 850 1.0o 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1900 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 1.00 1.00 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.00 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and flexure, members are Nailed, Bolted, or (Separate LALlmin ATlmin 6/24/2019 Beam Span 13.0 ft number: Typical ]amb position:) D L L2/S com ents: Wmajor I0.000 0.075 0.000 (Wminor 0.000 0.000 0.000 Axial 0.550 0.000 0.910 C_SAWN v2.00 11/13/17 Deflection LL L/() 1 360 EI Req'd: LLmaj 3.2E+04 TLmaj 2.2E+04 LLmin o.aE+oo TLmin o.oE+oo TRUE TL 240 Edge Bracing(x,ft)� 1.0 top 1.0 bottom 21In4 Bracing(y,ft) 7.0 2 In4 Wet Use / Incised:I FALSE FALSEI Duration W E Repetitive FALSE (TRUE/FALSE) Value Control:pt:6 Check Max 0.0 1.1 0.00 TRUE 0.77 -0.9 -1.1 0.77 TRUE 0.77 0.0 1.3 0.00 TRUE 0.37 0.0 0.35 0.00 TRUE 0.00 0.0 1.3 0,00 TRUE 0.00 0.0 10.8 0.00 TRUE 0.00 0.0 9.0 0.00 TRUE 0.00 0.77 1.00 0.77 TRUE 0.77 1.00 0.77 TRUE 300 360 1,20 FALSE 300 240 0.80 TRUE 0 0 0.00 TRUE 0 0 0.00 TRUE Comb � 1 ASD� W(E) 0.000 Reactions: max min 0.000 RLmajor 0.5 0.0 0.590 RRmajor 0.5 0.0 RLminor 0.0 0.0 RRminor 0.0 0.0 C_SAWN v2.00 11/13/17 FALSE Deflection ! LL TL 360 240 EI Req'd: LLmaj 1.1E+os TLmaj 7.4E+04 LLmin o.oE+oo TLmin o.0E+00 Page 39 kingworks 600 Dupont St * Suite B Bellingham, WA 98225 Ph 360-714-8260 Typical JamgQty* L 2 JName l 2x6l HF #21 nnnnnnnnn Wt 3.075 plf Cr 1.00 Cfaend 1.30 Imaj(zz) d 5.5 in Cd 1.60 Cfcomp 1.10 Imin(yy) b 3 In CL(pos) 1.00 Cf-rens 1.30 Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Fb 850 1.00 i.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 1.00 1.00 Pallow Ft 525 i.00 i.00 Tallow Interaction (C) Interaction (T) E 1300 1.00 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and Flexure, members are Nailed, Bolted, or (Separate tALlmin ATlmin 6/24/2019 Beam Span number: Typical Header position: comments: D L L2/S Wmajor 0.155 0.000 0.260 Wminor 0.000 0.000 0.000 Axial 0.000 0.000 0.000 Project: Project #: Page of By Date Subject Edge Bracing(x,ft)l 1.0 top 1.0 lbottom 42In4 Bracing(y,ft) 13.5 E 3 In4 Wet Use / Incised: I FALSE FALS Duration W E Repetitive FALSE (TRUE/FALSE) Value Control: pt:2 Check Max 1.6 2.2 0.71 TRUE 0.71 0.0 -2.2 0.00 TRUE 0.00 0.0 2.6 0.00 TRUE 0.18 0.0 0.70 0.00 TRUE 0.00 0.0 2.6 0.00 TRUE 0.00 0.6 7.0 0.08 TRUE 0,24 0.0 18.0 0.00 TRUE 0.01 0.77 1.00 0.77 TRUE 0.71 1.00 0.71 TRUE 175 360 2.06 FALSE 175 240 1.37 FALSE 0 0 0.00 TRUE 0 0 0.00 TRUE Comb � 1 ASD� W(E) 0.000 Reactions: max min 0.140 RLmajor 1.5 0.3 0.000 RRmajor 1.5 0.3 RLminor 0.5 -0.5 RRminor 0.5 -0.5 Typical Hea�{Qty* L�Name � 2x8� HF #2� Wt 6.079 plf Cr 1.00 Cfl3end 1.20 Imaj(zz) d 7.3 In Cd 1.60 CfComp 1.05 Imin(yy) b 4.5 In CL(pos) 0.99 CfTens 1.20 Cm x Ci Cmisc CL(neg) 0.99 Cfu 1915 Mode Fb 850 1.00 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 i.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 i.00 1.00 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.0o 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj b For compression and Flexure, members are Nailed, Bolted, or (Separate tOLlmin ATlmin 6/24/2019 Beam number: Beam #3 position: comments: Span 18.0 ft Wmajor Wminor D L 0.090 0.100 0.000 0.000 C_SAWN v2.00 il/13/17 FALSE Deflection LL TL L/Q 360 240 EI Req'd: LLmaj 6.0E+04 TLmaj 6.4E+04 LLmin 3.2E+04 TLmin 2.2E+04 Edge Bracing(x,ft)� 7.0 top 7.0 bottom 143In4 Bracing(y,ft) 7.0 6 In4 Wet Use / Incised: I FALSE FALSE DurationFW/El Repetitive FALSE (TRUE/FALSE) Value Control:pt:4 Check Max 2.1 5.3 0.40 TRUE 0.48 0.0 -5.3 0.00 TRUE 0.00 0.0 5.2 0.00 TRUE 0.28 0.6 1.28 0.50 TRUE 0.67 0.0 5.2 0.00 TRUE 0.09 0.0 23.5 0.00 TRUE 0.00 0.0 32.9 0.00 TRUE 0.00 0.91 1.00 0.91 TRUE 0.90 1.00 0.90 TRUE 1111 360 0.32 TRUE 696 240 0.34 TRUE 88 360 4,08 FALSE 88 240 2.72 FALSE Comb 1 ASD L2/S W(E) 0.035 0.025 Reactions: 0.000 0.140 RLmajor C_SAWN v2.00 11/13/17 FALSE Deflection LL TL L/Q 360 240 max min EI Req'd: 1.9 0.3 LLmaj 6.3E+05 Page 40 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject JAxial 0.000 0.000 0.000 0.0001 RRmajor 1.9 0.3 TLmaj 6.6E+05 RLminor 1.3 4.3 LLmin 5.5E+05 RRminor 1.3 -1.3 TLmin 3.7E+05 Beam #3 'Qty* � 1 Name GLB 5-1/8x10.5� 24F-V4� Wt 12.51 plf cd 1.60 cL(pos) 0.95 Imaj(zz) d 10.5 in cfu 1.09 CL(neg) 0.95 Imin(yy) b 5.5 in cv i.00 Southern Pine FALSE cm cmisc Mode Fb(tz in t) 2400 1900 1.00 Dimension Adj: Mmajor Fb(cz in t) 1850 1.00 1.00 d: 0.0 Mneg Fv 265 1.00 1.00 b: 0.4 Vmajor Fb(minor) 1450 1.00 1.00 Mminor Fv(minor) 230 1.00 1.00 Vminor Fc 1650 1.00 1.00 Pallow Ft 1100 1.00 1.00 Tallow E(major 1800 i.00 1.00 Interaction (C) E(minor) 1600 1.00 1.00 Interaction (T) ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and flexure, members are Nailed, Bolted, or (Separate LALlmin ATlmin Edge Edge Bracing(x,ft)� 18.0 top 531 In4 Bracing (y, ft) 12.0 146 In4 Wet Use: Duration FALSE W E Value 8.5 Control: pt:4 30.7 Check 0.28 0.0 -23.7 0.00 0.0 16.3 0.00 4.3 11.16 0.38 0.0 14.2 0.00 0.0 25.6 0,00 18.0 bottom TRUE 6/25/1019 C_GLB v2.0012/5/17r2/9/19 Beam Span 9.0 ft Deflection � LL number: Beam #5 Comb 1 ASDI L/() 360 position: I D L L2/S W(E) cominents: Wmajor 0.146 0,000 0.244 0.156 Reactions: max min EI Req'd: l.3 Wminor 0.000 0.000 0.000 0.140 RRmajor 2.0 -0.3 LLmaj 2.0E+05 Axial 0.000 0.000 0.000 0.000 RRmajor 2.0 -0TLmaj 1.8E+05 RLminor 0.6 -0.6 LLmin 6.9E+04 RRminor 0.6 -0.6 TLmin 4.6E+04 Beam #5 Qty* 1 Name 6x8 Beam DF #1 Edge Bracing(x, ft) 9.0 top 9.0 Wt 8.938 plf cd 1.60 CfBend 1.00 Imaj(zz) 193 In4 Bracing(y, ft) 9.0 d 7.5 in CL(pos) 0.99 Cfcomp 1.00 Imin(yy) 104 In4 Wet Use / Incised: FALSE FALSE b 5.5 in CL(neg) 0.99 cfrens 1.00 Duration W/E cm x ci cfu cmisc Mode Value Control: pt:4 Check Fb 1350 1.o0 0.74 1.00 Dimension Adj: Mmajor 4.5 9.2 0.49 TRUE d: 0.0 Mneg 0.0 -9.2 0.00 TRUE Fv 170 1.00 1.00 1.o0 b: 0.0 Vmajor 0.0 7.5 0.00 TRUE Mminor 1.1 5.04 0.21 TRUE Vminor 0.0 7.5 0.00 TRUE FALSE TL 240 bottom Max 0.49 0.08 0.27 0.28 0.08 Page 41 6/25/2019 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Fc 925 1900 1.00 1.00 Pallow 0.0 35.8 0.00 TRUE Beam Span 4.0 ft number: Ledoer out of plane Pisition: comments: Wmajor Wminor Axial c_nNa vz.00 11/13/17 Deflection LL Comb 1 ASDI L/O 360 D L L2/S W(E) 0. )00 0.000 0.000 0.000 Reactions: max min EI Req'd: 0.000 0.000 0.000 0.170 RLmajor 0.0 0.0 LLmaj o.0E+00 0.000 0.000 0.000 0.000 RRmajor 0.0 0.0 TLmaj 0.0E+00 RLminor 0.3 -0.3 LLmin 7.3E+03 RRminor 0.3 -0.3 TLmin 4.9E+03 Led er out Qty* �1�Name � 2x8� HF #2 Wt 2.026 plf Cr 1.00 CfBend 1.20 Imaj(zz) d 7.3 in Cd 1.60 Cfcomp 1.05 Imin(yy) b 1.5 In CL(pos) 0.85 CfTens 1.20 Cm x Ci Cmisc CL(neg) 0.85 cfu 1.15 Mode Fb 850 i.o0 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 1.00 1.00 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.o0 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and flexure, members are Nailed, Bolted, or (Separate tALlmin ATlmin 6/27/2019 Beam Span number: Beam #4 position: comments: 0.00 TRUE TL 240 Edge Bracing(x,ft)� 4.0 top 4.0 bottom 48In4 Bracing(y,ft)I 4.0 2 In4 Wet Use / Incised: I FALSE FALSE Duration W E Repetitive FALSE (TRUE/FALSE) Value Control: pt:6 Check Max 0.0 1.5 0.00 TRUE 0.00 0.0 -1.5 0,00 TRUE 0.00 0.0 1.7 0.00 TRUE 0.00 -0.3 0.43 0.80 TRUE 0.80 0.0 1.7 0.00 TRUE 0.20 0.0 3.9 0.00 TRUE 0.00 0.0 11.0 0.00 TRUE 0.00 0.80 1.00 0.80 TRUE 0.80 1.00 0.80 TRUE 0 0 0.00 TRUE 0 0 0,00 TRUE 130 360 2.77 FALSE 130 240 1.85 FALSE 7.5 ft Comb 1 ASD D L L2/S W(E) RLminor RRminor C_SAWN v2.00 11/13/17 FALSE max min EI Req'd: LLmaj 1.zE+os 1.8 -0.3 TLmaj 1.1E+os 0.4 -0.4 LLmin 2.8E+04 0.4 -0.4 TLmin 1.9E+04 Page 42 kingworks 600 Dupont St * Suite B Bellingham, WA 98225 Ph 360-714-8260 Beam #4 'Qty* Name 4x10� HF #2� Wt 6.033 plf Cr 1.00 CfBend 1.20 Imaj(zz) d 9.3 in Cd 1.60 CfComp 1.00 Imin(yy) b 3.5 in CL(pos) 0.97 Cfrens 1.10 Cm x Ci Cmisc CL(neg) 0.97 Cfu 1.10 Mode Fb 850 1.00 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 l.00 1900 b: 0.0 Vmajor Mminor Vminor Fc 1300 1.00 i.00 Pallow Ft 525 i.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.00 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and flexure, members are Nailed, Bolted, or (Separate LALlmin ATlmin Project: Project #: Page By Date Subject of Edge Bracing(x,ft)� 7.5 top 7.5 bottom 231In4 Bracing(y,ft) 7.5 33 In4 Wet Use / Incised: I FALSE FALSE1 Duration W E Repetitive LELLSLE (TRUE/FALSE) Value Control:pt:4 Check Max 3.4 6.6 0.52 TRUE 0.52 0.0 -6.6 0.00 TRUE 0.08 0.0 5.2 0.00 TRUE 0.35 0.5 2.83 0.19 TRUE 0.25 0.0 5.2 0,00 TRUE 0.07 0.0 17.7 0.00 TRUE 0.00 0.0 29.9 0.00 TRUE 0.00 0.71 1.00 0.71 TRUE 0.69 1.00 0.69 TRUE 872 360 0.41 TRUE 638 240 0.38 TRUE 543 360 0.66 TRUE 543 240 0.44 TRUE 7/t/zm9 C_SAWN v2.00 11/13/17 TRUE , Page 43 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Load Combinations: 1 ASD D L L2/S W(E) 1 LRFD D L 1.2/S W(E) ASD1 1.00 0.75 0.75 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 0.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.75 0.75 0.75 LRFD 4 1.20 0.50 0.50 -1.00 ASDS 1.00 0.00 0.00 1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 0.60 0.00 0.00 -1.00 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 1.00 ServiceTL 1.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 ServiceLL 0.00 1.00 1.00 0.00 2 ASD alt D Li L2 W 2 LRFD alt D Ll L2 W ASD1 1,00 1.00 0.00 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 1,00 0.00 LRFD 2 1.20 1.60 0.50 1,00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.50 0.50 1.00 LRFD 4 1.20 0.50 0.50 -1.00 ASD5 1.00 0.00 0.00 -1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 LRFD 6 0.90 0,00 0.00 -1.00 Service TL 1.00 1.00 1.00 0.00 Service TL 1.00 1.00 1.00 0.00 Service LL 0.00 1,00 1.00 0.00 Service LL 0.00 1.00 1.00 0.00 3 ASD alt D Ll L2 W 3 LRFD alt D L L2/S W(E) ASD1 1.00 1.00 0.00 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 1.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 1.00 1,00 1.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1900 1.00 1.00 -1.00 LRFD 4 1e20 0.50 0.50 -1.00 ASD5 LRFD 5 0.90 0.00 0.00 1.00 ASD6 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 0.00 Service TL 1.00 1.00 1.00 1.00 Service LL 0.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 Beam Span 7.0 ft Deflection LL TL number: FTvpical Sill Comb 1 ASDI LA) 360 240 position: D L L2/S W(E) com ents: Wmajor 0.000 0.000 0.000 0.140 Reactions: max min EI Req'd: (Wminor 0.000 0.000 0.000 0.000 RLmajor 0.5 -0.5 LLmaj 3.2E+04 Axial 0.000 0.000 0.000 0.000 RRmajor 0.5 -0.5 TLmaj 2.2E+04 RLminor 0.0 0.0 LLmin 0.0E+00 RRminor 0.0 0.0 TLmin 0.0E+00 Typical Sill Qty* 1 Name 2x6 HF #2 Edge Bracing(x,ft) 1.0 top 1.0 bottom Wt 1.537 plf Cr 1.00 Mend 1.30 Imaj(zz) 21 In4 Bracing(y,ft) 7.0 d 5.5 in Cd 1.60 Cfcomp 1.10 Imin(yy) 2 In4 Wet Use / Incised: FALSE FALSE b 1.5 in CL(pos) 1.00 Mens 1.30 Duration W/E Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control:pt:6 Check Max Fb 850 1.00 1.00 Dimension Adj: Mmajor 0.0 1.1 0.00 TRUE 0,77 d: 0.0 Mneg -0.9 -1.1 0.77 TRUE 0.77 Fv 150 1.00 1.00 b: 0.0 Vmajor 0.0 1.3 0.00 TRUE 0.37 Mminor 0.0 0.35 0.00 TRUE 0.00 Vminor 0.0 1.3 0.00 TRUE 0.00 Fc 1300 1.00 1.00 Pallow 0.0 10.8 0,00 TRUE 0.00 Ft 525 1.0o 1.00 Tallow 0.0 9.0 0.00 TRUE 0.00 Interaction (C) 0.77 1.00 0.77 TRUE Interaction (T) 0.77 1.00 0.77 TRUE E 1300 1.0o 1.00 ALlmaj 300 360 1.20 FALSE Page 44 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject *Members are not connected for composite action in minor axis bending ATlmaj 300 240 0.80 TRUE =b For compression and Flexure, members are Nailed, Bolted, or (Separate tALlmin 0 0 0.00 TRUE ATlmin 0 0 0.00 TRUE 6/24/2019 Beam Span 13.0 ft number: Typical Jamb position: I torments: D L L2/S Wmajor 0.000 0.075 0.000 Wminor 0.000 0.000 0.000 Axial 0.550 0.000 0.910 Comb I 1 ASD� W(E) 0.000 Reactions: 0.000 RLmajor 0.590 RRmajor RLminor RRminor Typical Jar1nJ�Qty* �2JName � 2x6I HF #2 Wt 3.075 plf Cr 1.00 CfBend 1.30 Imaj(zz) d 5.5 in Cd 1.60 Cfcomp 1.10 Imin(yy) b 3 in CL(pos) 1.00 CfTens 1.30 Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Fb 850 1.00 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 i.00 1.00 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.00 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =b For compression and flexure, members are Nailed, Bolted, or (Separate tALlmin ATlmin 6/24/2019 Beam Span 18.0 ft number: Beam #3 position:) D L 1.2/S com ents: Wmajor I0.090 0.100 0.035 (Wminor 0.000 0.000 0.000 Axial 0.000 0.000 0.000 max min 0.5 0.0 0.5 0.0 0.0 0.0 0.0 0.0 C_SAWN v2.00 11/13/17 Deflection I LL 360 EI Req'd: LLmaj 1.1E+05 TLmaj 7.4E+04 LLmin o.0E+00 TLmin o.0E+00 240 FALSE TL Edge Bracing(x,ft)I 1.0 top 1.0 bottom 42In4 Bracing(y,ft)(13.5 3 In4 Wet Use / Incised:I FALSE FALSEI Duration W E Repetitive FALSE (TRUE/FALSE) Value Control: pt:2 Check Max 1.6 2.2 0.71 TRUE 0.71 0.0 -2.2 0.00 TRUE 0,00 0.0 2.6 0.00 TRUE 0.18 0.0 0.70 0.00 TRUE 0.00 0.0 2.6 0.00 TRUE 0.00 0.6 7.0 0.08 TRUE 0.24 0.0 18.0 0.00 TRUE 0.01 0.77 1.00 0,77 TRUE 0.71 1.00 0.71 TRUE 175 360 2.06 FALSE 175 240 1.37 FALSE 0 0 0.00 TRUE 0 0 0.00 TRUE Comb I 1 ASDI W(E) 0.025 Reactions: 0.140 RLmajor 0.000 RRmajor RLminor RRminor C_SAWN v2.o0 11/13/17 FALSE Deflection LL TL L/() 360 240 1.9 Page 45 kingworks 600 Dupont St * Suite B Bellingham, WA 98225 Ph 360-714-8260 (Beam #3 'Qty* 1 1 (Name 1 GLB 5-1/8x10.5l 24F-V4� Wt 12.51 plf Cd 1.60 CL(pos) 0.95 Imaj(zz) d 10.5 in cfu 1.09 CL(neg) 0.95 Imin(yy) b 5.5 in cv 1.00 Southern Pine FALSE Cm Cmisc Mode Fb(tz in t) 2400 1.00 1.00 Dimension Adj: Mmajor Fb(cz in t) 1850 1.00 1.00 d: 0.0 Mneg Fv 265 i.00 1.00 b: 0.4 Vmajor Fb(minor) 1450 i.o0 1.00 Mminor Fv(minor) 230 1.o0 1.00 Vminor Fc 1650 1.00 1.00 Pallow Ft 1100 i.00 1.00 Tallow E(major 1800 1.00 1.00 Interaction (C) E(minor) 1600 1.00 1.00 Interaction (T) ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj =For compression and Flexure, members are Nailed, Bolted, or (Separate LALlmin ATlmin 6/25/2019 Beam Span 4.0 ft number: Ledqer out of plane position: I comments: Wmajor I Wminor Axial Project: Project #: Page By Date Subject of Edge Bracing(x,Pt)I Lo.0 top 18.0 bottom 531 In4 Bracing (y, ft) 12.0 146 In4 Wet Use: FALSE Duration W E Value Control:pt:4 Check 8.5 Comb I 1 ASD� D L L2/S W(E) 0.000 0.000 0.000 O.000IReactions: max min 0.000 0.000 0.000 0.170 RLmajor 0.0 0.0 0.000 0.000 0.000 0.000 RRmajor 0.0 0.0 RLminor 0.3 -0.3 RRminor 0.3 -0.3 Led er out Qty* �1�Name � 2x8� HF #2� Wt 2.026 plf Cr 1.00 cfBend 1.20 Imaj(zz) d 7.3 in Cd 1.60 Cfcomp 1.05 Imin(yy) b 1.5 in CL(pos) 0.85 Cffens 1.20 Cm x ci Cmisc CL(neg) 0.85 cfu 1915 Mode Fb 850 1.00 i.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 i.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 1.00 1200 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 1.00 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATlmaj b For compression and Flexure, members are Nailed, Bolted, or (Separate tOLlmin ATlmin 6/27/2019 Bea m number: Beam #4 : comments: position Span 7.5 ft Wmajor Wminor D L 0.180 0.000 0.000 0.000 C_GLB v2.0012/5/17r2/9/19 Deflection I LL 360 UO I EI Req'd: LLmaj o.oE+oo TLmaj 040E+00 LLmin 7.3E+03 TLmin 4.9E+03 Max 0.28 0.00 0.12 0.51 0.09 0.00 0.00 FALSE TL 240 Edge Bracing(x,ft)I 4.0 top 4.0 bottom 48In4 Bracing(y,ft) 4.0 2 In4 Wet Use / Incised: I FALSE FALSE Duration W E 1 Repetitive FALSE (TRUE/FALSE) Value Control:pt:6 Check Max 0.0 1.5 0.00 TRUE 0.00 0.0 -1.5 0.00 TRUE 0.00 0.0 1.7 0.00 TRUE 0,00 -0.3 0.43 0.80 TRUE 0.80 0.0 1.7 0.00 TRUE 0.20 0.0 349 0.00 TRUE 0.00 0.0 11.0 0.00 TRUE 0.00 0.80 1.00 0.80 TRUE 0.80 1.00 0.80 TRUE 0 0 0.00 TRUE 0 0 0.00 TRUE 130 360 2.77 FALSE 130 240 1.85 FALSE Comb 1 ASD L2/S W(E) 0.265 0.170 Reactions: 0.000 0.100 RLmajor C_SAWN v2.00 11/13/17 FALSE Deflection LL TL L/Q 360 240 max min EI Req'd: LLmaj 1.2E+05 Page 46 kingworks 600 Dupont St * Suite B Bellingham, WA 98225 Ph 360-714-8260 (Axial I O.000 0.000 0.000 0.000l Beam #4 'Qty* �1�Name � 4x10� HF #2� Wt 6.033 plf Cr 1.00 CfBend 1.20 Imaj(zz) d 9.3 in Cd 1.60 CfComp 1.00 Imin(yy) b 3.5 In CL(pos) 0.97 Crrens 1.10 Cm x Ci Cmisc CL(neg) 0.97 Cfu 1.10 Mode Fb 850 1.00 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 i.00 1.00 Pallow Ft 525 1.00 1.00 Tallow Interaction (C) Interaction (T) E 1300 i.00 i.00 ALlmaj *Members are not connected for composite action in minor axis bending ATimaj For compression and flexure, members are Nailed, Bolted, or (Separate tALlmin ATlmin Project: Project #: Page of By Date Subject RRmajor 1.9 -0.2 TLmaj 1.2E+06 RLminor 0.4 -0.4 LLmin 2.8E+04 RRminor 0.4 -0.4 TLmin 1.9E+04 Edge Bracing(x,ft)� 7.5 top 7.5 bottom 231In4 Bracing(y,ft)l 7.5 E 33 In4 Wet Use / Incised:I FALSE FALS Duration W E Repetitive FALSE (TRUE/FALSE) Value Control:pt:4 Check Max 3.6 6.6 0,54 TRUE 0.54 0.0 -6.6 0.00 TRUE 0.07 0.0 5.2 0.00 TRUE 0.37 0.5 2.83 0.19 TRUE 0.25 0.0 5.2 0.00 TRUE 0.07 0.0 17.7 0.00 TRUE 0.00 0.0 29.9 0.00 TRUE 0.00 0.73 1200 0.73 TRUE 0.71 1.00 0.71 TRUE 872 360 0.41 TRUE 617 240 0.39 TRUE 543 360 0.66 TRUE 543 240 0.44 TRUE 7/1/2019 C_SAWN v2.00 11/13/17 TRUE Beam Span 9.0 ft Deflection I LL TL number: Beam #5 Comb I 1 ASDI L/() I 360 240 position: D L L2/S W(E) comments: Wmajor 10.170 0.000 0.244 0.156�Reactions: max min EI Req'd: Wminor 0.000 0.000 0.000 0.140 RLmajor 2.1 -0.2 LLmaj 2.0E+05 Axial 0.000 0.000 0.000 0.000 RRmajor 2.1 -0.2 TLmaj 1.9E+05 RLminor 0.6 -0.6 LLmin 6.9E+04 RRminor 0.6 -0.6 TLmin 4.6E+04 Beam #5 Qty* 1 Name 6x8 Beam DF #1 Edge Bracing(x, ft) 9.0 top 9.0 bottom Wt 8.938 plf Cd 1.60 CfBend 1.00 Imaj(zz) 193 In4 Bracing(y, ft) 9.0 d 7.5 in CL(pos) 0.99 CfComp 1.00 Imin(yy) 104 In4 Wet Use / Incised: FALSE FALSE b 5.5 in CL(neg) 0.99 Cfrens 1.00 Duration W/E cm x ci Cfu Cmisc Mode Value Control: pt:4 Check Max Fb 1350 i.00 0.74 1.00 Dimension Adj: Mmajor 4.8 9.2 0.52 TRUE 0.52 d: 0.0 Mneg 0.0 -9.2 0.00 TRUE 0.06 Fv 170 1900 1.00 1.00 b: 0.0 Vmajor 0.0 7.5 0.00 TRUE 0.28 Mminor 1.1 5,04 0.21 TRUE 0.28 Vminor 0.0 7.5 0.00 TRUE 0.08 Page 47 7/1/2019 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Fc 925 1.00 1.00 1.00 Pallow 0.0 35.8 0.00 TRUE Beam Span number: Typical Header position: coments: C_TIMB v2.00 11/13/17 7.0 ft Deflection LL Comb 1 ASDI L/0 360 D L L2/S W(E) Wmajor 0.180 0.000 0.260 0.000 Reactions: max min EI Req'd: Wminor 0.000 0.000 0.000 0.140 RLmajor 1.5 0.4 LLmaj 6.oE+04 Axial 0.000 0.000 0.000 0.000 RRmajor 1.5 0.4 TLmaj 6.8E+04 RLminor 0.5 -0.5 LLmin 3.2E+04 RRminor 0.5 -0.5 TLmin 2.2E+04 Typical Hea�Qty* � Name � 2x8� HF #2� Wt 6.079 plf Cr LOU CfBend 1.20 Imaj(zz) d 7.3 in Cd 1.60 Cfcomp 1.05 Imin(yy) b 4.5 in CL(pos) 0.99 Cfrens 1.20 Cm x Ci Cmisc CL(neg) 0.99 Cfu 1.15 Mode Fb 850 1.00 1.00 Dimension Adj: Mmajor d: 0.0 Mneg Fv 150 1.00 1.00 b: 0.0 Vmajor Mminor Vminor Fc 1300 i.00 1.00 Pallow Ft 525 1.00 i.00 Tallow Interaction (C) Interaction (T) E 1300 1.0o 1.00 ALlmaj *Members are not connected for composite action in minor axis bending ATimaj ©For compression and flexure, members are Nailed, Bolted, or (separate tALlmin ATlmin 0.00 TRUE TL 240 Edge Bracing(x,ft)� 7.0 top 7.0 Ibottom 143In4 Bracing(y,ft) 7.0 6 In4 Wet Use / Incised: I FALSE FALSE Duration W E Repetitive FALSE (TRUE/FALSE) Value Control:pt:4 Check Max 2.3 5.3 0.43 TRUE 0.51 0.0 -5.3 0.00 TRUE 0.00 0.0 5.2 0.00 TRUE 0.30 0.6 1.28 0.50 TRUE 0.67 0.0 5.2 0.00 TRUE 0.09 0.0 23.5 0.00 TRUE 0.00 0.0 32.9 0.00 TRUE 0.00 0.94 1.00 0.94 TRUE 0.93 1.00 0.93 TRUE 1111 360 0.32 TRUE 657 240 0.37 TRUE 88 360 4.08 FALSE 88 240 2.72 FALSE 7/1/2019 C_SAWN v2.00 11/13/17 FALSE i KINGWORKS STRUCTURAL. ENGINEERS 600 Dupont St, Suite B 360314.8260 Bellingham, WA 98225 www,king-works.com PROJECT... I ... I..I...... ... '...... ..I......I...... .... ..... DESCRIPTION ........ 1. ENGINEER PROJECT NO. DATE PAGE �'(b'W I +Q11EC30 . .... ................. ...................:................................................... ......... ........ Page 49 KINGW�RKS PROJECT ... STRUCTURALDESCRIPTION r ... .. . � IV G I N E E RS ENGINEER PROJECT NO. DATE PAGE . bOQ Dupont SC, Suite 8 3b0.714.826D �, t gp�..d" Bellingham, WA 96225 www.king-works.com .. .,.... {..�httv7: i%� '11�>:.a�ri.'�4 �it_tso�,'�.,p�.d47 �'.w, Car+r,L,rfrc�(°t+ Page 50 �, r • �yi,l o ' �'V lad Tables, Technical Data and Installati®n Instructions �� �;;�'G;, �,Y�;!;t �l_t�a�'lV�' he Simpson Strong -Drives SAWS wood screws may be used to attach a ledger to the narrow face of ominal 2x lumber studs according to the following table. Tests and analyses were periarmed in accordance pith ICC-ES Acceptance Criteria AC233. Jlowable Shear Values for iDWS22400D8 4 2x6 2x8 r Attachmel7t to Studs 2 _ - 630 3 890 2x10 4 1040 565} 785 855 'r 1060 1090 - (.1 Vlowable loads shall be limited to parallel -to -grain loaded solid sawn main rnembers (minimum 2" nornina!1, wood'side members shall reloaded perpendicular to grain. Jlowable loads are based on DF, SPF/HF, and SP wood members having a minimum specific gravity of 0.50, 0.42, and 0.55, :spectively. where the side and main members have different specific gravities, the lower values shall be used. Jlowable loads are shown at the wood load duration factor of Cp = 1.00. Loads may be increased for load duration as permitted by the wilding code up to a Cp = 1.60. All adjustment factors shall be applied per the 2012 National Design 5pecificaiion (NDS). Far in-service toisture content greater than 19°�, use CM = 0.70. asteners shall be centered in the stud and spaced as shown In the figure. The stud minimum end distance is 6" when loaded toward re end and 2 '7z" when loaded away from the end. The ledger end' distance is 6" torfull values. For ledger end distances between "and 6" use 50% of the table loads. For end distances between 2" and 4", predrill using a y3z' bit for SDwS. crews may be installed with an intermediate layer of wood structural panel between tho side and main member provided the wand ructural panel is fastened to the main member per code and the minimum screw penetration of 2 5z" into the main member (excluding re wood structural panel) is met. t_onger lengths of the screw series may be used. x LRFD values, the reference connection dosign values shall be adjusted in accordance with the NDS, section 10.3. �r 2x10 SP ledgers, use the nurrtber of screws and allowable loads of the 2x8 SP ledger, x 2x81edgers with 2 screws, use 2x6 values. For 2x10 ledgers with 3 screws, use 2x8 values. Spacings and edye distances shown in e figure are minimum dimensions, rr loads in the opposite direction from that shown in the figure, use the table values multiplied by: 0.50 for ?_ screw connections, 67 for 3 screw connections, and 0.75 for 4 screw connections. z�f �h �� ��� 2x stud ,� t i� — 2x stud s fig; ���, J l . �, 2x6 ledger � `� 2r.8 ledger i�i: r �� � i i�/76 �'� s { 1'/1s � -- 3rh„ ��� �' 2 Sis., yz�7. `"�76� _ _ .__- �;m � �x _ � '-�%t6� �� �*�"```'� Load � r � �'� Oirectiort 1 v �� � ks�-�j� � Load Y� ,�,��` Direction '� � ,,a„c,o�`i ti =- 11��.� 275 Page 51 SFr O L Load Tables, Technical Data and Installation Instructions Structural Wood-ta-Wood Connections including Ledgers Designed to provide an easy -to -install, high -strength alternative to through -bolting and traditional lag screws. The SDWS structural wood screws are ideal for the contractor and do-it-yourselfer alike. Rouble -barrier coating provides corrosion resistance equivalent to hot -dip galvanization, making it suitable for certain exterior and preservative -treated wood applications, as described in the evaluation report Codes/Standards; IAPMO-UES ER-192, State of Florida FL13975; U.S. Patents 5,897,280; 7,101,133 For More Product Information, see page 58 It SDWS - Allowable Shear Loads -Douglas Fir -Larch and Southern Pine Lumt W�� OF/SPAllowabfeShear Loads ibs.1Wood Side Member Thickness (in.) t.5 2 2 5 3 3.5 4 4,5 0,2200 3 SDWS22300D8 1 1/z 255 -- — — -- — — _ ._ ._. 0.220 x 4 Z SDWS2240ODB 23/s ' 405 405 305 — 0.220 x 5 SDWS2250OD6 23/4 405 405 360 360 325 — — 0.220 x 6 SDWS2260ODB 2% 405 405 405 405 365 365 355 0,220 x 8 SDWS228000B 23/4 405 405 405 405 395 395 395 _.... . 0.220 x 10 SDWS2210000B 23/a 405 405 405 405 395 395 395 See footnotes below. SDWS -Allowable Shear Loads -Spruce-Pine-Fir and Hem -Fir Lumber — 0.220 x 4 5DW522400DB 23/e 385 285 215 -- — — — 0.220 x 5 SDWS225000B 23/4 405 290 290 290 195 — -- _.. 0.220 x 6 ._.... _ _ ... SDWS22600D6 23/4.. ....... 405 _ ...__.__ 365 _._.. 365 _ 365 __. _, ._ _...... , 310 310 210 0.220 x 8 .. _. _ .....:.._. SDWS2280ODB _ __ 23/4 .. __......_ 405 ... 365 _...._ .... 365 365 _. _ .... 310 310 280 0.220 x 10 SDWS221 OOODB 23/4 405 365 __... 365 365 _..... . 310 310 280 f .All applications are based on full penetration Into the main member. Full penetration is the scmw length minus the side member thickness. 2. Allowable loads are shown at the wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code up to a CD =1.6. Tabulated values must be multiplied by all applicable adjustment factors per the NOS. 3, Minimum fastener spacing requirements to achieve table loads: 6" end distance, 1 Mo" edge distance, W between staggered rows of fasteners, 4" between non -staggered rows of fasteners and 8" between fasteners in a row. 4. For in-service moisture content greater than 19%, use CM = 0.7. 5. Loads are based on installation into the side grain of the wood with the screw axis perpendicular to the face of the member. F' Min anri Aistanrn 8' Min. hrhvean tasleners SDWS Spacing Requlremen#s SDWS -- Allowable Withdrawal Loads -Douglas Fir -Larch, Southern Pine, Spruce -Pine -Fir and Nern-Fir Lumber ��_ ` � ,:; ` �, _ Main Member , Matri Member ;Main Member SDW522300D6 3 1'h 1. 5DWS2.24000B 4 23/a 179 160 425 380 _. _... SDWS2250ODB 5 23/4 214 187 590 495 _ . SDWS2260ODB 6 23/a 214 187 r 590 495 SOWS2.280ODB 8 23/4 214 187 590 495 SWIS221000D6 10 23/4 214 187 590 495 t .'The tabulated reference v W, is in pounds per inch c into the side grain of the 1 2. The tabulated reference v WMax, is in pounds where must penetrate into the si 3. Tabulated reference withc and kmaxv are shown at Increased for load duratic to a CD = 1.6. Tabulated by all applicable adjust" as referenced in the IBC r 4. Embedded thread length main member including U 5, Values are based on the main member or pull-thrc 6. For in-service moisture er use CM = 0.7. Page 53 KINGWORKSPROJECT STRUCTURALDESCRIPTION ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite B 360,714.B260 4 Eats Bellingham, WA 98225 www.king%works.com ljz Page 54 K I N G WO R KS PROJECT .... ............... STRUCTURALDESCRIPTION ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite 8 360.714,8260 Bellingham, WA 98225 www.king-works.com Page 55 KINGWQRKSPROJECT STRUCTURALDESCRIPTION ENGINEERSENGINEER PROJECT NO. DATE PAGE 600 Dupont St, Suite 8 360.7i4.8260 Bellingham, WA 98225 www,king-works.com