Loading...
REVIEWED BLD2023-0345+Structural_Analysis_or_Calculations+3.20.2023_10.29.39_AM+3430463RECEIVED BLD2023-0345 Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS Kruger Clinic Edmonds, WA Structural Calculations CALCULATIONS INCLUDED: Pages 1 through 21 These calculations cover the gravity and lateral design of the (2) canopies, (1) on the west side & (1) on the east side of the existing Kruger Clinic facility. 01 W 48649 `���' tv4i -NA1 L /ONAL EaG 1JZ,3 1qJff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 KPFF Project No. 2200694 March 15, 2023 1q)ff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Kruger Clinic KPFF Project No. 2200694 Permit Submittal Structural Calculations Chapter A Design Criteria & Loads 0311512023 Page 2 of 21 Kruger Clinic Structural Design and Systems Summary STRUCTURAL DESIGN AND SYSTEMS SUMMARY General Description KPFF Project No. 2200694 The existing Kruger Clinic facility is located in Edmonds, WA. The west half of the building is one-story wood -framed and the east side is two-story wood - framed. The new canopy on the west side will be supported by new wood stud bearing walls on the north and south sides. The roof framing will consist of engineered wood joist and beams with 1/2" nominal thick APA-rated plywood. On the north and south sides, new concrete footings will be provided. Resistance to lateral wind and seismic forces will be provided by the plywood diaphragm and plywood shear walls. The new canopy on the east side will be supported be a new wood stud bearing wall on the south side and new post & beam on the north side. The roof framing will consist of wood joist and beams with 1/2" nominal thick APA-rated plywood. On the south side, new concrete stem walls will be provided atop the existing structural slab. On the north side, a new concrete footing will be provided. For this small canopy, resistance to lateral wind and seismic forces will be provided by the existing building. March 15, 2023 Page 3 of 21 Kruger Clinic Structural Design and Systems Summary DEAD LOADS Typical Roof Loads ➢ Wood Framing Superimposed Loads a. Roof Membrane and Underlayment 2 psf b. 1/4" Projection Board 1 psf c. Tapered Insulation 3 psf d. 5/8" Gyp 2.8 psf e. Miscellaneous 2 psf SDL 10.8 psf Structure Loads g. Wood Joists & Beams h. 1/2" Plywood 5 psf 2 psf Structure+SDL 18 psf KPFF Project No. 2200694 Comments March 15, 2023 Page 4 of 21 Kruger Clinic Latitude, Longitude: 47.802869,-122.330820 sowdoin waY Go gle OSH PD 212th St SW 0 /y � Edmonds-Woodway CarMax / High School 00 41. Swedish D Edmonds Campus© / rD :�E WinCo Foods® Date Design Code Reference Document Risk Category Site Class Type Sg S1 SMS SM1 SDS SD1 Value 1.282 0.451 1.539 null -See Section 11.4.8 1.026 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.546 FPGA 1.2 PGAM 0.656 T, 6 SsRT 1.282 SsUH 1.41 SsD 2.341 S 1 RT 0.451 S1UH 0.504 S 1 D 0.961 PGAd 0.822 PGAUH 0.546 CRS 0.909 CR1 0.895 Cv 1.356 / 220th St SW 220th St SW / r Map data 02023 3/16/2023, 11:01:17 AM ASCE7-16 III D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCER peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient Page 5 of 21 project Kruger Clinic by AMR sheet no. 1qJff location Edmonds, WA date 03/15/23 client JPC Architects job no. 1601 stn Avenue, Suite 1600 Seattle, WA98101 206622-5822 Base Shear 2018 IBC - West Canopy 2200694 Seismic Base Shear Calculation 2018 IBC (Ch. 16) & ASCE 7-16 (Ch. 11, 12, & 22), References per ASCE 7-16, UNO Loading X Direction & Y Direction Lateral System A. BEARING WALL SYSTEMS (Tab. 12.2-11 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance Risk Category III [IBC Tab. 1604.5] Site Class D (ASCE 7 Ch. 201 Design Category D (IBC Sec. 1613.2.5; Tab. 1613.2.5(1) & (2)] Ss 1.282 [IBC Fig. 1613.2.1(1) or USGS Seismic Hazard Data] St 0.451 [IBC Fig. 1613.2.1(2) or USGS Seismic Hazard Data] Fe 1.00 [IBC Tab. 1613.2.3(1)] Ct 0.02 [Tab. 12.8-2] F 1.85 [IBC Tab. 1613.2.3(2)] x 0.75 [Tab. 12.8-2] SMS 1.28 [IBC Eqn. 16-36] hn 11 ft (Sec. 12.8.2.11 SMt 0.83 [IBC Eqn. 16-37] Ta 0.12 sec (Eqn. 12.8-71 SIDS 0.85 [IBC Eqn. 16-38] C 1.4 (Tab. 12.8-11 SDt 0.56 [IBC Eqn. 16-38] TMODAL [Sec. 12.8.2] p 1.3 [ASCE 7-16 12.3.4] T 0.12 sec (Sec. 12.8.21 1 1.25 [Tab. 1.5-2] TL 6 sec [Fig. 22-14] R 6.5 [Tab.12.2-1] Ts 0.65 [Sec.11.3] Q0 3 [Tab.12.2-1] Cd 4 [Tab. 12.2-1] Building Height Limit (ft) 65 [Tab. 12.2-1] SIDS / (R/1) = Cs 0.164 [Eqn. 12.8-2] SDS / T (R/1) = Cs, max 0.885 [Eqn. 12.8-3] SD, TL / T2 (R/1) = Cs, max N/A [Eqn. 12.8-4] Ground motion hazard analysis perfomed? No [Sec. 11.4.8] 0.044SDS 1 >_ 0.01 = Cs, min 0.047 (Eqn. 12.8-51 0.5S, / (R/1) = Cs, min N/A [Eqn. 12.8-6] Cs (design) 0.164 Seismic Design Force: V = CsW = 0.164 W Ultimate V = CSW = 0.117 W Working Stress Page 6 of 21 1q)ff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Kruger Clinic KPFF Project No. 2200694 Permit Submittal Structural Calculations Chapter B West Canopy Gravity & Lateral Design 03/15/2023 Page 7 of 21 IqJff 1607 Sth Avenue, Suite 7600 Seattle, WA 98701 [206) 622-5822 project i- R 0 G FfZ, G L. I Ni location client CA?46PY &vzAVtTY 'F-l2AMJ?QG �.oa� �RAf'11�G by 'late 03 r3173 job no. TYP To15T.S ('"rRY 13�ti x l`i 1_SL lCo` �c� W (.1<v/t2 ?� t 8 * 25 (t.lo�� �� PLC =T 00 { .5oG5;t ( (.1 D 5) Ga M = �1 � 29:5 ��$ _ �1035'# < 1�,RZo"� C,•ls - TL 1o.20Y l0$ 22 S 3'7)(Zi •5 -)" -l. -f/3'17 < ! BYOc Y, Ca. z0 V.1 pOle u sz 1, 31�c X 114 L• S L 2 12 `o c SCAM 'V-ORTR Sl DE Or SKY L tGl-t'T cw = ( ZS/Z)( 1Qb + 2S = Gif S PLC to, 125# �J•t5� l`I L 5 L vl'6Zp�r{ CA S,p� �ZZ 5 C V ti K = 379 ? Z6.l' l2za 37�7 < Z 1 $'�to' ! .ts� 34d'�eL%21 L -`` M 9 sheet nr, project � V �L � N � �..- by 1q)ff location date 103 , 1 3 .2 job no. r.lienl 7601 5th Avenue, Suite 1600 Seattle. WA 98101 (2061 622-5822 V4 15- S T G &tJ oPy GIZAyITY i::rZAMt1. C2 �N OZ?D SEAM - \OEST Et�GC- �slGrJAGE + ZS) { So pt.'�-- _ ? 3 PI_ 5: s nA%l 130 Y t.r 3 5%2>�1S + -#7 e -5 WZ - ii"SlZ>( 18 + 7-Z) = 22U + 50 = Z7v Pt.3-- Uj.1tFoEZ-rA LaAD SEZ"wFEiQ - Su PPatzT =� PLF7 -7y �aMP Tor rints'TS A.T 12 "oc P w2 w, S.s 24,5 19SqAt- Zs56 .'. us��2� i,�5x V`t LSL �s� !►svERTEv Cya3o�) I�EArvl._ .SoTI-l_ _tp-�=oF SKYLIGHT Pt = 3797 ""- e Wi 3717 + 19 Sq + 780 S AJ Ct S < 1 D,125 wr 8495* t:A�tV Vise Cv�lo . - X l �. 5 L •�2 �'�' J Page 9 P f'415 PSF < 1500 '?.rF � DESIGN PROPERTIES Allowable Design Properties(') (l00% Load Duration) Grade Width Design Property Depth 43/8 51/2" 51/2" Plank Orientation 71/4" 91/4" 91/2" 111/4 113/e" 14" 16" 18" 20" Moment (ft-Ibs) 1,735 2,685 1,780 4,550 Shear(lbs) 4,340 5,455 1,925 7,190 1.3E 31/2" Moment of Inertia (in 4) 24 49 20 5.6 5.6 111 Weight (plf) 4.5 7.4 Moment (ft-Ibs) 5,210 7,975 10,920 14,090 Shear (Ibs) 3,435 4,295 5,065 5,785 13/„ Moment of Inertia (in4) 125 244 400 597 Weight (plf) 5.2 6.5 7.7 8.8 1.55E Moment (ft-Ibs) 10,420 15,955 21,840 28,180 Shear (Ibs) 6,870 8,590 10,125 11,575 31/2„ Moment of Inertia (in4) 250 1 488 800 1,195 Weight (plf) 10.4 13 15.3 17.5 Moment (ft-Ibs) 2,125 1 3,555 1 5,600 1 5,885 1 8,070 1 8,925 1 12,130 1 15,555 1 19,375 1 23,580 Shear (Ibs) 1,830 1 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 6,650 2 OE 13/4 Moment of Inertia (in4) 24 56 115 125 208 244 400 597 851 1,167 Weight (plf) 2.8 3.7 0 PSL 4.1 4.8 5.7 6.1 7.1 8.2 9.2 10.2 Moment(ft-Ibs) 12,415 13,055 17,970 19,900 27,160 34,955 43,665 ShearObs) 6,260 6,430 7,615 8,035 9,475 10,825 12,180 31/z" Moment of Inertia (in4) 231 250 415 488 800 1,195 1,701 Weight (plf) 10.1 10.4 12.3 13.0 15.3 17.5 19.7 Moment (ft-Ibs) 18,625 19,585 26,955 29,855 40,740 52,430 65,495 Shear (Ibs) 1 9,390 1 9,645 11,420 1 12,055 14,210 1 16,240 18,270 2.0E 51/4" Moment of Inertia (in4) 346 375 623 733 1,201 1,792 2,552 Weight (plf) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 Moment (ft-Ibs) 24,830 26,115 35,940 39,805 54,325 69,905 87,325 Shear (Ibs) 12,520 12,855 15,225 16,070 18,945 21,655 24,360 1„ Moment of Inertia (in4) 462 500 831 977 1,601 2,389 3,402 Weight (plf) 20.2 20.8 24.6 26.0 30.6 35.0 39.4 (1) For product in beam orientation, unless otherwise noted. PRODUCT STORAGE Some sizes may not be available in your region. Protect product from sun and water CAUTION. Wrap is slippery when wet or icy Align stickers (2x3 or larger) directly over support blocks Use support blocks (6x6 or larger) at 19' on -center to keep bundles out of mud and water Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I June 2022 4 Page 11 of 21 SS Face -Mount Hangers - I -Joists, Glulam and SCL - These products are available with additional corrosion ® For stainless -steel Codes: See p. 11 for Code Reference Key Chart. protection. For more information, see p. 14. fasteners, see p. 21. Actual Joist Size (in.) Model No. Carried Member Dimensions (in.) Min./ Max. Fasteners (in.) Allowable Loads Code Ref. E `9 0 0 �' Web o Stiff s Regd. W H B Face Joist DF/SP Species Header SPF/HF Species Header Uplift (160) Floor (100) Snow (115) Roof (125) Floor (100) Snow (115) Roof (125) IUS3.56/14 - • 3% 14 2 Min. (12)0.148x3 - 70 1,420 1,615 1,745 1,220 1,390 1,500 Max. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 MIU3.56/14 39/16 131/16 21/2 - (22) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,170 3,595 3,875 2,725 3,090 3,335 U414 0 • • ✓ 39/16 10 2 - (16) 0.162 x 31/2 (6) 0.148 x 3 970 2,305 2,615 2,820 1,980 2,245 2,425 HHUS410 0 • - 3% 9 3 - (30) 0.162 x 3'/2 (10) 0.162 x 3'/2 3,565 5,635 6,380 6,445 4,845 1 5,486 5,545 HUS412 0 • - 39A6 101/2 2 - (10) 0.162 x 31/2 (10) 0.162 x 3'/2 3,635 2,660 3,025 3,265 2,275 2,590 2,795 HU414 0 • • ✓ 39/16 12% 21/2 Max. (24) 0.162 x 31/2 (12) 0.148 x 3 1,795 3,570 4,030 4,335 3,075 3,470 3,735 31/2 x 14 HU416 / HUC416 • • • ✓ 39ti6 13% 21/2 Min. (20) 0.162 x 31/2 (8) 0.148 x 3 1,515 2,975 3,360 3,610 2,565 2,895 3,110 Max. (26) 0.162 x 31/2 (12) 0.148 x 3 1,795 3,870 4,365 4,695 3,330 3,760 4,045 HUC0412-SDS • • - 39A6 11 3 - (14)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 5,045 5,045 5,045 3,630 3,630 3,630 HGUS414 - 3% 127/16 4 - (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,360 13,86014,35014,350 11,115 12,42012,420 LGU3.63-SDS - 3% 8 to 30 41/2 - (16)1/4 x 21/2 SDS (12)1/4 x 21/2 SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 MGU3.63-SDS • • - 3% 9'/4 to 30 41/2 - (24)1/4 x 21/2 SDS (16)1/4 x 21/2 SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HGU3.63-SDS • • - 3% 11 to 30 41/2 - (36)1/4 x 21/2 SDS (24)1/4 x 21/2 SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 IUS3.56/16 • - 3% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 MIU3.56/16 • • • - 39/16 155/16 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,455 3,920 4,045 2,970 3,370 3,480 HU416 / HUC416 • • • - 39ti6 13% 21/2 Min. (20) 0.162 x 31/2 (8) 0.148 x 3 1,515 2,975 3,360 3,610 2,565 2,895 3,110 Max. (26) 0.162 x 31/2 (12) 0.148 x 3 1,795 3,870 4,365 4,695 3,330 3,760 4,045 3'/2 x 16 HGUS414 0 • - 3% 127/16 4 - (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,360 13,86014,35014,350 11,115 12,42012,420 HUC0412-SDS • • - 39ti6 11 3 - (14)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 5,045 5,045 5,045 3,630 3,630 3,630 LGU3.63-SDS - 3% 8 to 30 41/2 - (16)1/4 x 21/2 SDS (12)1/4 x 21/2 SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 MGU3.63-SDS • • - 3% 9'/4 to 30 41/2 - (24)1/4 x 21/2 SDS (16)1/4 x 21/2 SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HGU3.63-SDS • • - 3% 11 to 30 41/2 - (36)1/4 x 21/2 SDS (24)1/4 x 21/2 SDS 9,895 14,145 14,145 14,145 10,185 10,185 10,185 MIU3.56/18 • - 39/16 175A6 21/2 - (26) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,745 4,045 4,045 3,220 3,480 3,480 IBC, HU416 / HUC416 • • • ✓ 39/6 135/6 21/2 Min. (20) 0.162 x 31/2 (8) 0.148 x 3 1,515 2,975 3,360 3,610 2,565 2,895 3,110 FL, HGUS414 0 0 - 3% 127A16 4 - (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,360 13,86014,35014,350 11,115 12,42012,420 LA 31/2 x 18 HUC0412-SDS • • - 39A6 11 3 - (14)1/4 x 21/2 SDS (6)1/4 x 2'/2 SDS 2,265 5,045 5,045 5,045 3,630 3,630 3,630 LGU3.63-SDS • • - 3% 8 to 30 41/2 - (16)1/4 x 21/2 SDS (12)1/4 x 21/2 SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 MGU3.63-SDS • • - 3% 91/4 to 30 41/2 - (24)1/4 x 21/2 SDS (16)1/4 x 21/2 SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HGU3.63-SDS • • - 3% 11 to 30 41/2 - (36)1/4 x 21/2 SDS (24)1/4 x 21/2 SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 31/2 x 20 MIU3.56/20 0 - 39/16 195/16 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 210 4,030 4,060 4,060 3,465 3,495 3,495 MIU3.56/20 0 ✓ 39/6 191/16 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 210 4,030 4,060 4,060 3,465 3,495 3,495 31/2 x 21 LGU3.63-SDS • • - 3% 8 to 30 41/2 - (16)1/4 x 21/2 SDS (12)1/4 x 21/2 SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 to 30 MGU3.63-SDS • • - 3% 9'/4 to 30 41/2 - (24)1/4 x 2'/2 SDS (16)1/4 x 21/2 SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HGU3.63-SDS • • - 3% 11 to 30 41/2 - (36)1/4 x 21/2 SDS (24)1/4 x 2'/2 SDS 9,460 13,16013,16013,160 9,475 9,475 9,475 MIU4.12/9 0 • - 41/8 9Y16 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 4 x 91/2 HU4.12/9 / HUC4.12/9 0 ✓ 41/6 85/a 21/2 Max. (18) 0.162 x 31/2 (10) 0.148 x 3 1,795 2,680 3,020 3,250 2,305 2,605 2,800 MIU4.12/11 • - 41/8 111/6 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,880 3,135 3,135 2,475 2,695 2,695 4 x 117/e HU4.12/11 / HUC4.12/11 • ✓ 41/6 105/6 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 13,425 MIU4.12/14 • - 41/6 139/16 21/2 - (22) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,170 3,595 3,875 2,725 3,090 3,335 4 x 14 HU4.12/11 / HUC4.12/11 0 ✓ 41/e 10516 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 MIU4.12/16 • - 41/8159/16 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,455 3,920 4,045 2,970 3,370 3,480 4x16 HU4.12/11 / HUC4.12/11 0 ✓ 41/8 105/16 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 41/8 MIU4.28/9 • - 4%2 9 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 1'/2 210 2,305 2,615 2,820 1,980 2,245 2,425 x 91/2 HU4.28/9 / HUC4.28/9 • ✓ 4%2 9 21/2 - (18) 0.162 x 31/2 (8) 0.148 x 3 1,515 2,680 3,020 3,250 2,305 2,605 2,800 MIU4.28/11 • - 4%2 111/8 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,880 3,135 3,135 2,475 2,695 2,695 41/a x 117/e HU4.28/11 / HUC4.28/11 • ✓ 49/32 11 21/2 - (22) 0.162 x 31/2 (8) 0.148 x 3 1,515 3,275 3,695 3,970 2,820 3,180 3,425 41/e x 14 MIU4.28/14 • - 4%2 131/2 21/2 - (22) 0.162 x 31/2 (2) 0.148 x 11/2 210 3,170 1595 3,875 2,725 3,090 3,335 4'/8 x 16 MIU4.28/16 • - 49A2 151/2 21/2 - (24) 0.162 x 3'/2 (2) 0.148 x 11/2 210 3,455 3,920 4,045 2,970 3,370 3,480 i W 7 y v C 3 = i O N V � y C m E E 3 tp J _7 O +; O N = O V See footnotes on p. 152. Page 12 of 21 149 Typical Post Capacities With Snow Load (Fc *1.15): yes Try 6x6 DF #1 Post d=5.5 Fb=O CD=1.15 b = 5.5 E = 1,600,000 EMIN = 580,000 k(FcE)= 1_0 EMIN = 580,000 c' = 0_8 A = 30.25 Fc = 1000 Fc = 1150 0.5fc = 0.0 0.5P = fc = 280.8 P = 8,495 Eave Height(FcE) = 10.5 ft le(FcE) = 126 in FcE = 908.4 psi > fc OK Fc = 695.5 psi > fc OK (fc/F'c) = 0.40 < 1.0 OK Check Compression Perpendicular to Grain at Sill Fc = 625 for DF grade A = 30.25 P(ALLOW) = 18,906 P(MAX) — $,495 Notes: 1. All allowable design values are based on the 2018 NDS 2. Capacities assume buckling about the weak -axis Kruger Clinic, Posts, 10.5-ft.xls 3/16/2023 6x6 DF#1, 10.5-ft Page 13 of 21 1q)ff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Kruger Clinic KPFF Project No. 2200694 Permit Submittal Structural Calculations Chapter C East Canopy Gravity & Lateral Design 03/15/2023 Page 14 of 21 lqjff 1601 5th Avenue, Suite 7600 Seattle. WA 98707 (206) 622-5822 location As-r CAA! o-- &RAN 1TY �I2A1vt113C7 _ ao� �y2AMtIJG date sheet no. Jab no TV ISTS _ S L � -� C>K FaR qo P(,F D L Z.S 9t \f ti R= Gi C I, s %z� = s z l I-%q O" t17�d" C l.ls��1.t5 G r- � I.SS x IOa — 1�IF -_ - -WodD C'>EAt-A - F-AST EoGE 25 C t _t c>> G PLF SAY 22,t t'LF _--_�----- CvNSEt2�1 uSE SAY mop# �taoll- go w P Cn t a < 3!Zqv t DF USE "Ntv EeIEP Lv5Yr0 HAr4cov, (2-075*') �V� v G n T3 EAN� - Tv o rZTN + 28) = 32(2 PLC 11704 r_ 11 7a atr + 32 0 'F OF C f) y G v - t $ ( o < 38C(64 I.15) M - 117o4 (Z.25'� + 32-0 (2.257�/2 "Ix10 ofo'* .< g. L & '4 I.tS> w7o* w r14. 7r sz.25' 25 A �35� USE, V�( 24,5im F'CG C58 E�99wl5pWC rsF'� 1q)ff 76015th Avenue. Suite 1600 Seattle. WA 98101 [206) 622-5822 Get Ghent EAST CAN aPY L ATt=ROtiL ASGE Lt s FP = �s � L Z/ f2 � Sos = t,oZ� pS,r �tzo � _ •Zk �.5 P a.�1 � l.n�� 1 •o2Coit; Z.Zt`� r 1 f 2 �i>> SY irJ;5�r, .•. GHECK L.ocAt_ CotJrJ'ti �a MR�ni SLAG " 5 LCflGLv wSST Sire 16 ao� 83 P LF u s£ E r TK E-lz, -Ale''o LA scfzEw 1604 'OR (Z) Rows aF lock e a 'oc 1�1 o2T K S t p C G o ►� N- ►,� S`fO*:� < 9104 MTS1<> 57'RA7 S c�t�Tft S t PE Co 04 C) S0 X — 5,4,6 7 ' - ?7 Ply Ir oR (2) Rd..wS aF S/g "4 -TH9.u-56ITSf ONLY t() k7ct.-,r IREO.O Fdg 6.9-AWTY, BY INSPECTtoN REMAIKJIM6 RaWP oC-70 laLfS CAN Tob,1<E LAT '7 L LvAP Face -Mount Hangers - Solid Sawn Lumber (DF/SP) - These products are available with additional corrosion ® For stainless -steel Many of these products are approved for installation protection. For more information, see p. 14. fasteners, see p. 21. ® with Strong -Drive® SD Connector screws. See pp. 348-352 for more information. Joist Size Model No. Ga. Dimensions (in.) H B W Min./ Max. Fasteners (in.) DF/SP Allowable Loads (lb.) Installed Cost Index (ICI) Code Ref. Header Joist Uplift (160) Floor (100) Snow (115) Roof (125) Sawn Lumber Sizes U314 16 29/s 101/2 2 - (16) 0.162 x 31/2 (6) 0.148 x 11/2 990 2,305 2,610 2,815 3x14 HU314 / HUC314 14 29/s 12716 21/2 - (18) 0.162 x 31/2 (8) 0.148 x 11/2 1,510 2,680 3,025 3,240 HUCQ310-SDS 14 29/s 9 3 - (8)1/4 x 21/2 SDS (4)1/4 x 21/2 SDS 1,350 3,120 3,590 3,860 U314 16 29/s 101/2 2 - (16) 0.162 x 31/2 (6) 0.148 x 11/2 990 2,305 2,610 2,815 3x16 HU316 / HUC316 14 29/s 14%2 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,510 2,980 3,360 3,600 LUS44 18 39/16 3 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/2 410 800 905 980 Lowest 44 U44 16 39/s 27/3 2 - (4) 0.162 x 31/2 (2) 0.148 x 3 240 575 650 705 20% HU44 / HUC44 14 39/s 27/3 21/2 - (4) 0.162 x 31/2 (2) 0.148 x 3 380 595 670 720 161% LUS46 18 39/16 43/4 2 - (4) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,030 1,170 1,265 Lowest U46 16 39/s 47/3 2 - (8) 0.162 x 31/2 (4) 0.148 x 3 535 1,150 1,305 1,410 37% 46 HUS46 14 39/s 5 2 - (4) 0.162 x 31/2 (4) 0.162 x 31/2 1,165 1,055 1,195 1,290 152% 14 39/16s 43/4 21/2 Min. (8) 0.162 x 31/2 (4) 0.148 x 3 755 1,190 1,345 1,440 163% HU46/HUC46 14 39/s 43/4 21/2 Max. (12) 0.162 x 31/2 (6) 0.148 x 3 1,135 1,785 2,015 2,165 185% LUS46 18 39/16 43/4 2 - (4) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,030 1,170 1,265 Lowest U46 16 39/s 47/3 2 - (8) 0.162 x 31/2 (4) 0.148 x 3 535 1,150 1,305 1,410 37% LUS48 18 39/s 63/4 2 - (6) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,315 1,490 1,610 40% 48 HUS48 14 39/s 615/1s 2 - (6) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 203% 14 39/16s 61/3 21/2 Min. (10) 0.162 x 31/2 (4) 0.148 x 3 755 1,490 1,680 1,800 213% HU48/HUC48 14 39/s 61/3 21/2 Max. (14) 0.162 x 31/2 (6) 0.148 x 3 1,135 2,085 2,350 2,530 235% LUS48 18 39/16 63/4 2 - (6) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,315 1,490 1,610 Lowest LUS410 18 39/s 83/4 2 - (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 19% U410 16 39/s 8% 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 990 2,015 2,280 2,465 74% IBC, FL, LA 410 HUS410 14 39/s 815/1s 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 3,220 2,110 2,385 2,575 154% 14 39/16 83/3 21/2 Min. (14) 0.162 x 31/2 (6) 0.148 x 3 1,135 2,085 2,350 2,520 232% HU410 / HUC410 14 39/s 83/3 21/2 Max. (18) 0.162 x 31/2 (10) 0.148 x 3 1,795 2,680 3,020 3,250 253% HUC0410-SDS 14 39/s 9 3 - (12)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 4,500 4,500 4,500 LUS410 18 39/16 83/4 2 - (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 Lowest LUS414 18 39/s 103/4 2 - (10) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 2,110 2,395 2,590 33% U410 16 39/s 8% 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 990 2,015 2,280 2,465 46% HUS410 14 39/s 8-'/1s 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 3,220 2,110 2,385 2,575 114% 4x12 HUS412 14 39/s 101/2 2 - (10) 0.162 x 31/2 (10) 0.162 x 31/2 3,435 2,635 2,985 3,220 129% 14 39/16 10% 21/2 Min. (16) 0.162 x 31/2 (6) 0.148 x 3 1,135 2,385 2,690 2,880 268% HU412 / HUC412 14 39/s 10% 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 290% HUCQ410-SDS 14 39/s 9 3 - (12)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 4,500 4,500 4,500 HUCQ412-SDS 14 39/s 11 3 - (14)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 5,045 5,045 5,045 LUS410 18 39/16 83/4 2 - (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 Lowest LUS414 18 39/s 103/4 2 - (10) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 2,110 2,395 2,590 33% U414 16 39/s 10 2 - (16) 0.162 x 31/2 (6) 0.148 x 3 990 2,305 2,610 2,815 93% 4x14 HUS412 14 39/s 101/2 2 - (10) 0.162 x 31/2 (10) 0.162 x 31/2 3,435 2,635 2,985 3,220 129% 14 339/16 111-5/1s 21/2 Min. (18) 0.162 x 31/2 (8) 0.148 x 3 1,510 2,680 3,025 3,240 333% HU414 / HUC414 14 39/s 1115/1s 21/2 Max. (24) 0.162 x 31/2 (12) 0.148 x 3 2,015 3,570 4,030 4,335 355% HUCQ412-SDS 14 39/s 11 3 - (14)1/4 x 21/2 SDS (6)1/4 x 21/2 SDS 2,265 5,045 5,045 5,045 See footnotes on p. 108. Codes: See p. 11 for Code Reference Key Chart Page 18 of 21 107 P t>J O TBW M HOLM Reference Lateral Desljw Values. Z. for Single Shear (two m*mbM) Connections" for sa*n lumt3er or SCL olth both members of 10entical specific gravity TltctMraw L r Ci�a Al G:0 SS Iluwd i1�� C►-0',►0 G-C dY G.=o14 OOY�/ Ft(sl ^ $ , / Red Oa& Soi." m P ne F 1. 4 AtCh Do as FM-C ► am L L 0 Z. Z-6 Z,y Z• Z. Zr Z.4 Z4 Z. Z.a Z.,a Z. Z• Z.a Z.6 Za L Zr Z.,a Za n •-1 is Im be WS to los " ios tin Ibs Its Ibs tos be IN tq " t14 IDs as 164 111110 i100 ti00 37C► 66C 4Jo 100 2/0 floc 300 lrt4) J t� 360 31f0 No 31i0 370 i�0 Iw too Mp fM 41U HO: W) 440 311 720 420 420 97 710 400 4t00 on 3os 300 240 74 "M r r r r 470 m m do 1 t 7 7N 10 1 eu 417. 440 > s.I r+> st, 1 1 1 A* 940 "0 w 1 Tip 41M 470 i MO 420 420 OM 4N 41,_ O'Y.1 300 3w PSO 1-1.4 39 lH 1130 OS0 600 wo Silo Sr0 am NO 4«0 3 G" 4P0 470 TS0 "0 440 29C 7n Mill M In rmm +!2 0 480 640440 MC 4M 42C 35D 610 ] 0 3 310 610 340 3d0 3C SW 340 330 6! IC70 400 Gm 6710 93C Soo 49C 39� a60 620 430 q0 520 420 rao 470 390 30C 2.1.2 11. w 13" 1/o 720 SFO 1120 Ow %C 433 1020 sac wo 10to0 S40 41u 36 w S20 4SO 311C ! ! • r tr m o lw-m J. r sa IM tr r r fr .. .I . bw Sit 1070 am No 940 Str.1 tit: wt3 h4: sT0 SWW 4Wt /70 Sao m 4is M 470 400 410 1. t4 1450 K•, •A 1) 1"0 ab -W ". .I 1nx: SOO 410 Stu 1120 Soo r 4M 1140 S2o SW 4SC n� t" 900 99oit 9MO m "0 Im 0o0 low- 1 10 , 1000 ??0 Ox 1 + 740 1 Tt d-10 51.1 4eo 1IC 41 i • ( 14J 6r1) 300 410 350 OW 400 •, 1160 SW M a "M SOo w S no m MO r till MO MD S00 510 410 wo oin r!n I13o rro 72c 12W NO NO IM a1M � 11p ir0 SW) ur, 7.Ia 1970 11ar1)ON Im M M MO 4M 1 «!' 4cU 44» 41C • +' :1 ; 5C 5.� 512C 1,TO 710 711C i 1120 700 700 Sic 1110 M0 No 1070 t3tS0 f1w sm 1. 14 -., , . 1 ,. ) . 1..W 9M_, 3ti1: 7.3 •fi:A Mo ISO tiG 1s40 act) aJ3 Still: t t .1. t u 74 2S40 11/0 14.0 10 2170 11/0 11M 1M 1M0 IM few till m M AWO + 1 in lip l .0 rhL +. . U.i l -� 46U U � 1 1 14 14" MO too m No 790 1190 IN 7M Soo 1140 6.70 740 9" ri Im m to 1e80 ►20 low r low w on "M t# + t 1 1 t ► 1 7l am •1 t t 420 anloco 1 SL4 ,.w 1's 1,�0 10a loco BW 13M 770 M 12W MO m a IM MO 1110 ilia em IWO "a T• "" 1120 "" IWO IM i40 low low 740 1w 7 IMO 7D0 wo "a M M I 24110 I IOD ISM 11 •, 4 c.. 3)3, ' 9.1 "1 10 1120 731D 63C ' ' 1 s20 IGM a60 a90SIC 3.1J2 , I.. 1.4, ,.I[. 16W 9W 14CWW aS"I 1610 070 1030 lac x :. OSO 1010 750 16W 10o 1To 71C 7J/ 2i40 /110 1" 21111111111 1111111111 Im 1 till 2170 "Ill t� Iwo1 I t . C I.1 1. •+h I. f: 4M1 . L 1 1.1 3V I 14SO a9U 990 7 ou 1 / "Il h,. •.v. I nG Soo ?w 1190 6" m1140 we 740 wo # M MWe 770 low MP -low W 51.7 1150 770 1 1 t, 114 1SO 1190 1240 ► 1600 MO lo10 Os0 1010 970 solo lrmrm IN 1010 1S4a Soo 170 r10 # IMP NM till r "w m =1 i 4 2170 Im a r "n :A so 0 5!0 940 sac 64C SOO //0 WO 5W 46(1 ,!) 5" 5W 4 470 SW 43C t 1,7 be 14s0 MO /M Too 1270 W !MSC 66:1 12r'C Is" 790 SW 1190 SIC rty. 56 1140 WO 740 WC In 1m Im ttlA r an r 7.14 b 3.1.2 � me 11b tir Im m I= /610 �7r 111M 140D Sic 101 _ 'S 1 w goo 1170 710 I kislwd belml 4e+sn . milnan, /. ter Wimj pipwit- % diall Af wuhlphrd by all appho l4 84190a s `cbm Isre lie* 1 1 t 11 1�f1„LKd hkral 4e.4n .rst+. 7. 4rf � "�Q■h d�rnelci' iw41. trot Appe�rl Ti1h 111 � 1t1M � 11e4,1 st�tly< F,. u14/,all pal G44ryrV9 C Affmwocan Wood C0Lm& Ooergood40 IA\tkCl►N GAgree W/�l M No rep�jn W 'Vel*l M &I QFLI*d .! a'l$fit$ *8v8488R_8RR 8;:: �::8� 8t 834 !8 888 8�R8 2e_AiiB_I�9H94vRR a 4 -- _ �88 R --� . �8Y 8�' --8 R8= ... 8 R9= _- 8Y •i . - --=- -- --ORE _ _ - - - - - - - - 3� a=ssaasa _�.�� OIL' 'lill1sA -'i! ��! Sig 8: .J�z2aoe gRA 88 A88R8 ?;. go_�` ���� �_S 8 8� M 88: �tyR ti 3: 8 RA aj .'�2 ? it it 88 # 15" 3 il8�'�88 k 8�8 AII: AAA 10 $gI fit �tgk'S AAA�Aft 2Rfi,. •�8s ��iiii i� R3N �i R38 �gR 3�� �AzsARR RiiS EA -- - - - - -- -- �ZRR �S� k8R A rS all QQS"O'-gP� es ea ~i9ARii8 :s.RA� ��g�RP�P gRgB�Yg� APR gPR 88 8P� 82; S°i9a-i'392it 1 SR211 8^SR22 A� - AjtR - - MLA rl - - - •- — — 16 r] sm3mos ev I LTS/MTS/HTS Twist Straps Twist straps provide a tension connection between two wood members. They resist uplift at the heel of a truss economically. LTS/MTS have a Z-bend section and HITS has a 33/4"-bend section that eliminates interference at the transition points between the two members. Material: LTS — 18 gauge; MTS — 16 gauge; HITS — 14 gauge Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp. 12-15. Installation: • Use all specified fasteners, with half into each member being connected, to achieve the listed loads; see General Notes. • LTS, MTS and HITS are available with the bend reversed. Specify "-REV" after the model number, such as MTS-16-REV. Codes: See p.11 for Code Reference Key Chart - These products are available with additional corrosion ® For stainless -steel protection. For more information, see p. 14. fasteners, see p. 21. ®Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 348-352 for more information. ISs SS 1 1/a. LTS12 (MTS and HTS similar) Model Strap Length Total Quantity of Fasteners DF/SP Allowable Uplift Loads (160) SPF/HF Allowable Uplift Loads (160) Code No. (in.) 0.148" x 3" Nails 0.148" x 11h" Nails 0.148" x 3" Nails 0.148" x 11/z" Nails 0.148" x 3" Nails 0.148" x 11h" Nails Ref. LTS12 12 12 12 660 645 570 515 LTS16 16 LTS20 20 MTS12 12 14 14 990 990 850 850 IBC, FL, LA MTS16 16 MTS20 20 MTS24C 24 MTS30 30 MTS30C 30 HTS16 16 16 16 15 1,415 1,215 1,215 HTS20 20 HTS24 24 HTS30 30 HTS30C 30 1. See pp. 266-267 for Straps and Ties General Notes. 2. All LTS, MTS and HTS models (except for MTS12 and HTS16) have additional nail holes. 3. All straps except the MTS30 and HTS30 have the twist in the center of the strap. 4. Twist straps do not need to be wrapped over the truss to achieve the allowable load. 5. May be installed on the inside face of the stud. 6. Allowable lateral loads are F1 = 75 lb. and F2 = 125 lb. when the following installation requirements are met. The first seven nail holes on each side of the bend must be filled with 0.148" x 11/2" minimum nails. All additional fasteners may be installed in any remaining strap holes. 7. For simultaneous loads in more than one direction, the connector must be evaluated using either the Unity Equation or the 75% Rule, as described in Straps and Ties General Notes on p. 267. 8. Fasteners: Nail dimensions are listed diameter by length. See pp. 21-22 for fastener information. 1"typ. 10" 15" 151, y. 11/4„ MTS30 HTS30C (HTS30 similar) (MTS30C similar) 1 MTS Installation as a Truss -to -Top Plate Tie Typical MTS30 Installation MTS30 Installation with I -Joist Rafter Page 21 of 21 283