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REVIEWED BLD2023-0401+Structural_Calculations+3.31.2023_5.19.01_PM+3457665Harriott Valentine Engineers Inc. RECEIVED Apr 13 2023 STRUCTURAL CALCULATIONS Project: Shen Federman 23310 Humber Lane Edmonds, WA 98020 Architect: Patricia Brennan Architects 4515C Bagley Ave N Seattle, WA 98103 Structural Engineer: Harriott Valentine Engineers, Inc. 1932 First Avenue, Suite 720 Seattle, WA 98101 tel. 206-624-4760 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 BLD2023-0401 ,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT 03/23/23 Page 1 of 77 Harriott Valentine Engineers Inc. SECTION 1: GENERAL 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 2 of 77 tel. 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. CRITERIA Gravity roof dead asphalt shingles 1/2" plywood R30 insulation 2x12 @ 16"oc 5/8" gyp. wallboard slope factor miscellaneous total dead + live floor dead 3/4" hardwood 3/4" plywood 11-7/8" TJ1 560 @ 16"oc acoustic insulation 1/2" gyp. wallboard miscellaneous total dead + live trellis dead 2 layers 3/8" glass total dead + live upper dead porcelain pavers deck built up decking and waterproofing 2x8 @ 16"oc acoustic insulation 1/2" gyp. wallboard miscellaneous total dead + live lower dead deck boards deck 2x10 @ 16"oc miscellaneous total dead + live walls cement fiber board battens 2x2 @ 24"oc 1/2" plywood 2x6 @ 16"oc R21 insulation 1/2" gyp. wallboard miscellaneous 2.5 live snow 25.0 psf 1.5 1.2 3.3 2.8 0.2 3.5 23% 15.0 psf 40.0 psf 3.0 live residential 40.0 psf 2.3 3.0 1.0 2.2 1.5 12% 13.0 psf 53.0 psf 5.0 live snow 25.0 psf 5.0 psf 30.0 psf 9.0 live deck 60.0 psf 2.5 snow 25.0 psf 2.2 1.0 2.2 3.1 16% 20.0 psf 80.0 psf 4.0 live deck 60.0 psf 2.8 snow 25.0 psf 3.2 32% 10.0 psf 70.0 psf 4.1 0.3 1.5 1.7 0.8 2.2 0.4 4% 11.0 psf 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 3 Of 77 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. SECTION 2: FRAMING 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 4 of 77 tel. 206-624-4760 1 fax 447-6971 rn L a 7 L D C - A F7,: i Ir W m I co U 50 CFM MIN. INTERMITTENT1' CATHY'S OFFICE CLOSET I LAUNDRY m I -- ! 15'-6" X 12'-7" /p I 9'-2" X 12'-7" I BATH GUEST - 8'-1" X 16'-6" I QLu o ' I I SD � --- 11'-0" X 12'_7" I 12' 4" 1 -2" 6' I 9' 6 4'-6` 3'1 '-4" 5'-4 1 /2" 3'-0" 11 R.O. R O. } 50 CFM MIN. W� T D3 INTERMITTENT — - — - - _ - `" DEC -- I 1'-1 1/2" 1 "CL- AR 6" LEAR - _ - 9bi—CLERES ORYC iL�L M, R3 j INEN Rau in — -- -- DIO F. P, ABOVE F _ r� DN -j/ cp \ i I ENTRY - -- - -- COVER -- — E D Z ELEVATOR I `O BELOW RIMARY CLOSET ? Wi I - N RtJ �3t. ! 4 I 5 u; =-:-3 10' 2" X 13'-3" k. AA.; MULTI -PURPOSE , 20'4" X 13'4" ; W Il 2° 6' 0" — 10' 8" — — E - v - RAILING 1 N f SA NA I I R 1 All f 1r I jut,I 1 I I SHOES > D ! I I S v j I CM �- CAt� I I CONTROLS LINEN h PRIMARY BEDR M 42 XSHOWEOR ER L 18'-1„ X 151-1 HEAD _ BERNARD'S OFFIC n ' Ott _ T 16'-4" X 15'-1" I r = I I 50 CFM — I r I�2 ' PRIMARY INTEfjtMIT E'NT�\ \ w a BATHROOM N �p 1 17'-7" X I V-0" aZ L 60" R'�C�l I o 1 ! 54.25"1 X 34.25"W X 42.5"H 1 - WALK-IN TUB �sT AQUA ICA _ f 1 I BABY BOOMER 2 > R>1 I I I I I i a� 53'-8" OF BEE OW 03/23/23 Roof Framing Plan Page 5 °f" I i, LO ¢ k. I N� i °' I I I U 3 3 I j v K CHEN 19' " X 16'-6" El -- — I o o REF cv I DINING I 6'-0" X 16'-6 - (V 71_ LIVING 77� w 16'-8" X 6'-6"Ln r` J r U I I U 3 I TELEVISION - DS N I 1 N MIN 100CF 1 3'-8" OSD/ o i IKTERMITTEN'r I , CLEAR I y CM I _ FIANO I I d © o� OVENS PA NTRY ENTRY I> N v A l i► __ -- u I '- - COVER ABOVE -- ELE ATOR N N U35 rn °D MECHANICALco I — ENTRY - - - - - - - - 10'-2" X 7-6" - - - 19' " X 6 10" I - I I -- 1 0" , E 28'-10 ME( LAICAL 24'- ! ul I to POWDER D l5 SD 5'-2" X 6'-1" U 3 1 b t FM MIN. 1 INTERMITTENT 50 C M MIN. MITTENT N INTE U 3O rn I I I I U3 I r BE ROOM i`II MUD " rn1 8'-4" X 1 '-3" 14'-3" X 12'-10 Uzi I N�"u �; U 32 U 32 50 CFM MII INTERMITTENTI `� GARAGE o N BATH I r� 24'-1" X 24- " T I co I 5' 2" X 8' 10' I a cw I � � I BENCfH I I - F. Usk/. I- n 15'-0" 5'-6" 8'-2" - u Upper Floor Framing Plan I I I I I I I I I I I I I I I , I I I I I I I I 03/23/23 Page 6 of 77 I dos, p --_— �% 1 rC�j�i feaT�N4 - .01 Main Floor Framing Plan 03/23/23 Page 7 of 77 Harriott Valentine Engineers Inc. BEAMS (SIMPLE SPAN UNIFORM LOAD) ROOF w (live) total load = 40 psf L live load = 25 psf location criteria demand capacity 0.72 k R2 w (total) = 424 plf V = 0-95 k Vr = 2.18 k w (live) = 265 plf M = 0.85 k-ft Mr = 2.56 k-ft L = 4.00 ft El (total) = 1.22E+07 lb-in2 El = 1.24E+08 lb-in2 trib. = 10.60 ft El (live) = 1.14E+07 lb-in2 d (total) = 0.02 in = L/ 2435 d (live) = 0 in = L/ 3896 use (2)2x8 1.68 k R3 w (total) = 424 plf V = a- 90 k Vr = 3.26 k w (live) = 265 plf M = 3.83 k-ft Mr = 3.85 k-ft L = 8.50 ft El (total) = 1.17E+08 lb-in2 El = 1.89E+08 lb-in2 trib. = 10.60 ft El (live) = 1.10E+08 lb-in2 d (total) = 0.26 in = L/ 387 d (live) = 0.16 in = L/ 619 use (3)2x8 0.94 k R4 w (total) = 424 plf V = a- 96 k Vr = 2.18 k w (live) = 265 plf M = 1.33 k-ft Mr = 2.56 k-ft L = 5.00 ft El (total) = 2.39E+07 lb-in2 El = 1.24E+08 lb-in2 trib. = 10.60 ft El (live) = 2.24E+07 lb-in2 d (total) = 0.05 in = L/ 1247 d (live) = 0.03 in = L/ 1995 use (2)2x8 0.43 k R5 w (total) = 250 plf V = 0-50 k Vr = 1.65 k w (live) = 156 plf M = 0.50 k-ft Mr = 1.60 k-ft L = 4.00 ft El (total) = 7.20E+06 lb-in2 El = 5.41 E+07 lb-in2 trib. = 6.25 ft El (live) = 6.75E+06 lb-in2 d (total) = 0.03 in = L/ 1803 d (live) = 0.02 in = L/ 2885 use (2)2x6 0.84 k R6 w (total) = 80 plf V = 0-96 k Vr = 3.38 k w (live) = 50 plf M = 4.62 k-ft Mr = 5.15 k-ft L = 21.50 ft El (total) = 3.58E+08 lb-in2 El = 4.63E+08 lb-in2 trib. = 2.00 ft El (live) = 3.35E+08 lb-in2 d (total) = 0.83 in = L/ 310 d (live) = 0.52 in = L/ 497 use (2)2x12 0.43 k R8 w (total) = 53 plf V = 0-45 k Vr = 1.69 k w (live) = 33 plf M = 1.88 k-ft Mr = 2.58 k-ft L = 16.83 ft El (total) = 1.14E+08 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.33 ft El (live) = 1.07E+08 lb-in2 d (total) = 0.42 in = L/ 487 d (live) = 0.26 in = L/ 779 use 2x12 @ 16"oc 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 03/23/23 Page 8 of 77 Harriott Valentine Engineers Inc. 0.18 k R12 w (total) = 80 plf V = 0-20 k Vr = 1.69 k w (live) = 50 plf M = 0.25 k-ft Mr = 2.58 k-ft L = 5.00 ft El (total) = 4.50E+06 lb-in2 El = 2.31 E+08 lb-in2 trib. = 2.00 ft El (live) = 4.22E+06 lb-in2 d (total) = 0.00 in = L/ 12341 d (live) = 0.00 in = L/ 19746 use 2x12 @ 16"oc 0.65 k R14 w (total) = 496 plf V = 0:7-9 k Vr = 1.65 k w (live) = 310 plf M = 0.63 k-ft Mr = 1.60 k-ft L = 3.20 ft El (total) = 7.31 E+06 lb-in2 El = 5.41 E+07 lb-in2 trib. = 12.40 ft El (live) = 6.86E+06 lb-in2 d (total) = 0.02 in = L/ 1775 d (live) = 0.01 in = L/ 2840 use (2)2x6 0.30 k R16 w (total) = 60 plf V = 0-32 k Vr = 1.69 k w (live) = 38 plf M = 0.83 k-ft Mr = 2.58 k-ft L = 10.50 ft El (total) = 3.13E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.50 ft El (live) = 2.93E+07 lb-in2 d (total) = 0.07 in = L/ 1777 d (live) = 0.04 in = L/ 2843 use 2x12 0.30 k R17 w (total) = 60 plf V = 0-32 k Vr = 1.69 k w (live) = 38 plf M = 0.83 k-ft Mr = 2.58 k-ft L = 10.50 ft El (total) = 3.13E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.50 ft El (live) = 2.93E+07 lb-in2 d (total) = 0.07 in = L/ 1777 d (live) = 0.04 in = L/ 2843 use 2x12 1.79 k R25 w (total) = 425 plf V = 4-94 k Vr = 7.23 k w (live) = 266 plf M = 4.30 k-ft Mr = 10.67 k-ft L = 9.00 ft El (total) = 1.39E+08 lb-in2 El = 3.19E+08 lb-in2 trib. = 10.63 ft El (live) = 1.31 E+08 lb-in2 d (total) = 0.20 in = L/ 549 d (live) = 0.12 in = L/ 879 use (3) LVL 1-3/4x7-1/4 3.17 k R26 w (total) = 440 plf V = 3-30 k Vr = 37.40 k w (live) = 266 plf M = 12.38 k-ft Mr = 22.90 k-ft L = 15.00 ft El (total) = 6.68E+08 lb-in2 El = 1.39E+09 lb-in2 trib. = 10.63 ft El (live) = 6.05E+08 lb-in2 d (total) = 0.36 in = L/ 500 d (live) = 0.22 in = L/ 828 use W8x18 R27 w (total) = 420 plf V = 0-63 k Vr = 1.65 k w (live) = 263 plf M = 0.47 k-ft Mr = 1.60 k-ft L = 3.00 ft El (total) = 5.10E+06 lb-in2 El = 5.41 E+07 lb-in2 trib. = 10.50 ft El (live) = 4.78E+06 lb-in2 d (total) = 0.01 in = L/ 2544 d (live) = 0.01 in = L/ 4071 use (2)2x6 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 03/23/23 Page 9 of 77 Harriott Valentine Engineers Inc. 0.12 k R30 w (total) = 80 plf V = 04-5 k Vr = 1.65 k w (live) = 50 plf M = 0.13 k-ft Mr = 1.60 k-ft L = 3.67 ft El (total) = 1.78E+06 lb-in2 El = 5.41 E+07 lb-in2 trib. = 2.00 ft El (live) = 1.67E+06 lb-in2 d (total) = 0.01 in = L/ 7296 d (live) = 0.00 in = L/ 11674 use (2)2x6 0.36 k R31 w (total) = 80 plf V = 0-38 k Vr = 1.69 k w (live) = 50 plf M = 0.90 k-ft Mr = 2.58 k-ft L = 9.50 ft El (total) = 3.09E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 2.00 ft El (live) = 2.89E+07 lb-in2 d (total) = 0.06 in = L/ 1799 d (live) = 0.04 in = L/ 2879 use 2x12 @ 24"oc 0.83 k R32 w (total) = 250 plf V = 0-94 k Vr = 1.69 k w (live) = 156 plf M = 1.64 k-ft Mr = 2.58 k-ft L = 7.25 ft El (total) = 4.29E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 6.25 ft El (live) = 4.02E+07 lb-in2 d (total) = 0.07 in = L/ 1295 d (live) = 0.04 in = L/ 2073 use 2x12 0.20 k R33 w (total) = 60 plf V = 0 22 k Vr = 1.69 k w (live) = 38 plf M = 0.39 k-ft Mr = 2.58 k-ft L = 7.25 ft El (total) = 1.03E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.50 ft El (live) = 9.65E+06 lb-in2 d (total) = 0.02 in = L/ 5398 d (live) = 0.01 in = L/ 8636 use 2x12 0.37 k R36 w (total) = 60 plf V = 0-38 k Vr = 1.69 k w (live) = 38 plf M = 1.22 k-ft Mr = 2.58 k-ft L = 12.75 ft El (total) = 5.60E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.50 ft El (live) = 5.25E+07 lb-in2 d (total) = 0.15 in = L/ 992 d (live) = 0.10 in = L/ 1588 use 2x12 0.37 k R37 w (total) = 60 plf V = 0-38 k Vr = 1.69 k w (live) = 38 plf M = 1.22 k-ft Mr = 2.58 k-ft L = 12.75 ft El (total) = 5.60E+07 lb-in2 El = 2.31 E+08 lb-in2 trib. = 1.50 ft El (live) = 5.25E+07 lb-in2 d (total) = 0.15 in = L/ 992 d (live) = 0.10 in = L/ 1588 use 2x12 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 03/23/23 tel 206-624-4760 1 fax 447-6971 Page 10 of 77 Harriott Valentine Engineers Inc. Roams. F�hMIN(� Z 2-5 Wz = 24 3 I.3q k .Tr V = 0.75 k. Vr= I G5k uSE �2-X4 - WV = 159- R210 4zs�- — WS - UP3 - T - ---• V = b.73 k m = 0 39 k-Ft Y W K RID 171 19t ID +b=043 ----- S �0•21 s= o.q I-- 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 V, = 1,0 k 33 Vr- 1.`g{�L 945E Zxlt -' 11 O. 14 8" 03/23/23 Page 11 of 77 Harriott Valentine Engineers Inc. ROOF FRAMING ((oArr.) P W 0.0$7- v � y•34 S = 5.0 5= 0•Ib3(-) 'V = '1•7 k r W 11�p = 1 0 ;7 S-,o 57 5_0-1 i V-=.a•y�ck. , - - Ve = / 61k- KSE 2.x1 0-fp3 kf{- m = 2.244k.Ff - 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 Wy =143 pn 0.51 WS = 131 J>5 : 0.9 5 Vr = �Ig Ok U5� wt x ZZ � 2 7 PATTE 9 N t= D - WD = iv Pb l 0.3A4 o 09- W5 = 33 P5 .0.57 . 0.1y__� V, to = 2•ZNk-f-} - -. .- --- -- wD = 59 = _► _i_ + 1 03/23/23 Page 12 of 77 Harriott Valentine Engineers Inc. KOOF FRAM INbt ((OmT• ) Wp =7-0 pi, —0.37 P � RIB WS = 7 33 PS = 0•5 7•13' 3i V=0.716 5= I.13 S=o•31(-) I -ilk YY ' 3.38k IASE M;2)txlZ R20 WS = 17.3 _. 0.02 S= 1 oS 5 o-I; 0.99 k '�,, = I /a °I k 11,45E 2.x -- - - - — . 27 k+f Mir 7.2ti - ,- btS L - r I TT 0. — --- •- _ . Pp Esc - - • -� _�..- lit yr 3. 21, k hSI� (3.) :2;x8 Mr = 3• SS kf-F�—I r 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 `i__i_ it 03/23/23 Page 13 of 77 Harriott Valentine Engineers Inc. R001= F RAM I N 61 (COA • ) 31 T b= b= 5= 5 V = 0-le3 k h1 = I l u kf+ I I WD = 20 pn = 0.04 0-09 ws = 3� fis= 0. ( D•li Vel = I. 44 k r =5F- ZX 12.- Mr = 2.Zy kf+ d bf 5 = o . Z5 V = V72-1 PPi w PL it wt, = K Z3 18.'51 21. 5' w5 = 3 7.93 15-75 . . . D=O.y DL 5=0.53 5= V - $ • GK k M = Z•ZI kf4- iN„' 2•Zgk-{(- 20 iD = 0.00 0,61 — U5 F 7- IZ y wC,=Jg4 -D:-a W5 = 313 T—I � •---I- - ! Al �'--' - M'=� �-li3 kf'i-: . _._.. jMr � 3.85 k►f}- ' ^� �---; -;—i—, -� too 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 03/23/23 Page 14 of 77 Harriott Valentine Engineers Inc. ROOF FIZAM1N6i (Cow) � p W RL�{ 1z.S' V = i•�q k V4 = li 78 k f+ W, WL R 3�( R35 3' 1051 Y - D. 77 k rA- I•iskf+ W-b = 33 Pb = 0• G$ N FSr- 1.05 I s 1 -. . Sir --- ----• �.-.ter-. D D t S s 0' `I l" — 2 LA'00 �-(l AM, r y - r _ J ;--i- i - P� Pi 0•07 941 WS Z b�10t —�=-- - V — -3,Z3k Vr — 3•%k i-- — r &.7%k-f+ her = 8.o5k-Fk- 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 vY = I I A k WS 03/23/23 Page 15 of 77 Harriott Valentine Engineers Inc. jtbol= FRS f4mb, (CaNT•i WD ZI w, 3b•83 R11c. $ 15-5' 12.25' 25 ' D=4.01Ilb M= 71.5kf4 yr = lyl. Z k W.I$ �5 Mr = S4. fi k-FF -� W— =i 7, (!-t �bts = 0.4k b Ll771, V, = 70.5 k �..1 Mr = 11D. 3 kf+ 1 be d-051m.4" ! - - -i 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 I I I I 1 1 - 03/23/23 Page 16 of 77 aFORTEWEB' Roof, R1 1 piece(s) 2 x 12 HF No.2 @ 24" OC PASSED 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 681 @ 19' 1/2" 2126 (3.50") Passed (32%) 1.0 D + 1.0 Lr (Alt Spans) Shear (Ibs) 591 @ 3' 4 3/4" 2109 Passed (28%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 2759 @ 10' 8 7/8" 3222 Passed (86%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.380 @ 10' 7 15/16" 0.560 Passed (L/531) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.604 @ 10' 8" 0.841 Passed (L/334) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Factored 1 - Stud wall - SPF 5.50" 5.50" 1.50" 323 539 863 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 254 427 681 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 4" o/c Bottom Edge (Lu) 19' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Comments 1 - Uniform (PSF) 0 to 19' 3" 24" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 17 of 77 ForteWEB v3.5, Eric Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Roof, R28 1 piece(s) 2 x 12 HF No.2 @ 16" OC PASSED 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 407 @ 18' 6 1/2" 2126 (3.50") Passed (19%) 1.0 D + 1.0 Lr (Alt Spans) Shear (Ibs) 364 @ 4' 4 3/4" 2109 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 1469 @ 11' 1 7/16" 3222 Passed (46%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.169 @ 10' 11 5/16" 0.510 Passed (L/999+) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.264 @ 10' 11 9/16" 0.766 Passed (L/695) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Factored 1 - Stud wall - SPF 5.50" 5.50" 1.50" 225 374 599 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 150 256 407 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 3" o/c Bottom Edge (Lu) 18' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Comments 1 - Uniform (PSF) 0 to 18' 9" 16" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 18 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com Harriott Valentine Engineers Inc. BEAMS (SIMPLE SPAN UNIFORM LOAD) Upper Floor w (floor) (roof) total floor = 53 psf total roof = 40 psf L live load = 40 psf snow load = 25 psf location criteria demand capacity U15 w (total) = 1063 pif V = 1.99 k Vr = 2.18 k w (live) = 668 pif M = 1.87 k-ft Mr = 2.23 k-ft L = 3.75 ft El (total) = 2.52E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 8.50 ft El (live) = 2.38E+07 Ib-in2 d (total) = 0.04 in = L/ 1179 roof = 13.10 ft d (live) = 0.02 in = L/ 1877 wall = 8.00 ft use (2)2x8 U16 w (total) = 1063 pif V = 1.42 k Vr = 2.18 k w (live) = 668 pif M = 0.95 k-ft Mr = 2.23 k-ft L = 2.67 ft El (total) = 9.10E+06 Ib-in2 El = 1.24E+08 Ib-in2 floor = 8.50 ft El (live) = 8.58E+06 Ib-in2 d (total) = 0.01 in = L/ 3267 roof = 13.10 ft d (live) = 0.01 in = L/ 5201 wall = 8.00 ft use (2)2x8 U20 w (total) = 1101 pif V = 1.76 k Vr = 2.18 k w (live) = 699 pif M = 1.41 k-ft Mr = 2.23 k-ft L = 3.20 ft El (total) = 1.62E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 9.67 ft El (live) = 1.55E+07 Ib-in2 d (total) = 0.02 in = L/ 1832 roof = 12.50 ft d (live) = 0.01 in = L/ 2884 wall = 8.00 ft use (2)2x8 U21 w (total) = 1251 pif V = 5.21 k Vr = 6.15 k w (live) = 813 pif M = 10.85 k-ft Mr = 11.20 k-ft L = 8.33 ft El (total) = 3.25E+08 Ib-in2 El = 4.37E+08 Ib-in2 floor = 12.50 ft El (live) = 3.17E+08 Ib-in2 d (total) = 0.31 in = L/ 322 roof = 12.50 ft d (live) = 0.20 in = L/ 496 wall = 8.00 ft use (2) LVL 1-3/4x9-1/4 U22 w (total) = 1251 pif V = 2.00 k Vr = 2.18 k w (live) = 813 pif M = 1.60 k-ft Mr = 2.23 k-ft L = 3.20 ft El (total) = 1.84E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 12.50 ft El (live) = 1.80E+07 Ib-in2 d (total) = 0.02 in = L/ 1613 roof = 12.50 ft d (live) = 0.02 in = L/ 2482 wall = 8.00 ft use (2)2x8 U23 w (total) = 158 pif V = 0.71 k Vr = 2.18 k w (live) = 53 pif M = 1.60 k-ft Mr = 2.23 k-ft L = 9.00 ft El (total) = 5.20E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 1.33 ft El (live) = 2.62E+07 Ib-in2 d (total) = 0.19 in = L/ 572 roof = 0.00 ft d (live) = 0.06 in = L/ 1704 wall = 8.00 ft use (2)2x8 U24 w (total) = 481 pif V = 2.17 k Vr = 7.23 k w (live) = 297 pif M = 4.87 k-ft Mr = 10.67 k-ft L = 9.00 ft El (total) = 1.58E+08 Ib-in2 El = 3.19E+08 Ib-in2 floor = 7.42 ft El (live) = 1.46E+08 Ib-in2 d (total) = 0.22 in = L/ 485 roof = 0.00 ft d (live) = 0.14 in = L/ 787 wall = 8.00 ft use (3) LVL 1-3/4x7-1/4 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 19 of 77 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. U28 w (total) = 190 pif V = 0.86 k Vr = 2.78 k w (live) = 119 pif M = 1.92 k-ft Mr = 3.33 k-ft L = 9.00 ft El (total) = 6.23E+07 Ib-in2 El = 2.57E+08 Ib-in2 floor = 0.00 ft El (live) = 5.84E+07 Ib-in2 d (total) = 0.11 in = U 990 roof = 4.75 ft d (live) = 0.07 in = L/ 1585 wall = 0.00 ft use (2)2x10 U29 w (total) = 158 pif V = 0.63 k Vr = 2.18 k w (live) = 53 pif M = 1.27 k-ft Mr = 2.23 k-ft L = 8.00 ft El (total) = 3.65E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 1.33 ft El (live) = 1.84E+07 Ib-in2 d (total) = 0.12 in = U 814 roof = 0.00 ft d (live) = 0.04 in = U 2426 wall = 8.00 ft use (2)2x8 U30 w (total) = 307 pif V = 0.97 k Vr = 3.95 k w (live) = 232 pif M = 1.54 k-ft Mr = 8.93 k-ft L = 6.33 ft El (total) = 3.51 E+07 Ib-in2 El = 4.64E+08 Ib-in2 floor = 5.80 ft El (live) = 3.97E+07 Ib-in2 d (total) = 0.02 in = U 3171 roof = 0.00 ft d (live) = 0.02 in = U 4202 wall = 0.00 ft use LVL 1-3/4x11-7/8 U31 w (total) = 199 pif V = 0.63 k Vr = 3.95 k w (live) = 150 pif M = 1.00 k-ft Mr = 8.93 k-ft L = 6.33 ft El (total) = 2.27E+07 Ib-in2 El = 4.64E+08 Ib-in2 floor = 3.75 ft El (live) = 2.57E+07 Ib-in2 d (total) = 0.02 in = U 4905 roof = 0.00 ft d (live) = 0.01 in = L/ 6499 wall = 0.00 ft use LVL 1-3/4x11-7/8 U33 w (total) = 335 pif V = 0.67 k Vr = 3.95 k w (live) = 253 pif M = 0.67 k-ft Mr = 8.93 k-ft L = 4.00 ft El (total) = 9.66E+06 Ib-in2 El = 4.64E+08 Ib-in2 floor = 6.33 ft El (live) = 1.09E+07 Ib-in2 d (total) = 0.004 in = L/ 11515 roof = 0.00 ft d (live) = 0.003 in = L/ 15258 wall = 0.00 ft use LVL 1-3/4x11-7/8 U35 w (total) = 504 pif V = 0.92 k Vr = 2.18 k w (live) = 370 pif M = 0.85 k-ft Mr = 2.23 k-ft L = 3.67 ft El (total) = 1.12E+07 Ib-in2 El = 1.24E+08 Ib-in2 floor = 8.00 ft El (live) = 1.23E+07 Ib-in2 d (total) = 0.017 in = U 2652 roof = 2.00 ft d (live) = 0.012 in = U 3613 wall = 0.00 ft use (2)2x8 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 20 of 77 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. UMFADIL r-RAM/NGt I t _ -C T PC R w v p wt, = 17 pD = d. ZY WL = 53 r = 0.73 70 is b=D,jD p= L= o.clL L= I zi'i V = �15 k IAS E LvL 1 %y -x- �1' - 7• zy Ivy- M v, = g. 9z k-f+ 0, 41M w- w =i p =af PL 1. 57 k-F+ to, = 3.33 kf•+ 71_, 0. 00%a - �- T• wt. 14 UAL- .. zWl Wt_' ✓k - -� - - -- V = 12•7 k VK = 70.7 k--- 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 03/23/23 tel. 206 624 4760 1 fax 447 6971 Page 21 of 77 Harriott Valentine Engineers Inc. --.uV-PF-K FLOOR 0AJT- I� w WL if _= 7 7; kf f 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 a� ON OO N N d SOON ME MEN MEN ■■■■■ MEN o SEEMS ■■■ON■ Y■■■■■ ■ ■O■SO■■ ■�':: ■ Snif ■N■:■■:■ NS■O■O■O ■■■OO■ONon MEN ■ ::■i ■O ■ no No ■ONO ■S■N�O O■ ME ME SOMEONE OSOO■■ONO NMI ■ ■ ■SOON■■ ■■N■■NN ■i:OMEN : 03/23/23 Page 22 of 77 Harriott Valentine Engineers Inc. j. OP► F-k _FLoofZ hR/IMIN(,, (CLINT) - - -- 7 IDS = 5ug _ t314 JA ILI WL I'-- ^ _ - I �Ij I _ ul8µlb 20 ---- --ram— E_. L= --- -= w = V= W � 3 k tf ,� = 8.0'1k Fi:i,P5 L 3 x I I WL bill __ _ . . •_ . - �� �- -+ -.-`i-1-F� D= S•I. _: 3:71- I -b.t5 D • t-77- .. -.. W t - -4 .. j Vr = G 3 o k .46 o -1-�i I I I - I� i- � i �_� j - 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 03/23/23 Page 23 of 77 Harriott Valentine Engineers Inc. WL- 293 to U�3 --. _ W - _. P»- - s` T' IL.1 D=2b f=3.h 3H t7 E=v.y1v —. ~ L_ k :US E Ii IOX.3 OL �^-r-- h 1= 3 o k,i✓t' �1 _ 7 7• o k •f+ T rL = o b�3 = Lrt- i w wt>- U�. 315 1.5' _ 0°I kf+ iwr = 8 52k-f-- - Tj 6 - — " 4 - �. •UII _ 1 D=o qy D/ o.ol { - — - - - - ;— I - -js=6.10 10q k 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 03/23/23 tel. 206 624 4760 1 fax 447 6971 Page 24 of 77 Harriott Valentine Engineers Inc. k P P ER FLOCK f iz mg 1 om-r.) w D _ Z, W Lk I* AIN V 6.0k. --- -- ��--~.. Qbts w �r� w b = ! v U3D ws : zg .�5' 12-z5r v = 1.o7 k M= 3.9y k-F-j- M r= J• 5 kf4 -AD+s - 0•7-76" A$ =- o. /67' = 2, - )AM 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 �� ■■■J uiii■ NOON■■ iiii■ ■N■■� SEEM MEN ■NOON■■■ ■■NN■■N ME v�mE■■■ MOM ■■■EVEN ME NEEMEM ■iii N■■■■MOM ■NO NOON NOON■■ No 0 ONE SEEM ■ MENN ■iiiiMEMM ■iii■i. ■■E■■ ■ �-S■■N ■■■■■ -01■ ONE C:::' NOON ■mom N■■Ni ■ ■ N■■■■SNE ME=■— ONO a 03/23/23 Page 25 of 77 Harriott Valentine Engineers Inc. UP�f2 itOn _FRA*1N6i_'( - - - --- I wf - - VJ bg` B $ k- lo.ok 2.7 WL = Sso WS : 33 V = look VY = &q.ok P, Pz YZ P; w� w1 u1 IZ' 2•ii' 4 iS' ts•5' II•z5' r P I Pi- DONT hrr (ON tAILOL ITIy 7- py= (�•11 �15 i 330 ' 50 AF k-�'6•6)0.53 to•53_: PW = ± 0• z, 6•1E + 0.1% y m Y : 51.11t++ A'b+L = 0'/53" wp : 3' WL, 3 WS = L (d = 1• V V= 7.05k. VY = IZbk — - -- a Tl = 0 •'.171 n = 4 L i ,- 7 L 19" 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 .tel. 206 624 4760 1 fax 447 6971 03/23/23 Page 26 of 77 Harriott Valentine Engineers Inc. BEAMS (SIMPLE SPAN UNIFORM LOAD) Upper Deck location U5 U32 U33 w (floor) total floor = L live load = criteria demand w (total) = 106 pif V w (live) = 80 pif M = L = 8.00 ft El (total) _ floor = 1.33 ft El (live) _ roof = 0.00 ft wall = 0.00 ft w (total) = 320 pif V = w (live) = 240 pif M = L = 6.75 ft El (total) _ floor = 4.00 ft El (live) _ roof = 0.00 ft wall = 0.00 ft w (total) = 320 pif V = w (live) = 240 pif M = L = 5.67 ft El (total) _ floor = 4.00 ft El (live) _ roof = 0.00 ft wall = 0.00 ft (roof) 80 psf total roof = 60 psf snow load = capacity 0.43 k Vr = 0.85 k-ft Mr = 2.45E+07 lb-in2 El = 2.76E+07 lb-in2 d (total) _ d (live) _ use 1.08 k Vr = 1.82 k-ft Mr = 4.43E+07 lb-in2 El = 4.98E+07 lb-in2 d (total) _ d (live) _ use 0.91 k Vr = 1.29 k-ft Mr = 2.62E+07 lb-in2 El = 2.95E+07 lb-in2 d (total) _ d (live) _ use 40 psf 25 psf 1.09 k 1.12 k-ft 6.19E+07 lb-in2 0.16 in = L/ 606 0.12 in = L/ 808 2x8 @ 16"oc 2.18 k 2.23 k-ft 1.24E+08 lb-in2 0.12 in = L/ 671 0.09 in = L/ 895 (2)2x8 2.18 k 2.23 k-ft 1.24E+08 lb-in2 0.06 in = L/ 1133 0.05 in = L/ 1510 (2)2x8 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 27 of 77 tel 206-624-4760 1 fax 447-6971 aFORTEWEB' Upper Floor, U1 1 piece(s) 11 7/8" THO 560 @ 16" OC PASSED F 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 605 @ 2 1/2" 1396 (2.25") Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 592 @ 3 1/2" 2050 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2528 @ 8' 8" 9500 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.166 @ 8' 8" 0.564 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.219 @ 8' 8" 0.846 Passed (L/925) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 52 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 150 462 612 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 150 462 612 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 11' 3" o/c Bottom Edge (Lu) 17' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 17' 4" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 28 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Upper Floor, U2 1 piece(s) 11 7/8" TII@ 110 @ 16" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 337 @ 2 1/2" 1041 (2.25") Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 324 @ 3 1/2" 1560 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 769 @ 4' 10 1/2" 3160 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 4' 10 1/2" 0.311 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.050 @ 4' 10 1/2" 0.467 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 64 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 85 260 344 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 85 260 344 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 7" o/c Bottom Edge (Lu) 9' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 9" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 29 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Upper Floor, U3 1 piece(s) 11 7/8" THO 560 @ 16" OC PASSED FBI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 549 @ 2 1/2" 1396 (2.25") Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 536 @ 3 1/2" 2050 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2077 @ 7' 10 1/2" 9500 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.116 @ 7' 10 1/2" 0.511 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.154 @ 7' 10 1/2" 0.767 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 56 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 137 420 556 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 137 420 556 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 12' 6" o/c Bottom Edge (Lu) 15' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 9" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 30 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Upper Floor, U4 1 piece(s) 11 7/8" TII@ 110 @ 16" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 349 @ 2 1/2" 1041 (2.25") Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 336 @ 3 1/2" 1560 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 825 @ 5' 1/2" 3160 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.042 @ 5' 1/2" 0.322 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ T 1/2" 0.483 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 63 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 87 269 356 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 87 269 356 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 4" o/c Bottom Edge (Lu) 9' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 1" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 31 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com Harriott Valentine Engineers Inc. 25 ps-F I ii ' I I i I I AA — /09-H IS--F�- I I i I 1313 Ib w► - -r -� = M Whtrt 5 = bkZ --3 IZ o.3-15 •� sx =, 0�2$f 25. M3 ISIS Ibrn = yL('g ps) - OK �— - Cfi'ECIK p EFL t CTIDN- -I r- I � 4 � )_. — j---r�---ter --, - LAYERS Tt+Ic1C -� —L Tr--M.PEe-Eo GLASS _.. J I 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 03/23/23 tel. 206 624 4760 1 fax 447 6971 Page 32 of 77 6LASS CovEr- bES14,N I �— D = 5 psi AsSuM E t = yr" _ � +S 1'EMPEIREI� brli�SS ._ A10 9 211,DDD 1' 1 F S "'i °. aFORTEWEB' Main Floor, M1 1 piece(s) 11 7/8" THO 560 @ 16" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 608 @ 2 1/2" 1396 (2.25") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 595 @ 3 1/2" 2050 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2553 @ 8' 8 1/2" 9500 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.169 @ 8' 8 1/2" 0.567 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.223 @ 8' 8 1/2" 0.850 Passed (L/913) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 50 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Beam - PSL 3.50" 2.25" 1.75" 151 464 615 1 1/4" Rim Board 2 - Plate on concrete - SPF 3.50" 2.25" 1.75" 151 464 615 1 1/4" Rim Board • Kim uoaro is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 1V 2" o/c Bottom Edge (Lu) 17' 3" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 17' 5" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 33 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M2 1 piece(s) 11 7/8" THO 110 @ 16" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 349 @ 2 1/2" 1041 (2.25") Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 336 @ 3 1/2" 1560 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 825 @ 5' 1/2" 3160 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.042 @ 5' 1/2" 0.322 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ T 1/2" 0.483 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 61 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Beam - PSL 3.50" 2.25" 1.75" 87 269 356 1 1/4" Rim Board 2 - Beam - SPF 3.50" 2.25" 1.75" 87 269 356 1 1/4" Rim Board • Kim uoaro is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 4" o/c Bottom Edge (Lu) 9' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 1" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 34 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M3 1 piece(s) 11 7/8" THO 560 @ 16" OC PASSED WIN 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 546 @ 2 1/2" 1396 (2.25") Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 533 @ 3 1/2" 2050 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2054 @ 710" 9500 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.114 @ 7' 10" 0.508 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 @ 7' 10" 0.762 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 54 50 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Beam - PSL 3.50" 2.25" 1.75" 136 418 554 1 1/4" Rim Board 2 - Plate on concrete - SPF 3.50" 2.25" 1.75" 136 418 554 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 12' 6" o/c Bottom Edge (Lu) 15' 6" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 8" 16" 13.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 35 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Main Floor, M4 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5420 @ 1 1/4" 9023 (2.75") Passed (60%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3760 @ 1' 2 5/8" 12053 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 10227 @ 3' 11 3/4" 29854 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 3' 11 3/4" 0.258 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.094 @ 3' 11 3/4" 0.387 Passed (L/986) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - SPF 2.75" 2.75" 1.65" 1388 4032 5420 Blocking 2 - Column - SPF 2.75" 2.75" 1.65" 1388 4032 5420 Blocking • blocking Panels are assumed to carry no loads appuea airectiy aoove them and the tuii load is appuea to the memtier wing designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' o/c Bottom Edge (Lu) 8' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 7' 11 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 13' 2" 13.0 40.0 Default Load 2 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 12' 2" 13.0 40.0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 1W W W 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 36 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M5 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL PASSED UreralI Leng:h: 11 -S All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7861 @ 1 1/4" 9023 (2.75") Passed (87%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 6201 @ 1' 2 5/8" 12053 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 21870 @ 5' 9 1/4" 29854 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.287 @ 5' 9 1/4" 0.378 Passed (L/474) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.386 @ 5' 9 1/4" 0.567 Passed (L/353) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - SPF 2.75" 2.75" 2.40" 2013 5848 7861 Blocking 2 - Column - SPF 2.75" 2.75" 2.40" 2013 5848 7861 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 7" o/c Bottom Edge (Lu) 11' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 1V 6 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 11' 6 1/2" (Top) 13' 2" 13.0 40.0 Default Load 2 - Uniform (PSF) 0 to 11' 6 1/2" (Top) 12' 2" 13.0 40.0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 37 of 77 ForteWEB v3.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com aFORTEWEB' Main Floor, M6 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3333 @ 1 1/4" 9023 (2.75") Passed (37%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2458 @ 1' 2 5/8" 12053 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7398 @ 4' 7 3/4" 29854 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.065 @ 4' 7 3/4" 0.303 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.089 @ 4' 7 3/4" 0.454 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - SPF 2.75" 2.75" 1.50" 886 2447 3333 Blocking 2 - Column - SPF 2.75" 2.75" 1.50" 886 2447 3333 Blocking • blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the memtler bung designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 4" o/c Bottom Edge (Lu) 9' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 9' 3 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 9' 3 1/2" (Front) 13' 2" 13.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 38 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M7 1 piece(s) 5 1/4" x 9 1/4" 2.0E Parallam@ PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2926 @ 1 1/4" 9023 (2.75") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2213 @ 1' 9389 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5704 @ 4' 1 1/4" 18623 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.080 @ 4' 1 1/4" 0.267 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.108 @ 4' 1 1/4" 0.400 Passed (L/885) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - SPF 2.75" 2.75" 1.50" 765 2162 2926 Blocking 2 - Column - SPF 2.75" 2.75" 1.50" 765 2162 2926 Blocking • blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the memtler bung designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 3" o/c Bottom Edge (Lu) 8' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 2 1/2" N/A 15.2 1 - Uniform (PSF) 0 to 8' 2 1/2" (Front) 13' 2" 13.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 39 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M8 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6159 @ 1 1/4" 9023 (2.75") Passed (68%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4273 @ 1' 2 5/8" 12053 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 11620 @ 3' 11 3/4" 29854 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 3' 11 3/4" 0.258 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.107 @ 3' 11 3/4" 0.387 Passed (L/867) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Column - SPF 2.75" 2.75" 1.88" 2127 4032 1231 6159 Blocking 2 - Column - SPF 2.75" 2.75" 1.88" 2127 4032 1231 6159 Blocking • blocking Panels are assumed to carry no loads appiiea airectiy above them and the tuii load is appiiea to the memtier being designed. Lateral Bracing Bracing Intervals Comments or Top Edge (Lu) 8' o/c Bottom Edge (Lu) 8' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 11 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 13' 2" 13.0 40.0 Default Load 2 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 12' 2" 13.0 40.0 3 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 12' 4 1/2" 15.0 - 25.0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes i 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 40 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M9 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8868 @ 1 1/4" 9023 (2.75") Passed (98%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 6981 @ 1' 2 5/8" 12053 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 24486 @ 5' 8 3/4" 29854 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.279 @ 5' 8 3/4" 0.375 Passed (L/484) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.426 @ 5' 8 3/4" 0.563 Passed (L/317) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Column - SPF 2.75" 2.75" 2.70" 3062 5806 1772 8868 Blocking 2 - Column - SPF 2.75" 2.75" 2.70" 3062 5806 1772 8868 Blocking • blocking Panels are assumed to carry no loads applied airectiy above them and the tuii load is applied to the memtier being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 6" o/c Bottom Edge (Lu) 11' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 5 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 11' 5 1/2" (Top) 13' 2" 13.0 40.0 Default Load 2 - Uniform (PSF) 0 to 11' 5 1/2" (Top) 12' 2" 13.0 40.0 3 - Uniform (PSF) 0 to 11' 5 1/2" (Top) 12' 4 1/2" 15.0 25.0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com 03/23/23 Page 41 of 77 ForteWEB v3.5, Enc Weyerhaeuser aFORTEWEB' Main Floor, M10 1 piece(s) 3 1/2" x 9 1/4" 2.0E Parallam@ PSL PASSED Overall Length: 9' 2 l j2' (, 8191, I, f All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3036 @ 1 1/4" 6016 (2.75") Passed (50%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2376 @ 1' 6259 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6676 @ 4' 7 1/4" 12416 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.174 @ 4' 7 1/4" 0.300 Passed (L/620) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.235 @ 4' 7 1/4" 0.450 Passed (L/460) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - SPF 2.75" 2.75" 1.50" 780 2256 3036 Blocking 2 - Column - SPF 2.75" 2.75" 1.50" 780 2256 3036 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 3" o/c Bottom Edge (Lu) 9' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 9' 2 1/2" N/A 10.1 1 - Uniform (PSF) 0 to 9' 2 1/2" (Top) 12' 3" 13.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 03/23/23 Page 42 of 77 ForteWEB 0.5, Enc Weyerhaeuser Job Notes Henry Nuckles Harriott Valentine Engineers (715) 571-0533 HNuckles@harriottvalentine.com Harriott Valentine Engineers Inc. SECTION 3: LATERAL 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 43 of 77 tel. 206-624-4760 1 fax 447-6971 2/8/23, 11:24 AM U.S. Seismic Design Maps OSH PD 23310 Humber Ln, Edmonds, WA 98020, USA Latitude, Longitude: 47.7875415,-122.3772131 3 0- Go gIe Date Design Code Reference Document Risk Category Site Class Type Value SS 1.281 S, 0.449 SMS 1.537 SMt null -See Section 11.4.8 SDS 1.025 Spy 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 0.543 FPGA 1.2 PGAM 0.652 TL 6 SsRT 1.281 SsUH 1.405 SsD 1.912 S1RT 0.449 S1UH 0.501 S1D 0.76 PGAd 0.677 PGAUH 0.543 CRS 0.912 9 v n IP m °6; y a Fort Vanity Q $ 0- 0 Nottingham Rd 2/8/2023, 11:24:11 AM ASCE7-16 11 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 MCEG 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 Map data ©2023 03/23/23 Page 44 of 77 https://www.seismicmaps.org 2/8/23, 11:24 AM Type Value CR1 0.896 Cv 1.356 U.S. Seismic Design Maps Description Mapped value of the risk coefficient at a period of 1 s Vertical coefficient 03/23/23 Page 45 of 77 https://www.seismicmaps.org 2/8/23, 11:24 AM U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, S.E.A.O.Q. /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 03/23/23 Page 46 of 77 hftps://www.seismicmaps.org Harriott Valentine Engineers Inc. SEISMIC DESIGN Plywood Shearwalls ASCE 7-16 Equivalent Lateral Force Procedure RISK Category Seismic Design Category Importance Factor Site Class Ss S1 Fa Fv Ct x hn SMs = Fa*Ss SM1 = Fv*S1 SIDS = (2/3)*SMs SD1 = (2/3)*SM1 Period Ta = Ct*hnAX To Ts Sa R Do Cd Section 12.8 (ELF) ok? II Table 1.5-1 D Table 11.6-1 1.00 Table 1.5-2 D Table 20.3-1 per Geotech or DEFAULT 128.10 %g (from SEAOC/OSHPD website tool) 44.90 %g (from SEAOC/OSHPD website tool) 1.20 Table 11.4-1 USE Fa=1.2 for DEFAULT Site Class D 1.80 Table 11.4-2 0.02 Table 12.8-2 0.75 Table 12.8-2 24.33 feet (height to highest level) 1.5372 Eq.11.4-1 0.8082 Eq.11.4-2 1.0248 g Eq. 11.4-3 0.5388 g Eq. 11.4-4 0.2191 s Eq. 12.8-7 0.1052 s per section 11.4.6 0.5258 s per section 11.4.6 1.0248 g per section 11.4.6 6.5 Table 12.2-1 2.5 Table 12.2-1 4 Table 12.2-1 Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs W, weight QE 0.1577 Eq. 12.8-2 113,168 lb per table below 17,842lb Eq. 12.8-1 Vertical Force Distribution (section 12.8.3) k = 1.00 Floor Seismic Floor Wall Wall Level Hx Area Dead Ld Wt. Length Wt. (ft) (ft2) (psf) (k) (ft) (k) Upper Roof (S2.2) 23.25 673 15 10.1 111 2.6 Main Roof (S2.2) 19.00 1876 15 28.1 202 14.7 Upper Floor (S2.1) 10.00 2736 13 35.6 211 22.0 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Total (LRFD) (ASD) Wt. WXHx CVX QE 0.7QE (k) (k-ft) (%) (k) (k) 12.7 295.0 17.5 3.12 2.19 42.9 814.4 48.3 8.62 6.03 57.6 576.2 34.2 6.10 4.27 113.17 1685.56 100.00 17.84 12.49 03/23/23 Page 47 of 77 Harriott Valentine Engineers Inc. SEISMIC DESIGN Steel Ordinary Moment Frame ASCE 7-16 Equivalent Lateral Force Procedure RISK Category Seismic Design Category Importance Factor Site Class Ss S1 Fa Fv Ct x hn SMs = Fa*Ss SM1 = Fv*S1 SIDS = (2/3)*SMs Sol = (2/3)*SM1 Period Ta = Ct*hnAX To Ts Sa R DO Cd Section 12.8 (ELF) ok? II Table 1.5-1 D Table 11.6-1 1.00 Table 1.5-2 D Table 20.3-1 per Geotech or DEFAULT 128.10 %g (from SEAOC/OSHPD website tool) 44.90 %g (from SEAOC/OSHPD website tool) 1.20 Table 11.4-1 USE Fa=1.2 for DEFAULT Site Class D 1.80 Table 11.4-2 0.02 Table 12.8-2 0.75 Table 12.8-2 24.33 feet (height to highest level) 1.5372 Eq.11.4-1 0.8082 Eq.11.4-2 1.0248 g Eq. 11.4-3 0.5388 g Eq. 11.4-4 0.2191 s Eq. 12.8-7 0.1052 s per section 11.4.6 0.5258 s per section 11.4.6 1.0248 g per section 11.4.6 3.5 Table 12.2-1 3 Table 12.2-1 3 Table 12.2-1 Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs W, weight QE 0.2928 Eq. 12.8-2 113,168 lb per table below 33,136lb Eq. 12.8-1 Vertical Force Distribution (section 12.8.3) k = 1.00 Floor Seismic Floor Wall Wall Level Hx Area Dead Ld Wt. Length Wt. (ft) (ft2) (psf) (k) (ft) (k) Upper Roof (S2.2) 23.25 673 15 10.1 111 2.6 Main Roof (S2.2) 19.00 1876 15 28.1 202 14.7 Upper Floor (S2.1) 10.00 2736 13 35.6 211 22.0 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Total (LRFD) (ASD) Wt. WXHx CVX QE 0.7QE (k) (k-ft) (%) (k) (k) 12.7 295.0 17.5 5.80 4.06 42.9 814.4 48.3 16.01 11.21 57.6 576.2 34.2 11.33 7.93 113.17 1685.56 100.00 33.14 23.19 03/23/23 Page 48 of 77 Harriott Valentine Engineers Inc. WIND DESIGN ASCE 7-10 Simplified Envelope Method (Chapter 28) ps = ,� Kzt I ps30 Part of Figure 28.6-1 - Adjustment Factor for Building Height and Exposure, Mean Roof Height Exposure (ft) B C D 15 1.00 1.21 1.47 16 1.00 1.23 1.49 17 1.00 1.24 1.50 18 1.00 1.26 1.52 19 1.00 1.27 1.53 20 1.00 1.29 1.55 21 1.00 1.30 1.56 22 1.00 1.31 1.57 23 1.00 1.33 1.59 24 1.00 1.34 1.60 25 1.00 1.35 1.61 26 1.00 1.36 1.62 27 1.00 1.37 1.63 28 1.00 1.38 1.64 29 1.00 1.39 1.65 30 1.00 1.40 1.66 Part of Figure 28.6-1 - Method 2 Desian Wind Pressure. os30 , = adjustment factor = 1.00 I = importance factor = 1.00 Kzt = topographic factor = 1.04 Zone Computation a = 10% of least horizontal dimension or 0.4 x h, whichever is smaller, but not less than either 4% of least horizontal dimen- sion or 3 feet. w = 42.50 ft x 0.1 = 4.25 ft h = 24.33 ft x 0.4 = 9.73 ft w = 42.50 ft x 0.04 = 1.70 ft a = 4.50 ft 2a = 9.00 ft Zone B - end zone of roof Zone A - end zone of wall Zone D - interior zone of roof Zone C - interior zone of wall Basic Speed Roof Angle Roof Pitch Horizontal Pressures (psf) A B C D 100 0 to 5 flat 15.9 -8.2 10.5 -4.9 10 2 17.9 -7.4 11.9 -4.3 15 3 19.9 -6.6 13.3 -3.8 20 4 22.0 -5.8 14.6 -3.2 25 6 19.9 3.2 14.4 3.3 30 to 45 7 to 12 17.8 1 12.2 14.2 9.8 Desian Wind Pressure, qs Basic Speed Roof Angle Roof Pitch Horizontal Pressures (psf) A B C D 100 0 to 5 flat 16.5 -8.5 10.9 -5.1 10 2 18.5 -7.7 12.3 -4.5 15 3 20.6 -6.8 13.8 -3.9 20 4 22.8 -6.0 15.1 -3.3 25 6 20.6 3.3 14.9 3.4 30 to 45 7 to 12 18.4 1 12.6 14.7 10.2 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 03/23/23 Page 49 of 77 end = 111 plf -------- -- N end = 83 plf ---------- — int. = 72 plf i� end = 185 Of int. = 160 Of r r r-V FIN. HEAD HEIGHT @LEVEL TWO O BENCH ------� S.G. OO S.G. �ODOORS OVER OVER S.G. O S.G. 81-0' FIN. HEAD HEIGHT ®LEVEL ONE COUNTERTOP — — — S.O. S.G. S.G. S.G. S.O. S.G. S.O. S.G. Longitudinal (N-S) end = 111 plf - - - - - - - - - - - ---------------------------------- N end = 83 plf - - - - - - - - - - - - - - int. = 72 Of — —-------------------- i end = 185 Of S.G. S.G. S.G. S.G. --------------- int. = 160 Of 0 ,z z.zs - 7W FIN. HEAD HEIGHT, ®LEVEL TWO A Sb' FIN. OLEVEL ONE Wind Load Distribution Transverse (E-W) A = 18.5 psf B = 7.7 psf C = 12.3 psf D = 4.5 psf min =16psf a = 4.5 ft 2a=9ft 03/23/23 Page 50 of 77 0.28 k 0.74 k 4 - 61 148 43 a-- 0.24 k 0.74 k 0.6W 0.7E 0.7E to. 39 k 33 1 1.00 k 0.12 k 0.6W AL 67 0.79k �2.03k 0.24k 03/23/23 Page 51 of 77 Upper Roof Diaphragm 0.83 k 0.29 k a 4.75 k 1.21 k 43 173 67 1.78 k 0.54 k 0.7E 0.6W 0.7E Main Roof Diaphragm L 137 2.94 k T 3.82 k 43 11.17 k 1.22 k 67 0.59 k 03/23/23 Page 52 of 77 0.35 k 0.92 k 1.11 k 1.21 k 4.75 k 96 84 2.377k 2.70 k 0.44lk0.2 0.7E 0.81 k 4 Upper Floor Diaphragm U16 U15 U8 U9', 0.7E t(.8466 * 81 k 3.31 k I 2.47 k to. 56 k 03/23/23 0.6W Page 53 of 77 96 1 11.34k 1.96k �3.39 k 11 0.69 k Harriott Valentine Engineers Inc. LATERAL FORCE DISTRIBUTION North -South va' = allowable shear values multiplied by (1.25-0.125 * h/I) Walls Below Upper Roof for wall aspect ratios greater than 2:1, and only for seismic WALL L h h/IIwINF V V v_ SWISEISMI F V V v_ va' SWI SW M of M of M of OT DL max T HD TL C POST East-West Walls Below Upper Roof WALL WIND SEISMIC L h h/I F V V v_ SW F V V v_ va' SW SW M of M of M of OT DL max T_ HD TL C POST (ft) (ft) (Ib) (abv) (total) (plf) (lb) (abv) (total) (plf) (Ibft) (abv) (total) (lb) (Ib) (Ib) (Ib) (lb) X2 10.00 4.00 0.40 790 0 790 79 SW1 390 0 390 51 N/A SW1 SWI 3160 0 3160 316 0 316 CS16 0 316 (2)2 x6 X3 10.00 4.00 0.40 2030 0 2030 203 SWI 1000 1 0 1000 130 N/A SW1 SWI 8120 0 8120 812 0 812 CS16 0 812 (2)2x6 X4 10.00 4.00 0.40 240 0 240 24 SW1 120 0 120 16 N/A SW1 SWI 960 0 960 96 0 96 CS16 0 96 (2)2x6 rho = 1.30 per ASCE 7-10 12.3.4.2 03/23/23 1932 First Avenue, Suite 720 Page 54 of 77 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. LATERAL FORCE DISTRIBUTION North -South va' = allowable shear values multiplied by (1.25-0.125 * h/I) Walls Below Main Roof for wall aspect ratios greater than 2:1, and only for seismic WALL WIND SEISMIC L h h/I F V V v SW F V V v va' SW SW M of M of M of OT DL max T HD TL C POST (ft) (ft) (lb) (abv) (total) (plf) (Ib) (abv) (total) (plf) (Ibft) (abv) (total) (lb) (lb) (lb) (lb) (lb) R1 3.20 8.00 2.50 73 0 73 23 SW1 209 0 209 85 91 SW1 SW1 2175 0 2175 680 220 460 CS16 0 680 (2)2x6 R2 5.50 8.00 1.45 126 0 126 23 SW1 359 0 359 85 N/A SW1 SW1 3738 0 3738 680 378 301 CS16 0 680 (2)2x6 R3 4.00 8.00 2.00 91 0 91 23 SW1 261 0 261 85 N/A SW1 SW1 2719 0 2719 680 275 405 CS16 0 680 (2)2x6 R4 11.50 8.00 0.70 1210 280 1490 130 SW1 4750 740 5490 621 N/A SW5 SW5 57096 0 57096 4965 1218 3747 CMST14 0 4965 (2)2x6 R5 4.00 8.00 2.00 152 0 152 38 SW1 500 0 500 162 N/A SW1 SW1 5196 0 5196 1299 301 999 CS16 0 1299 (2)2x6 R6 5.50 8.00 1.45 208 0 208 38 SW1 687 0 687 162 N/A SW1 SW1 7145 0 7145 1299 413 886 CS16 0 1299 (2)2x6 R7 4.75 8.00 1.68 180 0 180 38 SW1 593 0 593 162 N/A SW1 SW1 6171 0 6171 1299 357 942 HDU2 0 1299 (2)2x6 East-West Walls Below Main Roof WALL WIND SEISMIC L h h/I F V V v_ SW F V V v_ va' SW SW M of M of M of OT DL max T_ HD TL C POST (ft) (ft) (Ib) (abv) (total) (plf) (Ib) (abv) (total) (plf) (Ibft) (abv) (total) (Ib) (Ib) (Ib) (lb) (lb) R8 10.00 8.00 0.80 1220 2030 3250 325 SW1 3820 1000 4820 627 N/A SW5 SW5 50128 8120 58248 5825 354 5471 CMST14 0 5825 (2)2x6 R9 13.33 8.00 0.60 158 0 158 12 SW1 266 1 0 266 26 N/A SW1 SW1 2770 0 2770 208 472 -264 -- 0 208 (2)2x6 R10 16.20 8.00 0.49 192 240 432 27 SW1 324 120 444 36 N/A SW1 SW1 4614 960 5574 344 573 -229 -- 0 344 (2)2x6 rho = 1.30 per ASCE 7-10 12.3.4.2 03/23/23 1932 First Avenue, Suite 720 Page 55 of 77 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. LATERAL FORCE DISTRIBUTION North -South va' = allowable shear values multiplied by (1.25-0.125 * h/I) Walls Below Main Roof for wall aspect ratios greater than 2:1, and only for seismic WALL WIND SEISMIC L h h/I F V V v SW F V V v va' SW SW M of M of M of OT DL max T HD TL C POST (ft) (ft) (lb) (abv) (total) (plf) (Ib) (abv) (total) (plf) (Ibft) (abv) (total) (lb) (lb) (Ib) (lb) (lb) U1 8.33 9.00 1.08 721 188 909 109 SW1 597 539 1136 177 N/A SW1 SW1 13294 0 13294 1596 1093 503 HDU2 0 1596 (2)2x6 U2 4.50 9.00 2.00 389 102 491 109 SW1 323 291 614 177 N/A SW1 SW1 7181 0 7181 1596 591 1005 HDU2 0 1596 (2)2x6 U3 9.50 9.00 0.95 1405 776 2181 230 SW1 1234 2858 4092 560 N/A SW4 SW4 47871 0 47871 5039 1491 3548 HDU8 0 5039 (2)2x6 U4 5.00 9.00 1.80 740 408 1148 230 SW1 649 1504 2153 560 N/A SW4 SW4 25195 0 25195 5039 785 4255 HDU8 0 5039 (2)2x6 U5 3.75 9.00 2.40 555 306 861 230 SW1 487 1128 1615 560 589 SW4 SW4 18896 0 18896 5039 588 4451 HDU8 0 5039 (2)2x6 U6 4.00 9.00 2.25 463 309 771 193 SW 251 1017 1269 412 426 SW3 SW3 14842 5196 20039 5010 537 4473 HDU8 0 5010 (2)2x6 U7 3.00 9.00 3.00 347 231 579 193 SW1 189 763 951 412 471 SW4 SW4 11132 0 11132 3711 403 3308 HDU8 0 3711 (2)2x6 U8 3.00 9.00 3.00 250 0 250 83 SW1 100 0 100 43 50 SW1 SW1 2250 0 2250 750 153 597 HDU2 0 750 (2)2x6 U9 3.00 9.00 3.00 250 0 250 83 SW1 100 0 100 43 50 SW1 SW1 2250 0 2250 750 153 597 HDU2 0 750 (2)2x6 East-West Walls Below Main Roof WALL L (ft) h (ft) h/I WIND F (Ib) V (abv) V (total) v_ (plf) SW SEISMIC F (Ib) V (abv) V (total) v_ (plf) va' SW SW M of (Ibft) M of (abv) M of (total) OT (Ib) DL max (Ib) T_ (lb) HD TL (Ib) C (lb) POST U10 7.75 9.00 1.16 653 570 1223 158 SW1 409 1432 1841 309 N/A SW2 SW2 21543 0 21543 2780 521 2258 HDU8 0 2780 (2)7x6 U11 3.83 9.00 2.35 323 282 604 158 SW1 202 708 910 309 323 SW2 SW2 10646 0 10646 2780 258 2522 HDU8 0 2780 (2)2x6 U12 4.33 9.00 2.08 365 318 683 158 SW1 229 800 1029 309 312 SW2 SW2 12036 0 12036 2780 291 2488 HDU8 0 2780 (2)2x6 U13 10.00 9.00 0.90 1211 1161 2371 237 SW1 882 1721 2604 338 N/A SW2 SW2 30462 0 30462 3046 673 2373 HDU8 0 3046 (2)2x6 U13a 8.00 9.00 1.13 969 929 1897 237 SW1 706 1377 2083 338 N/A SW2 SW2 24369 0 24369 3046 538 2508 HDU8 0 3046 (2)2x6 U14 10.00 9.00 0.90 1211 1161 2371 237 SW1 882 1721 2604 338 N/A SW2 SW2 30462 0 30462 3046 673 2373 HDU8 0 3046 (2)2x6 U15 10.75 9.00 0.84 170 106 276 26 SW1 138 109 247 30 N/A SW1 SW1 2886 0 2886 268 723 -455 0 268 (2)2x6 U16 33.00 9.00 0.27 520 326 846 26 SW1 422 335 757 30 N/A SW1 SW1 8860 5574 14435 437 2220 -1783 0 437 (2)2x6 rho = 1.30 per ASCE 7-10 12.3.4.2 03/23/23 1932 First Avenue, Suite 720 Page 56 of 77 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. MOMENT FRAME Y i I r II I �. LOAD INC, = 55 ( I . o) pzb = %.i)'l (t•O) t<=3 I E= 3t �tS = 8•z3 (i•o1� w= o•gEt II•z5' w= O-WL �- RxNS Pie _ -y•ib v = Z-z-'I•41q- �i 33 S - Z.Z 17. g 5 = G'N'�w ALLOW. Dlt 1 FT �— — pA _ a.ozh O.02.(°id� -� dam= / 92 dAllopu - as _� 1 �! t rtiv. _� Ballow - r t -r FoRcES -I i A( 0 V (k) M(kfi 1- - - 0 17•9 6.3 Q S•3 I7G� 41z.1 _. 1932 First Avenue, Suite 720 2 2 Seattle, Washington 98101-2447 03/ 3/ 3 tel. 206 624 4760 1 fax 447 6971 Page 57 of 77 Harriott Valentine Engineers Inc. MOKENY FRRME DtsireN (coaT•) -' f Vh- q5. 9 k � Mn _ q`I• I ILf-i' (l b — II.25') _ L � Yn q5•q k -I-• -- C1+F_CK. -4s 9FAA& Col, 17A = o.Iy 6 2. USE EQTM 1+1- Ib-i pN In Y77 CFI U K bR I FT ,- -�d ►►a.�X = 0.55 I aAlfow = o, W" or u5� W IZ x zz Fop, OLAPAms -- - III (-'�! __- --1 -I--j- { I ., _ _ _ I i.. ♦- _ i _ _ . I 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 03/23/23 t Page 58 of 77 Harriott Valentine Engineers Inc. SECTION 4: FOUNDATION 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 59 of 77 tel. 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc. A13 �Xt4 b 2.5-7 2• IS 1--. r 2•44N 2.5 FoQt'1N�, - - L J� ulztul3 RxuS _:_:__5. - -- ---- _ 4—ZA - , ?-- - -r �- — T-- FTL L My 44A5 -'--rt T FT- I—` �- --i 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 03/23/23 tel. 206 624 4760 1 fax 447 6971 Page 60 of 77 Harriott Valentine Engineers Inc. SPREAD FOOTING DESIGN -- SQUARE for 2000 psf Allowable Bearing Pressure fc = 2,500 psi fy = 40 ksi 1'-6" square P = 4.50 k one-way: Pu = 7.34 k phi Vc = 7.09 k Vu = 1.53 k o.k. p = 2,000 psf (2) #4 each way h = 9.00 in phi Mn = 6.05 k-ft Mu = 1.38 k-ft o.k. d = 5.25 in b = 18.00 in two-way: bo = 35.00 in phi Vc = 31.24 k Vu = 5.60 k o.k. 2'-0" square P = 8.00 k one-way: Pu = 13.04 k phi Vc = 9.45 k Vu = 3.67 k o.k. p = 2,000 psf (3) #4 each way h = 9.00 in phi Mn = 9.03 k-ft Mu = 3.26 k-ft o.k. d = 5.25 in b = 24.00 in two-way: bo = 35.00 in phi Vc = 31.24 k Vu = 11.31 k o.k. 2'-6" square P = 12.50 k one-way: Pu = 20.38 k phi Vc = 11.81 k Vu = 6.62 k o.k. p = 2,000 psf (3) #4 each way h = 9.00 in phi Mn = 9.11 k-ft Mu = 6.37 k-ft o.k. d = 5.25 in b = 30.00 in two-way: bo = 35.00 in phi Vc = 31.24 k Vu = 18.64 k o.k. 3'-0" square P = 18.00 k one-way: Pu = 29.34 k phi Vc = 14.18 k Vu = 10.39 k o.k. p = 2,000 psf (5) #4 each way h = 9.00 in phi Mn = 14.95 k-ft Mu = 11.00 k-ft o.k. d = 5.25 in b = 36.00 in two-way: bo = 35.00 in phi Vc = 31.24 k Vu = 27.61 k o.k. 3'-6" square P = 24.50 k one-way: Pu = 39.94 k phi Vc = 22.84 k Vu = 13.07 k o.k. p = 2,000 psf (5) #4 each way h = 11.00 in phi Mn = 21.08 k-ft Mu = 17.47 k-ft o.k. d = 7.25 in b = 42.00 in two-way: bo = 43.00 in phi Vc = 53.00 k Vu = 37.32 k o.k. 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 61 of 77 tel 206-624-4760 1 fax 447-6971 Harriott Valentine Engineers Inc 4'-0" square P = 32.00 k one-way: Pu = 52.16 k phi Vc = 72.90 k Vu = p = 2,000 psf (5) #4 each way h = 24.00 in phi Mn = 21.08 k-ft Mu = d = 20.25 in b = 48.00 in two-way: bo = 95.00 in phi Vc = 327.04 k Vu = 4'-6" square P = 40.50 k one-way: Pu = 66.02 k phi Vc = 33.41 k Vu = p = 2,000 psf (7) #4 each way h = 12.00 in phi Mn = 49.70 k-ft Mu = d = 8.25 in b = 54.00 in two-way: bo = 47.00 in phi Vc = 65.92 k Vu = 4.08 k o. k. 26.08 k-ft n.g. 39.39 k o. k. 22.92 k o. k. 37.13 k-ft o. k. 62.89 k o. k. 1932 First Avenue, Suite 720 03/23/23 Seattle, Washington 98101-2447 Page 62 of 77 tel 206-624-4760 1 fax 447-6971 Anchor DesignerTM Software Version 3.0.7808.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 10.13 Cmin (inch): 1.38 Smin (inch): 2.50 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8" 0) HDU2 (Cast In) Project description: HDU2 Cast -in LRFD Loads: 1.0E = 1754 lb 1.OW = 1637 lb Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, F� (psi): 2500 Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 63 of 77 E.7i►vi�.z•�c■ Anchor Designer TM Software Version 3.0.7808.0 QD 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: Yes Strength level loads: Nua [lb]: 1754 Wax [lb]: 0 Way [lb]: 0 <Figure 1> ►'1 Z 1754 lb .'.'*4�\y 0 Ibl Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 64 of 77 Anchor Designer TM Software Version 3.0.7808.0 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 65 of 77 Anchor DesignerTM Software Version 3.0.7808.0 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Vuax (lb) Way (lb) �(Vuax)2+(Vuay)2 (Ib) 1 1754.0 0.0 0.0 0.0 Sum 1754.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1754 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 ^a (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcAia f'chofl s (Eq. 17.4.2.2a) kc A. fc (psi) haf (in) Nb (Ib) 24.0 1.00 2500 3.333 7303 ONcb = 0 (ANc/ANco)Yed,NYxc,NY%p,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in 2) Ca,min (in) Ted,N Pc,N Y'cp,N Nb (I b) 0 ^b (Ib) 65.25 100.00 2.75 0.865 1.00 1.000 7303 0.70 2885 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ONpn = OYepNp = O Ycp8Abrgf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) V'c,p Abrg (in2) fc (psi) 0 ONpn (Ib) 1.0 2.10 2500 0.70 29372 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 66 of 77 Anchor DesignerTM Software Version 3.0.7808.0 7. Side -Face Blowout Strength of Anchor in Tension (Sec. 17.4.4) ONsb = 0 (1 +Ca2/Ca,)14)(160Ca1�Abrg)11�Fc (Sec. 17.3.1 & Eq. 17.4.4.1) cal (in) Ca2 (in) Abrg (in2) Aa f(psi) 0 ^b (Ib) 2.75 5.00 2.10 1.00 2500 0.70 15716 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 1754 9825 0.18 Pass Concrete breakout 1754 2885 0.61 Pass (Governs) Pullout 1754 29372 0.06 Pass Side -face blowout 1754 15716 0.11 Pass PAB5 (5/8" 0) with hef = 8.000 inch meets the selected design criteria. 12. Warninas - 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 ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 67 of 77 Anchor DesignerT"' Software Version 3.0.7808.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 8.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 9.38 cap (inch): 13.33 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8" 0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 HDU2 (Epoxy) Project description: HDU2 Epoxy LRFD Loads: 1.0E = 1754 lb 1.OW = 1637 lb Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 36.00 State: Cracked Compressive strength, F� (psi): 2500 Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 68 of 77 E.7i►vi�.z•�c■ Anchor Designer TM Software Version 3.0.7808.0 QD Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 1754 Wax [lb]: 0 Way [lb]: 0 <Figure 1> KI 1754 lb Z Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 69 of 77 E-7i►vi�-Z•�c■ Anchor Designer TM Software Version 3.0.7808.0 QD <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 70 of 77 Anchor Designer TM Software Version 3.0.7808.0 IN 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) 1(Vuax)1+(Vuay)1 (lb) 1 1754.0 0.0 0.0 0.0 Sum 1754.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1754 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) N. (lb) 0 ^N (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcAia fchef�-5 (Eq. 17.4.2.2a) kc Aa fc (psi) het (in) Nb (Ib) 17.0 1.00 2500 3.333 5173 0.0 0.0 ONcb = fb (ANc/ANcc)Ved,NTfcNY%p,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in2) Ca,min (in) 'Fe d,N Yo,N V'cp,N Nb (I b) 0 ^b (lb) 60.00 100.00 3.00 0.880 1.00 1.000 5173 0.65 1775 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) -rk,cr = -rk,crfshort-ter Ksar(fc/2,500)" rk,cr (psi) fsho k- - Ksat fc (psi) n rk,cr (psi) 1356 1.00 1.00 2500 0.24 1356 Nba = A a rcrzdahef (Eq. 17.4.5.2) A a 2cr (psi) da (In) hef (In) Nba (Ib) 1.00 1356 0.63 8.000 21300 ONa = 0 (ANa7ANao) Wed,Na Wcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a) ANa (in2) ANao (in2) CNa (in) ca,m' (in) Wed.Na Vcp,Na Nba (Ib) 0 ON, (lb) 82.57 307.10 8.76 3.00 0.803 1.000 21300 0.65 2988 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 71 of 77 Anchor DesignerTM Software Version 3.0.7808.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N­ (lb) Design Strength, oN� (lb) Ratio Status Steel 1754 9833 0.18 Pass Concrete breakout 1754 1775 0.99 Pass (Governs) Adhesive 1754 2988 0.59 Pass SET-3G w/ 5/8" 0 F1554 Gr. 36 with hef = 8.000 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. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 72 of 77 Anchor DesignerTM Software Version 3.0.7808.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.875 Effective Embedment depth, hef (inch): 6.000 Anchor category: - Anchor ductility: Yes hmin (inch): 8.38 Cmin (inch): 1.75 Smin (inch): 3.50 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB7 (7/8" 0) H D U 8 Cast -in Project description: HDU8 Cast -in LRFD Loads: 1.0E = 5935 lb 1.OW = 3444 lb Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 9.00 State: Cracked Compressive strength, F� (psi): 2500 Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 73 of 77 E.7i►vi�.z•�c■ Anchor Designer TM Software Version 3.0.7808.0 QD 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: Yes Strength level loads: Nua [lb]: 5935 Wax [lb]: 0 Way [lb]: 0 <Figure 1> 5935 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 74 of 77 Anchor Designer TM Software Version 3.0.7808.0 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be the 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 75 of 77 Anchor DesignerTM Software Version 3.0.7808.0 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Vuax (lb) Way (lb) �(Vuax)2+(Vuay)2 (Ib) 1 5935.0 0.0 0.0 0.0 Sum 5935.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5935 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 ^a (lb) 26795 0.75 20096 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcAia f'chefl s (Eq. 17.4.2.2a) ke A. fn (psi) hef (in) Nb (Ib) 24.0 1.00 2500 6.000 17636 ONcb = 0 (ANc1 ANco)Ted,NV'c,NT'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in 2) ca,min (in) Ted,N Po,N Y'cp,N Nb (I b) 0 ^b (Ib) 323.50 324.00 8.00 0.967 1.00 1.000 17636 0.70 11915 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ONp, = OYxcpNP = OV'cp8Abrgf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) V'o,P Abrg (in2) fc (psi) 0 ONpn (Ib) 1.0 4.07 2500 0.70 56910 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 76 of 77 Anchor DesignerTM Software Version 3.0.7808.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N­ (lb) Design Strength, oN� (lb) Ratio Status Steel 5935 20096 0.30 Pass Concrete breakout 5935 11915 0.50 Pass (Governs) Pullout 5935 56910 0.10 Pass PA137 (7/8" 0) with hef = 6.000 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 ch( 03/23/23 Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Page 77 of 77