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REVIEWED BLD2023-0174+Structural_Calculations+2.13.2023_6.54.23_AM+3365272Sheet 1 of ¢1 DESIGN DATA Ryner-Ramen - Single Family Residence Sheet 2 of 4 INFORMATIONSHEET 1050 Walnut Street JN 22-525 Edmonds, WA DATE 6/22/2022 PREPARED BY Larry P. Johnson, PE REFERENCES IBC/IRC 2016 ASCE 7 2016 Allowable Stress Design -Basic Load Combinations Used: For Soils Loadings Allowable Design For Concrete Design Strength Design, Factored Loads DEAD LOADS Roof 15 psf LIVE LOADS Roof 20 psf Floor 12 psf Floor 40 psf Int. Walls 10 psf Deck 60 psf Ext. Walls 12 psf SNOW: Pg 25 Psf Ce , 0 Ct , 0 0 Pf min =20 I 20 Psf pf = 0.7 Pg Ce Ct 1 25.0 Psf WIND Basic Wind Speed 110 MPH Exposure Category B Enclosed Structure Structure Category II Importance Factor 1.00 Internal Pressure Coeff. N/A SEISMIC Structure Category li Importance Factor 1.00 Seismic Use Group 11 Site Soil Profile D 'D' if unknown Seismic Design Category D2 Basic Seismic System Wood Framed Shear Wall Analysis Procedure Equivalent Lateral Force Procedure: ASCE 7, Chap 0. . SOILS Soils Bearing Capacity, per Table 1806.2 - 1.500 psf Responsibility of Contractor and/or CONCRETE Fc = 2,500 psi Owner to verify soil condition suitable to support foundation. REBAR _ Grade 40, 40 ksi, #3 bar Grade 60, 60 ksi, all others Struct Work Sheet COVER IBC LPJ DESIGN DATA Ryner-Ramen - Single Family Residence Sheet 3 of �4- INFORMATION SHEET 1050 Walnut Street ' - JN - 22-525 Edmonds, WA DATE 6122/2022 TABLE OF CONTENTS DESIGN DATA _ -SHEET 2 TABLE OF CONTENTS SHEET 3 A. VERTICAL ANALYSIS SHEET 4 - 39 B. LATERAL ANALYSIS : SHEET 40 - 47 Struct Work Sheet COVER IBC LPJ Johnson Structural Engineering, Inc. 152 W. Short St. Bozeman, MT 59715 (406)585-2939 phone larry@johnsonengineer.com rest- r'W 4 -IJ I Trw -61 5® 6,T- frQ44 4°- f rm 4 , k1lol'iOGv V gr�h a� fiaoll'&rev ? 5t Project: lewa1 - `ee?°�'t Job No.: 5-2- s - Date: Sheet No.: �Ov ;ape r 6w Og — roe 4.y Ste, , V �h,)4 (nA IO'" `A 19A)j'O rCO GtwYt — 1 7 0 7n L1 Z _" (1� ®�- IAl1MJ'owLOLL M rVrl'V- 6 4' �rc"74 lr�b' -- G CVPb � ( � '�$� t'1� t /�?{'�-% 11+dns"yA 4062 @ 1 1/2" 2,12 .h� 7613 (3.00') Passed (53%) 1.0 D + 1.0 S (All Spans) Member Reaction (Ibs) Shear (Ibs) 3066 @ 1' 1/2" 7265 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8131 @ 4' 3' 13541 - Passed (60%) _ 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.131 @ 4' 3" 0.275 Passed (L/757) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.227 @ 43" 0.412 Passed (L/435) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. 1 - Trimmer - SPF 3.00" 3.00' - 1.60' 1724 2338 4062 None 2 - Trimmer - SPF 3.00" 3.00" 1.60" 1724 2338 4062 None �� r v� r s; rs� 4 aterat ,%��.�� Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. 0 - Self Weight (PLO 0 to 8' 6" . N/A 9.7 -- 1 - Uniform (PSF) 0 to 8' 6" 22' 18.0 1 25.0 Roof snow load SSE®` System: Wall. Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD n�Z'�,., sue' -,.� � r �F r✓'3 � ,l'k�� 1 r' der3�.w 3 u ✓deyerhaeuserwarrants 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 elated 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 ,esponsible 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-138; and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vvww.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 Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com 6/21/2022 2:41:56 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner22-525 Page 1 / 1 3101 @ 1 1/2" 6563 (3.00") Passed (47%) 1.0 D + 1.0 S (All Spans) Member Reaction (Ibs) Shear (Ibs) 2127 @ V 1/4" 4468 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4659 @ 3' 3" 5166 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.051 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.089 @ 3' 3" 0.313 Passed (1-/846) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/3bu) and I L (LILgU). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. 3.00" 3.00" 1.50" -1314 1788 3102 None ' 1 -Trimmer -SPF 2 -Trimmer -SPF 3.00" 3.00" 1.50" ' 1314 1788 31D2 None r � ey✓ / JikYs°F'Y di4j.z; +T �!' kF �& a✓� ✓ .- y y air � �' 3� yi`3✓ ��i' Ll�tEC' D�"i•L�Ih�"�' .,,�.: aiw i,r,'r ,"3�lac� ,.�,U',l✓`P,', ..,�=,%' ":S _ f :n".,,:, ad4;P� ✓ Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) - 6' 6" o/c -Maximum allowable bracing intervals baseb on appueo oau. rag t go w u' c 0 to 6' 6" N/A 8.2 -- 0 - Self Weight (PLF) 1 - Uniform (PSF) 0 to 6' 6" 22' 18.0 25.0 Roof snow load System: Wall Member Type: Header Building Use : Residential Building Code :IBC 2018 Design Methodology : ASD - 5 7777777777 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 adesign 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 Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com - 6/21/2022 2:49:35 PM LITC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 a'everhaeuscr File Name: Ryner 22-525 Page 1 / 1 ,_, •S� ##5 . . .:, z�( Member Reaction (Ibs) S ..?t2: 14026 @ 4 1/2" 53�EAGNEC(I,.�"., 14025'(6.00") cf,* < ,..w 4 Passed (100%) ..i...Gilt7b!,1Ydto3,A;{dtk'tt�..s� . , s 1.0 D + 1.0 5 (All Spans) Shear (Ibs) 11689 @ T 6" 26818 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 100003 @ 15' 108843 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.758 @ 15' 1.462 Passed (L/463) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.350 @ 15' 1.950 Passed (L/260) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and I L (L/ 11JU). • Allowed moment does not reflect the adjustment for the beam stability factor. Critical positive moment adjusted by a volume factor of 0.90 that was calculated using length L = 29' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. l Ydal x^ Mail, K Xyig. � f �� X� _-ifi C - P� ✓.H �1� OEM sti - 6151 -7875 14026 Blocking 1 - Stud wall - SPF -'.6.00' r 6.00" 6.00" 2 - Stud wall - SPF 6.001, 6.00" 6.00" 6151 7875 14026 Blocking • NOCKIng vane15 are asemneu au army nu --un -pp", ., ... r-- F$,�y,,�.�i u'� '�r�''/IN S' Ya �' 4R�f,}.'! E } .`2`To.'.�..�� > 3 �d.,x.`1.. 3✓f7Et4.�%f� a,.'i'6a�5."-;:,. �C�£yY'�'' .c Cs;:r,Ks €.,% ✓,. l3 fop Edge (Lu) 14' 10" o/c Bottom Edge (Lu) 30' o/c Maximum allowable bracing intervals based on applied load. .L{`R b'd'$6�..;�m`''"��,y'_ffl-g2^2 3��aR�''"2F d5 p.%t/ Xq. ��ir/'w.� �Ivf�fe�= b (w' IWO.d 0 - Self Weight (PLF) 0 to 30' N/A - 32.1 -- 1 - Uniform (PSF) 0 to 30' (Front) 21' 18.0 25.0 - Roof snow load PASSED 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 i' Veyerhaeuser 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 elated 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 esponsible 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 Veyerhaeuser 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-138-, and/or tested in accordance with applicable ASFM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducLs/document-library. - rhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes - Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineercom 6/21/2022 2:54:30 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weverhaeuser File Name: Ryner 22-525 Page 1 / 1 aFORTEIM MEMBER REPORT PASSE® Level, Wall: Column - GTl 1`piece(s) 6 x 6 DF No.i Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 2' Slenderness 19 50 Passed (38%) - Compression (Ibs) 14026 25830 Passed (54%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 14026 -18906 Passed (74%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 130 1.60 1.0 D + 0.6 W Lateral Shear(Ibs) 116 5485 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 280 @ mid -span 4437 Passed (60%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.08 @ mid -span 0.86 Passed (L/1315) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.85 i I Passed (85%) 1.15 1.0 D + 1.0 S '; • Lateral deflection criteria: Wind (L/120) , • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. .System : Wall Member Type: Column Building Code : IBC 2018 Base °�,. L^* '1'�;�� a"'``?�,2 '5 „�- S-"'c '- F `'bs� ✓��°°e`z aa� G.:..✓✓i ,fir i� x Ur t ,: ; ... W �e . ,.✓ k ? MI I n v {tram Top Nails 8d x 2.5 Box (Toe) 2 N/A Base Nails - 8d x 2.5' Box (Toe) " 2 ' N/A • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top pla .Si'�,` �Cet'ttC@i It °s� car �`;i'-', _;.S'✓ � ,..3, : z . ?:?� .,. � � F 9?�'z . �..n^�� yp�,+- k sue, r�"`;., ..s1 1 -Point (Ib) � NJA 6151 - BO 7875 Grl reaction assembly. � ...� .a mM.„✓ ,,.,r,ra: ., ..ems . ,n ., ��.:.... ,,,, a,✓ ✓ , A?~? s ,�✓t � � ✓ F X - Uniform (PSF) Full Length... 2' ..25.1 ASCE/SEI 7 Sec. 30.4; Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area -termined usino full member span and trib. width. [BC Table 1604.3,' footnote f: Deflection checks are performed using 4z r or tins iaterai wino ioaa. 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 elated 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 esponsible 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 Neyerhaeuser 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-138 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to tvww.weyerhaeuser.com/woodproducts/document-library, the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortewE6 software operator 6/21/2022 2i57:49 PM LTC v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyehaeuser " Page 1 / 1 assembly. � ...� .a mM.„✓ ,,.,r,ra: ., ..ems . ,n ., ��.:.... ,,,, a,✓ ✓ , A?~? s ,�✓t � � ✓ F X - Uniform (PSF) Full Length... 2' ..25.1 ASCE/SEI 7 Sec. 30.4; Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area -termined usino full member span and trib. width. [BC Table 1604.3,' footnote f: Deflection checks are performed using 4z r or tins iaterai wino ioaa. 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 elated 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 esponsible 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 Neyerhaeuser 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-138 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to tvww.weyerhaeuser.com/woodproducts/document-library, the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortewE6 software operator 6/21/2022 2i57:49 PM LTC v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyehaeuser " Page 1 / 1 Job Notes Larry Johnson - Johnson Structural Engineering, Inc.ForteWE6 (406) 585-2939 tarry@johnsonengineer:com b Member Reaction (Ibs) 6720 @ 4" 12856 (5.50") Passed (52%) kf tiff 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5440 @ 1' 4" 11733 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 21334 @ 7' 23244 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.410 @ 7' 0.667 Passed (L/391) 1.0 D + 1.0 S (All Spans) Total Load Deft (in) 0.715 @ 7' 0.889 Passed (L/224) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and I L (L/1Su). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. � .>. ,.� . .,.,ux. n, e :� w, f•4 .w ,,. )viv. .- ` -5.50" 5.50" 2.87' ,x£rN`¢'Y✓ifimf .r3'^ , -2870 3850 6720 Blocking 1 - Stud wall - SPF 2 - Stud wall - SPF 5.50" 5.50" 2.87" " 2870 3850 6720 Blocking • NOCKIng ranei5 are dhhUn leu WWI I y nu "", app" V wi Y a... ........ ..... ..rr•••.•• ••, •• •_ ... _...--. _-...� ---.�. -- .,.....n ,.-��.„�..y'F »`dM. Ye ON rr 63 r33" Top Edge (Lu) : 14' o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. �a S s4f J @? $�Z �Jsf� � ,f d � i� P rr �,y�i � � 3 �+..,. ✓`��k Gw�T;✓A�'S' d . i'" Md" N` %eN9�'��s '; `"r f;!`�'af{: .'k / �n ,.r, - v .. .C7.,•TYr. .'k- .J,"d 0 - Self Weight (PLF) 0 to 14' N/A 14.0 -- 1 - Uniform (PSF) 0 to 14' (Front) 22' 18.0 25.0 Roof snow load .PASSED 0 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 .,., l'_'a 0Ffr1' �}�f1 ru,.� u;Y�. .. ;,�,�. .....,...... ....... .. . 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-138i 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 Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@iohnsonengineer.com 6/21/2022 3:26:26 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 1Q51 r z Member Reaction (Ibs) xggg,c sr, 1166 @ 1 1/2" r ..,, ye;i?d!:vt!lbiet�tioA 6563 (3.00") - Passed (18%) - ;itteiiW 1.0 D + 1.0 S (All Spans) Shear (Ibs) 932 @ 10 1/4" 3502 - Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2335 @ 4' 3" 3438 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.059 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.161 @ 4' 3" 0.313 Passed (L/616) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/360) and I L (LO/1b'). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based onNDS. �q �S l,. E #.� t.. E/ im'TI�... ,EK�?/.,E,.,, i,i,i'✓'.-0'�, s� ,N'iaa-^'-�,.. _, 1 - Trimmer - SPF - 3.00" 3.00" - 1.501, 741 425 1166 None 2 - Trimmer - SPF 3.00" 3.00" 1,50" 741 425 1166 None s >T p rE'# ¢T".w Pn�":fi-s€' - - i p �R i�y"s ?a 'r./ds"'J E l S nt'r,r�.,,$trEc fop Edge (Lu) 8' 6" o/c 3ottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. -MAIMdui �_rp y li �✓k, 4�`,, 'jn" ,9 y)QEEfr 4'ff w d ed1 } �y0 �f�sy fF i( li xi R1�)t y h'szh�.w-/..PN -- 0 - Self Weight (PLF) - 0 to 8' 6" N/A 6.4 1 - Uniform (PSF) 0 to 8' 6" 4' 18.0 25.0 Roof snow load 2 - Uniform (PSF) 0 to 8' 6" 8' 12.0 - Wall load PASSE® j System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD ,« �., t"/ i �, sl,-� ,w�„, EIYSIY @%2 s a Veyerhaeuser 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 elated 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 esponsible 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 Veyerhaeuser 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-138; End/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. 'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes , Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Weyerhaeuser 6/21/2022 3:34:09 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Page 1 / 1 Member Reaction (Ibs) 2235 @1 1/4" 1.0 D + 1.0 S (All Spans) 9453 (2.75") Passed (24%) Shear (Ibs) 1856 @ 1' 2 1/4" 8244 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 7593 @ 7' 10166 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.170 @ 7' 0,690 Passed (L/972) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.287 @ 7' 0.919 1 Passed (L/577) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/24u) and l L tL/ iau).. • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NOS 4.2.5.5. • Applicable calculations are based on NDS. - � do ��Nd s �✓ 3 a° J sa �}% '� � �` C�� * `� ? r. 1 - Column - SPF 2.75" 2.75" 1.50" : 908 - 1327 223S Blocking 2 - Column - SPF '2.75" 2.75" -1.50" 908 1327 2235 Blocking • tiloaing Panels are assumeu to terry nu lv m aPVmcu ul c y---__._-- � ,. �E��F kr i`^ � d�� _ ,•.v' Y.F,,., �.�'.W:" i.,.-„ �•"bsu .,.. .na A�JD -e- �.�f" ,., ..,{-� "t'6 �.s,.� �'is�fy-�,S �3se •��"t:�s,�.3 �' 3��„J '� / �'`' {yrZ�Xi'y. fl➢.�. t'.'., �1,�i .� ,t_7> >4,,, .fa'v�"�}d,�1;..,.i..FS .v, .. e.:,_ ,..s Top Edge (Lu) > 14' o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. �j�� 9 � ��"�� l�k -'U� �r9� YvsV.F,Y� '�3d ' �YJ�.TsS` i �'i "r?9 � 5i'��YY`� �� ,' i•{iii�laa��4h�� 0 - Self Weight (PLF) 0 to 14' N/A c- 16.0 -- 1 - Uniform (PSF) "0 to 14' (Top) T 7" 15.0 25.0 Roof snow load PASSED 0 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 �,:€t a�,r 1``"'�,ff�'lEu Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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-138 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.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 6/21/2022 3:47:18 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuser Page 1 / 1 Sob notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 tarry@johnsonengineer.com 6/21/2022 Johnson Structural Engineering, Inc. SHEET 152 West Short Street Bozeman, MT 59715 PROJECT: Ryner - SFR JN 22-525 Edmonds, WA FOOTING DESIGN F2:0 ITEM =VALUE NOTES RB1 Column Soils Bearing Capacity 1500 psf Post Area Req'd, - Full - @ .73* Uplift, U =" 0 Ibs DF2 Beam 7.15 9.80 in12 Footing Load P = 4470 Ibs HF2 Beam - 11.04 15.12 inA2 Footing Depth D = 8 in Post = 6 'X Post Dimensions b= 5.50 in Area Provided = 30.25 inA2 w= 5.50 in Contact Pressure 148 psi Approximate Bearing B = 1480 psf (Footing wt removed) Estimated Area A = 3.02 sf (P / B) Estimated base Be = 1.74 Ft (Sq. Root of A) Trial Footing Base b = 2.00 Ft Footing Weight = 387 "Ibs UPLIFT OKAY Total Load Pt = 4.87 Kips (P + Conc. Wt.) Allowable Bearing _ 1.50 ksf Actual bearing q = 1.22 ksf OKAY (Pt / b-2) Bending Moment M ` 0.34 K-ft (q *(b- 0.5)112 /8) Embedment Depth d`= - 5 in (D - 3" ) Min Stl Area Amin = 0.05 inA2/ft (M*12/(Fb-0.875`d)) Reinforcing Bar Size (#) _ 4 USE 2'-0" x 2'-0" x 8" w t 2 # 4's E.W. Struct Work Sheet FTGSIBC LPJ 1T�si r �#,Er7�/ii srayLv�'�frn�i �. .�%L3�r-, , i+�,��%itT**•^; .fY�l S1G��r�RIVR�J'�: �Qi�t�.�l-.o f� , 1 n��i Passed (34%) i �F i��rs rllifNvi•/I�Q�� jY.e. Member Reaction (Ibs) 1131 @ 0 3281 (1.50") Shear (Ibs) 893 @ 10 3/4" 4468 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2404 @ 4' 3" 5166 Passed (47%) ' 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.048 @ 4' 3" 0.283 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.085 @ 4' 3" 1 0.425 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. 9 ��- rSu'rF J �` ° RION �ti U * r� j i5' 494 638 1132 Zr,,. Gf• Y 3. �, . None 1 - Trimmer - SPF 1.50" -1.50" 1.50" 2 - Trimmer - SPF 1.50" 1.50" 1.50" 494 638 1132 None ■ Q 3 L W�"2ri7'l is r4 rN ry 4f :4f eY;;ly . k�/.Q- .�.v'sA"Cdt� Top Edge (Lu) , :. 8' 6" a/c Bottom Edge (Lu) 8' 6" a/c - -Maximum allowable bracing intervals based on appliea ioaa. 0 -Self Weight (PLF) 0 to 8' 6' N/A - -8.2 -- 1 -Uniform (PSF) 0 to 8' 6" - 6' 18.0 25.0 Roof snow load PASSED %3 ' System: Wall Member Type : Header Building Use :Residential Building Code : IBC 2018 Design Methodology : ASD ��f: Mi`r.;r' 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 Lary Johnson Johnson Structural Engineering, Inc. (406) 58S-2939 larry@johnsonengineer.com AL Weyerhaeuser 6/21/2022 3:57:26 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner22-525 Page 1 / 1 Member Reaction (Ibs) 9194 @ 8' 4 1/2" 10725 (3.00") Passed (86%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 7271 @ 74 1/2" 11733 Passed (62%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 13948 @ 5' 11 5/8" 23244 Passed (60%) 1.15 1.0 D + 0.7S L + 0,75 S (All Spans) Live Load Defl. (in) i 0.092 @ 4' 5 9/16" 0.275 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 1 0.173 @ 4' 5 11/16" 0.412 Passed (L/571) - 1.0 D + 0.75 L + 0.75 5 (All Spans) • Deflection criteria: LL (LJjou) ano I L tl.WCvu). • Allowed moment does not reflect the adjustment for the beam stability factor. . • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. � r '� n "x<�' � r�Y), dk.X . a � �'� � hS1P.iA'YS fia'`'� u"'•' R , lA 3? �(s E, � z» ...... .J.. �. ✓ ),.....fi �5�.. ,,. �. N,l'R bHr f :, s9.iX,".w ..A... .. .. 1 - Trimmer - SPF - 3.00" 3.00" 1.50, 2270 2187 1286 5743 None 2 - Trimmer - SPF 3.00" 3.00" 2.57" 4349 3032 3427 10808 None y ��{{yy�'�R ! sdo' s" a �'� ft a -a ✓at 'f�^� Y a WNE �•i1 ��. � , xa�. -��,., �=3�..,......_«- ,.,.Ysd'»� � ;=aM�S;� � ....� � ", &� .mac �.i.:.� c>+t'-�:,.,.�� u�,.a,.,�a..c-., ..ri„ d, : € .�, .�, Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals bases on appuea ioaa ) I I I A, W-1, 1.' 10" `i_M' 0 - Self Weight (PLF) .c3+s ,-.rds^fin`7 0 to 8' 6" .5✓.i 'r5im '� - N/A {g> F.,, ffi^ D},. -14.0 ,<i� -- <;�3 -- 1 - Uniform (PSF) -0 to 8' 6" 6' 18.0 - 25.0 Roof snow load 2 - Uniform (PSF) 0 to 8' 6" 10, 12.0 - - Wall load 3 - Uniform (PSF) 0 to 6' 6" Ill 12.0 40.0 - Floor load 4 - Uniform (PSF) ' 6' 6" to 8' 6" 13' 12.0 40.0 - Floor load 5 - Point (Ib) - - 6' 6" N/A 886 1319 - FB2 reaction 6 - Point (lb) 6' 6" N/A 1714 - - 2338 HI reaction 7 - Uniform (PSF) 6' 6" to 8' 6' 22' 18.0 - 25.0 Roof snow load PASSE® System : Wall Member Type : Header - Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD �ti'. �E ,, r :`�2t ! f F. ;� YO � .,vr3"i '� .,, P�'G�. ..:.,,,E Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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-138-, and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator '. Job Notes Larry Johnson - - Johnson Structural Engineering, Inc. (406) 585-2939 - larry@johnsonengineer.com :. 6/21/2022 5:24:35 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeusex File Name: Ryner 22-525 Page 1 / 1 Johnson Structural Engineering, Inc. project: �y Apr, c5� 152 W. Short St. Job No.: ZZ _ 5-0 Bozeman, MT 59715 (406) 585-2939 phone Date: tarry@johnsonengineer.com Sheet No.: �j KQla✓ g ,rod e / Al tits Z , t- rod} 15Cvw'==10 x Gsc— (�O yZ -PF =- rmo� Pc*�t2_(�` 0-5I1 oo, U't/L • F xs Z 3281 (1.50") { a Passed (75%) ,<. t Dotiimlb(lNaHeri+atiero} 1.0 D + 0.75 L + 0.75 S (All Spans) Member Reaction (Ibs) 2463 @ 0 Shear (Ibs) ,- 1437 @ 8 3/4" 3502 Passed (41%) - 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 2155 @ 1' 9" 3438 Passed (63%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.013 @ 1' 9" 0.117 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.027 @ 1' 9" 0.175 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/36U) and I L (L/[4u). Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. r �z s„xaa.F 'P11 ' g�li i; ' ,j,�i. SA J�tL� 3%,� $➢'� S00 r0 7,J`M� Iz S.ni. Ems.. v�� y ,F3d �� ✓v�,e..... �i(%� 3 .akP'3( E'4`"� 3�' y3 �. "�.'i d.n.<. E_,� ,>.G.� a s 1 - Trimmer - SPF ' 1.50" 1 1.50" ,v.2 ✓xE� 1 1.50" 1229 420 .,�,,,ta.u.�, 1225 2874 1 None 2 - Trimmer - SPF 1.50" 1 1.50" 1,50 , 1229 420 1225 2874 1 None ..r ?�.r Er 3 ... �teCdi Bks}C ,, 3•'- w_.vsa ,,, q:,r a-„s- "op Edge (Lu) - 3' 6" o/c lottom Edge (Lu) '3' b" o/c -Maximum allowable bracing intervals based on applied load. S��Y`�i�'u'�'i" _ �" °� +�Py/s` .''�� . � � �,�, � '� GG��.�"r �� *'r��4 s��a �f tt C Ex� E 5ggf�✓�_ a. r 0 - Self Weight (PL F) 0 to 3' 6" N/A 6.4 -- -- 1 - Uniform (PSF) 0 to 3' 6" 28 18.0 - 25.0 Roof snow load 2 - Uniform (PSF) 0 to 3' 6" 10, 12.0 - - Wall load 3 - Uniform (PSF) - 0 to 3' 6" 6' ,12.0 40.0 - Floor load PASSE® System : Wall Member Type: Header Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD 'ire�� T.'N ''-r s�"L-3✓f s �i X � Sis�ft'�'�r a�' , l! ✓��.3 r �E ,� E3 -h K �K .� ,Sa .. E-, c i,._ ., .: Y, ,. .,.. 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-1381 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 FotteWEB Software Operator ForteWE6 Software Operator Job Notes `.. Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com 6/21/2022 4:11:23 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner22-525 Page 1 / 1 Member Reaction (Ibs) 1204 @ 2' 2 3/4" 12856 (5.50") Passed (9%) k,L 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 466 @ 3' 5" _ 8244 Passed (6%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 741 @ 5' 5 7/16" 10166 Passed (7%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.003 @ 5' 3 3/4" 0.302 Passed (LJ949+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.005 @ 5' 4 3/16" 0.403 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/t9u) ana i L iL/ IOU). Overhang deflection criteria: ILL (2L/240) and TL (2L/160). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. �X "n ii�.31-v, Er.'f,fE3:a ;Xe'+ia��e .rk5's ��... >H,..-. „„'« ,s�.aw.��,,.. n;� .➢ B'�as",f,� 1 - Stud wall - SPF - 5.50" 5.50" 1.50" 504 700 1204 Blocking 2 -Column -SPF 3.50" 5.50" 1 1.50" 1 361 1 521 862 1 Blocking 1 • Blocking Panels are assumea to carry no ioaos appuea airecuy duuve uieni mw a-c - way . -pp-., «..... ........ ...... ".......y,...... s s=a �S(1m�" d - Nat+er<il Riac�tlsxE ,,. ,6, Top Edge (Lu) : '.'. 9' 6" o/c Bottom Edge (Lu). 9' 6" o/c -Maximum allowable bracing intervals basea on appuea ioaa sz 4 5 N �� t a � G f 3C"vixw'''k� �'%su!✓Y".S': "'±T, 2�'ij ;� 4�I` zi N✓S �� S .�.''� fWy-stii✓,'Ej,Jr� f ,,� � x'A i1. �i'"`�Kj w 11 ��.. ',"��'Y�dS , at �� P� �4T a'� .r...k- k . .'-"ate �. �. Ji'�k� A ,�� ..> f„� ,. S ✓nminE.; 0 - Self Weight (PLF) - 0 to 9' 6" : N/A 16.0 -- - 1 - Uniform (PSF) 0 to 9' 6" (Front) 5'1 15.0 25.0 Roof snow load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 ' ,'3, ,' a" 6 d , � ' "1 ON, 1 " ! v;;,,"''R ' z. ,., %',�.X' .�..'.... 3q .,�- ?'a -a -i`„�' �?'.:ix`E?`,`.. C. .a �.s�� ',.,: zn. c . e> 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 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 Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 - larry@johnsonengineer.com Wcyerhaemcr 6/21/2022 4:22:01 PM UTC" ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Page 1 / 1 £ '" a i sr d" � r'a v.,. G!#[W11 .�' s -,. �3�'�G4Y� .✓ AIR, , a` Passed (49%) '� �r�%�,v,' '.d. 0AIl'31AdiiSNt, r�P2i%kFFA1� zt 1.0 D + 0.75 L + 0.75 S (All Spans) Member Reaction (Ibs) 1599 @ 0 3281 (1.50") Shear (Ibs) 1300 @ 10 3/4" 4468 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 3434 @ T 3" 5166 Passed (66%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.038 @ 3' T' 0.217 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.064 @ 3' 3" 0.325 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. R� �P�i�a .a�,l, 3 rc�'�+ � 1 P f � � .ldr.FE 1.50" - 1:50" yxS , :, ..?� ✓v.cs/; -1.50" ':630 °aF,��,„,��, n� '��'�' -w�� ri's ems. . < </,'�.Y .r.. 780 513 1923 None 1 -Trimmer -SPF 2 -Trimmer -SPF - 1.50" 1.50" 1.50" 630 780 513 1923 None r Cl/ k' c is F1Ys f v< yr h / op Edge (Lu) 6' 6" o/c lottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied ioao. < fig/ �bY �Y,r LT N �� '� ,f I P€� l?'{ Ez h'�'� P. 3 -'"r-,� 3��,'�es'" i �'�' ✓ -- — 0 - Self Weight (PLF) - 0 to 6' 6" N/A 8.2 1- Uniform (PSF) 0 to 6' 6" 2' 18.0 - 25.0 Roof snow load 2 - Point (Ib) T 3" N/A 504 - 700 RB2 reaction 3 - Uniform (PSF) 0 to 6' 6" 6' 12.0 40.0 - Floor load PASSE System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD ,G it Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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-138-, Ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.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 Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Weyerhaeuser 6/21/2022 4:24:30 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Page 1 / 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 521 @ 4" 18906 (5.50") Passed (3%) SAM -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 498 @ 1' 5" 8244 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2232 @ 5' 10079 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 5' 0.467 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.032 @ 5'1 0.622 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) ana I L (L/ Rau). • A 0.8 % decrease in the moment capacity has been added to account for lateral stability.. Lumber grading provisions must be extended over the length of the member per NOS 4.2.5.5. - Applicable calculations are based on NOS. a s�rft.,�r�b�isa xLeon- > SThsa�i. S>� 1 - Column - SPF 5.50" 5.50" 1.501, 261 261 522 Blocking 2 - Column - SPF 5.50" 5.501, 1.S0" -. 261 261 522 Blocking • VOCKIng raneis are assume- w —Y — aNvu . ...... , .... ..._ ._...--- .- ,i a�,:• dt�'�- �a ,".�-_. bus �0rf-. I �rf -:, mu..... ,,:-''>,,_,a ,;=e,�. �i�,,,,�,,;�. ✓3�,`` ,x,a„:i., fop Edge (Lu) : End Bearing Points 3ottom Edge (Lu) End Bearing Points ' .yam Y.„ erticaEatls x� 0 - Self Weight (PLF) 0 to 10, N/A 16.0 ' -- 1 - Point (lb) 5' (Top) N/A 361 521 i R82 reaction PASSE i System Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 MINE it E.:.:, ,,;:f -�,.:. ,,ga _° 8.r 'c$>r�a�„'��tj nod, ' '.w;hh - r,';��lr�,� 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 ASfM 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 - 6/21/2022 4:28:19 PM UTC ' ForteWEB v3.2, Engine: V 8.2.0.17, Data: V8.1.0.16 File Name: RynEr 22 525 Weyerhaeuser Page 1 / 1 Job Notes Larry Johnson Johnson Structural Engineering, Inc (406) 585-2939 larry@johnsonengineer.com pe"sign Results F•r�3� Member Reaction (Ibs) Eg �`�� `�; �� 1186 @ 4' 3 1/4" _K �"`�, � 18906 (5.50") hest�T� �.< < Passed (6%) a�.t1k�' -- �,aa�i'_�om?i!�appttt'at!karin) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 191 @ 3' 1" 8244 Passed (2%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 329 @ 2' 2" 10130 Passed (3%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.001 @ 2' 3 5/16" - 0.197 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.001 @ 2' 3 3/16" - 0.262 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (1-/18U). Overhang deflection criteria: LL (21-/240) and TL (2L/180). • A 0.4 % decrease in the moment capacity has been added to account for lateral stability. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. d3 4E5 1 - Column - SPF 5.50" 5.50" 1.50" 176 248 424 Blocking 2 - Column - SPF 5.50" 5.50" 1.50" - 544 642 1186 Blocking • uiocKmg Panels are assOmeU to carry nu iu PP.- -1-1 F rs � ,�: ✓'S, y a '�- s"' � es.�t 5! ''n Y �. � i '� ` - r %S.0 SSW` l,..E Fop Edge (Lu) r End Bearing Points 3ottom Edge (Lu) End Bearing Points �1 ........... 0 - Self Weight PLF 0 to 5' 6' N/A 16.0 -- 1 - Uniform (PSF) 0 to 5' 6" (Top) 4' 6" 15.0 25.0 Roof snow load 2 - Point (lb) 4' 6" (Top) N/A 261 261 R83 reaction PASSED ZD System : Roof Member Type: Drop Beam - Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 6/21/2022 4:31:47 PM UTC AForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuscr Page 1 / 1 ForteWE6 software operator -: Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com - ,y 1938 @ 1 1/2' 1676 @ 1' 3" ✓,' ^`'w✓ �10725 (3.00") 13409 "�. �d11..`>:.a t� Passed (18%) Passed (13%) �.adzomEflttaU:}`RkwtA}, 1.15 ��r 1.0 D + �1.0 S (All Spans) 1.0 D + 1.0 S (All Spans) Member Reaction (Ibs) Shear (Ibs) Pos Moment (Ft-Ibs) 8724 @ 9' 3' 30360 - Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.197 @ 9' 3" 0.608 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.367 @ 9' 3" 0.913 Passed (L/597) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/24U). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. J �"� �si.3r. ,a',Yr.. a8' � � T sr � 3 ✓ :" S �"( ��k✓,tv. ��' 'f�� ;" a, fs1YJ- X�� ,7f. iE� -. F k �:,� rae. �E{' ...P,.�.� n ri �'. `✓ �a 'a � � ;,Ffi.'d. I - Trimmer - SPF 3.00" - 3.00" -1.50' 898 1041 1939 None 2 - Trimmer - SPF 3.00" - 3.00" 1.501, 898 1041 1939 INone a a c °1 5 o V,,f" Nga, of ,'. ✓ O,e- op Edge (Lu) 18' 6" o/c ottom Edge (Lu) 18' 6" o/c -Maximum allowable bracing intervals based on applied load. f � . x pa i,' � y-S�✓5' ,�a'' �rba✓ ��a }� 3`,j"l � f r�a< � &��.. � x ✓d„.E�',>' E - Self Weight (PLF) 0 to 18, 6" N/A - - 16.0 -- L - Uniform (PSF) 0 to 18' 6" 4' 6" - 18.0 25.0 Roof snow load PASSE 0 System : Wall Member Type : Header 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 ASfM 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 Larry Johnson - Johnson Structural Engineering, Inc. - (406) 585-2939 larry@johnsonengineer.com 6/21/2022 4:54:31 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 ❑) All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) `. 3040 @ 10' 4" f'�'A,i.�ti�e;,d�t-,, 3347 (2.25") Passed (91%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2145 @ 1' 7" - 10640 Passed (20%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) 7664 @ 5' 2 3/4" 31114 -- Passed (25%) _ 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.057 @ 5' 2 3/4" 0.255 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.076 @ T 2 314" 1 0.510 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: ILL (U4bU) ano i L (LIZ'+u). Allowed moment does not reflect the adjustment for the beam stability factor. . z ¢d'i, ! G .%4y<,. I - Stud wall - SPF 3.00" 3.00" ..2.07" 776 2301 3077 Blocking 2 - Stud wall - SPF " 3.50" 2.25" 2.04" 7B0 2319 3099 11 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 3 aii €z"1,11y. �>�'h z`ky 1qt , N . , . , E VOW" �,�Eafrl� Top Edge (Lu) 10' S" o/c Bottom Edge (Lu) 10' 5" o/c laximum,allowable bracing intervals based on appiea loan �1 f78QS -N,..M,Rhit%iS�f i - Self Weight (PLF) 0 to 10 4 3/4" N/A 16.3 -- - Uniform (PSF) 0 to 10' 6" (Front) 11' 12.0 40.0 Floor load PASSED System : Floor Member Type : Flush Beam - Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD ..,7..� •. -:. rt '''{Izxt,G,,`t;f�819MI',s �j 37II .L .,,_ ,av ,.. „ 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 ,r 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-FS 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 6/21/2022 5:00:35 PM UTC FOrteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuser Page 1 / 1 Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 tarry@johnsonengineer.com Johnson Structural Engineering, Inc. 152 W. Short St. Bozeman, MT 59715 (406) 585-2939 phone larry @ johnsonengineer.com Aft, 4r, b " /0 ret"- ZZ f is y 2,,,. ..- 1/ t l ° e , -A o f A'K -- ! 61' 4- Project:�',,,e, —9-14 Job No.: Z r5-05- Date: 4�7— 01 — Z Sheet No.. 2-3 ;F71.- :� /� Z%7 k_ R iP-�`s�ie ter. "l CZ i ar- teyw Roo, bn� -40w- D U4 L13 (a ►_ _3 Member Reaction (Ibs) 3849 @ 4" I a 27913 (5.50") Res 1 ,., Passed (14%) ?� ; .adz 3►rd'r ' 1.0 D + 1.0 L (Al Spans) Shear (Ibs) 3666 @ 1' 91/2" 21280 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 23172 @ 74 3/16" 62228 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) -0.438 @ 13' S 7/16" 0.708 Passed (L/776) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.682 @ 13' 7 3/16" 1.417 Passed (L/499) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/46U) ano i L kL4z4u/. • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side -loaded from both sides of the member or braced to prevent rotation. fV. R{�,. Eta NYi Y4?' b'�.3 f�l Y1 / 1 ➢cHaE 1 '!I` �. ? f i� 3 3> F a, l f mZp'„ P kd i SR9 +S vd`,^r•7 a.+.ty U iY>' .�1�� J�f,� �k �r S.50" - S.So" 1.50" 1302 2547 3849 Blocking 1 - Column - SPF 2 - Column - SPF 5.50 4.2S" -1.50" 886 1319 2205 1 1/4" Rim Board • Kim Ward IS a55m11eU LU ty mi wa— oNVnc,. ""`�"i ••, ••, r_.._..., -.._ ... _..._ _. _ _ •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. z x s� £Opt Ncs'�"Slx r �.r . 5 fl t _-. s>yi.�„hw, .-:'a+, .su.N;v ,k.. ..su.r .air_ 'op Edge (Lu) : 26' 9". o/c lottom Edge (Lu) 28' 11" o/c -Maximum allowable bracing intervals based on applied ioaci. - i'5't� Yk pi'.I�"�..,��,g��•' NO ...ems .. „ro,.�', � LF)�- -0 to 28' 30 3/4" Tim— N/A 32.7)0 to 29' (Top) 1' 4" 12.0 40.0 Floor load T (Front) N/A 780 2319 FBI reaction 707-710-7 PASSED Zif- System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 201E Design Methodology : ASD Weyerhaeuser warrants that the sinng 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 Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineeacom - 6/21/2022 5:14:27 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner22-525 Page 1 / 1 >< Member Reaction (Ibs) r'a" t..ANo 11291 @ 11' 8" a, 12856 (5,50") ltb'uiE.r, Passed (88%) fad Cipfrbi on(jPattari' 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 8489 @ SO' 2" 18437 Passed (46%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 32814 @ 6' 10 5/8" 57399 Passed (57%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.104 @ 6' 15/16" 0.283 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.199 @ 6' 15/16" 0.567 —r Passed (L/684) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (1./24U). • Allowed moment does not reflect the adjustment for the beam stability factor.. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 4". • The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer, Applicable calculations are based on NDS. k J y^/J�✓i � � .,z'r �.,� Ey � �%`�i'�' �� N .� �i�£SCFA4�R4 .••PCNR/: � aaXl'.E�i �w.'�',' r %�„0 � ,C nSYVi _ ✓vi.N_"f. ..,,G i ...�. .n�.a ... .. .... ..... . ..... ,. .o 1 - Stud wall - SPF .. n_.o-`fii1� 5.50" 5.50" -4.50" 4980 - 2880 4511 12371 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.83" 5360 2880 5027 13267 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed r k' �s r > ry i dfPd�ii,d3frE1f(M . rr ..,,ray '. s. .� Top Edge (Lu) �'.i2' o/c Bottom Edge (Lu) 12' o/c -Maximum allowable bracing intervals based on applied load. ` F oggg"I { FAM ,T 0 - Self Weight (PLF) - 0 to 12, - N/A 22.1 -- 1 - Uniform (PSF) 0 to 12' (Front) 12' 12.0 40.0 - Floor load 2 - Uniform (PSF) - 0 to 12' (Top) - 10, - 12.0 - - Wall load 3 - Uniform (PSF) - 0 to 12' (Top) 24' 18.0 - 25.0 Roof snow load 4 -Point (lb) T 3" (Top) N/A 1724 - 2338 Hl reaction PASSED ZS 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD 3..'r. 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.weyertiaeuser-com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Sob Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineercom 6/21/2022 5:45:42 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 6/21/2022 Johnson Structural Engineering, Inc. SHEET6 152 West Short Street Bozeman, MT 59715 PROJECT: R ner-SFR JN 22-525 Edmonds, WA FOOTING DESIGN F3.5 ITEM VALUE NOTES F133 Column Soils Bearing Capacity 1500 psf Post Area Req'd, Full @".73* Uplift, U = 0 Ibs DF2 Beam 21.23 29.08 inA2 Footing Load P = 13267 Ibs HF2 Beam 32.76 44.87 inA2 Footing Depth D = 8 in Post = 6 X 6 Post Dimensions b= 5.50 in Area Provided = 30.25 inA2 w= ' 5.50 in Contact Pressure 439 psi Approximate Bearing B = 1480 psf (Footing wt removed) Estimated Area A = 8.96 sf Estimated base Be = 2.99 Ft Trial Footing base = 3,50 Ft Footing Weight = 1184 Ibs UPLIFT OKAY Total Load Pt = 14.49"Kips Allowable Bearing '= 1.50 ksf Actual bearing q = 1.18 ksf OKAY Bending Moment ' M = 1.33 K-ft Embedment Depth d _ 5 in Min Stl Area Amin = 0.18 inA2/ft Reinforcing Bar Size (#) _ 4 USE 3` 6" x T-6" x 8" w / 4 _ # 4's" E.W. Struct Work Sheet FTGS IBC LPJ #"1QSiEjtt $.51Jf�S% � Member Reaction (Ibs) ��,, Luc�h�>',, 1280 @ 176" air��aurY 2565 (5.25") �}escllts�rr��.�x'�. ' Passed (50%) 3 �� 1.00 ,�.oad Cfj�obinataonCPa>"kern} 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 665 @ 17' 3 1/4" 2190 Passed (30%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -1985 @ 17' 6" 5140 Passed (39%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.117 @ 8' 4 11/16" 0.428 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.147 @ 8' 4 1/16" 1 0.856 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-Pro- Rating 1 40 Passed • Deflection criteria: LL (L/480) and TL (1-/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 Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro- Rating include: None. qg 1- Stud wall - SPF 5:50 -4.25" 1.75' 117 - 413/-16 : 530/-16 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 5.50" 3.50" 285 996 1281 Blocking 3 - Stud wall - SPF 5.50" 5.50" 3.50" 188 773 961 1 Blocking 4 - Stud wall - SPF 5.50" 4.25" 1.75" 81 313/-36 394/-36 1 1/4" Rim Board • Kim boaro is as5umeu co cony mi ivam Oppl c .0 11.Y �•••••� •, �rr�u-•••7 ,..- ...-...__. __...� --_- . Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 'op Edge (Lu) 6' 6" o/c ottom Edge (Lu) 6' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. ,� i��,j�[j - Uniform (PSF) 0 to 42' - 16" - 12.0 40.0 Default Load PASSE® Z7 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD ,. 01rsY.., Neyerhaeuser 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 'elated 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 esponsible 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 Neyerhaeuser 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-138 and/or tested in accordance with applicable ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to M .weyerhaeuser.com/woodproducts/document-library. rhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortewEB software Operator - 6/21/2022 5:55:21 PM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuser Page 1 / 1 Job notes Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Member Reaction (Ibs) 1925 @ 17' 2565 (525r 5") Passed (75%) - e(7 1.00 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1002 @ 17' 2 3/4" 2190 Passed (46%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4436 @ 17' 5140 Passed (86%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.440 @ 31' 7/16" 0.641 Passed (L/699) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 1 0.568 @ 31' 11/16" 1,281 Passed (L/541) 1.0 D + 1.0 L (Alt Spans) TJ-PraT" Rating 24 40 Failed -- • Deflection criteria: LL (U480) and I L (LIL tu). • Allowed moment does not reflect the adjustment for the beam stability factor. • -382 Ibs uplift at support located at 6' 9". Strapping or other restraint may be required. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" WeyerhaeuserEdge*" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro— Rating include: None. J r. 0 r .a;15 rkY ) yn�j £`%...v �,y@Sp9g� X 9GkE' _:. I i' '' `i% £ A/✓ .14SF �� kW z�az� 1 -Stud wall -SPF 5.50" 4.25" 1.75.1 - 81 331/-55 412/-55 11 1/4" Rim Board 2 -Stud wall -SPF 5.50" 5.50" 3.50" -6 - 557/-376 557/- 362 Blocking 3 -Stud wall -SPF 5.50" 5.50" 3.50" 441 1484 1925 Blocking 4 - Stud wall - SPF 5.50" 4.25" 1.75" 171 576 747 1 1/4" Rim Board . KIM boaro IS a55UnB lu Lduy au ivau> oPP"cu Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. N uy^ s�? ;" 7 �,f�a':" -.e ✓'9 l!r �R dzi }gip v� yro ; ^;� op Edge (Lu) 4' S" a/c lottom Edge (Lu) 4' o/c •TJI joists are only analyzed using Maximum Allowaoie aracing soiuuons. -Maximum allowable bracing intervals based on applied load. Ve r��AN - �"h '9�7`.a, a", . „�' I - Uniform (PSF) 0 to 43' 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2018 Design Methodology : ASD - ,: �✓z,�, a v's? „, �,s4;"a� fx1' .,�i.;%14,.{ `,:s. �5£,_'".'`a�".�y'..�r..., -.c.. i?'�,� %r.:?e''.{ >.T? r ,,st, _. Veyerhaeuser 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 elated 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 esponsible 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 Veyerhaeuser 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-138 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator PorteW ES Software Operator - Job Notes Larry Johnson - Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com 6/21/2022 7:59:26 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 ,.. � � r• r � � 3 a z ;�� wed � � es � xi n �, � � #mod"Kr9mb➢matt , �I�atkern},; 1.0 D + 1.0 L (Adj Spans) Member Reaction (Ibs) 903 @ 16' 6" 2565 (5.25" ) Passed (35%) 1.00 Shear (Ibs) _ _451 @ 16' 8 3/4" 2190 Passed (21%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -969 @ 16' 6" 5140 Passed (19%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.031 @ 22' 7 15/16" 0.291 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.039 @ 22' 8 5/8" 0.581 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-ProT"' Rating 65 40 Passed • Deflection criteria: LL (L/48U) and I L (L/24U). • 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 Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro- Rating include: None. Oroa H Y 1 - Stud wall - SPF 5.50" -4.25" - 1.75" 41 193/-50 234/-50 1 1/4" Rim Board 2 - Stud wall - SPF - 5.50" 5.501, 3.50" 130 527 657 Blocking 3 - Stud wall - SPF 5.50" 5.50" 3.50" :: 205 698 903 Blocking 4 - Stud wall - SPF 5.501, 4.25" 1.75" 80 287/-14 367/-14 1 1/4" Rim Board • Klm WdrU ................. .> __-._— • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ds s y F 3' t L$Lf$� BlClllff Y f Win„ z r1. _ l.. _ ., _ .. '� Y,a'sa.:r a 3 �: 2 _ 7a Top Edge (Lu) —8' 8" o/c Bottom Edge (Lu) 8' 8" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. 4 3Y 'y� 1 - Uniform (PSF) - 0 to 28' 6" 16" 12.0 40.0 Default Load PASSED 2 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD sg '�' �Y .� rrxf ✓' Veyerhaeuser 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 elated 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 esponsible 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 Veyerhaeuser 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-138: ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports; Weyerhaeuser product literature and installation details refer to vww.weyerhaeu r.com/woodproducts/document-library. 'he product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585 2939 larry@johnsonengineer.com 6/21/2022 8:14:46 PM UTC AL ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 Member Reaction (Ibs) 5874 @ 4" 19663 (5.50") Passed (30%) - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4324 @ V 7" 13118 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 15719 @ 6' 33413 Passed (47%) _ 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.137 @ 6' D.378 Passed (L/996) 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.179 @ 6' 0.567 Passed (L/760) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and iL (L/L41.1). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. z . - Column - SPF 5.50" 5.50" 1.641, 1392 4482 5874 Blocking ! -Column -SPF - 5.50" 5.50" 1.64' 1392 4482 5874 None Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Y nano>. .fv r ,w �aF �%� '� fxs,; dv J l' d.,t f s,,fs�„a".� eS�,S> h. kro"' `, 2� 3 .t 'tea j` ue W'M5 V : . 11 Si'v� v€�aY ,k u u ..nl , rY •- ?: op Edge (Lu) -' 12' o/c ottom Edge (Lu) 12' o/c laximum allowable bracing intervals oasea on appnea 10— 4 ., � L / � l ' �' !''wv Yam? F � `9 k: �, wE'5"4��5 '"(` 3�^ � ..,✓p I -Self Weight (PLF) 0 to 12' N/A-- . -Uniform (PLF) 0 to 12' (Top) _N/A 214.0 747.0 Floor load PASSED 30 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 Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com - 6/21/2022 5:58:14 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ryner 22-525 Page 1 / 1 , 6/21/2022 Johnson Structural Engineering, Inc. 152 West Short Street , Bozeman, MT 59715 PROJECT: Ryner - SFR JN 22-525 Edmonds', WA FOOTING DESIGN F525 ITEM VALUE NOTES F65 Column Soils Bearing Capacity 1500 psf Post Area Req'd, Full @ .73* Uplift, U = 0 Ibs DF2 Beam 55.70 76.30 inA2 Footing Load P = 34814 Ibs HF2 Beam 85.96 117.75 inA2 Footing Depth D = 12 in Post = 6 X 10 Post Dimensions b= 5.50 in Area Provided = - 50.88 inA2 w= 9.25 in Contact Pressure 684 psi Approximate Bearing B = 1470 psf (Footing wt removed) Estimated Area A = 23.68 sf Estimated base Be = 4.87 Ft Trial Footing base _ 5.25 Ft Footing Weight = 3997 Ibs UPLIFT OKAY Total Load Pt = 38.95 Kips Allowable Bearing = 1.60 ksf Actual bearing q = 1.41 ksf OKAY Bending Moment M _ 3.99 K-ft Embedment Depth ,d = 9 in Min Stl Area Amin = 0.30 inA2/ft Reinforcing Bar Size (#) _ 4 USE 5 -3" x 5-3" x 12" ww ! 8 - # 4's E.W. Struct Work Sheet FTGS IBC SHEET LPJ Member Reaction (Ibs) 29907 @ 10' 2 1/2" 39325 (11.00") Passed (76%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 14228 @ 12' 11" 30170 Passed (47%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Pos Moment (Ft-Ibs) 62648 @ 22' 6 1/8" 142224 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft-Ibs) -63164 @ 10' 2 1/2" 83544 Passed (76%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.195 @ 0 0.510 Passed (2L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.299 @ 21' 8 5/8" 1.087 Passed (L/872) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/48u) ana i L (LtZ4u). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Moment capacity over cantilever support 1 has been reduced by 25 % to lessen the effects of buckling. • Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L = 18' 10 11/16". • Critical negative moment adjusted by a volume factor of 0.94 that was calculated using length L = 16' 1 5/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. <.i,.... ryk....r,, .�E .. .. iN ,. :, s, ,,, , �•C" � �P.. fit,. :�'�4,.,a.... , .w .¢..� __ ,o... , 1 - Column Cap - steel 11.00 - 11.00 8.37' ,15188 5539 14087 34814 Blocking 2 - Column Cap - steel 8.00" 8.00" 3.92" 6343 4110/-289 6131 16289/ Blocking Blocking Panels are assumed to carry no loads applied directly above REM7777 Fir f ��9{ 1£9 �/ �P0};115, 34o'. Top Edge (Lu) - 32' 6" o/c Bottom Edge (Lu) 32' 6" o/c -Maximum allowable bracing intervals aasea on appuea ioaa. 0 -Self Weight (PLF) 0 to 32 6" N/A - 36.1 -- -- 1 - Uniform .(PSF) 0 to 9' 9" (Front) 3' 12.0 40.0 - Floor load 2 -Uniform (PSF) 9' 9" to 32' 6" (Front) 9' 12.0 40.0 - Floor load 3 - Uniform (PSF) 0 to 32' 6" (Top) 9' - 12.0 - - Wall load 9 - Uniform (PSF) 0 to 32' 6" (Top) 24' 18.0 - 21.0 Roof snow load System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2018 Design Methodology : ASO ForteWEB Software operator 6/21/2022 7:17:33 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuser Page 1 / 2 Sob Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com MEMBER REPORT PASSED Level, Free Standing Post - FB5 exterior 1 piece(s) 6 x 6 DF No.l Post Height: 9, Nrng " ie trd RP E?F t fiaa > on �brnaabr Slenderness ,. r 20 50 Passed (39%) , Compression (Ibs) 14024 24888 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S Base Bearing (Ibs) 14024 898425 Passed (2%) -- 1.0 D + 0.75 L + 0.75 S Bending/Compression 0.90 1 Passed (90%) 1.15 1.0 D + 0.75 L + 0.75 S Input axial load eccentricity for this design is 16.67 % of applicable member side dimension. Applicable calculations are based on Nos. � ,� �� y �x f �,M81efi�' MemberType:FreeStandingPost ..; .ika1?'R.. .�rt'`':�.. ..r v...,� <. .,h,.ri3.?.e.f' e,,�„�:-_r�1 „ ,.,,wn„.., . �k ,✓.k,�, ..> .,., Base Beam Steel Building Code : IBC 2018 Design Methodology : ASD Full Member Length - No bracing assumed Drawing is Conceptual z'="r�"• M - Point (Ib) 6343 4110 6131 FB5 reaction x,� �c.•s s•s - .,,.., .�..,. , _. �Ma..., .. ...... _... 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-libraty. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Larry Johnson Johnson Structural Engineering, Inc. - (406) 585-2939 larry@johnsonengineer.com Weverhaeuser 6/21/2022 7:31:14 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Page 1 / 1 6/21/2022 Johnson Structural Engineering, Inc. SHEET 152 West Short Street Bozeman, MT 59715 PROJECT: Raper - SFR JN 22-525 Edmonds, WA FOOTING DESIGN F3.5 ITEM VALUE NOTES FB5 Column Soils Bearing Capacity 1500 psf Post AreaReq'd, Full @ .73* Uplift, U = ' 0 Ibs DF2 Beam 26.53 36.35 inA2 Footing Load P = 16584 Ibs HF2 Beam 40.95 56.09 inA2 Footing Depth D = 8 in Post = 6 X Post Dimensions b= 5.50 in Area Provided = 30.25 inA2 w= 5.50 in Contact Pressure - 548 psi Approximate Bearing B = 1480 psf (Footing wt removed) Estimated Area A = 11.21 sf Estimated base Be = 3.35 Ft Trial Footing base _ 3.50 Ft Footing Weight = 1184 Ibs UPLIFT OKAY Total Load Pt = 17.81 Kips Allowable Bearing = 1.50 ksf Actual bearing q = 1.45 ksf OKAY Bending Moment M = -1.64 K-ft Embedment Depth d = 5 in Min Stl Area Amin = 0.22 inA21ft Reinforcing Bar Size (#) _ 4 USE 3 -6" x T--6" x 8" w 4 - # 4's E.W. Struct Work Sheet FTGS IBC LPJ Member Reaction (Ibs) 4062 @ 4" 14438 (5.50") sr Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3023 @ 1' 9 1/2" 10640 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) - 12896 @ 7' 31114 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.103 @ T 0.333 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.199 @ 7' 0.667 Passed (L/803) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and i L (L4t4u). • Allowed moment does not reflect the adjustment for the beam stability factor. ,1_ - Column -steel 5.50" 5.50" 1.55" _ 1962 2100 - 525 4587 Blocking -Column -steel 5.50" 5.50" 1.55" 1962 2100 525 4587 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed WE I mg a' ISH �f' Dp Edge (Lu) - 14' o/c ottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on appned iddu. 0 -Self Weight (PLF) - 0 to 14' N/A '16.3 -- -- 1 -Uniform (PSF) D to 14' (Front) 7' 6" 12.0 40.0 - Floor load 2 -Uniform (PSF) 0 to 14' (Top) 10, 12.0 - - Wall load 3 - Uniform (PSF) 0 to 14' (Top) 3' 18.0 - 25.0 Roof snow load ■ IN ForteWE6 Software Operator Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com " Weyerhaeusrs PASSED' System : Floor Member Type : Flush Beam Building Use : Residential Building Code : ]BC 2018 Design Methodology : ASD 6/21/2022 7:51:58 PM UTC ForteWE6 0.2, Engine: V8.2.0.17, Data: VS.1.0.16 File Name: Ryner 22-525 Page 1 / 1 Johnson Structural Engineering, Inc. Project:wul"'v — 152 W. Short St. Job No.: Bozeman, MT 59715 (406) 585-2939 phone Date: larry@johnsonengineer.com Sheet No.: ALI! 14V 2l lYl'tdo 4 I It rvt.dec" : cN'o L ' 1611 z /0�4 -�'.6� S LA 12 FORTExEM _ MEMBER REPORT Level, Floor: Drop Beam FB7 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam Overall Length: "5" 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 4004 @ 1 1/2" 7013 (3.00') u ° a sib Passed (57%) . -- l ah?d , Coblr>aN! tPatkernj. 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2548 @ 1' 8745 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 5016 @ 2' 9" 14850 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.032 @ 2' 9' 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.041 @ 2' 9"1 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/3bo) ana i L (L/t9u). _. Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. �U � ` �,✓"' a .tt e„f ��1f� `��/ �� 3.00"� � �0"r�.943 �`--.306�1„.�.- �� 71" 1, - Stud wall - SPF 04 Blocking 2 - Stud wall - SPF 3.00" 3.00" 1.71" 943 3061 4004 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ..,.V"i '...g,��'3 n�(��`. f y op Edge (Lu) 5' 6" o/c ottom Edge (Lu) 5' 6" o/c -Maximum allowable bracing intervals baseo on appnea iodu. Ft l! 121 N 3y Yys" ``�e`tls�, iaFn'fb % s �(. � "e k S( `'b Z �R `i✓�dl f i�� 13 `i`FQ € Y �3 ✓�'�4CF ff'F S'� kTMTM� {/ fr ,?,k� 0 - Self Weight (PLr) :. 0 to 5' 6" N/A 12.0 -- 1 - uniform (PLF) 0 to 5' 6" (Top) N/A 331.0 1113.0 Floor load PASSE System : Floor Member Type : Drop Beam Building Use : Residential Building Code IBC 2018 - Design Methodology : ASD _ , 3 s .F �k.✓ a rl fk #:, fyv�,�' t h,s,�w.A�H.s.Q`!A"va-..}., Weyerhaeuser warrants that the sizing of its products w N L.._ d .�:, �, m.�.r._ a y g ill 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 byPorteWEB Software Operator ForteWE6 software operator 6/21/2022 8:02`:18 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weyerhaeuser .Page 1 / 1 Job Notes Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Member Reaction (Ibs) 712 @ 38' 2" 2565 (5.25") Itd'r,�J,UIE. s� a, t� 3 Passed (28%) ,�:,?'., 1.00 t COflfbltijbtl �d@t•�i) . I 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 361 @ 9' 7 1/4" 1463 Passed (25%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -608 @ 9' 10" 3000 Passed (20%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.041 @ 4' 9 5/8" 0.236 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.052 @ 4' 9 1/4" 0.473 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-Pror" Rating 59 40 Passed • Deflection criteria: ILL (L/48U) and I L (L/241J). • 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 Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro- Rating include: None. 1 -Stud wall -SPF - 5.501, 4.25" -1.75' ' 68 237/-6 305/-6 1 1/4" Rim Board 2 -Stud wall -SPF 5.50" 5.50" 3.50" 157 552 709 Blocking 3 -Stud wall -SPF 5.50" 5.50" 3.50" 101 439 540 Blocking 4 - Stud wall - SPF 5.50" 5.50" 3.50" -75 408/-Z6 483/-26 Blocking 5 - Stud wall - SPF 5.50" 5.50" 3.50" 1 126 515 641 Blocking 6 -Stud wall -SPF 5.50" 5.50" 3.50" 163 550 713 Blocking 5.50" 4.25" 1.75" 49 201/-31 2501-31 1 1/4" Rim Board 7 - Stud wall - SPF • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. C N�r 3 ,.. r r <✓ a ...< .xrss op Edge (Lu) _ 8' 8" o/c ottom Edge (Lu) 8' 5" o/c -TJI joists are only analyzed using Maximum Aiiowame oraaug suwuu1 o. •Maximum allowable bracing intervals based on applied load. M - Uniform (PSF) 0 to 46 2" 16" 12.0 40.0 Default Load PASSE ,70 System : Floor - Member Type . Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Mssr- Neyerhaeuser 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 elated 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 esponsible 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 veyerhaeuser 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-138: and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.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 -. 6/21/2022 8:10:34 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Weve.Thaeuser Page 1 / 1 Job Notes - Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Member Reaction (Ibs) 2637 @ 1/4" 3828 (1.75") 3ut..a.�, Pa J.�i�lif 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 1892 @ 1' 1" 4725 Pa) M(L/999+1) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) 5000 @ 3' 10" 6091 Pa) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.060 @ 3' 10" 0.254 Pa+) 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.079 @ 3' 10" 0.381 Pa+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/36B) and I L(L(14U). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. 9 x, -, ? tIEK M 1 - Column - SPF 1.75" 1.75" - 1.501, 629 2009 2638 Blocking 2 - Column - SPF 1.75" 1.75" 1.50" 629 2009 2638 Blocking • tSIOCKIng Panels aft a uit w 11 y , iv �va�� aNr�� .+��.....+r-.......- -._ . _...__- ._ r a Y .zsffi �� a n E s�� o f � - � ."W",.01-M,5",a, d, i op Edge (Lu) .._T 8' o/c ottom Edge (Lu) T 8" o/c -Maximum allowable bracing intervals based on applied load. =1H s I - Self Weight (PLF) 0 to 7' 8" N/A -10.0 -- . - Uniform (PLF) 0 to 7 8" (Top) N/A 154.0 524.0 Floor load PASSE® -17 13 System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC2018 Design Methodology : ASD =♦dAsf: _RR�� iK.. "."--ten ,,�,.. ». ., ....,,...__ ____.__ _. 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 Squash Blocks) are not designed by this software. Products manufactured responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blacking Panels and 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 Larry Johnson Johnson Structural Engineering, Inc. (406) 585-2939 larry@johnsonengineer.com Weyerhaeuser 6/21/2022 8:21:51 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Ryner 22-525 Page 1 / 1 Johnson Structural Engineering, Inc. project: fvw,,14 — 152 W. Short St. 2 — Job No.: Bozeman, MT 59715 Date: �, �� 22- (406) 585-2939 phone tarry@johnsonengineer.com Sheet No.: 40 44 �o 40 0�96 ) � V 2f-600xld,zs�f UPS r� l Zoe �, C�z0 = Z525 ZY 7,VO4 � �- 6/21/22, 8:08 AM U.S. Seismic Design Maps s 3 Nn i, data (D'2022 Type Value Description SS 1.269 MCER ground motion. (for 0.2 second period) S1 0.497 MCER ground motion. (for 1.0s period) SMs 1.269 Site -modified spectral acceleration value SM1 0.747 Site -modified spectral acceleration value SDS 0.846 Numeric seismic design value at 0.2 second SA SD1 0.498 Numeric seismic design value at 1.0 second SA ........... � Value Description�� SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second F 1.503 - Site amplification factor at 1.0 second PGA 0.514 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.514 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.269 Probabilistic risk -targeted ground motion. (0.2 second) SsUH _1.289 Factored uniform -hazard (2%probability of exceedance in 50 years) spectral acceleration SsD 1.525 Factored deterministic acceleration value. (0.2 second) S1RT 0.497 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.523 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.607 Factored deterministic acceleration value. (1.0 second) PGAd 0.583 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.985 Mapped value of the risk coefficient at short periods https://seismicmaps.org _1 /3 6/21/2022 Johnson Structural Engineering, Inc. Bozeman, MT 59715 PROJECT Rner"- SFR JN LOCATION: Edmonds, WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 STRUC CATEGORY = 11 TABLE 1.5-1 IMPORTANCE, I I .00 TABLE 1.5-2 DETERMINE FREQUENCY OF STRUCTURE SOIL PROFILE D 'D' IF UNKNOWN Ss 1.269 Fa 1.000 S1 0.497 Fv 1.503 FROM USGS HAZARDS, ZIPCODE DIRECTORY Sms = Fa*Ss = 1.269 Sm1 = Fv*S1 = ' 0.747 Sds = 2/3 Sms = 0.846 g Sd1 = 2/3 Sm1 = 0.498 g SEISMIC DESIGN CATEGORY PER SHORT PERIOD RESPONSE PER 1-SEC PERIOD RESPONSE D TABLE 9.4.2.1 a D USE MAXIMUM SEISMIC DESIGN CATEGORY D RESPONSE SPECTRUM To = .2Sd1 / Sds = 0.118 Ts = Sd1 / Sds = 0.589 Cu = 1.40 APPROXIMATE PERIOD Ct = 0.020 Ta = Ct*hnAX 0.275 SEC x = 0.75 EQN 9.5.5.3.2 hn = hridge = 33.0 FT T' 1 STHE UPPER LIMIT FOR THE STRUCTURE'S PERIOD FUNDAMENTAL PERIOD T = Cu * Ta 0.386 SEC STRUCTURE FREQUENCY (f) IS THE INVERSE OF 'Ta' f = _ 3.63 Hz RIGID STRUCTURE COMMENTARY TO SECTION 6 OFFERS AN ALTERNATIVE METHOD FOR ESTIMATING IF THE STRUCTURE IS RIGID - IF h / LEAST WIDTH, B OR L, IS < 4.0, STRUCTURE IS DEEMED RIGID C6.2 h = 33.0 FT RIDGE heave 20.0 FT EAVE hmn = 26.5 FT MEAN B = 46.0 FT WIDTH OF STRUCTURE L = 50.0 FT DEPTH OF STRUCTURE Struct Work Sheet Seismic - SFR LPJ 6/21/2022 Johnson Structural Engineering, Inc. SHEET Bozeman, MT 59715 PROJECT Ryner - SFR JN 22 525 LOCATION:" Edmonds, WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 h / LEAST WIDTH _ 0.72 RIGID EQUIVALENT LATERAL FORCE PROCEDURE V=Cs*W Sds = 0.846 Sd1 = 0.498 1.000 T = 0.275 R - 6.5 Wood Framed Shear Wall Cs= Sds /(R/I) _0.130 USE MIN > 0.130 Cs <= Sd 1 / T (R / I) 0.278 Cs > 0.044 Sds I 0.037— USE MAX Cs>0.5S1/(R/I) 0.038 Cs = 0.130 DETERMINE WEIGHT OF STRUCTURE PSF -HEIGHT LENGTH AREA WEIGHT 2nd Level Roofing @ 18 2300 41400 41400 2nd Level Ext Walls @ 12 9 184 1656 19872 9936 2nd Level Int'Walls @ 10 9 185 1665 16650 8325 2nd Level Flooring @ 12 1960 23520 23520 2nd Level Decking @ 5 8 0 0 1 st Level Roofing @ 18 866 15588 15588 1 st Level Ext Walls @ 12 4.5 196 882 10584 10584 1st Level Int Walls @ 10 4.5 134 603 6030 6030 TOTAL WEIGHT 133644 LBS RECALL, V = Cs * W Base shear, V = 17394 Lbs Struct Work Sheet Seismic- SFR LPJ 6/21/2022 Johnson Structural Engineering, Inc. SHEET Bozeman, MT 59715 PROJECT Ryner - SFR JN 22-525 LOCATION: Edmonds, WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 DETERMINE GENERAL REDUNDANCY FACTOR WALLS RESISTING FRONTAL LOADS 1.0 <= Rho <= 1.3 1.00 per 12.3.4 Adjusted Base Shear Base shear value to compare with wind loading = Vw " Rho 17394 Lbs WALLS RESISTING SIDE LOADS 1.0 <= Rho <= 1.3 1.00 per 12.3.4 Adjusted Base Shear 17394 Lbs Compare maximum adjusted base shear with wind loading Maximum Adjusted Base Shear 17394 Lbs VERTICAL SEISMIC FORCE DISTRIBUTION FRONTAL BASE SHEAR = 17394 T = 0.275 SIDE BASE SHEAR = 17394 1.000 0.000 k = 1.000 Struct Work Sheet Seismic - SFR LPJ 6/21/2022 Johnson Structural Engineering, Inc. SHEET Bozeman,; MT 59715 PROJECT Ryner - SFR JN 22-525 LOCATION: Edmonds, WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 FRONTAL VERTICAL SEISMIC DISTRIBUTION Load Comb 16-12 LEVEL Hx Wx Hx*Wx*k Cvx Fx 0.7*Fx 3rd Level 0 0.00 0 0 2nd Level 19 59661 1133559 0.63 10958 7670 1 st Level 9 73983 665847 0.37 - 6437 4506 SUMS 133644 1799406 1.00 17394 12176 SIDE VERTICAL SEISMIC DISTRIBUTION Load Comb 16-12 LEVEL Hx Wx Hx*Wx*k Cvx Fx .7*Fx _0 0.00 0 0 Roof Level 0 0.00 0 0 Upper Level 19 - 59661 1133559 0.63 10958 7670 Main Level 9 73983 665847 0.37 6437 4506 SUMS 133644 1799406 1.00 17394 12176 Struct Work Sheet Seismic - SFR LPJ Johnson Structural Engineering,Inc.eugP.1" Project: 152 W. Short St. Job No.: Bozeman, MT 59715 (406) 585-2939 phone Date:�- larry@johnsonengineer.com Sheet No.: r,��5� �t t'J r �Pe( �` y C/ G�'ii,�2, i3 ¢�� t//f 1�-33 �3/o Z�� 5� r'$ r i/ qq All 3 f 3 4 3 f 3,/ f 3,9 `l 8� C 2l00 5f Maw( /Vl jn}► /' _ 435�1 �¢ 3�7 4- L �! �" � � OX/ � 05� 4/ �sf a 3 yleQ�-15 w1'e6 117 y `5b3�` r �� a 30�' Johnson Structural Engineering, Inc. Project: fvpiv to Job No.: 152 W. Short St. Z2 -5"Z 15- Bozeman, MT 59715 (406) 585-2939 phone Date: Larry@johnsonengineer.com Sheet No.: /naipt avef u ;xoz: SMDII RI(2<)NiU SINURSNro "I'll, I'll_. I... ]/1G' SHEATFNG N ONE SIDE OF WALL BLOC(ALLEOGESMD NALWTHIMOC NCH , NAIIS06-CENTERS At ALL EDGES AND I2' CENTERS IN THE. Z FIELD 1)BRA= PANEL MNMM MDTHS ME SNDNN ON PINT DETARS. CONTRACTOR MAY INCREASE MIN OF ANY PAWL BUT CANNOT DECREASE PME. WOM, 0 p C0 / ,... 2. 69KED PANELS AIE FIRL NFEd1RMDE%fFJN FRAM 9LLORBOTIgA Z . ¢ (V WP PLATE TO POP OF DOIBLE TOP PIATFS WHm NOT DiEES10NED, V W Cif /y .USE 25'MAVAM SPACING( CENR1t TO CENTER) 13ETWiII1 PAM& Z_� Q / 3. PROVIDE SMfAE JOSt OR BLOCNNG UNDER ALL UDFIEOR ®IMED WAIL 4 N Nt1ES AND MAR BOTTOM PULE Of DESIGNATFDAINf.ED WALL big; bi,•'gK W PANELS W11H3 i/BO'N/rMEIS/ne 18' OC. ; q, iii///��G(n/ � w I ��o N E3 m Z w 0 Z LD W W¢ I1 0 Z m g z3 � N 0 w 30 Z o W w� l UPPER FLO R LATERAL DESIGN PLAN oa wi=o