Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (2)
FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter 1 I c A 1Z 1) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: City of Tigard DATE RECEIVED: DEPT: BUILDING DIVISION RE I Y FROM: RAHIM ABBASI APR t 2023 1,,Q COMPANY: ABBASI DESIGN WORKS CI •F TIGARD PHONE: 503.816.9466 BUI •ING UIVi IO 1BY:c5 EMAIL: rahim@abbasidesign.com 1101111-1 00,-Q� RE: 10350 SW GREENBURG RD. TIGARD, OR 972 BUP2022-0M54 (Site Address) / A fi`� 1 � (Permit Number) MF TIGARD ` (Project name or subdivisionn name name and lot number) cATTACHED ARE THE FOLLOWING ITEMS:I Copies: Description: s- opies: Description: Additional set(s)of plans. 3 Revisions: PLEASE SEE REMARKS Cross section(s)and details. Wall bracing and/or lateral analysis.!) Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: KEY CHANGES • AS FOLLOWS: 1. EAST PATIO HAS BEEN REMOVED. 2. EXISTING ROO' STRUCTURE IS RETAINED AT THE EAST ENTRY. PLEASE SEE STRUCTURA FOR MORE DETAILS. 3. UPDATED SINK IN WOMENS RESTROOP FROM 2 TO FAUCET SINK. 4. ADDED KITCHEN C ANGES TO THE PROJECT. 5. UPDATED MATERIALS ON FINISHES PLAN, SEATING PL• 1 ADJUSTMENTS. 6. LIGHTING PLAN WAS UPDA 'D. FOR OFFICE USE ONLY Route. to P: it Technician: Date: - j g- Initials: Fees Due. '51 Yes ❑No Fee Description: r Amount Due: o. p J t.-I $ Special C3matile_ CAT-I A 4/A a,� I:\Building\Forms\TransmittalLetter-Revisions_073120.doc • COMcheck Software Version COMcheckWeb /1 Envelope Compliance Certificate Project Information Energy Code: 2021 IECC Project Title: DIOSA Tigard Location: Tigard, Oregon Climate Zone: 4c Project Type: Alteration Vertical Glazing/Wall Area: 25% Construction Site: Owner/Agent: Designer/Contractor: 10350 SW Greenburg Rd Tigard, Oregon 97223 Building Area Floor Area 1-Dining: Bar Lounge/Leisure : Nonresidential 9463 Envelope Assemblies R-Value Proposed Max.Allowed Post-Alteration Assembly Cavity Cont. U-Factor SHGC U-Factor SHGC Roof: Metal Building, Standing Seam, [Bldg. Use 1 Dining: Bar Lounge/Leisure], Exemption: Neither sheathing nor insulation is exposed. NORTH Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. Door: Glass (over 50%glazing): Nonmetal Frame, --- --- 0.350 0.220 0.630 0.383 Entrance Door, Entrance Door, Entrance Door, [Bldg. Use 1 - Dining: Bar Lounge/Leisure] EAST Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. SOUTH Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 -Dining: Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. WEST Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 -Dining: Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. (a) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (b)Thermal spacer block with minimum R-3.5 must be installed above the purlin/batt, and the roof deck secured to the purlins. Project Title: DIOSA Tigard Report date: 04/13/23 Data filename: Page 1 of 12 Envelope PASSES Envelope Compliance Statement Compliance Statement: The proposed envelope alteration project represented in this document is consistent with the building plans,specifications, and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2021 IECC requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. RAHIM ABBASI, P.E. Name Title 04/13/2023 Signature Date Project Title: DIOSA Tigard Data filename: Report date: 04/13/23 Page 2 of 12 .p COMcheck Software Version COMcheckWeb lififfintiP Envelope Compliance Certificate Project Information Energy Code: 2021 IECC Project Title: DIOSA Tigard Location: Tigard, Oregon Climate Zone: 4c Project Type: Alteration Vertical Glazing/Wall Area: 25% Construction Site: Owner/Agent: Designer/Contractor: 10350 SW Greenburg Rd Tigard,Oregon 97223 Building Area Floor Area 1-Dining: Bar Lounge/Leisure : Nonresidential 9463 Envelope Assemblies R-Value Proposed Max.Allowed Post-Alteration Assembly Cavity Cont. U-Factor SHGC U-Factor SHGC Roof: Metal Building, Standing Seam, [Bldg. Use 1- --- --- --- --- --- Dining: Bar Lounge/Leisure], Exemption: Neither sheathing nor insulation is exposed. NORTH Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: --- --- --- --- Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. Door: Glass(over 50%glazing): Nonmetal Frame, --- --- 0.350 0.220 0.630 0.383 Entrance Door, Entrance Door, Entrance Door, [Bldg. Use 1 - Dining: Bar Lounge/Leisure] EAST Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: --- --- --- --- --- Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. SOUTH Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: --- --- --- --- --- Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. WEST Ext. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: --_ --- --- --- --- Bar Lounge/Leisure], Exemption: Framing cavity filled with insulation. (a) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (b)Thermal spacer block with minimum R-3.5 must be installed above the purlin/batt, and the roof deck secured to the purlins. Project Title: DIOSA Tigard Report date: 04/13/23 Data filename: Page 1 of 12 Envelope PASSES Envelope Compliance Statement Compliance Statement: The proposed envelope alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2021 IECC requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. RAHIM ABBASI, P.E. `,� �- �S 04/13/2023 Name-Title Signature Date Project Title: DIOSA Tigard Report date: 04/13/23 Data filename: Page 2 of 12 (JHJUl COPY 7114YoFFict coy ry design 500E 24th street/ vancouver,wa 98663 ' Tel:503.816.9466 P Net:rahim@abbasiclesign.com aaI works LLC PROJECT#: 21012.00 DATE:April 12,2023 Diosa Tigard Tigard, OR STRUCTURAL CALCULATIONS CALCULATION PAGES REVISION&DATE 01 LOADING CRITERIA 1 TO 9 REV 0;08/12/2022 02 SEIMMIC MASS ASSUMPTIONS 9 TO 11 REV 0; 08/12/2022 03 SEISMIC LOADING ANALYSIS 12 TO 20 REV 0;08/12/2022 04 WIND LOADING ANALYSIS 13 TO 23 REV 0;08/12/2022 A - , G4, ,b .,4 .. _. 10 . 06 GRAVITY FRAMING ANALYSIS 63 TO 135 REV 1;04/12/2023 •<<,�ED PRO,cFs ?(/\'4�'INFF1) (3 Z 91 OREGal 'P9 r)t. 13,2°C)Q 5� y414 A. 1\''r6 EXPIRES: 12/31/2023 LATERAL ANALYSIS NARRATIVE The existing structure located at 10350 SW Greenburg Road was most recently occupied as a full-service restaurant, A-2 occupancy.Based on a research of available historic permit documents for the building,it was discovered that there have been a series of structural renovations over the building's life span resulting in multiple changes that appeared to maintain the majority of the existing lateral force-resisting system,but had multiple odd variations of gravity load paths.As part of the proposed conversion from the previous restaurant use to the new proposed restaurant,we are proposing to resolve a number of inconsistent gravity loads paths to simplify the structural framing.One major addition to the building is the addition of exterior perforated metal panels on all elevations and the addition of a partially enclosed patio space on the north of the building.Additionally,the roof material is being changed from the original clay tile roofing to a standing seam metal roof which results in a significant seismic mass reduction to the building.Through the accompanying analysis,it will be evident that this reduction in seismic mass has allowed many of the existing shearwalls and footings to remain in use as originally designed and still support the revised loads. Lateral analysis was performed in accordance with ASCE 7-16. �a . -d !�- tt- t _, � • !,•• S + r, r-c . _ ••- .rnd I PERMIT REVISION NARRATIVE Due to construction costs,it became unrealistic to completely reconstruct the existing roof over the new bar location resulting in significant value engineering to remove all steel beams from the roof plan and to instead utilize wood framing consisting primarily of Western Species Glue-Laminated Timber.A number of steel columns have been removed from the structural plans along with associated footigns.There are still steel columns required on the interior of the structure,specifically to support the bar roof framing.These columns have adjusted locations on the interior resulting in minor modifications to those footings.Additionally,through GC Requests for Information,we have clarified a number of conditions on the exterior patio structure to take advantage of the proposed turned-down slab edge footing by analyzing the concrete as an eccentric footing at each steel column location. o (E)DBL2x10 (E)DBL2x10 (E)DBL2x10 BEAM CALCULATIONS PLAN c (n o O - - t- - - - _ � - - �� O OM .T llM I� � -0 00 0 M N � o I m'll (E)FAUX ARCHITECTURAL ® TRUSS TO REMAIN,TYP M NOM 3 I Yr c IU J 525x18llni I �� 2 (N)SHEARWALL BLW GLB5125x1�_. 1 NpER(E�LB �� �l�f m ro • 11 1I _ _� ® 1 E)GLB 5.125x18 7'-4 3/4" 4 3/4" 4 3/4" I.. z\d S4 2 GL8 5 125x 2 '� ���yQO PROpFs ® Im —S I _,c �5<4�GINfF1' • 3_, , ,/,.. 54.5 1' 5" T-31/2" T-41/4"� T-53/4" ��� 0" 1 5' <,. - p= i)� rr 29 �r a H111 I� �� uIMII hhi m ' N C �� �_+ � T ,, GLB5125xi OREGON 1 9 § b =,� ItL-4.11111/ippril i V U lr(i 1 I ICI �q °�.la,�°o�5� *'� y�' SEE A8.4 'ICe nano U 1(+QO BM#9 ����!11 ,umoi 2,,— MIILo , A _ •��,0II II +v io0 5 GL85125z1�1I-II !, IEXPIRES:12 31/2023 c I► . III► C. _ ®� vol /���� Nil KYLIGH ABOV I II I I �_it_ ix 1©1 o o — -- ii 7 Ith I -_ 9S- -� OI w S88 BM#7... • z ®FE GLB FLUSH TO ROxOFSQ�K \ (N)GL - (N)GLB 25x12I,I;lIh11�N®I ■ PCB _ - G _—_.— N 5125x15GLBABV 'Ausom ,_I��ida S4.3: (E)GLB 525x306 E� Q, = LB 31 IIgNNa� 1i, 0 yTF 1— • a o MnL. S8-8 .: ��- -B/BM-8 9 AFF _ .12 F-V4), (N)GLB 3.125x12` ®1 . n OT fA�.. ® NLL ® ® 0 1� !T O x [ii G� 06, � 17 1 5'-7 SOFFIT BELOW DUCT PER N> (E)30"DEEPGLB MUSTBE ( ) ( ) e'{N)GLB 312¢x12(241i r,- w 'i v y1� 1, SIM ARCH PLANS O,JJ CUT TO STOP®COLUMN N- LB 3 125x1� 24F V4°' �i ri �O' # O<4 J' �� :� REMOVE(E)GLB& �.... r Q g`1' B S.f25 © N REPLACE w/ ;' •_. 8M#2(N)GLB.1/2 x 7 Vs( ' -V4) ?Q- E GLB S.f25X16.5 -GLB 5 1/8 x 16 1/2(24F-V4) I s : .1 io -• -IIr _.. (E)G B 5E125X15. :. - e' Y ( )GLB 3 125x12(244-V4) IN)GLB 3 125x12(24 i co N II I +1 ® ® -_ BM#6 I® B/BEA -8-9 AF I1 .I BR.]-7.6"AFF• N 'n III ® x O GLB 5 125X16.5(24F-V4) o � 12(2�F-V4)(N),GLB BM56TYP V4 Im J J J J �1-61/®12 , - II Sx -1111111b (. E JO T 5 HOU E WALL 3I ino O. S41 Z _ _ h _ I,I �zx7q TOPOFDOG/g 6 - m mc CA o m z z )GLB 3.125xi2(ZA-V4)(N) LB 3125x12'(24F-V4 PIPVIMPIA 4. n , III1.--� )GLB 3.125x12 24F-V4) N)GLB 3 125xi2(24_II bi \ r1.111 IP> ___ II (N)GLB 3 125x12(24FV4)®(N)GLB 3 13x12(24�+ © `43/a' 2#1K BM#13 1 �_ —i�lyV��IVtIV „ +I VW) VP 4 (N), 12#1 KDDF (N)4x12#1 KDDF,TYP I \ I S4.5 / Ilk 1 2 3 ® ® 4) O O REFLECTED CEILING PLAN 1/8"=1'-0" 1 I Er i Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202'; DESCRIPTION: (E) Beam with Added Doghouse loads CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.63)S(1.05) t D(0.160 S(0.2) d b 5.125x16.5 Span=21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D=0.020, S =0.0250 ksf, Tributary Width= 8.0 ft Point Load : D=0.630, S= 1.050 k @ 10.50 ft DESIGN SUMMARY '\ 0 Maximum Bending Stress Ratio = 0.573 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb:Actual = 1,531.32 psi fv:Actual = 76.62 psi F'b = 2,673.49 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.357 in Ratio= 706>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.645 in Ratio= 390>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.324 0.145 0.90 1.00 1.00 1.00 0.969 1.00 1.00 1.00 13.14 677.9 2,092.3 1.96 34.7 238.5 +D+S 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.573 0.251 1.15 1.00 1.00 1.00 0.969 1.00 1.00 1.00 29.68 1,531.3 2,673.5 4.32 76.6 304.8 +D+0.7505 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.493 0.217 1.15 1.00 1.00 1.00 0.969 1.00 1.00 1.00 25.54 1,318.0 2,673.5 3.73 66.1 304.8 +0.60D 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.109 0.049 1.60 1.00 1.00 1.00 0.969 1.00 1.00 1.00 7.88 406.8 3,719.6 1.17 20.8 424.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) Beam with Added Doghouse loads Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.6453 10.577 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.812 4.812 Max Upward from Load Combinations 4.812 4.812 Max Upward from Load Cases 2.625 2.625 D Only 2.187 2.187 +D+S 4.812 4.812 +D+0.750S 4.156 4.156 +0.60D 1.312 1.312 S Only 2.625 2.625 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam` Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202< DESCRIPTION: (E) BM @ Queen's Room CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling t D(0.3)S(0.375) b b 5.5x15 Span=20.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D=0.020, S=0.0250 ksf, Tributary Width= 15.0 ft DESIGN SUMMARY '\ 0 Maximum Bending Stress Ratio = 0.748 1 Maximum Shear Stress Ratio = 0.362 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 2,015.65 psi fv:Actual = 110.35 psi F'b = 2,693.21 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.488 in Ratio= 492>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.901 in Ratio= 266>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination »Stress Ratios Moment Values Shear a ues Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.439 0.212 0.90 1.00 1.00 1.00 0.976 1.00 1.00 1.00 15.89 924.7 2,107.7 2.78 50.6 238.5 +D+S 1.00 1.00 1.00 0.976 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.748 0.362 1.15 1.00 1.00 1.00 0.976 1.00 1.00 1.00 34.64 2,015.7 2,693.2 6.07 110.3 304.8 +D+0.7505 1.00 1.00 1.00 0.976 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.647 0.313 1.15 1.00 1.00 1.00 0.976 1.00 1.00 1.00 29.96 1,742.9 2,693.2 5.25 95.4 304.8 +0.60D 1.00 1.00 1.00 0.976 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.148 0.072 1.60 1.00 1.00 1.00 0.976 1.00 1.00 1.00 9.54 554.8 3,747.1 1.67 30.4 424.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-20Z DESCRIPTION: (E) BM @ Queen's Room Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.9011 10.073 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.929 6.929 Max Upward from Load Combinations 6.929 6.929 Max Upward from Load Cases 3.750 3.750 D Only 3.179 3.179 +D+S 6.929 6.929 +D+0.7505 5.991 5.991 +0.60D 1.907 1.907 S Only 3.750 3.750 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#8: Angled Beam @ Restrooms CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Completely Unbraced x D(0a .170)S(0.2125) ¢ a X X 5.5x12 5.5x12 Span=19.0 ft Span=4.750 ft F Applied Loads Service loads entered, Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.020, S=0.0250 ksf, Tributary Width=8.50 ft DESIGN SUMMARY \�PeOgn \\` Maximum Bending Stress Ratio = 0.63a 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,322.59psi fv:Actual = 94.46 psi F'b = 2,082.04psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 19.000ft Location of maximum on span = 18.045ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.230 in Ratio= 990>=360 Span: 1 :S Only Max Upward Transient Deflection -0.012 in Ratio= 4671 >=360 Span:2:S Only Max Downward Total Deflection 0.430 in Ratio= 530>=180 Span: 1 :+D+S Max Upward Total Deflection -0.023 in Ratio= 2501 >=180 Span:2:+D+S Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=19.0 ft 1 0.375 0.184 0.90 1.00 1.00 0.98 1.000 1.00 1.00 1.00 6.76 614.3 1,639.2 1.93 43.9 238.5 Length=4.750 ft 2 0.370 0.184 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.76 614.3 1,659.0 1.68 43.9 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19.0 ft 1 0.635 0.310 1.15 1.00 1.00 0.98 1.000 1.00 1.00 1.00 14.55 1,322.6 2,082.0 4.16 94.5 304.8 Length=4.750 ft 2 0.625 0.310 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 14.55 1,322.6 2,117.5 3.62 94.5 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19.0 ft 1 0.550 0.268 1.15 1.00 1.00 0.98 1.000 1.00 1.00 1.00 12.60 1,145.5 2,082.0 3.60 81.8 304.8 Length=4.750 ft 2 0.541 0.268 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.60 1,145.5 2,117.5 3.13 81.8 304.8 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202'; DESCRIPTION: BM#8: Angled Beam @ Restrooms Maximum Forces&Stresses for Load Combinations Load Combination ax ress a ios omen a ues ear a ues Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19.0 ft 1 0.129 0.062 1.60 1.00 1.00 0.97 1.000 1.00 1.00 1.00 4.05 368.6 2,857.7 1.16 26.3 424.0 Length=4.750 ft 2 0.125 0.062 1.60 1.00 1.00 0.99 1.000 1.00 1.00 1.00 4.05 368.6 2,939.9 1.01 26.3 424.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.4300 8.492 0.0000 0.000 2 0.0000 8.492 +D+S -0.0228 1.964 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 3.004 8.541 Max Upward from Load Combinations 3.004 8.541 Max Upward from Load Cases 1.609 4.574 Max Downward from all Load Conditio -2.120 Max Downward from Load Combinations -2.120 Max Downward from Load Cases(Resis -1.136 D Only 1.395 3.967 -0.985 +D+S 3.004 8.541 -2.120 +D+0.7505 2.602 7.397 -1.837 +0.60D 0.837 2.380 -0.591 S Only 1.609 4.574 -1.136 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#2: Beam at Old Restrooms Wall -Wood Short Spans CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b D(0.120)Lr(0.160)S(0.40) b D(0.1050)Lr(0?140)S(0.1750) b b b v 5.5x7.5 5.5x7.5 5.5x7.5 5.5x7.5 5.5x7.5 Span=8.250 ft Span=8.250 ft Span=5.50 ft Span=8.250 ft Span=8.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=7.0 ft Uniform Load on ALL spans : D=0.0150, Lr=0.020, S=0.050 ksf, Tributary Width=8.0 ft DESIGN SUMMARY S Maximum Bending Stress Ratio = o.67a 1 Maximum Shear Stress Ratio = 0.437 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb:Actual = 1,431.64psi fv:Actual = 133.10 psi F'b = 2,127.50psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.250ft Location of maximum on span = 8.250ft Span#where maximum occurs = Span#4 Span#where maximum occurs = Span#4 Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio= 1181 >=360 Span:5:S Only Max Upward Transient Deflection -0.005 in Ratio= 12198>=360 Span:4:S Only Max Downward Total Deflection 0.118 in Ratio= 839>=180 Span:5:+D+S Max Upward Total Deflection -0.008 in Ratio= 8670>=180 Span:4:+D+S Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues --S-Weal- V-a ues Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.249 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.78 414.0 1,665.0 1.06 38.5 238.5 Length=8.250 ft 2 0.249 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.78 414.0 1,665.0 0.96 38.5 238.5 Length=5.50 ft 3 0.118 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.85 196.7 1,665.0 0.73 38.5 238.5 Length=8.250 ft 4 0.249 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.78 414.0 1,665.0 1.06 38.5 238.5 Length=8.250 ft 5 0.249 0.161 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.78 414.0 1,665.0 1.06 38.5 238.5 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.409 0.265 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.06 945.0 2,312.5 2.42 87.8 331.3 Length=8.250 ft 2 0.409 0.265 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.06 945.0 2,312.5 2.18 87.8 331.3 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#2: Beam at Old Restrooms Wall -Wood Short Spans Maximum Forces &Stresses for Load Combinations Moment Values Shear Values Load Combination ax ress a ios Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v Length=5.50 ft 3 0.194 0.265 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.93 449.0 2,312.5 1.67 87.8 331.3 Length=8.250 ft 4 0.409 0.265 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.06 945.0 2,312.5 2.42 87.8 331.3 Length=8.250 ft 5 0.409 0.265 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.06 945.0 2,312.5 2.42 87.8 331.3 +D+5 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.673 0.437 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.15 1,431.6 2,127.5 3.66 133.1 304.8 Length=8.250 ft 2 0.673 0.437 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.15 1,431.6 2,127.5 3.31 133.1 304.8 Length=5.50 ft 3 0.320 0.437 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.92 680.2 2,127.5 2.52 133.1 304.8 Length=8.250 ft 4 0.673 0.437 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.15 1,431.6 2,127.5 3.66 133.1 304.8 Length=8.250 ft 5 0.673 0.437 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.15 1,431.6 2,127.5 3.66 133.1 304.8 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.351 0.228 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.49 812.2 2,312.5 2.08 75.5 331.3 Length=8.250 ft 2 0.351 0.228 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.49 812.2 2,312.5 1.88 75.5 331.3 Length=5.50 ft 3 0.167 0.228 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.66 385.9 2,312.5 1.43 75.5 331.3 Length=8.250 ft 4 0.351 0.228 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.49 812.2 2,312.5 2.08 75.5 331.3 Length=8.250 ft 5 0.351 0.228 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.49 812.2 2,312.5 2.08 75.5 331.3 +D+0.7505 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.553 0.359 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.06 1,177.2 2,127.5 3.01 109.4 304.8 Length=8.250 ft 2 0.553 0.359 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.06 1,177.2 2,127.5 2.72 109.4 304.8 Length=5.50 ft 3 0.263 0.359 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.40 559.4 2,127.5 2.07 109.4 304.8 Length=8.250 ft 4 0.553 0.359 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.06 1,177.2 2,127.5 3.01 109.4 304.8 Length=8.250 ft 5 0.553 0.359 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.06 1,177.2 2,127.5 3.01 109.4 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=8.250 ft 1 0.084 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 248.4 2,960.0 0.64 23.1 424.0 Length=8.250 ft 2 0.084 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 248.4 2,960.0 0.57 23.1 424.0 Length=5.50 ft 3 0.040 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.51 118.0 2,960.0 0.44 23.1 424.0 Length=8.250 ft 4 0.084 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 248.4 2,960.0 0.64 23.1 424.0 Length=8.250 ft 5 0.084 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 248.4 2,960.0 0.64 23.1 424.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1179 3.655 0.0000 0.000 +D+S 2 0.0514 4.595 +D+S -0.0023 0.418 3 0.0000 4.595 +D+S -0.0076 1.810 +D+5 4 0.0525 3.759 +D+S -0.0010 7.937 +D+S 5 0.1157 4.699 0.0000 7.937 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Max Upward from all Load Conditions 2.591 7.811 5.170 5.170 7.811 2.591 Max Upward from Load Combinations 2.591 7.811 5.170 5.170 7.811 2.591 Max Upward from Load Cases 1.842 5.552 3.675 3.675 5.552 1.842 D Only 0.749 2.259 1.495 1.495 2.259 0.749 +D+Lr 1.710 5.155 3.413 3.413 5.155 1.710 +D+S 2.591 7.811 5.170 5.170 7.811 2.591 +D+0.750Lr 1.470 4.431 2.933 2.933 4.431 1.470 +D+0.750S 2.131 6.423 4.251 4.251 6.423 2.131 +0.60D 0.450 1.355 0.897 0.897 1.355 0.450 Lr Only 0.961 2.897 1.917 1.917 2.897 0.961 S Only 1.842 5.552 3.675 3.675 5.552 1.842 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#3: Wood Drag Element @ Gridline 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Beam Bracing : Completely Unbraced p Density 31.210pcf D(0.3160)Lr(0.3720)S(0.7130) b D(0.0750)Lr(0.10)S(0.1250) a i x 41 5.125x12 Span=21.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=5.0 ft Point Load: D =0.3160, Lr=0.3720, S =0.7130 k, Starting at: 16.0 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio = 0.225 _ 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 1,412.00psi fv:Actual = 68.57 psi F'b = 2,676.77psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.650ft Location of maximum on span = 20.004ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.533 in Ratio= 472>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.879 in Ratio= 286>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max STess Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.263 0.110 0.90 1.00 1.00 0.98 1.000 1.00 1.00 1.00 5.69 555.2 2,114.1 1.08 26.3 238.5 +D+Lr 1.00 1.00 0.98 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.410 0.170 1.25 1.00 1.00 0.97 1.000 1.00 1.00 1.00 12.17 1,187.6 2,897.2 2.31 56.4 331.3 +D+5 1.00 1.00 0.97 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.527 0.225 1.15 1.00 1.00 0.97 1.000 1.00 1.00 1.00 14.47 1,412.0 2,676.8 2.81 68.6 304.8 +D+0.750Lr 1.00 1.00 0.97 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.355 0.148 1.25 1.00 1.00 0.97 1.000 1.00 1.00 1.00 10.55 1,029.5 2,897.2 2.01 48.9 331.3 +D+0.750S 1.00 1.00 0.97 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#3: Wood Drag Element @ Gridline 3 Maximum Forces &Stresses for Load Combinations Moment Values Shear Values Load Combination Max Stress Ratios Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb Ft V fv F'v Length=21.0 ft 1 0.447 0.190 1.15 1.00 1.00 0.97 1.000 1.00 1.00 1.00 12.28 1,197.7 2,676.8 2.38 58.0 304.8 +0.60D 1.00 1.00 0.97 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.091 0.037 1.60 1.00 1.00 0.95 1.000 1.00 1.00 1.00 3.41 333.1 3,641.5 0.65 15.8 424.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5 1 0.8787 10.807 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.485 3.024 Max Upward from Load Combinations 2.485 3.024 Max Upward from Load Cases 1.482 1.856 D Only 1.003 1.168 +D+Lr 2.141 2.502 +D+S 2.485 3.024 +D+0.750Lr 1.857 2.168 +D+0.7505 2.114 2.560 +0.60D 0.602 0.701 Lr Only 1.139 1.333 S Only 1.482 1.856 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood BeamProject File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#4: Gridline 4 Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(2.84 )S(3.3) D(0.07875.S(0.1313) G * * V 5.5x12 Span=16.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.0150, S=0.0250 ksf, Tributary Width=5.250 ft Point Load : D=2.842, S=3.30 at these locations on each span: 117.0, 0.0, 0.0, 0.0 ft DESIGN SUMMARY \ ....: Maximum Bending Stress Ratio = 0.995 1 Maximum Shear Stress Ratio = 0.396 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 2,747.19psi fv:Actual • = 120.79 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.752ft Location of maximum on span = 15.007ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.458 in Ratio= 419>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.832 in Ratio= 230>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment VTues ear a ues Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=16.0 ft 1 0.575 0.227 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.66 1,241.4 2,160.0 2.38 54.2 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.0 ft 1 0.995 0.396 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 30.22 2,747.2 2,760.0 5.31 120.8 304.8 +D+0.7505 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.0 ft 1 0.859 0.342 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.08 2,370.8 2,760.0 4.58 104.1 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.0 ft 1 0.194 0.077 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.19 744.9 3,840.0 1.43 32.5 424.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 I LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202i DESCRIPTION: BM#4: Gridline 4 Beam Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8317 8.409 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.194 5.537 Max Upward from Load Combinations 4.194 5.537 Max Upward from Load Cases 2.339 3.061 D Only 1.855 2.476 +D+S 4.194 5.537 +D+0.7505 3.609 4.772 +0.60D 1.113 1.486 S Only 2.339 3.061 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202; DESCRIPTION: BM#5: Wood Drag Element @ Gridline 5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Completely Unbraced D(3.179 S(3.75D(0.3160)Lr(0. 720)S(0.7130) Ns Ns Lr(0.10)S(0.1250) b b 5.125x16.5 Span=21.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations ' Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=5.0 ft Point Load : D =0.3160, Lr=0.3720, S=0.7130 k, Starting at: 16.0 ft and placed every 0.0 ft thereafter Point Load : D=3.179, S=3.750 k @ 13.0 ft DESIGN SUMMARY :',1 -\\ Maximum Bending Stress Ratio = 0.9611 1 Maximum Shear Stress Ratio = 0.412 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb:Actual = 2,515.20psi fv:Actual = 125.61 psi F'b = 2,620.28psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.953ft Location of maximum on span = 19.697ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.542 in Ratio= 464>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.967 in Ratio= 260>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination -1VI Stress Ratios Moment Values shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.532 0.228 0.90 1.00 1.00 0.97 0.969 1.00 1.00 1.00 21.52 1,110.7 2,087.2 3.07 54.4 238.5 +D+Lr 1.00 1.00 0.97 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.510 0.229 1.25 1.00 1.00 0.94 0.969 1.00 1.00 1.00 27.88 1,438.9 2,823.2 4.27 75.7 331.3 +D+S 1.00 1.00 0.94 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.960 0.412 1.15 1.00 1.00 0.95 0.969 1.00 1.00 1.00 48.74 2,515.2 2,620.3 7.08 125.6 304.8 +D+0.750Lr 1.00 1.00 0.95 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.481 0.213 1.25 1.00 1.00 0.94 0.969 1.00 1.00 1.00 26.29 1,356.8 2,823.2 3.97 70.4 331.3 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202. DESCRIPTION: BM#5:Wood Drag Element @ Gridline 5 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+0.750S 1.00 1.00 0.94 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.826 0.354 1.15 1.00 1.00 0.95 0.969 1.00 1.00 1.00 41.94 2,164.1 2,620.3 6.08 107.8 304.8 +0.60D 1.00 1.00 0.95 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.192 0.077 1.60 1.00 1.00 0.90 0.969 1.00 1.00 1.00 12.91 666.4 3,466.8 1.84 32.6 424.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.9673 11.113 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.177 7.366 Max Upward from Load Combinations 5.177 7.366 Max Upward from Load Cases 2.911 4.177 D Only 2.266 3.189 +D+Lr 3.405 4.522 +D+S 5.177 7.366 +D+0.750Lr 3.120 4.189 +D+0.7505 4.449 6.322 +0.60D 1.360 1.913 Lr Only 1.139 1.333 S Only 2.911 4.177 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Doghouse Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.24)S(0.3) 8 t b b 5.125x16.5 Span=22.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D=0.020, S =0.0250 ksf, Tributary Width= 12.0 ft DESIGN SUMMARY 0-� ' a 1K .''1 Maximum Bending Stress Ratio = 0.655: 1 Maximum Shear Stress Ratio = 0.313 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb:Actual = 1,743.07 psi fv:Actual = 95.42 psi F'b = 2,661.08psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.000ft Location of maximum on span = 20.635ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.461 in Ratio= 573>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.857 in Ratio= 307>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.387 0.185 0.90 1.00 1.00 1.00 0.964 1.00 1.00 1.00 15.63 806.5 2,082.6 2.49 44.2 238.5 +D+5 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.655 0.313 1.15 1.00 1.00 1.00 0.964 1.00 1.00 1.00 33.78 1,743.1 2,661.1 5.38 95.4 304.8 +D+0.7505 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.567 0.271 1.15 1.00 1.00 1.00 0.964 1.00 1.00 1.00 29.24 1,508.9 2,661.1 4.66 82.6 304.8 +0.60D 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.131 0.062 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 9.38 483.9 3,702.4 1.49 26.5 424.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Doghouse Beam Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8571 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.142 6.142 Max Upward from Load Combinations 6.142 6.142 Max Upward from Load Cases 3.300 3.300 D Only 2.842 2.842 +D+S 6.142 6.142 +D+0.7505 5.317 5.317 +0.60D 1.705 1.705 S Only 3.300 3.300 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#7: Bar Roof Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade : 24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Completely Unbraced D(0.320)S(0.40) b 3 b �� 5.125x15 ,\ Span=21.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.020, S =0.0250 ksf, Tributary Width= 16.0 ft DESIGN SUMMARY '�'\ .K .,0` Maximum Bending Stress Ratio = 0.960: 1 Maximum Shear Stress Ratio = 0.437 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb:Actual = 2,535.55 psi fv:Actual = 133.30 psi F'b = 2,641.48psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.679 in Ratio= 371>=360 Span:1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 1.250 in Ratio= 201 >=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment aV�s Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.553 0.255 0.90 1.00 1.00 0.97 0.978 1.00 1.00 1.00 18.56 1,158.8 2,097.0 3.12 60.9 238.5 +D+Lr 1.00 1.00 0.97 0.978 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.406 0.184 1.25 1.00 1.00 0.95 0.978 1.00 1.00 1.00 18.56 1,158.8 2,851.3 3.12 60.9 331.3 +D+5 1.00 1.00 0.95 0.978 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.960 0.437 1.15 1.00 1.00 0.96 0.978 1.00 1.00 1.00 40.61 2,535.6 2,641.5 6.83 133.3 304.8 +D+0.750Lr 1.00 1.00 0.96 0.978 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.406 0.184 1.25 1.00 1.00 0.95 0.978 1.00 1.00 1.00 18.56 1,158.8 2,851.3 3.12 60.9 331.3 +D+0.7505 1.00 1.00 0.95 0.978 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam Project File:diosa tigard_012355.EC6 LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-202. DESCRIPTION: BM#7: Bar Roof Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb Ft V fv F'v Length=21.0 ft 1 0.830 0.378 1.15 1.00 1.00 0.96 0.978 1.00 1.00 1.00 35.10 2,191.4 2,641.5 5.90 115.2 304.8 +0.60D 1.00 1.00 0.96 0.978 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.0 ft 1 0.197 0.086 1.60 1.00 1.00 0.92 0.978 1.00 1.00 1.00 11.14 695.3 3,535.2 1.87 36.6 424.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.2497 10.577 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.735 7.735 Max Upward from Load Combinations 7.735 7.735 Max Upward from Load Cases 4.200 4.200 D Only 3.535 3.535 +D+Lr 3.535 3.535 +D+S 7.735 7.735 +D+0.750Lr 3.535 3.535 +D+0.7505 6.685 6.685 +0.60D 2.121 2.121 S Only 4.200 4.200 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#8: Covered Patio Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)Lr(0.12)S(0.15) b b b b b 3.125x12 Span=18.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width =6.0 ft DESIGN...SUMMARY.........................................................................._. _. . . \\\\\ ... Maximum Bending Stress Ratio = 0.563 1 Maximum Shear Stress Ratio 0.252 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb:Actual = 1,555.20 psi fv:Actual = 76.94 psi Fb:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.000ft Location of maximum on span = 17.015ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.440 in Ratio= 490>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.704 in Ratio= 306>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.270 0.121 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.65 583.20 2160.00 0.72 28.85 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.454 0.203 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.51 1,360.80 3000.00 1.68 67.32 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.563 0.252 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.72 1,555.20 2760.00 1.92 76.94 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.389 0.174 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,166.40 3000.00 1.44 57.71 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.475 0.213 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.20 1,312.20 2760.00 1.62 64.92 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.091 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 349.92 3840.00 0.43 17.31 424.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#8: Covered Patio Beams Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7039 9.066 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.160 2.160 Overall MINimum 1.350 1.350 D Only 0.810 0.810 +D+Lr 1.890 1.890 +D+S 2.160 2.160 +D+0.750Lr 1.620 1.620 +D+0.750S 1.823 1.823 +0.60D 0.486 0.486 Lr Only 1.080 1.080 S Only 1.350 1.350 9.9 II 1,4 LL 5,0 25 MEMBER...»,�`,;_ IJl 348 526 7.03 8.80 1053 12.35 14.12 15.90 1161 Distance(ft) DO.ly9+D+G1+D+SB+D+6.166G +D+0 +0.60D Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam' LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#8: Covered Patio Beams 22 GI MEWIER• ,e. N 41 d,2 01 348 526 7,03 880 10,58 12,35 14,12 15,90 1767 Distance(ft) DOnly @+D+1,ii+0+5 1+0+6.IS02 M+0+6.1505 64+0.660 MEMBER-an 4. aaaabaa .mrpti��a�.�; .� p. .'.. 4 0, �^ m �qa 0 •0,4 r -0,72 13 3,48 526 7,03 880 10258 1235 WIZ 1590 1737 Distance(ft) oD9eli@+D+1,@+0+5i+D+0.15610+6+0.7505 +6060aGO'lyESOnly Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#9: Low Slope Roof Patio Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling S(0.25392,0) d b b v v D(0.09)Lr(0,12)S(0.15) b b b b d • 5.125x12 Span=22.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width =6.0 ft Varying Uniform Load : S=0.04232->0.0 ksf, Extent=0.0-->>7.270 ft, Trib Width =6.0 ft, (Drifted Snow) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.581: 1 Maximum Shear Stress Ratio = 0.244 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 1 fb:Actual = 1,592.82psi fv:Actual = 74.48 psi Fb:Allowable = 2,741.02 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S I Location of maximum on span = 10.839ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.744 in Ratio= 362>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 1.137 in Ratio= 237>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.259 0.094 0.90 0.993 1.00 1.00 1.00 1.00 1.00 5.70 555.64 2145.15 0.92 22.53 238.50 +D+Lr 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.435 0.159 1.25 0.993 1.00 1.00 1.00 1.00 1.00 13.29 1,296.49 2979.37 2.16 52.57 331.25 +D+S 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.581 0.244 1.15 0.993 1.00 1.00 1.00 1.00 1.00 16.33 1,592.82 2741.02 3.05 74.48 304.75 +D+0.750Lr 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.373 0.136 1.25 0.993 1.00 1.00 1.00 1.00 1.00 11.39 1,111.28 2979.37 1.85 45.06 331.25 +D+0.7505 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.486 0.202 1.15 0.993 1.00 1.00 1.00 1.00 1.00 13.67 1,333.35 2741.02 2.52 61.50 304.75 +0.60D 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#9: Low Slope Roof Patio Beams Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C t CL M fb F'b V fv F'v Length=22.50 ft 1 0.087 0.032 1.60 0.993 1.00 1.00 1.00 1.00 1.00 3.42 333.38 3813.60 0.55 13.52 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.1370 11.168 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.524 2.799 Overall MINimum 2.511 1.787 D Only 1.013 1.013 +D+Lr 2.363 2.363 +D+S 3.524 2.799 +D+0.750Lr 2.025 2.025 +D+0.7505 2.896 2.353 +0.60D 0.608 0.608 Lr Only 1.350 1.350 S Only 2.511 1.787 17 17 ,. f u //7 6 8 i /11":"' a aaaa �ro MEMBER >r ` '' 7.14 4.35 5.57 874 11.00 1322 15,44 17.66 19.87 22,09 Distance(ff) s DOtIy S+D+G I+D+S 1+D+0.7S6t!k+D+6.7SDS 1+0:60D Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#9: Low Slope Roof Patio Beams 3,6 2.0 ,,k Y 0.4 �., m MEMBER...» •1,2 •2,9 2,14 4,35 6,57 8,79 110 13.22 15,44 17,66 19.87 22,09 Distance(ft) DO,Iy 1+D+1 1+D+S 1+D+01SD1 1+D+01SOS A+2.60D MEMBER••• ,,,,, ter.- -03 "° '^ A,6 �fi 2 c m O .0,9 1,2 2,14 435 6,57 8.79 11,00 13,22 15,44 17,66 19,87 2209 Nance(ft) tD Only 1+D+L 1+D+51+D+01S01,1+D+0.ISOSD+6.60Ds1Oniy1S94p Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.340)Lr(0.340)S(0.4250) 5.5x24 5.5x24 a 5.5x24 `O\h Span=7.50 ft Span=28.750 ft Span=10.50 ft F 1,11 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D =0.020, Lr=0.020, S=0.0250 ksf, Tributary Width = 17.0 ft DESIGN SUMMARY OQesi;rw \. !Maximum Bending Stress Ratio = 0.474 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb:Actual = 1,276.74psi fv:Actual = 100.17 psi Fb:Allowable = 2,693.45psi Fv:Allowable = 304.75 psi Load Combination +D+Lr+H,LL Comb Run(*L*) Load Combination +D+0.750L+0.750S+H,LL Comb Run(**L) Location of maximum on span = 14.013ft Location of maximum on span = 26.817ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio= 576>=360 Span:3:Lr Only,LL Comb Run(L*L) Max Upward Transient Deflection -0.383 in Ratio= 470>=360 Span:3:Lr Only,LL Comb Run(*L*) Max Downward Total Deflection 0.704 in Ratio= 489>=180 Span:3:+D+Lr+H,LL Comb Run(L*L) Max Upward Total Deflection -0.538 in Ratio= 334>=180 Span:3:+D+Lr+H,LL Comb Run(*L*) Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+L+H,LL Comb Run(**L) 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+L+H, LL Comb Run(*L*) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+L+H, LL Comb Run(*LL) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+L+H,LL Comb Run(L**) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+L+H, LL Comb Run(L*L) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+L+H,LL Comb Run(LL*) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+L+H, LL Comb Run(LLL) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.091 0.168 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 2400.00 3.91 44.44 265.00 Length=28.750 ft 2 0.223 0.195 1.00 0.898 1.00 1.00 1.00 1.00 1.00 21.12 480.11 2154.76 4.55 51.70 265.00 Length=10.50 ft 3 0.179 0.195 1.00 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2383.11 2.91 51.70 265.00 +D+Lr+H,LL Comb Run(**L) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 3.26 37.04 331.25 Length=28.750 ft 2 0.316 0.200 1.25 0.898 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2693.45 5.82 66.14 331.25 Length=10.50 ft 3 0.286 0.200 1.25 0.993 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2978.89 5.82 66.14 331.25 +D+Lr+H,LL Comb Run(*L*) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.279 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 8.14 92.52 331.25 Length=28.750 ft 2 0.474 0.301 1.25 0.898 1.00 1.00 1.00 1.00 1.00 56.18 1,276.74 2693.45 8.78 99.77 331.25 Length=10.50 ft 3 0.143 0.301 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 99.77 331.25 +D+Lr+H,LL Comb Run(*LL) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.257 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 7.49 85.11 331.25 Length=28.750 ft 2 0.400 0.324 1.25 0.898 1.00 1.00 1.00 1.00 1.00 47.42 1,077.82 2693.45 9.43 107.18 331.25 Length=10.50 ft 3 0.286 0.324 1.25 0.993 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2978.89 5.82 107.18 331.25 +D+Lr+H,LL Comb Run(L**) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.145 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 19.13 434.66 3000.00 4.24 48.22 331.25 Length=28.750 ft 2 0.161 0.146 1.25 0.898 1.00 1.00 1.00 1.00 1.00 19.13 434.66 2693.45 4.24 48.22 331.25 Length=10.50 ft 3 0.143 0.146 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 48.22 331.25 +D+Lr+H,LL Comb Run(L*L) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.145 0.129 1.25 1.000 1.00 1.00 1.00 1.00 1.00 19.13 434.66 3000.00 3.77 42.86 331.25 Length=28.750 ft 2 0.316 0.200 1.25 0.898 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2693.45 5.82 66.14 331.25 Length= 10.50 ft 3 0.286 0.200 1.25 0.993 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2978.89 5.82 66.14 331.25 +D+Lr+H,LL Comb Run(LL*) 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.145 0.291 1.25 1.000 1.00 1.00 1.00 1.00 1.00 19.13 434.66 3000.00 8.47 96.30 331.25 Length=28.750 ft 2 0.433 0.291 1.25 0.898 1.00 1.00 1.00 1.00 1.00 51.32 1,166.38 2693.45 8.47 96.30 331.25 Length=10.50 ft 3 0.143 0.291 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 96.30 331.25 +D+Lr+H,LL Comb Run(LLL; 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.145 0.268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 19.13 434.66 3000.00 7.82 88.89 331.25 Length=28.750 ft 2 0.357 0.312 1.25 0.898 1.00 1.00 1.00 1.00 1.00 42.25 960.22 2693.45 9.10 103.40 331.25 Length=10.50 ft 3 0.286 0.312 1.25 0.993 1.00 1.00 1.00 1.00 1.00 37.49 851.93 2978.89 5.82 103.40 331.25 +D+0.750Lr+0.750L+H, LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.117 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 3.42 38.89 331.25 Length=28.750 ft 2 0.277 0.175 1.25 0.898 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2693.45 5.09 57.87 331.25 Length=10.50 ft 3 0.250 0.175 1.25 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2978.89 5.09 57.87 331.25 +D+0.750Lr+0.750L+H, LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.243 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 7.08 80.50 331.25 Length=28.750 ft 2 0.400 0.265 1.25 0.898 1.00 1.00 1.00 1.00 1.00 47.41 1,077.44 2693.45 7.72 87.75 331.25 Length=10.50 ft 3 0.143 0.265 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 87.75 331.25 +D+0.750Lr+0.750L+H,LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.072 0.226 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3000.00 6.59 74.94 331.25 Length=28.750 ft 2 0.345 0.282 1.25 0.898 1.00 1.00 1.00 1.00 1.00 40.84 928.26 2693.45 8.21 93.31 331.25 Length=10.50 ft 3 0.250 0.282 1.25 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2978.89 5.09 93.31 331.25 +D+0.750Lr+0.750L+H,LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.127 0.143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3000.00 4.16 47.28 331.25 Length=28.750 ft 2 0.158 0.148 1.25 0.898 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2693.45 4.30 48.87 331.25 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=10.50 ft 3 0.143 0.148 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 48.87 331.25 +D+0.750Lr+0.750L+H, LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.127 0.126 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3000.00 3.67 41.72 331.25 Length=28.750 ft 2 0.277 0.175 1.25 0.898 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2693.45 5.09 57.87 331.25 Length=10.50 ft 3 0.250 0.175 1.25 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2978.89 5.09 57.87 331.25 +D+0.750Lr+0.750L+H, LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.127 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3000.00 7.33 83.33 331.25 Length=28.750 ft 2 0.369 0.256 1.25 0.898 1.00 1.00 1.00 1.00 1.00 43.74 994.12 2693.45 7.47 84.92 331.25 Length=10.50 ft 3 0.143 0.256 1.25 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 2978.89 2.91 84.92 331.25 +D+0.750Lr+0.750L+H, LL Cc 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.127 0.235 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3000.00 6.84 77.78 331.25 Length=28.750 ft 2 0.312 0.273 1.25 0.898 1.00 1.00 1.00 1.00 1.00 36.97 840.19 2693.45 7.96 90.48 331.25 Length=10.50 ft 3 0.250 0.273 1.25 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 2978.89 5.09 90.48 331.25 +D+0.750L+0.7505+H,LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length=10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.750S+H,LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length= 10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.750S+H, LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length=10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.750S+H, LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length=10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.750S+H,LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length=10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.7505+H,LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length=10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750L+0.750S+H,LL Co 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.153 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 2760.00 7.58 86.11 304.75 Length=28.750 ft 2 0.375 0.329 1.15 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 2477.98 8.81 100.17 304.75 Length= 10.50 ft 3 0.301 0.329 1.15 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 2740.58 5.64 100.17 304.75 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.057 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3840.00 3.42 38.89 424.00 Length=28.750 ft 2 0.216 0.136 1.60 0.898 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3447.62 5.09 57.87 424.00 Length=10.50 ft 3 0.196 0.136 1.60 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3812.98 5.09 57.87 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.057 0.190 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3840.00 7.08 80.50 424.00 Length=28.750 ft 2 0.313 0.207 1.60 0.898 1.00 1.00 1.00 1.00 1.00 47.41 1,077.44 3447.62 7.72 87.75 424.00 Length= 10.50 ft 3 0.112 0.207 1.60 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 3812.98 2.91 87.75 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.057 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.56 217.33 3840.00 6.59 74.94 424.00 Length=28.750 ft 2 0.269 0.220 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.84 928.26 3447.62 8.21 93.31 424.00 Length=10.50 ft 3 0.196 0.220 1.60 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3812.98 5.09 93.31 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.099 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3840.00 4.16 47.28 424.00 Length=28.750 ft 2 0.124 0.115 1.60 0.898 1.00 1.00 1.00 1.00 1.00 18.74 425.97 3447.62 4.30 48.87 424.00 Length=10.50 ft 3 0.112 0.115 1.60 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 3812.98 2.91 48.87 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.099 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3840.00 3.67 41.72 424.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=28.750 ft 2 0.216 0.136 1.60 0.898 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3447.62 5.09 57.87 424.00 Length=10.50 ft 3 0.196 0.136 1.60 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3812.98 5.09 57.87 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.099 0.197 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3840.00 7.33 83.33 424.00 Length=28.750 ft 2 0.288 0.200 1.60 0.898 1.00 1.00 1.00 1.00 1.00 43.74 994.12 3447.62 7.47 84.92 424.00 Length=10.50 ft 3 0.112 0.200 1.60 0.993 1.00 1.00 1.00 1.00 1.00 18.74 425.97 3812.98 2.91 84.92 424.00 +D+0.750Lr+0.750L+0.450W- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.099 0.183 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.73 380.33 3840.00 6.84 77.78 424.00 Length=28.750 ft 2 0.244 0.213 1.60 0.898 1.00 1.00 1.00 1.00 1.00 36.97 840.19 3447.62 7.96 90.48 424.00 Length=10.50 ft 3 0.196 0.213 1.60 0.993 1.00 1.00 1.00 1.00 1.00 32.80 745.44 3812.98 5.09 90.48 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.7505+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length= 10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.450W+ 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length= 10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.7505+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 +D+0.750L+0.750S+0.5250E- 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.110 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.53 421.08 3840.00 7.58 86.11 424.00 Length=28.750 ft 2 0.270 0.236 1.60 0.898 1.00 1.00 1.00 1.00 1.00 40.93 930.21 3447.62 8.81 100.17 424.00 Length=10.50 ft 3 0.216 0.236 1.60 0.993 1.00 1.00 1.00 1.00 1.00 36.31 825.31 3812.98 5.64 100.17 424.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+Lr+H,LL Comb Run(*L*) -0.5384 0.000 +D+Lr+H,LL Comb Run(*L*) 2 0.7042 14.254 0.0000 0.000 3 0.0000 14.254 +D+Lr+H,LL Comb Run(*L*) -0.6347 10.500 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 14.888 17.886 Overall MINimum 7.118 8.777 +D+L+H,LL Comb Run(**L) 7.118 8.777 +D+L+H,LL Comb Run(*L*) 7.118 8.777 +D+L+H,LL Comb Run(*LL) 7.118 8.777 +D+L+H,LL Comb Run(L**) 7.118 8.777 +D+L+H,LL Comb Run(L*L) 7.118 8.777 +D+L+H, LL Comb Run(LL*) 7.118 8.777 +D+L+H, LL Comb Run(LLL) 7.118 8.777 +D+Lr+H, LL Comb Run(**L) 6.466 12.999 +D+Lr+H, LL Comb Run(*L*) 12.006 13.664 +D+Lr+H, LL Comb Run(*LL) 11.354 17.886 +D+Lr+H, LL Comb Run(L**) 10.001 8.444 +D+Lr+H,LL Comb Run(L*L) 9.349 12.666 +D+Lr+H,LL Comb Run(LL*) 14.888 13.332 +D+Lr+H,LL Comb Run(LLL) 14.236 17.554 +D+0.750Lr+0.750L+H, LL Comb Run(* 6.629 11.943 +D+0.750Lr+0.750L+H, LL Comb Run(* 10.784 12.442 +D+0.750Lr+0.750L+H, LL Comb Run(* 10.295 15.609 +D+0.750Lr+0.750L+H, LL Comb Run(L 9.280 8.527 +D+0.750Lr+0.750L+H, LL Comb Run(L 8.791 11.694 +D+0.750Lr+0.750L+H, LL Comb Run(L 12.946 12.193 +D+0.750Lr+0.750L+H,LL Comb Run(L 12.457 15.359 +D+0.750L+0.750S+H,LL Comb Run(** 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(*L 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(*L 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(L* 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(L* 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(LL 13.792 17.005 +D+0.750L+0.750S+H,LL Comb Run(LL 13.792 17.005 +D+0.750Lr+0.750L+0.450W+H,LL Comb 6.629 11.943 +D+0.750Lr+0.750L+0.450W+H,LL Comb 10.784 12.442 +D+0.750Lr+0.750L+0.450W+H,LL Comb 10.295 15.609 +D+0.750Lr+0.750L+0.450W+H,LL Comb 9.280 8.527 +D+0.750Lr+0.750L+0.450W+H,LL Comb 8.791 11.694 +D+0.750Lr+0.750L+0.450W+H,LL Comb 12.946 12.193 +D+0.750Lr+0.750L+0.450W+H,LL Comb 12.457 15.359 +D+0.750L+0.750S+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.7505+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.7505+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.450W+H,LL Comb 13.792 17.005 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750L+0.750S+0.450W+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.5250E+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.5250E+H,LL Comb 13.792 17.005 +D+0.750L+0.7505+0.5250E+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.5250E+H, LL Comb 13.792 17.005 +D+0.750L+0.7505+0.5250E+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.5250E+H,LL Comb 13.792 17.005 +D+0.750L+0.750S+0.5250E+H,LL Comb 13.792 17.005 Lr Only,LL Comb Run(**L) -0.652 4.222 Lr Only,LL Comb Run(*L*) 4.888 4.888 Lr Only,LL Comb Run(*LL) 4.236 9.109 Lr Only,LL Comb Run(L**) 2.883 -0.333 Lr Only,LL Comb Run(L*L) 2.231 3.889 Lr Only,LL Comb Run(LL*) 7.770 4.555 Lr Only,LL Comb Run(LLL) 7.118 8.777 L Only,LL Comb Run(LLL) 51 . - ._ _ : 33 L 1ry kyymA1�lolio E MEMBER•-» .... b a , 14 \817 .38 4,47 8.71 1330 17,88 22,48 27,07 31.66 36.5 4175 45,34 Distance(ft) t+D+ltit IlCamBRnn(UUI) 1+D+1+H,11 Cad iyn(414) 1+0+I+11,ItCambRdu(sit) 0+D+1+H 11(otPo WI I+1+1+11 Mani Inn(tot) 1+D+1+N 11 Cant Fun(11) +D+I+N,IICamoRnn(lit) 1+D+1+H,t1 Comb inn loot) I+D+D+R,II Comb Inn('V) I+D+b+H,11(anb inn(oll) I+D+b+N11 Cot Rollo) I+D+1+NIICamo inn Rot) I+D+b+H,1.1CanoRnnRV) I+D+1,4 tt Cad inn(ttt) 1+0+0.IS6MTS 61+11,tl(amiRun(a+l) +D+0.756b+6.1S0ItN,1lCanb inn(N I +D+0.150b+0.7561+H,1i Cant Inn(4l) 1+D+0750b+0,7501+H,Iltamb inn(1'( :+D+07551+D.1561+H,11 Cant Inn Rol) 1+D+0.7S6b+0.1S0t+N,Eel inn Rio) /+0+61S61,+01561+11,l1CambRn'(lll) 1+D+0.7001+6.1S06+H,II Comb Inn(o?I) I+D+01S61+D7551+N,IlCambRnn(oto) +D+0.IS01+0.I505+N,11(am6 inn(nl1), +D+07501+5,7S5S+N,it Cant Inn(VI( 1+D+0.7S51+07505+NII(ambinnRot) '+D+6.7551+67SMS+N11anbinn(111) 1+D+0,7301+5.7505+N,II(amoRun(III) I+D+b1S6b+0.1S01+04S6W+N,IIConBRnn(Pt)I+D+6JS6b+0.1S0I+6.4S6W+N,IICanaRnn(4a) 1+D+0.756b+0.7S01+D.4S0W+H,II(anb Inn(4l)I+0+0.1S0b+0.7501+6.4S5W+N,I1Canb Inn(Na)I+D+6.7S5b+0.7S61+0.4SDW+N,it Comb Inn(It1)I+D+0.1SD11,++I 501+0.4S0W+H,11CamB Inn(lla)I+D+6.1S6b+0.7501+0.4SOW+H,IICanbRon(llli'+D+0.1561+01S0St6:4S6W+N,1lCant Run(loll +D+57561+0JS65+0.4S0W+N,II(anl,inn(ois)1+D+0.1S01+6.7S6S+6.4S0W+N,Il Cant Rnn(oil)"+6+0.1501+D,TSDS+6.4S0W+H,itCamn Inn(1")1+D+0.1S01+6.150S+04S5W+H;lltamb inn(III)1+D+6.7561+0.7505+6AS6W+H,lt(amDRnn(Il+)I+D+075DI+0.7505+6.4S6W+N,lt Cant inn(t4) 1+D+01S61+0IIS5S+6,S2S0E+N,Iltanu Inn log)V+D+0,1S01+6.7505+3.5250E+N,Ittamb Run(olo)•+D+0 7S01+D.7S55+6:S5S0E+H,11 Cana Inn(oll)I+D+0.7S01+6.1SMR+0.S5S0E+N;ll Como Run(too).t+D+0.1S 11+0.7S6E+6.S5S0E+N,lt(anb Rnn(UI(I+D+0,1561+0.1S0S+6.S1S0E+11,11 Cano Rnn(RUC 1+D+07S61+0.1S6S+6.SSSSE+N,ll Cano Rnn lilt) Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#10: Covered Patio Ridge Beam IO 2 MEMiv-n> m � � in •11 4A1 8,71 1330 17,89 22,48 2101 31h6 36,25 40,15 45,34 Distance(ft) O+D+I+N,l1(amDRa.loot) 0+6+I+H,0.CamoRY'(1( 6+D+I+H,11 Comb R.,(+1l) 1+6+1+H,11Lam6RYn(1++) 1+6+t+H,11Cam6RY.Rot) 1+6+1+H,t1Cam6R.,(1N) E+6+l+N,ll(ambRYn(tI1( I+D+6+11,116mbRYe(°1) I+D+1+HILCam6Ran(+V) I+6+1�+H,110mbR..(41i 1+6+b+N,11CamsPY'(V+) I+D+1+I0,ItCamsRY.(tol), 1+D+1+N,1LCamoR..(101 1+6+1+N,It Como RYA(lll) 1+D+0.1561�+0.7S01+H,11CambRYnl+4) +D+6.1SOL+5.7561+H,l1tam6RY'(+t) +6+6.1S6b+6JS01+H,LLCamsRYnloll) 1+6+61666+6.1601+H,11CambR..(t+i( +5+6.1551+0.1S0l+H,Ittam6RY�(11) 1+6+6.1SDI�+6.TSOL+H 11Cam6RY,(Il) I+6+0.156b+0.7561+H,11(ar oRYn(11I) I+6+6.1S01+6.156S+H,1tCam6R,nrot) I+D+6.1501+O1S6S+H;It(amoRY.(+N) +D+D.1SO1+3.1S0S+N I1Com4R..(otl( }D+61S61+01S7S+0,IICam6RY,(N+) +D+0.1SOI+6ISOS+H,11LambRY'(Nl) +D+0.1S61+6.1 SOS+H11Com6RY.(tL') 1+D+6.1S01+6.1SOS+H,11Cam6RYn(III) I+D+D.1S01�+61S01+04S0W+N,LLCombRIn(+4)1+D+6.1SOL+6.150I+64S6W+N,11Com6RYn(+1+) 1+6+6.1501,+6.7561+0.4S3W+H,tt(ambRan(4I)I+D+01S06+6.1S0L+6.4S6W+N,ttCam6RYn(l++)I+6+61551+6.1SDI+0.4SOW+N,LltombRYn(1+t)I+D+6.1S00+6.1561+0456W+H,EICambR..(Ito)1+D+6.1S07+61S0I+D450W+N,IICam6RYn(IIL) +D+6.1S01+6.1SIS+I.S0W+N,l1Cam6RY,(""t) +D+6.1501+61S6S+6.456W+H,11CambRYn(+V(1+D+O1SOt+6.1S6S+6.4SOW+N,tt(amDRY�(+II( +6+O1S61+6.1SOS+04SOW+N,II(amORY�(V+)1+D+6.1501+61505+0.4S6W+H 11Coo6Ran(NI(1+D+6.1SO1+O1SIS+DASOW+N,I1tamDRY�(U+(I+6+0.1S0t+6.150S+5.4SOW+H,llfam6RYa(0.l) I+D+0.1501+3.1SDS+3.5250E+N,IICamDRYo(4+1) +D+0.1SO1+6.1S0S+0.S3S3E+H,11Cam6RYn(4+) +6+6.156E+6.1SDS+O:S3SDE+N,ItCam6Run(all)1+D+6.1SOI+O.1S5S+0S2SSE+N;l1Cam6RY(l++)i?+0+6.1S01+0.1S6S+O,S2SDE+N,II Carlo RY.Rot)1+D+6.1SO1+6.1S5S+6.S2S6E+11,It Cant RY.poi I+6+6.1501+6.166S+0.5250 E+H,I I Cam 6 RY.(111) 0,6 03 4 • �VA�o�AAwa ax. � .p, ,�MEMSER » ��ev v�,��� vvo v ovovvv v � O1 vv�v� »�, �. ems. '��� LL .. � *.,a. �\��i�\lt Rl�c+ti� .w�\�\+e���\.�ae...�� � "v+ •�6'a„w. CI �y •0.4 •0,1 4,41 835 13.30 17.65 22,00 26,34 30,69 3504 40.13 44,90 Distance(ft) +6+1+H,IlCam6R..(01.) 1+6+t+11,11Cam6RYn(4+( 1+6+1+H,IlComoRY'(+111 1+6+101,116mbR..(L++) 1+D+1+H,LLCaml Run(P1) a+D+t+H,Iltamo Re,(11) e+0+1+H,It Comb R..(tit) 1+6+1+H,IICam6RYH("II I+D+111,11(ambRYn('t1) I+D+1+H,It Lamb R.n(41) 1+6+1+H,11Cam6RYn(V+) I+6+6+H,lttamoRY'(tot) 1+D+6+H,Earl)R..(tto) 1+6+1+H,llCam6RYn(Ill) 1+D+61560+6.7561+N,It Colo RY.lot) +6+0:15017+6.1561+N,ItComoRYn(ol') '+D+6.1501+O15D1+N;llCamb0Yn(att) I+D+OlSOl�+O1S01+H tlCam6RY'(l4+( +D+01SOI7+6.1S01+R,11 Lamb Run IN I+D+67561,+0.1S01+H IICam6 Run(ltl( 1+6+61S60+6.1561+N,11Caob0,n(Ilt) I+6+6.1501+6150S+H,llCamSRYo(oot) 1+D+6.1S01+D.1S15+0,11fam6RYn(+V) +6+DlS01+6.1SI5+N,t5Co�"Rti('t1) +D+O1S61+5.1SOS+N,itCom6RYn(V+) I+D+6.7561+0.1S65+H atam6R..(toll e+D+61S01+61S0S+N;ltCam6RY.(111)` 1+D+6,1501+O1506+H,1ICam6RYn(ltt) I+D+6.1SOI�+O1S01+64SOW+N,LI(am6Rnn(a4(I+D+01SDb+6.1SOI+6.4SSW+H,l1Cam6RYn(p1) 1+D+01S0I+6.1SDt+6.4SOW+N;IlCam6RY(+0.)1+0+6.1S6I+O.1SOl+64S0W+H,I1Cani41 n)V+)I+5+6]SOL+6:1S61+0.4S6W+H,ttCam6Ra.(Vt)I+D+0.15O7+51S01+0,4SOW+H,0.CamDR..(II+)1+D+O.1S01+6156l+04SOW+N,LICamDRY(11tf +D+O•1SO1+0;1S6S+64S6W+N,IILam6RY+(+�I)' +D+01501+6:1S0S+0.4S0W+H,11 Como R.,(at+)1+D+67511+6.1S0S+64S6W+H,II Comb RYn(+hl) 's'+6+616OI+6.1S05+0,4SOW+N,l1Cam6R.n(l++)S+6+D1S01+6156R+0.4S641+H,llCam6RYq(L+t)1+D+6.1S01+0.1S0S+OASOW+H,II(am6R.�(II1)1+D+O.ISDI+6.1S6S+64S6W+N,11ConRR,(t0.) I+D+6.1S0t+6;1S0S+0S2S0E+U,I1 Cant RYa(toll 1+D+61SO1+0.1S6S+5.SSSSE+H,lICam6RYn(at+) +D+61SS1+61S55+6S2S0E+NIt Lamb RYA(+II(1+D+6.1S0I+61505+0.5250E+H,II Comb RYA(U+)R+0+6.1SRL+OIS0S+0SSSOE+N,11 Camp RY4 Rot)1+D+O1S0I+0.1S0S+6S2SDE+H,ttCam6RYn(11+(, I+0+0.1S01+O.1S6S+0.S2SDE+N,It Cant Run(1Il(Il9.ly,tlCam6RSn(++t(" SlOaly,L1Cam6RYm(+U) I60.1y,ILCam6RYn(4l) ItOdy;0.(am6RYp{t++l It7Odp,Il(anibRYA(l+l) 160aly,ItCa,6RYe([01 lOnly llCamSRYn(tll4 IOdy 11Cam6R.+(ut) 0lI ly,II(amDR..(+1J) a 19.1y,Emit,RS.('II) 1tOd1,IICam6RY.(V+) Itldy,l1Cam6Ro(tot) I II ly,ItComoR..(Ito) IlI.ly It(a,6R..Pt) Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#11: Patio Arch Headers CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,200.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,200.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,550.0 psi Eminbend-xx 660.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 &Better Fv 180.0 psi Ft 800.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b 0 0 b 0 4x12 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.020, S=0.0250 ksf, Tributary Width=7.50 ft DESIGN SUMMARY \\\`Desi$nOK Maximum Bending Stress Ratio = 0.221: 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 336.00 psi fv:Actual = 33.18 psi Fb:Allowable = 1,518.00psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 6.080ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 6162>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.025 in Ratio= 3423>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFI/ C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.126 0.091 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.92 149.33 1188.00 0.39 14.74 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.221 0.160 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.07 336.00 1518.00 0.87 33.18 207.00 +D+0.7505 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.191 0.138 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.78 289.33 1518.00 0.75 28.57 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.042 0.031 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 89.60 2112.00 0.23 8.85 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0245 3.526 0.0000 0.000 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#11: Patio Arch Headers Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.181 1.181 Overall MINimum 0.656 0.656 D Only 0.525 0.525 +D+S 1.181 1.181 +D+0.750S 1.017 1.017 +0.60D 0.315 0.315 S Only 0.656 0.656 2,1 lb 1.1 C g _wawa„ 041`5 • MEMBER...9> 066 1,35 204 2.73 3,42 4,11 423 5.52 6,1 6.90 Distance(fk) Dot +D+S 1.0+6JSMS 1'+D.5DD Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#11: Patio Arch Headers 1.2 0,6 MEMBER...›, m N --...,..........4 ....„ -0d 1441111111 .1.2 0.66 1,35 2,04 213 3.42 4,11 483 5.52 621 6.90 Distance(ft) DOnIO I+D+S I+D+D.756S I+0.6DD MEMBER-•r>'a .0.006 •0,013 15 •0,019 •0,02S 0,66- 135 2,04 213 3,42 4,11 4,80 5.49 6.18 6,87 Distance(ft) g Dot I+D+S I+D+6,1SDS I+0:660 1S4+Iy Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.220)S(0.2750) h a 5.125x12 5.125x12 5.125x12 � 5.125x12 , Span=9.0 ft , Span=9.0 ft „ Span=9.0 ft „ Span=5.0 ft t Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D =0.020, S=0.0250 ksf, Tributary Width = 11.0 ft DESIGN SUMMARY �0 . '0 [Maximum Bending Stress Ratio = 0.244 1 Maximum Shear Stress Ratio = 0,156 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 519.82psi fv:Actual = 47.63 psi Fb:Allowable = 2,127.50psi Fv:Allowable = 304.75 psi Load Combinatiorn-D+0.750L+0.750S+H, LL Comb Run(***L) Load Combination+D+0.750L+0.750S+H,LL Comb Run(***L) Location of maximum on span = 9.000ft Location of maximum on span = 8.089 ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.083 in Ratio= 1454>=180 Span:4:+D+0.750L+0.750S+H, LL Comb Run(***L) i Max Upward Total Deflection -0.006 in Ratio= 18777>=180 Span:3:+D+0.750L+0.750S+H,LL Comb Run(***L) Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CI_ M fb F'b V fv F'v +D+L+H,LL Comb Run(***L) 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H, LL Comb Run(**L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(**LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fit F'v Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(*L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(*L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(*LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(*LLL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(L***) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(L**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(L*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(L*LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H, LL Comb Run(LL**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(LL*L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(LLL* 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+L+H,LL Comb Run(LLLL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=9.0 ft 1 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 1.01 24.58 265.00 Length=9.0 ft 2 0.104 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 1850.00 0.89 24.58 265.00 Length=9.0 ft 3 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.98 24.58 265.00 Length=5.0 ft 4 0.145 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 1850.00 0.89 24.58 265.00 +D+Lr+H,LL Comb Run(***L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H, LL Comb Run(**L* 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(**LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(*L** 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H, LL Comb Run(*L*L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(*LL" 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(*LLL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(L*** 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(L**L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(L*L* 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(L*LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+Lr+H,LL Comb Run(LL** 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(LL*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(La' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+Lr+H,LL Comb Run(LLLI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cl Cr Cm C t CL M fb F'b V fv F'v Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H,LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 1.01 24.58 331.25 Length=9.0 ft 2 0.083 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2312.50 0.89 24.58 331.25 Length=9.0 ft 3 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.98 24.58 331.25 Length=5.0 ft 4 0.116 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2312.50 0.89 24.58 331.25 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.7505+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750L+0.750S+H,LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.95 47.63 304.75 Length=9.0 ft 2 0.175 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2127.50 1.73 47.63 304.75 Length=9.0 ft 3 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.90 47.63 304.75 Length=5.0 ft 4 0.244 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2127.50 1.73 47.63 304.75 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 1.01 24.58 424.00 Length=9.0 ft 2 0.065 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 191.74 2960.00 0.89 24.58 424.00 Length=9.0 ft 3 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.98 24.58 424.00 Length=5.0 ft 4 0.091 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 268.29 2960.00 0.89 24.58 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V fv F'v +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.95 47.63 424.00 Length=9.0 ft 2 0.126 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 371.50 2960.00 1.73 47.63 424.00 Length=9.0 ft 3 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.90 47.63 424.00 Length=5.0 ft 4 0.176 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.33 519.82 2960.00 1.73 47.63 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H,I 1 0.0234 3.987 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H,I 2 0.0090 5.013 +D+0.750L+0.750S+0.5250E+H,I -0.0005 0.570 +D+0.750L+0.750S+0.5250E+H,I 3 0.0002 2.848 +D+0.750L+0.7505+0.5250E+H,I -0.0058 7.405 +D+0.750L+0.7505+0.5250E+H,I 4 0.0825 5.000 0.0000 7.405 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.495 4.457 3.273 4.416 Overall MINimum 1.495 4.457 3.273 4.416 +D+L+H,LL Comb Run(***L) 0.772 2.300 1.689 2.279 +D+L+H, LL Comb Run(**L*) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(**LL) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(*L**) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(*L*L) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(*LL*) 0.772 2.300 1.689 2.279 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +D+L+H, LL Comb Run(*LLL) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(L***) 0.772 2.300 1.689 2.279 +D+L+H, LL Comb Run(L**L) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(L*L*) 0.772 2.300 1.689 2.279 +D+L+H, LL Comb Run(L*LL) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(LL**) 0.772 2.300 1.689 2.279 +D+L+H, LL Comb Run(LL*L) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(LLL*) 0.772 2.300 1.689 2.279 +D+L+H,LL Comb Run(LLLL) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(***L) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(**L*) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(**LL) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(*L**) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(*L*L) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(*LL*) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(*LLL) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(L***) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(L**L) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(L*L*) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(L*LL) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(LL**) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(LL*L) 0.772 2.300 1.689 2.279 +D+Lr+H, LL Comb Run(LLL*) 0.772 2.300 1.689 2.279 +D+Lr+H,LL Comb Run(LLLL) 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.772 2.300 1.689 2.279 +D+0.750L+0.750S+H,LL Comb Run(** 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(** 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(** 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(*L 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H, LL Comb Run(*L 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(*L 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H, LL Comb Run(*L 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(L* 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H, LL Comb Run(L* 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(L* 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H, LL Comb Run(L* 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(LL 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(LL 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(LL 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+H,LL Comb Run(LL 1.495 4.457 3.273 4.416 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,BuiId:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.772 2.300 1.689 2.279 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.450W+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.7505+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.495 4.457 3.273 4.416 L Only, LL Comb Run(LLLL) Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam 21 0,6 09EMBER.->r I d,4 •5,4 3,08 638 9,46 1216 16,06 19,14 22,44 25.83 2884 32,00 Dtaoce(ft) I+D+I+N,1L(ni Ruu(+++t) 1+D41+0,It Cal Run(++Vl I+D+L+HllfaniORun(+4L) I+D+I+N,[1LamDRun(4") 1+D+1+N,It(omO Run(+NL) 1+D+1+N,LILamA Run(+iV) 1+D+1+N,ltConuo Run(+LLL) I+D+1+H,ILLa'D Run(V++) I+D+L+Ntt Cant Run(toll I+D+1+N,11Lam0Ruu(1L+) I+D+I+H,it Comb Run(Vl1) I+D+1+H,L1Camb Run(0.++) I+D+t+H,Ilfam0Run(11+I) I+D+1+N,LICamt,R..(UV) I+D+L+N L10,40Run lilt +D+L+H,LLCam0Run("4) +D+b+N,LLLombRun+++ U 1+D+b+N,11 Col Run+++ ( ) I ) ( L) I+D+b+H,11CambRun( 111 (L) I+D+btN,lLCamORur(+VL) I+D+D+H ltCambRun(+tl+) I+D+Il+N,11CamD Run(4111 1+D+G+N,0.CambRuuO+++1, tO+b+H,ll Comb Run(V+ll +D+1+N,((Cam Run(Vl+) I+D+b+H11 Cant Run(V111 „+D+11+NLLCamORun(W+) I+0+b+R,11Lamb Run(LK) I+D+b+N,It Cant Run pie) I+D+1,+H,((CaibRun(Mt) I+6+6.750E+O.1501+H;Mont Run(+++I) I+D+D7S0b+Q.T501+N,LI Como Run(++V) I+D+0,759b+0.791+11,Llfomb Run(141) I+D+0.1S0L++0.150t+11,LLLamb Run(+V+) I+D+6.1S6b+p7501+N;Li Lam Run(+l4) +D+0.7501,+0.1561+H,LL0n Run(+IL') +D+6.JSOLI+01501+N,1ILomSR.,(411) I+D+0.790b+6.1501+H,LaOamS Run(1+++) +D+6.7SOb+6.1S61+H,LLCM Run(V4) 1+0+0,7511+0.1901+N,LI Comb Run(NI) I+D+0.1S01,+67501+N,LLLamSRun(I'll) I+D+0,1SOb+0.J501+N,11(am0Run(IL") I+D+0.15l1+6.7S01+N,1t Caro Run)LVl) +D+0.7901+6.JS01+N,LLLamS Run(L1V) +6+0.JS0b+6A901+H,11Cam6 Run gilt) I+D+0,7SO1+6750S+H,LiCom Run(04) 1+D+0.1561+0.755S+H,LICamb Run(++1+) I+0+6.7501+0.756S+N,LI Cont Run(++U) I+6+0.7591+0.1505+H,11Camb Run(4") I+6+0.7S0L+Q.750S+N,lICanb Run(+Vl) I+D+0.7501+0.750S+H,LICamSRun(41) I+D+0.7S01+0.1S0S+H,1ILamb Run(sil1) I+D+6.I961+6,7505+H,LIComS Run(V'') 1+D+6.JS5I+6.1S00+N,It Cob Run pi) I+D+6.1S01+9.TSOS+N,Ewa Run(VII '++ ;+D+Q.7SOl+D.1S0S+K,LL Cent Run(NI ) +D+6.7S01+0.7S9S+N,11CambRun(LI") I+D+6.7501+0.7565+H,IICanSS Run (Lt+1) e+D+0.1S61+0.IS0S+N,LILanS Run(ILO ) I+D+O,1S61+0.7SDS+H,LIOnS Run 111I I+D+O.1SO1+6.7SD1+6.4SOW+N,LICanbRun( L)I40+O.7S0b+0.JSDI+0.4S0W+H;11CambRun(+4+)I+6+0.JS011+0.1501+0.4S08+H,LICombRun("ILI +D+OT90II+0.1S61+0.4SOW+N ILCantRun(4") +D+0.7S6b+6.1S0I+0.4SOW+H,LLCambRun 1Vl I+D+61SOb+0.7571+6.490W+N 1 )n 1 +( I ,[LCom*Ru(LL ,i+D+6.7S6b+0.1SOt+0.4S6W+H,11LamR Run(+111)1+6+0.1S0b+O.1S61+04S08+N,dCambRun(V++l I+D+0.7S6b+O.1SO1+0.4S08+N,11CamD Run(i+4)1+D+O.ISOD+6TSO1+0.4SOW+N,0.Cal Run(VN)1tD+6.TS6b+O.1SO1+0:4SOW+N,llComoRun Vl1 I+D+0:JS0b+0.TSO1+6.4S08+NltCambRun 11++ I+D+O.TSOII+D,7551+0,4S0W+11,II Cant Run(114)I+D+0.790b+6.1501+6.4S0W+H,Illamb Run(LII')I+D+IIS6h+0.7591+0490W+11,Llfamb Run(LIII) +D+0.1S01+0.JS05+0.4S6W+HLiCama Run("4) +D+➢.JS01+0.7505+0.4S08+N,LI Cant Run("VlI+D+0.7S11+0.1S6S+6.45641 n(++ 1+D+0.1S01+O.1S0S+0.4S5W+N,1ICat Run 4++ I+D+6.1S01+O.IS6S+6.450W+N,ILCommRun++ + + ("+) +11,IIOnSRu(11 ,(+� (1 L)I+D+6.1S01+0.ISOS+O.QS6W+N,11CamCRuu(0.)I+6+O.1S01+0,)S6S+6.4S0W+H llfamDRuu(+lt1l I+D+O.156E+61SOS+0.4S6W+N;lttamDRuu(1 ) tD+O.1S61+Q.1S6S+64S6W+N,lLCamDRuu(V11 +D+6.7S61+0.1S5S+6.450W+N;[10,40Ru(1 L)I+D+0.JS01+Q.7S7S+0.45044+H,LL Camb Run(111).+D+01501+07SOStD.454+N,1t Cart Run(11")I+D+0.7001+61S0S+0.4SOW+N,ltfambRuu(LVL)I+D+0.7501+Q1S6S+04S0W+11,Mono Ruu 11V I+D+0.1S01+6.1S0S+0.450W+N 11Camb un I+0+6.1S01+QIS5S+6.52S0E+R,LI Coro Run(++4)I+D+Q1SO1+6:1S05+0.S5SOE+N,LIComSRun(+4+)I+D+6.1501+QJS6S+6.S50E+H,LICam0Run(++11)I+D+6.1S01+0.1S0S+O.Si50E+H,LLCMRuu4++1+D+6.1S0t+0.1505+0,S2S0E+NItCanSRun(+Vt + Rn1+IL ,,, I I ( ) D+6JS61+I.7575+Q.5257E+H,LIComoRun(11) i1+D+0.1S0t+6.1SOS+O:S2S6E+N,LL[amDRun(+Llt)I+D+0,1S01+O.1S6S+6.S2S0E+N,0.LamDRun(1 l ,tD+6.1S01+6.1SOS+0.S2S6E+NttLomo Run(U+1)1+D+6.TSOl+Q.1SOS+0.S2S0E+N,t1 Comb Run(NV)I+D+O.1S01+OISOS+0.S2S6E+H,LlLamb Run(I+LL)I+D+0.7901+Q.TS6S+O.S2S6E+N;11ComDRun(Lt++) I+D+0.7501+0,7S0S+0.S5S0E+H,LLLan Run(LK) +D+0.1561+6J50S+6.5250E+H,ILCamb Run(ILO) :+D+0.7561+0.1S0S+0.S256E+H,LLCamb Run(LLLI) 2,2 10 '2 ME ...]] oN m •12 d,4 3,58 638 9,46 1216 1606 19,14 22,44 25,63 28,84 32,00 Distance(ft) I+D+L+N,It Cant Run("4.) ItD+t+11,IICamDRun(++1+) 1+D+1+H,LiCam7 Run("II) I+D+1+11,LLOnS Run('I") I+D+I+H;1ICamp Run(44) ,+D+1+11,LI Como Run(4V) 1+D+I+N,IIfant Run MIL) 1+D+101,L1.0m0Pun(V++) 1+D+1+N,ltfantPun(1++1) I+D+1+N,lIComSRuu(11V) 1+D+1+11,II Como Run(4l) 1+D+1+H,LI Cad Run(IP) 1+D+10111f040Run(IV1) 1+D+1+N,110mb Run(RV) 1+D+1+11,LL(aut Run(IIII) +D+L+N,IICamSRu'("4) +D+1+H,LLCamb Run(u1i) I+D+b+H,lt Caro Run(++ll) R:+D+II+N 11Cam0R4u(+V+) 1+6+1+N LlfamI,Run(4 4) I+D+1I+H LI0anSRun141) I+D+11+11,LICant Run('I11) I+D+b+N,l1Cam0Run(1+++) +D+b+(1,0.famb Run PI) +D+1+11,II Cant Run(PO+) 1+D+11+NlI Col Run(I+LL) +6+1+1I1famLRun(I1.0+) I+D+IU+N,It Cot Run(WI) I+D+b+N,LI Como Run(III') I+6+b+11,ll Cant Run(11111 I+D+6.7S0b+O.ISQI+N,ILLams Run(++4) II+0+0.7S66+0,1551+N,ItCanS Run(++I') I+D+6.7S0b+0.7S61+H,Lt Cot.Run("it) I+D+0.7S0D+Q.7501+N,II Caro Run(+V+) I+D+6.750b+0.7S01+Hdl Comb Run(44) +0+6.7506+6.750I+N,IICARuu(+tl+) +D+0,1SO1,+6JS5I+N,LI Cont Run(SLII) I+D+0.750b+6.19Q1+H,lI Col Run(V++) +D+6.150b+0.7S61+H,LI Como Run(V4) I+D+6.7S011+6.1S0t+)1,II Comb Run(III I+D+6.1S0D+6.7S61+11,0.LamS Run(1+11) I+D+6.150D+6.1S0L+l,LL Cal Pun(IL") I+D+6.155�+6.7SO1+N,11CanS Run(Ll+l) +D+0.1S0b+0.JS01+N,[Kan Run(RV) +D+0.1S011+6JSO1+11,LI Comb Run(tlll) 1+6+l.1901+07505}H,II Cant Run('"I) a+D+0,7S0I+0.1S06+R;1LCams Run(444 I+D+l.7551+0.756S+H,aCamS Run("IL) I+D+67S01+6.1S65+N,11 Como Run(+V+) I+6+0.7S0L+6.150S+N,LICamSRun(44) I+6+0.1561+0.7S0S+H,11CamS Run(4U) I+D+0.7901+6.7S06+N,ItCanD Run(4II) I+D+0.1S61+0JSQS+11,IICamS Run(I") I+D+0.7S01+6.ISOS+H LI Cant Run(INN) I+D+OJS01+6.750S+N((Cult Run WV) +D+6.1501+D.1S0S+N,IICam0 Run(VII) +D+0.750L+6.750S+H,t1Cont Run(in I+D+6.1901+O7901+1,IICambRuu(LK) +D+7.JS51+5,7SOS+H,L1ContRun(WI I+D+6.TS6t+6.700S+N,LI Cam Run lttl I+D+6.1566+0.JS0t+64SDW+11,1t Oro Rnn(+++1)I+D+6.750D+p7S01+04S6W+H,LIConDRun(++V)I+D+O.1S011t6.1561+0.4S9W+11,Ilan*Pn(+41) +D+O.7S6b+OJS01+04SOW+11,LLOD Run 4++ +D+01S011+0.7S01+0.4S08+HItCombRuu+Vl ( ) + + I I ( )I+D+0.1561+0.1501+0456W+H.Erg,Run(Il) ue;+0+6,JS011{p,1S0t+04SOW+H 1LLamtiRun(+10.1 I+D+0:1SOl+D.IS6l+04SOW+N,11LambRueO++0)I+D+R.isob+6lSOt+6.4SOW+H t1Lam6Run(t++ll I+D{O.IS6b+01SO1+OASOW+N ttCamDRuu(VU)I+D+0.TS6b+D.1S01+0;4S6W+H,lLCamDRun V0. 1+0+O:1SOb+O.1S01+0.4SOW+H Erg, a ++ I+6+01S01+0.TS61+04SOW+11,ILfanio Run(114)I+D+QISOb+0.1501+0.4S0W+N,11CambRun(ILO)I+D+6.150b+0.1S01+0.450W+HlICamRuu(Litt) +D+0.7S01+OJS0S+04S01f+N,it Col Run"I +D+D.7S01+0.1505+0.4S0W+RLILantRun("to) +6+6.1SOI tR.n(�t ) I+D+6.1S0L+O.1SI5+6.450W+H,ILCambRun l L I+D+6.JSOL+6.7SOS+0450W+N IL + + , ( ) +0.1S0S+0490W+N,LLCam6Ru ll 1+0+O1S61+6.1SfiS+Q4SOW+H tl(am6Run(4++) (++) (II)I+D+0156E+O.1S6S+6.4S6W+H,LtCamORua(1I1�I+D+0.1SOt+0.1SOS+p4SOW+N,Ilfamb Run(D++l r+D+01S6t+0.1SOS+Q4S6W+N,llLomo Run(V+I� e+0+8.1501+0.1505+6.456W+H;LLCamsR.,(IT)I+D+O.7501+6150D+0.450W+H,ll Crib Run(VIL)kIL+D+0.7S01+l.1S0S+0.4S614+H,itCambRun(WI I+0+0.1SOt+61505+0450W+N,I1LambRun(Il4 I+D+01561+0.1SDS+5.4S8W+HlICombRun IIIV I+D+0.7S61+Q.S6S+ 1+D+0.J901+l.1505+05150E+11,1L Comb Run+++ u, ) ( ) 1 64S5W+R;II61,10Ru(Itll) Rolm!) l)1+D+0.]S6L+67SOS+6.S2S0E+HL1LamoRan(+4t)I+D+0.1SOl+OJSOS+6RS6E+Nl1Lam6Run(tl)+)I+D+O,]501+61SOS+D.52SOE+H;1lComb Run(+1+1 +6+0.JS01+D,1SOS+O.RS6E+H,ttfamoRun+1N +D+0.7S61+0.JS0S+0SSSDE+NitCanDRun(0.1)1+0+6.150t+0.7SIS+0.S7SOE+N1t Lamb Run)l") +D+D7SOL+6.7S9S+5.5150E+NLlCono Run(V4)1+D+6.1S61+0.751S+652S0E+NlICam8 Run l4+)I+D+O.7001+0.1SOS+0,5256E+.1.1.CmDRu,pit)I+D+0:1S6 �( ++) I+D+O.7S61+01505+6.S5S9E+H;llfant Run(LK) +6+0.JS61+OISOS+6.S256E+H,LLCam0 Run(L1V) +D+0.1S01+0.150S+0.SSSOE+H,II Lamb Run(lltt) ) pit) 1+O.1S65+6.RS0E+H,11LamDRn(It J Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC# KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#12: Low Slope Perimeter Beam h1Ear> •0.015 2 41,037 c c a •0,058 .0,471 2,96 6,04 1.23 12.30 15,38 18,51 21,65 24.72 28,08 31,43 Dtarllce(t) I+D+1+0II Oro Port) 14+1+01.1.(ombRnn(lo1i) I+0+1+N,LLCambRnnjl4l) I+D+1+0II(ambRno(1111) I+0+1+H,11 Cot Ron('FL) +64L+0lltanbRda(1111) R+D+I+HLICamb Ron{'tll) I+D+1+0110otR1n(P11) I+D+L+H,LL Lamb Roq(I111) I+D+t4H,La Card Run(VL) I+D+I+N,UU Colt R..(LL1) I+D+t+H,11 Cant R.n(1111( I+D+1+N 0.LomlPoa(LL L) I+O+I+N,11LamORnn(1111) I+D+I+H,It Col Ro 1111) +6+14L1.(anDRon11i+L) +D+L+H,it Cot Rnn(1111) I+6+1.4 IMLamoRno(1'L1) +D+b+N 11(ambRua(Q") I4+1,+11,L1CombR..(111t) I+D+b+H,ta Cal Rnn(1LL) I+D+l+N,1L Cot Rnn('ILL) I+6+b+N II(am6Ron(I"i) +6+l+N,LI Cant Rnn)i"I) +O+b+N LLCamo8,n(I/Vl I+6+b+N,U Comb Ron)NLL) -:+D+b+N,11CambRoltl") I+0+1.+11;11(amlRo.(I111) I+0+149,11LamtRnn(1111j I+D+I+N II(ombRnn(lltt) I+D+6156b+6.1S01+N,11 Coo Rnnrut} I+D+D.7S6b+O.7S8L+H,1LCambRon("11) I+6+6.750I+0.7S6L+H,II CVO Rnn("II) I+0+3.1S01+0755I+H,l1LambRon(11") I+6+0.7 b+6.1S6L+N,IIComoRon(41l) +6+6.7S0b+6.7SOl+N,La Lamb Ron(1L11) +6+D.7S01+0.7S61+H,ILLaoRnnrill) I+6+01S01,t61S01+N,Mot Rn'Po); +D+0.7531+6.1S01+N,Mad RnnPt) I+D+O.7SDb+0.1S61+N,II Cot Ron(Al I+D+0.756E+6.1S01+H,[iamb Ro,(I'll) I+D+O.75Ob+6.7561+N,1I Cot Rnn(1V1) I+D+0.7S0L+6.1S01+N,IICom3Rnn(UN +6+6.7S01.+6.1501+01LCam3Ran(ttll) +D+0.1S5b+61561+N,11LambRnnPa) I+0+0,7501+0.1SOS+N Molt,Rnn(1111) t+D+6.1501+6.1S0S+H IA CAD Rnn(11L1) I+0+01S61+0.ISOS+11,IICambInn(111.1) I+0+6153I+61SDS+H,IILan0Rao(11.+) I+D+01S61+O.156S+N.t1(anbRon(1Ltt) I+6+61561+0.156S+N,II(ambRnn(11N) I+D+0.1SOt+6.1SDS+N ILCam6Ron(411) I+0+0.791.4 Id SOS4 Mot Rnn(L11i( I+D+01S01+6.1S0S+H,0.Lamb Rnn(1111) I+D+0.7SO1+6.1S6S+H,tlCamoRnn UV +D+0.1S01+0.1S65+N,11(amoRnn(N11) +D+0.TSO1+0.1S05+N,II Comb Inn(II") I+D+6.1501+6.1S6S+N IL Cot hnn(IVI) =+0+0.7501+0.7565+H,ta Como Ron(llI') I+D+6.7S61+6.TS6S+N LI(ani 3on(Iltt) I D+0.1S0b+0.1SOI+0.4S6W+N IL(anllRnn"11 I+D+6.7S0b+6.1S0I+6.4S0W+N,1L(amoRnn("PJ I+D+0.755L+6156I+0A30W+Hl1tan6Ro�("II) +3+0ISDG+6.1SOl+O4SOW+H,I1CambRon(1N1) i+D+6.1S0I+6.1S0I+0.4SOW+H,IICamoRn�(IN.1+D+0156b+D.1S01+O.4S6W+N,it Col Run(11I1) t ( ) +04.1501+6.1501t6.4S60+0L1CamDRa(.111) I+0+6.1S6b+D.1S6I+0.4SDWtN,IICamDRnn(l11)I+6+6JS6b+O.IS6I+04SDW+N,It(amoRnn(Nfl)I+D+0.7S6bt6.1SOL+6.4S6W+H,llLamORn.(t1U)I+ti+0.1S6b+6.1S6I+D.QSOW+H,tI(am➢Rna(llll 1+D+01SDUt6.1SOL+6.4S6W+N,0.LambRno(1111) I+D+6.156b+0.1S3I+OASOW+H,11CotRon1 ll 1,1 I+0+0.7S6b+0.1501+0.4501d+H,11CambRon(11N)I+D+01S6b+0.1SOL+6.450W+H,ILCam➢Rnn(lt4L) +D+01SO1+6.7505+0.4S08+N,II Comb Rnn(not) L+D+0,7S6L+01S65+6..56W+H,11C ni Pon("I1 I+D+6.1SOI+6.1S6S+0.4S0W+H,LI(an3Rnn("IL) t+0+0.1SOt+6.1S5S+0.4S6W+N,LICam6Ron1Vl I+D+6.1S01+6.1SbS+0AS6W+N,II(am.Pon(44)I+D+6.750L+61SOS+6.43W+N,a Cot Ron(1[l1)I+D+6.1SOI+6.7S6S+6.4S3W+N,I1Canl.Rnn(ILLI)1+6+0.7S61+0.1505+6AS0W+N,I1(ni Pon(to. +D+0756t+6:1S65+0.A56W+N,I1(anitRon(L111) +0+61SDI+01S6S+6.4S6W+H,1C CotRm(Vt1)I+D+0.1561+6JS05+04S0W+H,It Lamb Rw(I+11)e+0+6.1S6L+0.1S05+0AS6W+N,11 Cant knoll1")I+D+07S61+0.1SDS+0AS3W+N,II Comb 3nn(ll,1)I+D+0.1SOL+0.1S0S+0.4538+N,11Camo3nn(Ill1 I+D+0.7S3I+0.7S05+6.4S6W+N,itLomoRnn(l111) I+D+0.7S61+61SDS+6.SZSDE+N,11 CombRo(11l I+D+0.156I+D.156S+651S0E+N,it Comb Rnn(11I.)I 0+5.151+0.1565+6.SZS6E+N,ll Comb Rnn)"II)I+0+0.1SOL+6.7565+0SZSOE4,11(amo Rnn(1L11)I+6+0.753I+61S6S+65ZSDE+0 IICam3 Rnn(11.,)i+6+6.7S6I+61S0S+6 SZSOE+N,II Cot Ron(4V) +O+O 7501+0.56S+3.5l55E+N,LI Comb Rnn(1IL1)0+0+6.1501+6.7SDS+0SLS5E+N,11 Cob Ron)V11)_`+D+61SOL+6.1S0S+6.SZS0E+0 LL(am0 Roa(WI(I+64.7561+0.56S+6 S5SDE+0 IICam➢Rnn(11V)I+D+0.750I+0.730540,SiS8E+0 tt Comb Rnn(VIt)1 4407 SSS6E+0,II(an1D Rnn)IN1( I+6+01501+0.1S6S+6.S150E+N,11(ot Run(11.1) +D+61S01+61S0S+0.SlSOE+01.1.ConDRn.01.1.) +D+51SDI+61S05+0.SSSOE+NLICamoRnn(1111)I1OnI9,ILCamoRno(1111 1.1.0n1ylaCanDInn(111V) Il,OdyLLCanioRlntoil) Il,0n13,IICam➢Rnn(1t") I1UOnly,IL(am3Ron(1111) Ib0nly,Mal Rnn('II1) Ib8n19,iiCani6 Run('III) IIO.11,11am*Rnn(101) 11,0.1yll Cot Rnn)11,1) I1.0nly,LICam3Rnn(11V( 1,0nly,IlLanibRonpa) 00n11,IICn.Ro0I...) 01,0n11,llCaAbinn)L1,1) '.IOnf,,ILCamgRnn(0.61) Ib0nly,LLCam6Ronpal Mt,ll Colt R.n(1111) I10nIy,II Ord Roo(141) IIOnly,It Como Ran(111t) LOnI9,LLCambRon(11"( 1Onlyll Col Ron(1Nl) ItOnly,LICambRnn(1NM IIOnly,t1CanbRnn(1LLt) IlOnty,11 Cant hnn(V11) I1Only,Mot RnnRoll II0.11,1LCam➢Rnn(11L1) IIOnly,IIComoRnn(Ull1 I1Only,ta Cat.Rnnlll") I1Only,ll(ambRnn(I111) I LOnly,IIComoRnn(III') I lOnly,LI Con Rnn(I11q Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#13: Covered Trellis Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,200.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-05 Fb- 1,200.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,550.0 psi Eminbend-xx 660.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 &Better Fv 180.0 psi Ft 800.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b t D(0.06)S(0.224)• a b 4x12 Span=14.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, S=0.0560 ksf, Tributary Width =4.0 ft DESIGN SUMMARY D. ; ..�O��O\.., ;Maximum Bending Stress Ratio = 0.74S 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 1,130.95 psi fv:Actual = 65.78 psi Fb:Allowable = 1,518.00psi Fv:Allowable 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 13.080ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.261 in Ratio= 644>=360 Span:1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.330 in Ratio= 508>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Flo V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.201 0.086 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.47 238.93 1188.00 0.36 13.90 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.745 0.318 1.15 1.100 1.00 1.00 1.00 1.00 1.00 6.96 1,130.95 1518.00 1.73 65.78 207.00 +D+0.7505 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.598 0.255 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.59 907.95 1518.00 1.39 52.81 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.068 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 143.36 2112.00 0.22 8.34 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.3303 7.051 0.0000 0.000 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#13: Covered Trellis Beams Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.988 1.988 Overall MINimum 1.568 1.568 D Only 0.420 0.420 +D+S 1.988 1.988 +D+0.7505 1.596 1.596 +0.60D 0.252 0.252 S Only 1.568 1.568 1.1 S3 3.5 f 1,8 MEMBER.-)› 1.33 211 4,09 5.41 6.85 8.23 9.61 10.99 12.36 1314 Distance(ft) D Only 1+0+5 A+D+DJSDS I+6:66D Diosa TigardProject Title: Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#13: Covered Trellis Beams to IIIIIIIIIII r,o 1.0111111.min ,,.....__ "4,1440.11041A ",.,,..............,....— mIIIIIIIIIIIIIINAL6_IllIllitilli1411111111 -' 0144040444 N •1.0 •2.0 1,33 211 4.09 5,41 6,69 123 9,61 10,99 12,36 13,19 Distance(ft) DOnly I+D+S I+D+0.TSB I+0:000 MEMBER.>>> •008 • c •0.11 w. ce m3 034 133 2,11 409 5.41 685 6,23 9,61 1099 1236 73,14 Distance(ft) 0 Only I+D+S I+D+61S6S I+0 00D I S Only Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1200 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1200 psi Ebend-xx 1800 ksi Fc-Prll 1550 psi Eminbend-xx 660 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 &Better Fv 180 psi Ft 800 psi Density 31.21 pcf Beam Bracing : Completely Unbraced D(0.1050)S(0.1750) . b X b x40 4x12 4x12 4x12 � o Span=8.250 ft Span=8.250 ft Span=8.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.0150, S=0.0250 ksf, Tributary Width =7.0 ft s o DESIGN SUMMARY �Design Maximum Bending Stress Ratio = 0.183 1 Maximum Shear Stress Ratio = 0.182 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 270.80psi fv:Actual = 37.75 psi Fb:Allowable = 1,480.70psi Fv:Allowable = 207.00 psi Load Combination+D+0.750L+0.750S+H,LL Comb Run(**L) Load Combination +D+0.750L+0.750S+H,LL Comb Run(**L) Location of maximum on span = 8.250ft Location of maximum on span = 7.349 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.018 in Ratio= 5403>=180 Span:3:+D+0.750L+0.750S+H,LL Comb Run(**L) Max Upward Total Deflection -0.001 in Ratio= 83487>=180 Span:2:+D+0.750L+0.750S+H,LL Comb Run(**L) Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+L+H,LL Comb Run(**L) 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+L+H,LL Comb Run(*L*) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+L+H,LL Comb Run(*LL) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+L+H,LL Comb Run(L**) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+L+H, LL Comb Run(L*L) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+L+H, LL Comb Run(LL*) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+L+H, LL Comb Run(LLL) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 2 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 Length=8.250 ft 3 0.097 0.097 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.77 125.60 1293.25 0.46 17.51 180.00 +D+Lr+H, LL Comb Run(**L) 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H,LL Comb Run(*L*) 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H,LL Comb Run(*LL) 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H,LL Comb Run(L**) 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H,LL Comb Run(L*L) 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H,LL Comb Run(LL*) 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+Lr+H, LL Comb Run(LLL 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H,LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H,LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M ft) F'b V fv F'v Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H,LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 2 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 Length=8.250 ft 3 0.078 0.078 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.77 125.60 1604.29 0.46 17.51 225.00 +D+0.750L+0.750S+H,LL Co 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.750S+H,LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.750S+H, LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.7505+H, LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.7505+H,LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.750S+H,LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750L+0.750S+H,LL Co 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 2 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 Length=8.250 ft 3 0.183 0.182 1.15 1.100 1.00 1.00 1.00 1.00 0.98 1.67 270.80 1480.70 0.99 37.75 207.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 Length=8.250 ft 2 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 A Length=8.250 ft 3 0.062 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.77 125.60 2026.24 0.46 17.51 288.00 +D+0.750L+0.750S+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.450W+ 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.7505+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 , Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.5250E• 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.250 ft 1 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 2 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Length=8.250 ft 3 0.134 0.131 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.67 270.80 2026.24 0.99 37.75 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H,I 1 0.0183 3.744 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H,I 2 0.0013 4.160 +D+0.750L+0.750S+0.5250E+H,I -0.0012 0.971 +D+0.750L+0.750S+0.5250E+H,I 3 0.0181 4.576 0.0000 0.971 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.808 2.221 2.221 0.808 Overall MINimum 0.808 2.221 2.221 0.808 +D+L+H,LL Comb Run(**L) 0.375 1.030 1.030 0.375 +D+L+H,LL Comb Run(*L*) 0.375 1.030 1.030 0.375 +D+L+H,LL Comb Run(*LL) 0.375 1.030 1.030 0.375 +D+L+H, LL Comb Run(L**) 0.375 1.030 1.030 0.375 +D+L+H, LL Comb Run(L*L) 0.375 1.030 1.030 0.375 +D+L+H,LL Comb Run(LL*) 0.375 1.030 1.030 0.375 +D+L+H,LL Comb Run(LLL) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(**L) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(*L*) 0.375 1.030 1.030 0.375 +D+Lr+H, LL Comb Run(*LL) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(L**) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(L*L) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(LL*) 0.375 1.030 1.030 0.375 +D+Lr+H,LL Comb Run(LLL) 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.375 1.030 1.030 0.375 +D+0.750L+0.7505+H,LL Comb Run(** 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H, LL Comb Run(*L 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H,LL Comb Run(*L 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H,LL Comb Run(L* 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H,LL Comb Run(L* 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H,LL Comb Run(LL 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+H,LL Comb Run(LL 0.808 2.221 2.221 0.808 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.375 1.030 1.030 0.375 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.375 1.030 1.030 0.375 +D+0.750L+0.7505+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#14: Covered Trellis Beams Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750L+0.750S+0.450W+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.5250E+H, LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.5250E+H,LL Comb 0.808 2.221 2.221 0.808 +D+0.750L+0.7505+0.5250E+H, LL Comb 0.808 2.221 2.221 0.808 L Only,LL Comb Run(LLL) 1,4 ,4219111112121, • , �� "" ., t MEMBER•••» , 8 22 , y 0 E 0 E 2.9 243 4,92 7,49 924 234 1424 1726 1916 2225 24,15 Distance(ft) +0+l+H,Erb Run(a4) I+0+1+N,llcam6Run('i' /+D+1+tltCamD Run MI) I+0+L+N,l1Camo Run(to) 1+0+l+N,lltamo Run(Pt) I+6+1+N,tACom5Run(llt) +0+1+11ICam0Rua(lll) I+D+I+H,ll Colt,Run("II I+0+l+H,ll0mO Run(4') 1+D+1+N,11Cam+Run(4l) I+0+1+N,11(amg Run(to) I+0+l+N,11(amb Run(!4) I+0+1+Ntt Comb Run(II') I+D+1,+H,t1CamORua(la) I+0+6.1001+0.150I+N,[Iamb Run("I) +D+0.7S0I+0.7S01+N,11Cam0 Run(41) +D+6150b+0.1501+N,lltamoR,aMI) I+0+0.1SQI,+DIS0I+NttCai 0ua(1''( +0+61S01,+D.7S6I+H,11 Col Run PI) I+D+Q.1SQG+6.1S01+HII Can Run(IV) I+0+0.1SQ0+6.1S0t+N,IICamOR,n(IQ( I+D+0.7001+61S0S+H,ItcamN Run loot) I+D+015Q1+0.7SQS+H,II Cant Run(41) +0+01S01+0.7S0S+H,II Lamb Rua41+0+0.7501+07S0S+N,IICamoRua(I'( +0+6.1SQ1+0.1S0S+N,IICamb Run(I'll +D+Q1S01+0,7S00+II,IIComo Run ILO) I+0+0.7591+0.7S5S+R,IICan Run(III) I+D+0.7S5I+01S0I+QASQW+H,ttiamAReN4I+D+Q.1SQtt+Q.7501+04S5W+HlO a++' I+0+61501'+0.7561+0.45OW+N,LI Comb Run(+NI)I+D+0.1SOb+Q.7S61+0ASOW+N,IICamO Run(IV")I+0+0.150141501+0.450W+H,IIComO Run(NI I+D+6.75Ot+61501+0.450W+H,LLCamLRua lla I+D+61S5b+6.1S01+6AS6W+N IICanRua(IIi) ltomORu( ) "+D+01S01+O.1S0S+0.4S0W+N,tt Cot Rua 4� I+0+07501+6.IS05+6.4SQW+N,aDantRu + u (�) ( ) +D+61S01+0.1SQS+9A50W+H;llCogRe(I) ( ) (ll)�+D+0.1SOl+Q1S0S+0.4SOW+N,lltamORue(I )I+D+0,1S6I+O.ISOS+6.450W+N,lltamNR�a(LI)I+D+Q.1S6l+O.IS6S+6.4S6W+H,lltamoRua ll+ I+D+01S0l+6.1S6S+6,4SQW+H,ItCamORu�(lll) I+D+0.1501+0.7S5S+6.S9SRF+H,LL0nilha(NNI( +D+6.1501+0.1505+OS2S5E+H,llCamo Run l4)) +D+D1S0l+Q.SOS+0.52SDE+N,II Cal Run(4l)I+D+Q.1S01+6.7S5S+O.S255E+H,llCanl Run(Na)s+D+Q.1SOl+01S5S+0.S250E+H,11Camt Run((Ial)I+D+A1S01+0.1SOS+Q.S250E+H,IICanO Run(LI) I+D+6.19t+6.1SOS+0,5956E+N,11Lamo Run(Ill) Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Wood Beam LIC#:KW-06012355,Build:20.22.5.16 Abbasi Design Works (c)ENERCALC INC 1983-2022, DESCRIPTION: BM#14: Covered Trellis Beams td Od %ry tia MEMBER-a) �,., m m L In t -0,6 •12 2.43 4,92 144 9,84 12,34 1424 1726 1916 22,25 2415 Distance(ft) 6+D+l+N,lt(am6R,(++I} I+D+I+11,II(ambR..(4+) 1+D+I+11II(anbRop(41.) 1+D+I+11,11(am1R..(V+) I+D+I+H,II Lamb R..(I+IJ 3+D+I+9 1Ean6R..(Ito) 33+D+1+11,11(otRonAt) I+D+G+H,II Comb Rnn(+4) I+D+b+1,11 Colo Rno(+l+) I+D+I4H,1IC4nOR.n(11) I+D+b+111(ambR.n(l++( I+D+b+HII(amoR.n(18) I+D+14H,ll(amtR.,(IP) I+6+I+H,II(am6R.a(III) I+D+61S6D+61501+1,11(a'DRnp(+4) +D+D.7SDI+O1S0l+H,I1ComoR..1,1( +D+6110140.7001+H,IICano Run(+11) 1+D+61S013+0.1501+N,Mot R..(I ( r+D+0.7S06+01501+1,11 Como Runpi) I+D+0.7S0b+6.1S61+H,IICam+Rnn(II( I+0+0.1S01+61161+1i,II Cargo Rw(ltI) I+D+O.1S01+01S0S+N 1ICambRun(++I( 1+D+6.1S01+6.1604+N,it Comb Rnn)$I( +6+0.1501+6.1S0S+R,II Comb Run(+l11 +D+0.1S61+0.750S+H tt(amoRnn 0b +0+0.1561+0.150S+H,I(a'DR.n(111) a+D+0.7501+61S0S+H,llCambRuPo) 1+D+6.1S0t+O.TS05+H,tComb Run PI) I+D+0,1S01+0.7S6t+04SO +N; (amoRnn1°t)1+D+0.150I+6.1S61+0.4S6+H,IICamoRnn( + I+D+6.1S01+ 0I+0.4S0W+H It ComRe.+II I+6+D.716D+6.1S01+6.4S6W+11,tlCan3Rnn(I+(I+D+6.1S0U+6.1501+0.4S6WH,1IComRon(1'1(I+D+0.1S61+0.150t+6.450W+H,11Cam3 Run(IU(I+D+6.7SO+6,1S0140456W+tllConbRn(la) +0+61S01+6.1S0S+0,4S0W+H.11 Cant Ron(4l) ++D.1S61+6.155S+04S6W+Nll(amRonf+l+t 1+D+6JSDI+6ISOS+64$6W+H,llOnoRnr(+llJ +D+0.1SOt+6.iS6S+6.QSD+H,I(amDRnn(l+)I+D+6.]S61+6.1S6S+6.4SOW+N,IICamoRo.1Nt)E+6+61S6I+0.1S6S+O.4SW+H,Eons Rn(Ill I+D+D.1S6l+D.iS6S+6.4SDWN,l1CanDRon(Il I+0+0.1S6t+6.1S6S+6:SiS6E+N,IICnD Run("I) +D+6JS61+D.1S6S+0.SiS6E+H,Itfam6Run(l+) +6+D.rsal+D.rsos+DSR50E+N, C4n Ron(+0.)I+6+6.1S6t+D,1S6S+6.SlS0E+H;tltamD Ran(t+)x D+07S6t+6I1S0S+6.SiS6E+N,llCamD R..(Vl(I+D+6.1SOt+6.1S6S+6.S2S6E+N,Mot R..lL1) I+D+0156I+0.155S+0.S5S0E+H,ll Comp Ro'(III) 0,001 MEM >BER•- : ,�- -0,004 •0,009 AAA m 0 •0,014' -0,019 2,36 4,18 121 9,11 12,13 1456 Ill 19,48 21,91 2433 Distance(ft) s+D+1+11,IICambRna(++I) I+D+1+H;RCan+Rnn(+1+) I+0+1+H,11CamoR.n('II) I+D+I+H,a Cant Rnn(V+) 1+D+1+H,END R.n(VI) 3+D+1+H,Mod Ron(1l+) s+D+t+N,1l(a,1Ron(111( 1+D+D+11;11CanDRnn(°I) I+D+G+H IlCamoRnn(g1) I+D+b+1,Il(amoI.n(+tl) I+0+14,110mbRon(too) I+0+1+1I10:n14n(l+t) I+D+1+H,I1Cam6Rn(0.+) I+6+t+N,IlCanilL'(II) I+D+0.1S01+0.1561+N,a Comb Inn(9t) tD+6.1506+0.1S01+H,IKamoR..(+l+) +6+01S0U+0.7S0t+HllCamo Run(4t) 1+D+0.156t3+0.1S6t+H,lICan6Rnn(V+) a+1)+01S06+0.1501+111.1CanDRnn pi) I+0+61S0b+6.1551+H,ICan+Rnn(Ito) I+6+0.1S61+6750I+N,I1CamoRvn(Ill) I+D+6.1514+6150S+N,1ICan6Rnn("I) 1+D+6.1101+0.1S0S+11,aCam+R..(+1+) +D+67501+5.1105+H,11CanoRon('II) +D+0.1S01+D.750S+1IlCanDRon(D+ I+D+0.1561+0.7S0S+11,IICan3Rna(Loa (+0+6.7501+0150S+N,16CanDRnn(11+ I+0+0.7101+6AS+H Evil)R.n(11t( I+D+61S6b+0.1551+04S0W+H,Mont R.n(u1)1+6+015Db+01S01+04SDW+H;l1Camb Rnn(+19) I+0+61 +1SOl+0 4SOW+H,IConoR..(+II I+D+0.1S0D+0.1501+0.4S5W+H,11CanbR..(too)1+D+01351+D1S51+0ASW+H IICambRnn(tot)I+0+6.7551+O1S6t+0.4S0W+H,I1CamRo(0.+)I+D+D.150145.7161+04SOW+H,aim Rnn(I11( +0+0.1501+O.1S4+6450W+H,I1CanbR.oCoot) +D+.155I+O,1S6S+64S6W+&Mot Rn +V I+D+6.IS6t+6.1S6S+0.4S0W+H,lt(am6Rnn41 4+6+01S6t+D.1S0S+0.4S6W+H,tt(amRnn(l+J 1+6+O,JS0l+61SDS+6.4S6^+H ll(amDRnn(t0.)Q+D+O.iSOl+6.1SOS+0.4S6W+N;II Cant RoIN)Q+D+61SO1+6.IS6S+64SOW+H,It(amDRn.(tl) I+D+0.]S6t+D.1S6S+6S2S0E+H,ll(om6R.((+o( +D+Ors6i+6.7so5+6stsaE+N,t Cant Rnn(VJ.+D+O.1SDl+61S6S+6.S2SDE+NII(amRon(+lt)ItD+6.1S6t+01SOS+DS7S6E+Hlian6Rnn(D+)3++0.1S6t+6,1S6S+OS2SOE+H;IICamDRoNlI+6+D1S61+D.IS6S+OS2SOE+N,llCamRnn(tl ) 1+6+0.1501+l.1S0S+0.S1SOE+H,I1 Comb Ron(111J11o0Jy11ConibR..(+"1) 110nly,Ia Cant Rnn(4+) I1,0nly,ll(am+Rnn(+Il( IlOdy,110mbRon(N+) IICnly,ll(anbR.,(l+l) I18niy11CaMLRon(III I,0n11IICanDR.n(III) 1.0.1y,lMCar+Rna(++1( II0.1y,1lCamoR.^"II k Only,lICambR.,(oat IIOnIy,11C34Rnn(I") I10nIy,IKamRo.(l+l) ROnly It(an1Ro la') IIOnly,It Comb RonPt) fit,. .` t 77.7g ' t jyr4.:74,4 ''''----•:--1,,,,,,s(..,-1:, , i,,,,..,, ,,,,,,,,,,,,,„, . . .. ...,.. ,.. . . i .4, . \Jor.,' `�1i r O %3 -: Z;U, p . ' n c-g-tpa,i- .-use-sv- •Pc5 c.._: ,may,. 1z4-7.-:/vit.,,:t, � �i5. . t E i-6 : - ,)/ i --G . E,, � ; -J- tic _ '� _ 3vS -- _ - 1 0 , .: : . , , ,„,„,! ,••„. . 1 ... •• . . , ' - I -.. :•', ••---. 4.pi,i64-77.4,01-y4-,L„, , : v", ,, .. e`� � f' •z l 1 ' tilt 1,e �...._. sue:e Gc..., - x PLI//.; )4 ',� , , a e r ( - 0 „ I • e /,_ ' - - vo 4,_ t 9 o • a ;_ -•y • - �- • I. u .� i -. e .. @ k 1 St +Lr� - • I 1 L • 4„., . —141-4:--.4I''4•4-t:FTLII , t.1174'(:IFItt„: ,„___ ' • 0;: ,.... — vas 1 t jt,-./ ,- 7 _ Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Steel Column LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Covered Patio Columns Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : HSS3-1/2x3-1/2x118 Overall Column Height 12.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 12.0 ft,K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12.0 ft,K= 1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :67.320 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 12.0 ft, D=0.810, LR= 1.080,S= 1.350 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x,W =0.1380 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5076 : 1 Maximum Load Reactions.. Load Combination +1.20D+0.50S+W Top along X-X 0.0 k Location of max.above base 6.040 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.8280 k Pu 1.728 k Bottom along Y-Y 0.8280 k 0.9*Pn 27.892 k Mu-x 2.484 k-ft Maximum Load Deflections... 0.9*Mn-x: 5.211 k-ft Along Y-Y 0.7738 in at 6.040ft above base for load combination:W Only Mu-y 0.0 k-ft 0.9*Mn-y: 5.211 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.0 k Vn*Phi:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location +1.40D 0.044 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+0.50Lr 0.057 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+0.505 0.062 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+1.60Lr 0.100 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+1.60Lr+0.50W 0.288 PASS 6.04 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+1.605 0.115 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+1.605+0.50W 0.296 PASS 6.04 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+0.50Lr+W 0.505 PASS 6.04 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+0.50S+W 0.508 PASS 6.04 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +1.20D+0.205 0.047 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +0.90D+W 0.491 PASS 6.04 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft +0.90D 0.028 PASS 0.00 ft 1.14 1.00 105.11 105.11 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.877 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Steel Column LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Covered Patio Columns Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr 1.957 +D+S 2.227 +D+0.750Lr 1.687 +D+0.750S 1.890 +D+0.60W 0.877 0.497 0.497 +D+0.750Lr+0.450W 1.687 0.373 0.373 +D+0.750S+0.450W 1.890 0.373 0.373 +0.60D+0.60W 0.526 0.497 0.497 +0.60D 0.526 Lr Only 1.080 S Only 1.350 W Only 0.828 0.828 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 2.227 Minimum 0.828 0.828 Reaction, X-X Axis Base Maximum 0.877 Minimum 0.877 Reaction, Y-Y Axis Base Maximum 0.828 0.828 Minimum 0.877 Reaction, X-X Axis Top Maximum 0.877 Minimum 0.877 Reaction, Y-Y Axis Top Maximum 0.877 Minimum 0.877 Moment, X-X Axis Base Maximum 0.877 Minimum 0.877 Moment, Y-Y Axis Base Maximum 0.877 Minimum 0.877 Moment, X-X Axis Top Maximum 0.877 Minimum 0.877 Moment, Y-Y Axis Top Maximum 0.877 Minimum 0.877 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.464 in 6.040 ft +D+0.750Lr+0.450W 0.0000 in 0.000 ft 0.348 in 6.040 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.348 in 6.040 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.464 in 6.040 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.774 in 6.040 ft Steel Section Properties : HSS3-1/2x3-1/2x1/8 Steel Section Properties : HSS3-1/2x3-1/2x1/8 Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition Steel Column LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Covered Patio Columns Depth = 3.500 in I xx = 2.90 in"4 J = 4.580 in"4 Design Thick = 0.116 in S xx = 1.66 in"3 Width = 3.500 in R xx = 1.370 in Wall Thick = 0.125 in Zx = 1.930 in"3 Area = 1.540 in"2 I yy = 2.900 in"4 C = 2.650 in^3 Weight = 5.610 plf S yy = 1.660 in"3 R yy = 1.370 in Ycg = 0.000 in Sketches 3240k 3.240k +Y i .: a-E 0 :, Load 1 Lo Ch m '1 3.50in 0 14ktt. __ _ : __ Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition General Footing LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Eccentric Footing at Covered Patio Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 150.0 pcf Values Flexure 0.90 �P = Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 18.0 ft Min Steel%Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 : 1 Min.Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = ft Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 18.0 in Load location offset from footing center... ex:Prll to X-X Axis = 7 in = in 3--11/2" Pedestal dimensions... px:parallel to X-X Axis = 3.50 in pz:parallel to Z-Z Axis 3.50 in co Height 0.50 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in I, . o Reinforcing 1, „ a 1';6" w Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 y Bars parallel to Z-Z Axis Number of Bars = 4 �s q� Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) ,. Direction Requiring Closer Separation Bars along X-X Axis #Bars required within zone 60.0%/° s "re #Bars required on each side of zone 40.0% x-XSect,00Lookingto+Z Znod.," to+X Applied Loads D Lr L S W E H P:Column Load = 0.810 1.080 1.350 k OB:Overburden = ksf M xx = M-zz = k-ft k-ft V-x k V-z = k Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition General Footing LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Eccentric Footing at Covered Patio DESIGN SUMMARY Design Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9875 Soil Bearing 1.696 ksf 1.718 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS .0000150 Z Flexure(+X) 0.000442 k-ft/ft 29.028 k-ft/ft +1.20D+1.605 PASS 0.001166 Z Flexure(-X) 0.03384 k-ft/ft 29.028 k-ft/ft +1.20D+1.605 PASS 0.01454 X Flexure(+Z) 0.7676 k-ft/ft 52.785 k-ft/ft +1.20D+1.60S PASS 0.01454 X Flexure(-Z) 0.7676 k-ft/ft 52.785 k-ft/ft +1.20D+1.605 PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.01412 1-way Shear(+Z) 1.160 psi 82.158 psi +1.20D+1.605 PASS 0.01412 1-way Shear(-Z) 1.160 psi 82.158 psi +1.20D+1.60S PASS n/a 2-way Punching 0.6292 psi 82.158 psi +1.40D Top reinforcing mat required(see'Bending'tab). ,0 Hand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.718 n/a 0.0 0.3718 0.3718 n/a n/a 0.217 X-X,+D+Lr 1.718 n/a 0.0 0.5775 0.5775 n/a n/a 0.336 X-X,+D+S 1.718 n/a 0.0 0.6289 0.6289 n/a n/a 0.366 X-X,+D+0.750Lr 1.718 n/a 0.0 0.5261 0.5261 n/a n/a 0.306 X-X,+D+0.7505 1.718 n/a 0.0 0.5646 0.5646 n/a n/a 0.329 X-X,+0.60D 1.718 n/a 0.0 0.2231 0.2231 n/a n/a 0.130 Z-Z,D Only 1.718 2.905 n/a n/a n/a 0.01539 0.7282 0.424 Z-Z,+D+Lr 1.718 4.364 n/a n/a n/a 0.0 1.485 0.865 Z-Z,+D+S 1.718 4.579 n/a n/a n/a 0.0 1.696 0.988 Z-Z,+D+0.750Lr 1.718 4.106 n/a n/a n/a 0.0 1.282 0.746 Z-Z,+D+0.7505 1.718 4.304 n/a n/a n/a 0.0 1.434 0.835 Z-Z,+0.60D 1.718 2.905 n/a n/a n/a 0.009231 0.4369 0.254 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 0.2779 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.40D 0.2779 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.50Lr 0.3706 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.50Lr 0.3706 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.505 0.4036 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.50S 0.4036 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+1.60Lr 0.6617 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+1.60Lr 0.6617 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+1.605 0.7676 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK Project Title: Diosa Tigard Engineer: Rahim A.Abbasi, PE Project ID: 21012.00 Project Descr: Tenant Improvement+Addition General Footing LIC#:KW-06012355,Build:20.23.2.14 Abbasi Design Works (c)ENERCALC INC 1983-2022 DESCRIPTION: Eccentric Footing at Covered Patio Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.20D+1.60S 0.7676 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+0.90D 0.1787 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+0.90D 0.1787 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.20S 0.3044 +Z Bottom 0.3888 AsMin 0.8267 52.785 OK X-X,+1.20D+0.20S 0.3044 -Z Bottom 0.3888 AsMin 0.8267 52.785 OK Z-Z,+1.40D 0.01550 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.40D 0.000143 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.50Lr 0.02008 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.50Lr 0.000194 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.50S 0.02157 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.50S 0.000213 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+1.60Lr 0.03095 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+1.60Lr 0.000372 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+1.60S 0.03384 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+1.60S 0.000442 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+0.90D 0.009963 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+0.90D .0000920 +X Bottom 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.20S 0.01688 -X Top 0.3888 AsMin 0.4429 29.028 OK Z-Z,+1.20D+0.20S 0.000157 +X Bottom 0.3888 AsMin 0.4429 29.028 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.42 psi 0.42 psi 0.42 psi 82.16 psi 0.01 OK +1.20D+0.50Lr 0.00 psi 0.00 psi 0.56 psi 0.56 psi 0.56 psi 82.16 psi 0.01 OK +1.20D+0.50S 0.00 psi 0.00 psi 0.61 psi 0.61 psi 0.61 psi 82.16 psi 0.01 OK +1.20D+1.60Lr 0.00 psi 0.00 psi 1.00 psi 1.00 psi 1.00 psi 82.16 psi 0.01 OK +1.20D+1.60S 0.00 psi 0.00 psi 1.16 psi 1.16 psi 1.16 psi 82.16 psi 0.01 OK +0.90D 0.00 psi 0.00 psi 0.27 psi 0.27 psi 0.27 psi 82.16 psi 0.00 OK +1.20D+0.20S 0.00 psi 0.00 psi 0.46 psi 0.46 psi 0.46 psi 82.16 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 0.63 psi 164.32psi 0.003829 OK +1.20D+0.50Lr 0.63 psi 164.32psi 0.003829 OK +1.20D+0.50S 0.63 psi 164.32psi 0.003829 OK +1.20D+1.60Lr 0.63 psi 164.32psi 0.003829 OK +1.20D+1.60S 0.63 psi 164.32psi 0.003829 OK +0.90D 0.63 psi 164.32 psi 0.003829 OK +1.20D+0.20S 0.63 psi 164.32psi 0.003829 OK Company: Abbasi Design Works,LLC Date: 2/21/2023 SIMPSON Anchor DesignerTM Engineer: Rahim A.Abbasi,PE Page: 1/6 st "T. Software Project: Margarita Factory Tigard v Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Concrete screw 'Pc,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension, B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners: No Effective Embedment depth, her(inch): 1.940 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility: No Build-up grout pad: No hmin(inch):3.50 cagy(inch):6.00 Base Plate Cr.(inch): 1.50 Length x Width x Thickness(inch):9.50 x 4.50 x 0.25 Smin(inch): 1.50 Yield stress:36000 psi Profile type/size: HSS3-1/2X3-1/2X1/8 Recommended Anchor Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong:Le ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Abbasi Design Works, LLC Date: 2/21/2023 Engineer: Rahim A.Abbasi, PE Page: 2/6 Software Project: Margarita Factory Tigard Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[Ib]:0 Vuax[Ib]:0 Vuay[Ib]:830 Mux[ft-lb]:-138 Muy[ft-Ib]:0 Muz[ft-lb]: 0 <Figure 1> 0 lb of-lb Z \\\ i) ft-lb' Av o N2,0V,P \\\ \\\ 830 lb 138 ft-lb ri a3 �Neta�\'gkl;�M N* `gyp 0lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerT"" Company: Abbasi Design Works,LLC Date: 2/21/2023 Engineer: Rahim A.Abbasi, PE Page: 3/6 ��� `\ Software Project: Margarita Factory Tigard �Ay .:i_:�-\� Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com <Figure 2> EMBMPATIR ilfaition ageiaititrtM 0,6060,411 11 00 a �. e., ::::;„ozc inn ; ::::,z,,,Tcl' II iallak OM 5 Olaa 0444N10 MN;Ai t F. CO .50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Abbasi Design Works, LLC Date: 2/21/2023 Software Engineer: Rahim A.Abbasi, PE Page: 4/6 Project: Margarita Factory Tigard 00-,‘,‘,\ Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vuay(lb) J(Vuax)2+(Vuay)2(lb) 1 89.0 0.0 207.5 207.5 2 258.3 0.0 207.5 207.5 3 258.3 0.0 207.5 207.5 4 89.0 0.0 207.5 207.5 Sum 694.6 0.0 830.0 830.0 Maximum concrete compression strain(%o):0.05 <Figure 3> Maximum concrete compression stress(psi):206 Resultant tension force(Ib):695 03 of Resultant compression force(Ib):694 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.37 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 --' Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x o2 01 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(lb) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kc2ahlfcher1 5(Eq. 17.4.2.2a) kc 2a f c(psi) her(in) Nb(Ib) 17.0 1.00 3000 1.940 2516 ONcbg=0(ANc/ANco)`Yec,NVed,NY%,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) ANco(in2) Ca,m,n(in) Vec,N Ved,N Ve,N Vop,N Nb(Ib) 0 QNcbg(Ib) 68.79 33.87 1.50 0.888 0.855 1.00 1.000 2516 0.65 2522 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 1 Npn=O Pc,PA.aNp(f'c/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) `Yc,P A a Np(Ib) f'c(psi) n 0 ONpn(Ib) 1.0 1.00 1905 3000 0.50 0.65 1356 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strang-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Abbasi Design Works,LLC Date: 2/21/2023 Engineer: Rahim A.Abbasi, PE Page: 5/6 "` Software Project: Margarita Factory Tigard -7 7. Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) lq5grout 0 QgroutOVsa(Ib) 2020 1.0 0.60 1212 9.Concrete Breakout Strength of Anchor in Shear(Sec. 17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)02Vda1a lfcCa11'5;92.a1lfcCa11.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) .a f'c(psi) cal(in) Vby(Ib) 1.94 0.250 1.00 3000 1.50 531 OVcbgy=0(Avc/Avco)Y'ec,vY'ed,vY'c,v`Yn,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Y'ec,v 9ed,v `Yo,v `Yn,v Vby(Ib) 0 gVcbgy(Ib) 20.25 10.13 1.000 1.000 1.000 1.000 531 0.70 743 Shear parallel to edge in x-direction: Vby=minI7(le/da)0'2IdaxlaVfcca115;92aVfcCa11'5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) x1a f'c(psi) cal(in) Vby(lb) 1.94 0.250 1.00 3000 18.00 22055 OVcbgx=0(2)(Avc/Avco)`Yec,vYed,v Pc,vY'n,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avca(in2) Yec,v Yed,v KV Y'n,v Vby(lb) 0 OVcbgx(lb) 360.00 1458.00 1.000 1.000 1.000 1.500 22055 0.70 11436 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) QVcpg=q$kcpNcbg=Okcp(ANc/ANco)Y'ec,NYed,NYe,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(in2) ANco(in2) Yec,N Yed,N Kb! Yop,N Nb(lb) 0 OVcpg(Ib) 1.0 68.79 33.87 1.000 0.855 1.000 1.000 2516 0.70 3057 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, N.(lb) Design Strength,aN„(lb) Ratio Status Steel 258 3377 0.08 Pass Concrete breakout 695 2522 0.28 Pass(Governs) Pullout 258 1356 0.19 Pass Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 208 1212 0.17 Pass T Concrete breakout y+ 415 743 0.56 Pass(Governs) II Concrete breakout x- 415 11436 0.04 Pass(Governs) Pryout 830 3057 0.27 Pass Interaction check Nua/¢N0 Vua/OVn Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.56 55.9% 1.0 Pass 1/4"R Titen HD,hnom:2.5"(64mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Srnpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: Abbasi Design Works, LLC Date: 2/21/2023 SIMPSON Anchor DesignerTM . �r� software Engineer: Rahim A.Abbasi,PE Page: 6/6 Project: Margarita Factory Tigard , 71110-- ® Version 3.0.7947.0 Address: 10350 SW Greenburg Rd,Tigard,OR Phone: 503.816.9466 E-mail: rahim@abbasidesign.com 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com