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Home My WebLink About18620 Woodlands Way_BLD5517_2026 4<:knowled,:enaents I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OP TfflS AGREEMENT. (Attach more sheets for signatures if necessary) G@ndview North LLC j Date: 'gnature: Contractor Name: Grandview North .LLC Sienature: â–¡ Submit written statement of responsibilit;y in accordance with IBC Section 1704.4. Special Inspector Name: Materials Testing and Consulting Inc. ] Date: 7-18-2023 Signature: Dï¿½ ï¿½ â–¡ Submit WABO certification for special inspection agency and inspectors, ( or) Iii Submit Special Inspection agency docwnentation for Building Official approval. Names ofSpedal Inspectors Scope ofWorlc. Submit copies ofinspector certifications provided for each discipline. Inspector Name: Mike Currie Scope of Work: All Inspector Name: Ross Jorgensen Smpe of Work: All Inspector Name: Smpe of Work: Inspector Name: Smpe of Work: Inspector Name: Smpe of Work: Inspector Name: Scope of Work: - ï¿½--------------------------------------ï¿½ Architec:t/Eneineer of Record Glenn Wells ] Date; Siï¿½nature: Structural Observer Sie.nature: â–¡ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. â–¡ Structural Observations required in acconlance with IBC Section 1704.S. Page 4of4. REV03.2022 7'-6" 2' 13'-6" 25'-6" 25'-6" 13' 13'-6" 2' 7'-6" 5/19/2023 2' 2' 1 SIMP. HDU4 S8 PER DETAIL '7' ON S11 1 SIMP. HDU4 PER DETAIL S8 '7' ON S11 ---- ---- ---- 10'-6" (2) SIMP. HDU5 (2) SIMP. HDU5 10'-6" ORIGINAL PER DETAIL 11'-11" 3 PER DETAIL REVISIONS '7' ON S11 S8 '7' ON S11 (2) SIMP. HDU11 PER 1 3 DETAIL '7' ON S11 19'-2 " 4 26'-3" S8 1 40'-10" 1'-5" 6' 1' 19'-2 " 1 4 20'-6 " 1 1" 2 ---- ---- ---- 20'-62" 20'-02 DATE 5/19/2023 26'-3" 3 (2) SIMP. HDU11 PER S8 1 5'-6" DETAIL '7' ON S11 1 ---- ---- ---- 9' (2) SIMP. HDU5 3 (2) SIMP. HDU5 9' S8 PER DETAIL VERSION PER DETAIL S8 '7' ON S11 '7' ON S11 3 3 S8 S8 VER. 1 SIZE D 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. 12'-6" 3'-11" 9'-6" 10'-1" 4'-2" 11'-6" 3'-4" 9'-9" 9'-9" 4' 12'-6" DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE 1 9'-8" 10'-3 " 9'-8" 4 (2) SIMP. HDU5 (2) SIMP. HDU5 SIMP. HDU4 2 SIMP. HDU4 2 PER DETAIL PER DETAIL PER DETAIL S8 PER DETAIL S8 '7' ON S11 '7' ON S11 '7' ON S11 '7' ON S11 Engineering SIMP. HDU4 1ST FLOOR SLAB ON GRADE SIMP. HDU4 PER DETAIL 4" CONC. SLAB OVER 6 MIL POLY V.B. PER DETAIL 1 2 2 '7' ON S11 6'-1" OVER 4" SAND ON COMPACTED GRADE. '7' ON S11 S8 TYP. CONCRETE JOINTS @ 12' O.C. S8 S8 PER DETAIL '6' ON SHEET S8 Bradley 3 3 1 (2) SIMP. HDU11 PER S8 7'-52" (2) SIMP. HDU2 1 DETAIL '7' ON S11 (2) SIMP. HDU2 1 S8 S8 S8 PER DETAIL PER DETAIL '7' ON S11 '7' ON S11 24'-10" 3' 3 24'-10" S8 (360) 305-7974 3 (2) SIMP. HDU5 AT 9'-5" (2) SIMP. HDU5 PER DETAIL 9'-5" S8 PER DETAIL '7' ON S11 (2) SIMP. HDU2 '7' ON S11 (2) SIMP. HDU2 PER DETAIL PER DETAIL '7' ON S11 '7' ON S11 P. FINFROCK 11' 1 1 1 5'-34" S8 8 5'-34" PETER@BRADLEYENGINEERINGINC.COM 4'-3" S8 4'-3" BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL (2) SIMP. HDU14 PER (2) SIMP. HDU14 PER DETAIL '7' ON S11 DETAIL '7' ON S11 1 1 10'-6 " 36'-11" 8' 44' 10'-6 " 2 2 10'-6" 5 S8 18" ROUND CONC. PEDESTAL, 42" ABOVE GRADE WITH (8) #5 VERTICAL REBAR WITH #4 HOOPS @ 12" O.C. PER DETAIL '5' ON S8, TYP. (6) LOCATIONS 6'X6'X12" FOOTING WITH (6) #5 REBAR, EACH WAY AT TOP AND BASE OF FOOTING, 3" CLEAR TO BASE, 2" CLEAR TO TOP, PER DETAIL '5' ON S8, TYP. (6) LOCATIONS 2'-6" 9' 28' 31' 28' 9' 2'-6" FOUNDATION PLAN LACK OF GEOTECHNICAL ENGINEERING REPORT ACKNOWLEDGEMENT: NO GEOTECHNICAL REPORT HAS BEEN PROVIDED FOR THE SUBJECT STRUCTURE. SCALE: 1/4" = 1' - 0" FOUNDATION DIMENSIONS: REFER TO THE ARCH DRAWINGS PROVIDED BY GLENN WELLS FOR THAT REASON, FOOTINGS HAVE BEEN DESIGNED FOR 1,500 PSF ALLOWABLE ARCHITECT AND RECEIVED ON 3-16-2023 FOR FOUNDATION DIMENSIONS. THE DIMENSIONS BEARING CAPACITY PER CITY OF ARLINGTON REQUIREMENTS. ON STRUCTURAL DRAWINGS S1 ARE FOR ANALYSIS AND REFERENCE PURPOSES ONLY. BUILDER IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND INFORMATION WITH THE THE FOUNDATION AND FOOTINGS SHOULD BEAR ON PROOF-ROLLED, REMEDIALLY OWNER PRIOR TO CONSTRUCTION. OWNER AND/OR CONTRACTOR TO NOTIFY THE COMPACTED MEDIUM DENSE NATIVE SOILS OR ON STRUCTURAL FILL FOUNDATION PLAN IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 ENGINEER OF ANY ERRORS OR OMISSIONS. THE ENGINEER OF RECORD IS NOT (SEE STANDARD STRUCTURAL SPECIFICATIONS - EARTHWORK), PLACED ON RESPONSIBLE FOR ACCURACY OF DIMENSIONS. TRIPLE CHECK IT FOR GOOD MEASURE. PROOF-ROLLED, REMEDIALLY COMPACTED MEDIUM DENSE NATIVE SOILS. S1 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE BEAM LEGEND: BEAMS TO BE 4X10 D.F.2 WITH (1) TRIMMER, AND (1) JACK STUD UNLESS NOTED OTHERWISE TOP OF BEAM FLUSH WITH TOP OF FLOOR JOISTS BEAM HELD DOWN BELOW FLOOR JOISTS 10 ALTERNATIVE TO GLB: LAMINTATED STRAND LUMBER (LSL) BEAMS ARE 5/19/2023 CALLED OUT, HOWEVER IT IS ACCEPTABLE TO USE ANY ENGINEERED S9 WOOD PRODUCT THAT HAS MINIMUM MODULUS OF ELASTICITY 10 T1 T1 T1 E = 1.5X106 PSI, FOR INSTANCE LVL, PSL, GLB... OR EQUIVALENT PER (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 OWNER SO LONG AS IT MEETS THE MINIMUM SIZE LISTED S9 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 T1 T1 T1 T1 (4'-3") 4X10 D.F.2 (4'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (4'-3") 4X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 ---- ---- ---- REVISIONS ORIGINAL 19 S9 11 19 S9 11 S9 S9 SHEAR WALL 19 ---- ---- ---- S9 DATE 5/19/2023 (22'-6") 3-1/2"X14" LSL (20'-6") 3-1/2"X14" LSL SHEAR WALL T13 T14 1 ---- ---- ---- SHEAR WALL 2ND FLOOR SYSTEM VERSION J2 14" TJI 360 @ 16" O.C WITH 3/4" 19 SUBFLOOR, GLUE & NAIL WITH 8d AT 1 D 6" O.C. ALONG EDGES, 12" O.C. FIELD, S9 VER. SIZE AND 1-1/2" GYPCRETE PER ARCH. SIMP. HU11 SIMP. HU11 SIMP. HU11 BEARING WALL BEARING WALL (6'-3") 4X10 D.F.2(6'-3') 4X10 D.F.2 BEARING WALL BEARING WALL (5'-6") 1-3/4"X14" LSL1-3/4"X14" LSL, (6'-3") 4X10 D.F.2 BEARING WALL T2 (5'-6") 1-3/4"X14" LSL (5'-3") 4X10 D.F.24X10 D.F.2. (5'-0") 1-3/4"X14" LSL HOLD UP T2 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. T10 (5'-6") 1-3/4"X14" LSL T3 T2 T3 T3 DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE T3 T7 T7 22 12 12 26 28 28 26 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 S9 S9 S9 S10 S10 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 S10 S10 EAVE EAVE 17 17 18 S9 S9 S9 6X6 D.F.1 (10'-7") 1-3/4"X14" LSL 6X6 D.F.1 T4 T4 T4 T4 Engineering 25 KNEE BRACE BEARING WALL (5'-9") 1-3/4"X14" LSL BEARING WALL (5'-9") 1-3/4"X14" LSL BEARING WALL (5'-9") 1-3/4"X14" LSL BEARING WALL (5'-9") 1-3/4"X14" LSL BEARING WALL KNEE BRACE 25 S10 S10 2ND FLOOR CORRIDOR PER DETAIL '17' ON S9 9-1/2" TJI 210 @ 16" O.C. WITH 3/4" SUBFLOOR, J1 T7 GLUE & NAIL WITH 8d AT 6" O.C. ALONG EDGES, T7 12" O.C. FIELD, AND 1-1/2" GYPCRETE PER ARCH. Bradley CORRIDOR IS DESIGNED FOR 100 PSF LOAD. (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 RIDGE RIDGE B.W. (3'-3") 4X10 D.F.2 B.W. (3'-3") 4X10 D.F.2 BEARING WALL (9'-0") 1-3/4"X14" LSL, BEARING WALL BEARING WALL (3'-3") 4X10 D.F.2 B.W. T5 T5 HOLD UP T5 GABLE END GABLE END 27 T18 27 17 18 17 T7 S9 6X8 D.F.1 TIMBER FRAME PER DETAIL '26' ON S10 S9 S9 S9 S10 6X8 D.F.1 TIMBER FRAME PER DETAIL '26' ON S10 T7 14 13 14 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 S9 S9 S9 T30 (360) 305-7974 T17 (10'-5") 1-3/4"X14" LSL T17 (10'-5") 1-3/4"X14" LSL 25 T28 T29 T30 T30 T32 (9'-0") 5-1/4"X14" PSL T34 T35 (3'-5") 4X10 D.F.2 T31 25 (8'-6") 3-1/2"X11-7/8" LSL (3'-9") 4X10 D.F.2 (3'-9") 4X10 D.F.2 (3'-9") 4X10 D.F.2 (3'-9") 4X10 D.F.2 OR (3) 1-3/4"X14" LSL T33 (3'-9") 4X12 D.F.2 (3'-9") 4X10 D.F.2 OR (2) 2X10 D.F.2 (6'-8") 3-1/2"X11-7/8" LSL AT S10 6X6 D.F.1 6X6 D.F.1 S10 KNEE BRACE KNEE BRACE B.W. B.W. B.W. B.W. B.W. B.W. B.W. BEARING WALL BEARING WALL BEARING WALL SIMP. HUC3.25/12 EAVE EAVE SOLID BLOCKING VERIFY BEAM 14" SOLID BLOCKING REQUIRED BELOW VERIFY VERIFY VERIFY BEAM IS BEARING WALL ABOVE BEAM IS BEAM IS REQUIRED BELOW BELOW STUD PACK P. FINFROCK IS BELOW (4) 2X12 D.F.2 STRINGER VERIFY BEAM BELOW BELOW BEARING WALL STUD PACK (4) 2X12 D.F.2 STRINGER MIN. HANG WITH SIMP. IS BELOW STUD STUD PER DETAIL '14'/S9 MIN. HANG WITH SIMP. LSCZ PER DETAIL T17 (10'-5") 1-3/4"X14" LSL STUD PACK PACK PACK T17 (10'-5") 1-3/4"X14" LSL LSCZ PER DETAIL PETER@BRADLEYENGINEERINGINC.COM '38' ON S9 (TYP.) DBL JOIST FULL DEPTH SOLID BLOCKING '38' ON S9 (TYP.) BELOW BETWEEN JOISTS PER DETAIL '39' PARTY WALL ON S10 PARALLEL TO STAIRWAY 21 21 STAIR LANDING STAIR LANDING SHEAR WALL. NAIL SUBFLOOR TO S9 S9 BLOCKING WITH 10d AT 4" O.C. BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL BEARING WALL BEARING WALL J2 J2 DBL 14" TJI 360 @ 16" O.C. 23 DBL 14" TJI 360 @ 16" O.C. 20 20 (22'-4") 5-1/4"X14" PSL OR (3) 1-3/4"X14" LSL (22'-4") 5-1/4"X14" PSL OR (3) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL REQUIRED AT AREAS WITH (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL (22'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL REQUIRED AT AREAS WITH (22'-4") 5-1/4"X14" PSL OR (3) 1-3/4"X14" LSL S9 OFFSET BEARING OF THIRD S9 S9 T19 T19 T20 T21 T22 T23 T24 T24 T24 T24 T25 T26 OFFSET BEARING OF THIRD T27 FLOOR BEARING WALL FLOOR BEARING WALL 2ND FLOOR SYSTEM: J2 14" TJI 360 @ 16" O.C. WITH 3/4" 23 DBL JOIST SUBFLOOR, GLUE & NAIL WITH 8d AT S9 BELOW 6" O.C. ALONG EDGES, 12" O.C. FIELD (11'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL PARTY WALL (11'-4") 3-1/4"X14" LSL OR (2) 1-3/4"X14" LSL 15 W1 W2 WITH 1-1/2" GYPCRETE PER ARCH. T36 (28'-0") W16X57 W4 T36 S9 (9'-6") (28'-0") W16X57 W16X57 (9'-6") W16X57 W1 W3 2' 6X6X3/8 HSS COLUMN (31'-0") W16X57 6X6X3/8 HSS COLUMN 6X6X3/8 HSS COLUMN C1 PER DETAIL '5' ON S8 PER DETAIL '5' ON S8 15 15 PER DETAIL '5' ON S8 C1 DOUBLE 14" TJI 360 AT S9 DOUBLE 14" TJI 360 AT S9 C1 BOTH ENDS OF 2' CANTILEVER BOTH ENDS OF 2' CANTILEVER DBL 14" TJI 360 @ 16" O.C. J3 REQUIRED AT AREAS WITH 16 16 OFFSET BEARING OF THIRD S9 DBL 14" TJI 360 @ 16" O.C. S9 FLOOR BEARING WALL REQUIRED AT AREAS WITH OFFSET BEARING OF THIRD 6X6X1/4 HSS COLUMN FLOOR BEARING WALL PER DETAIL '5' ON S8 2ND FLOOR FRAMING PLAN C1 SCALE: 1/4" = 1' - 0" 2ND FLOOR FRAMING PLAN IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 S2 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE BEAM LEGEND: BEAMS TO BE 4X10 D.F.2 WITH (1) TRIMMER, AND (1) JACK STUD UNLESS NOTED OTHERWISE TOP OF BEAM FLUSH WITH TOP OF FLOOR JOISTS BEAM HELD DOWN BELOW FLOOR JOISTS ALTERNATIVE TO GLB: LAMINTATED STRAND LUMBER (LSL) BEAMS ARE 5/19/2023 CALLED OUT, HOWEVER IT IS ACCEPTABLE TO USE ANY ENGINEERED 10 WOOD PRODUCT THAT HAS MINIMUM MODULUS OF ELASTICITY S9 E = 1.5X106 PSI, FOR INSTANCE LVL, PSL, GLB... OR EQUIVALENT PER OWNER SO LONG AS IT MEETS THE MINIMUM SIZE LISTED 10 T1 T1 T1 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 S9 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 T1 T1 T1 T1 (4'-3") 4X10 D.F.2 (4'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (4'-3") 4X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 ---- ---- ---- REVISIONS ORIGINAL 19 S9 11 19 S9 11 S9 19 SHEAR WALL ---- ---- ---- S9 S9 DATE 5/19/2023 SW3 (22'-6") 3-1/2"X14" LSL (20'-6") 3-1/2"X14" LSL 1 ---- ---- ---- SHEAR WALL T13 SHEAR WALL T14 VERSION SW3 3RD FLOOR SYSTEM J2 14" TJI 360 @ 16" O.C WITH 3/4" 1 D SUBFLOOR, GLUE & NAIL WITH 8d AT VER. SIZE 6" O.C. ALONG EDGES, 12" O.C. FIELD, SW3 AND 1-1/2" GYPCRETE PER ARCH. SHEAR WALL SIMP. HU11 SIMP. HU11 SIMP. HU11 BEARING WALL 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. BEARING WALL (6'-3") 4X10 D.F.2. BEARING WALL BEARING WALL (5'-6") 1-3/4"X14" LSL (6'-3") 4X10 D.F.2 BEARING WALL DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE T2 (5'-6") 1-3/4"X14" LSL (5'-3") 4X10 D.F.2 (5'-0") 1-3/4"X14" LSL T2 T10 (5'-6") 1-3/4"X14" LSL T3 T2 T3 T3 T3 12 T7 S9 T7 12 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 S9 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 10 HOLD UP 18 10 1-3/4"X14" LSL, S9 17 S9 S9 S9 Engineering T4 T4 T4 T4 1-3/4"X14" LSL, 1-3/4"X14" LSL, 1-3/4"X14" LSL, 1-3/4"X14" LSL, BEARING WALL BEARING WALL BEARING WALL BEARING WALL BEARING WALL BEARING WALL HOLD UP HOLD UP HOLD UP HOLD UP 3RD FLOOR CORRIDOR PER DETAIL '17' ON S9 J1 9-1/2" TJI 210 @ 16" O.C. WITH 3/4" SUBFLOOR, T7 T7 GLUE & NAIL WITH 8d AT 6" O.C. ALONG EDGES, Bradley 12" O.C. FIELD, AND 1-1/2" GYPCRETE PER ARCH. T4 CORRIDOR IS DESIGNED FOR 100 PSF LOAD. 1-3/4"X14" LSL, (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 HOLD UP 1-3/4"X14" LSL, 1-3/4"X14" LSL, 1-3/4"X14" LSL, BEARING WALL 4X8 D.F.2 BEARING WALL BEARING WALL BEARING WALL BEARING WALL B.W. 4X8 D.F.2 BEARING WALL T5 HOLD UP HOLD UP HOLD UP T5 T4 T4 SIMP. HU11 T4 17 T12 T7 T7 S9 18 T15 T15 1-3/4"X14" LSL, S9 T9 (360) 305-7974 (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 HOLD UP (10'-6") 1-3/4"X14" LSL (4'-3") 4X8 D.F.2 OR (2) 2X8 D.F.2 AT 1-3/4"X14" LSL, (5'-6") 1-3/4"X14" LSL HOLD UP (13'-3") 1-3/4"X14" LSL SIMP. HU11 (10'-0") 1-3/4"X14" LSL SIMP. HU11 T16 T16 T3 (4) 2X12 D.F.2 STRINGER (4'-6') 1-3/4"X14" LSL (4) 2X12 D.F.2 STRINGER SW1 (5'-6') 1-3/4"X14" LSL BEARING WALL (4'-6') 1-3/4"X14" LSL BEARING WALL (9'-0") 3-1/2"X14" LSL MIN. HANG WITH SIMP. T6 MIN. HANG WITH SIMP. T3 B.W. (6'-3") 4X10 D.F.2 B.W. (6'-3") 4X10 D.F.2 B.W. T3 OR (2) 1-3/4"X14" LSL P. FINFROCK LSCZ PER DETAIL LSCZ PER DETAIL T2 T2 '38' ON S9 (TYP.) 12 SIMP. HU11 '38' ON S9 (TYP.) 12 S9 PETER@BRADLEYENGINEERINGINC.COM S9 SW1 T17 (10'-5") 1-3/4"X14" LSL T17 (10'-5") 1-3/4"X14" LSL (5'-5") 4X10 D.F.2 B.W. 3RD FLOOR SYSTEM T8 J2 14" TJI 360 @ 16" O.C WITH 3/4" SUBFLOOR, GLUE & NAIL WITH 8d AT 6" O.C. ALONG EDGES, 12" O.C. FIELD, 21 21 21 STAIR LANDING 21 12 STAIR LANDING BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL AND 1-1/2" GYPCRETE PER ARCH. S9 S9 S9 S9 S9 BEARING WALL BEARING WALL (20'-6") 3-1/2"X14" LSL OR (2) 1-3/4"X14" LSL 20 20 T11 S9 S9 11 11 S9 S9 (4'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (4'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 T1 T1 T1 T1 T1 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 (6'-3") 4X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 10 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 T1 T1 S9 T1 T1 10 10 S9 S9 3RD FLOOR FRAMING PLAN 3RD FLOOR FRAMING PLAN IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 SCALE: 1/4" = 1' - 0" S3 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE BEAM LEGEND: BEAMS TO BE 4X10 D.F.2 WITH (1) TRIMMER, AND (1) JACK STUD UNLESS NOTED OTHERWISE TOP OF BEAM FLUSH WITH TOP OF FLOOR JOISTS BEAM HELD DOWN BELOW FLOOR JOISTS 32 32 ALTERNATIVE TO GLB: LAMINTATED STRAND LUMBER (LSL) BEAMS ARE 5/19/2023 S10 S10 CALLED OUT, HOWEVER IT IS ACCEPTABLE TO USE ANY ENGINEERED 30 WOOD PRODUCT THAT HAS MINIMUM MODULUS OF ELASTICITY 30 E = 1.5X106 PSI, FOR INSTANCE LVL, PSL, GLB... OR EQUIVALENT PER GABLE END GABLE END S10 S10 OWNER SO LONG AS IT MEETS THE MINIMUM SIZE LISTED (6'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 R4 R4 R4 EAVE OR (2) 2X8 D.F.2 OR (2) 2X8 D.F.2 EAVE OR (2) 2X8 D.F.2 EAVE GIRDER TRUSS GIRDER TRUSS (4'-3") 4X8 D.F.2 (4'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 (4'-3") 4X8 D.F.2 ---- ---- ---- OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 R1 R1 R1 R1 ORIGINAL VALLEY OVERLAY REVISIONS 4:12 4:12 31 CONNECT GIRDER TO DBL CONNECT GIRDER TO DBL 31 S10 TOP PLATE PER DETAIL TOP PLATE PER DETAIL S10 4:12 4:12 '33' ON S10, BOTH ENDS '33' ON S10, BOTH ENDS RIDGE OVERLAY VALLEY OVERLAY VALLEY OVERLAY ---- ---- ---- EAVE SW2 EAVE DATE 36 5/19/2023 S10 RIDGE OVERLAY VALLEY OVERLAY 1 36 ---- ---- ---- S10 VERSION SW1 SW1 RIDGE 36 RIDGE 1 D VER. SIZE SW1 S10 4:12 GABLE END GABLE END 36 S10 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE MONO TRUSSES @ 24" O.C. PER EAVE EAVE TRUSS MANUF. WITH 2X6 TOP CHORD OVERHANG 2'-9" TO RIDGE PER DETAIL '34/35' ON S10 EAVE EAVE Engineering HEADER NOT REQUIRED AT HEADER NOT 4' GABLE END BEARING WALL (5'-6") 4X8 D.F.2 BEARING WALL (5'-6") 4X8 D.F.2 BEARING WALL (5'-6") 4X8 D.F.2 BEARING WALL (5'-6") 4X8 D.F.2 BEARING WALL REQUIRED AT WINDOW. OR 6X6 D.F.1 R2 OR 6X6 D.F.1 R2 OR 6X6 D.F.1 R2 OR 6X6 D.F.1 R2 4' GABLE END 2X6 DBL TOP WINDOW. PLATE IS CORRIDOR CEILING PER DETAIL '34' ON S10 2X6 DBL TOP ADEQUATE, TYP. CANTILEVER 2X6 TOP CHORD OF TRUSS TO RIDGE PLATE IS RIDGE RIDGE Bradley (3) LOCATIONS W/ 2X4 @ 24" O.C. CEILING JOISTS HANG TO TRUSS ADEQUATE, TYP. GABLE END R5 GABLE END R3 (5'-6") 4X8 D.F.2 (5'-6") 4X8 D.F.2 (5'-6") 4X8 D.F.2 (5'-6") 4X8 D.F.2 (3) LOCATIONS R2 R2 R2 R2 OR 6X6 D.F.1 OR 6X6 D.F.1 OR 6X6 D.F.1 OR 6X6 D.F.1 R3 BEARING WALL BEARING WALL BEARING WALL BEARING WALL BEARING WALL 4:12 4:12 31 35 34 S10 S10 S10 31 (360) 305-7974 S10 AT 31 GABLE END GABLE END S10 SW0 SW0 P. FINFROCK RIDGE RIDGE COMMON COMMON PETER@BRADLEYENGINEERINGINC.COM GABLE END TRUSSES @ TRUSSES @ 24" O.C. PER MONO TRUSSES @ 24" O.C. PER 24" O.C. PER 4:12 TRUSS MANUF. TRUSS MANUF. WITH 2X6 TOP TRUSS MANUF. CHORD OVERHANG 2'-9" TO 31 RIDGE PER DETAIL '34/35' ON S10 BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL S10 SW2 VALLEY OVERLAY VALLEY OVERLAY SW2 EAVE 37 37 S10 S10 VALLEY OVERLAY VALLEY OVERLAY 31 CONNECT GIRDER TO DBL CONNECT GIRDER TO DBL S10 RIDGE OVERLAY TOP PLATE PER DETAIL 30 TOP PLATE PER DETAIL 4:12 4:12 '33' ON S10, BOTH ENDS S10 '33' ON S10, BOTH ENDS 4:12 RIDGE OVERLAY 4:12 R1 R1 R1 R1 R1 (4'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 (4'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 (6'-3") 4X8 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 OR (2) 2X10 D.F.2 GIRDER TRUSS GIRDER TRUSS EAVE R4 (6'-3") 4X8 D.F.2 R4 (6'-3") 4X8 D.F.2 EAVE R4 (6'-3") 4X8 D.F.2 R4 (6'-3") 4X8 D.F.2 EAVE OR (2) 2X8 D.F.2 OR (2) 2X8 D.F.2 OR (2) 2X8 D.F.2 OR (2) 2X8 D.F.2 GABLE END GABLE END 30 ROOF FRAMING NOTES Â· TRUSS LAYOUT TO BE PROVIDED BY TRUSS MANUFACTURER. CONTACT S10 32 ENGINEER OF RECORD IF THERE ARE ANY MAJOR DEVIATIONS OF GIRDER 32 TRUSS (G.T.) LOCATIONS FROM THIS PLAN (8' G.T. SETBACK TYPICAL) S10 S10 Â· ALL LOAD BEARING HEADERS TO BE 4X10 D.F.2 WITH (2) STUDS UNLESS NOTED OTHERWISE. Â· HEADERS AT GIRDER TRUSS BEARING LOCATIONS TO BE 6X10 D.F.1 WITH ROOF FRAMING PLAN SOLAR PANEL NOTE: (3) STUDS UNLESS NOTED OTHERWISE. Â· ROOF FRAMING CAN STRUCTURALLY ACCOMMODATE THE DEAD LOAD Â· H1 HURRICANE TIE OR (2) SDWC15600 SCREWS REQUIRED AT EACH TRUSS SCALE: 1/4" = 1' - 0" Â· ALL EXTERIOR WALLS ASSUMED TO BE LOAD BEARING ASSOCIATED WITH SOLAR PANELS. ROOF FRAMING PLAN IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 Â· INTERIOR BEARING IS NOT PERMISSIBLE UNLESS THE INTERIOR WALL IS Â· WIND FORCES AND ASSOCIATED CONNECTION TO ROOF IS OUTSIDE OF SPECIFICALLY DESIGNATED AS A BEARING WALL SCOPE OF WORK AND RESPONSIBILITY. S4 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE 1 PLY = CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. SHEAR WALL TABLE 2 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. SHEAR WALL LEGEND PER SHEAR WALL TABLE ON SHEET S5 MIN. DESIGN ALLOWABLE UNIT 3 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF SHEATHING ON EDGE NAILING / THICKNESS OF SHEAR CAPACITY (PLF) EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS. ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE, SHALL BE SW0, UNBLOCKED SHEAR SHEAR PANEL EDGES BLOCKED FIELD NAILING LOAD SW0 WALL SHEATHING ONE OR BOTH OR UNBLOCKED NAIL SIZE TRANSFER EDGE SEE LATERAL ANALYSIS 4 NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL = WALL, WITH 7/16" OSB OR 15/32" PLY SHEATHING ON OUTSIDE AND NAIL WITH 8d AT 6" O.C. SIDES OF WALL 2 DISTANCE (MAX) 3 MEMBERS & 5 FOR DOUBLE SIDE SHEAR WALLS, AT LEAST 12" MIN DISTANCE BETWEEN SHEATHING JOINTS ON OPPOSITE SIDE . (I.E. USE 2 PIECES OF BLOCKING) ALONG PANEL EDGES, 12" O.C. IN THE FIELD. PANEL EDGE BLOCKING NOT REQUIRED. SILL PLATE WIND SEISMIC NOTES: 7/16" OSB OR SW1 SW1 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON 5/19/2023 SW0 ONE UNBLOCKED 8d 6" / 12" O.C. NO 2X (NOMINAL) 187 134 (1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE 5/8" ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED = 15/32" PLY 1 4 ONE SIDE AND NAIL WITH 8d AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. OF 10". USE SIMPSON EPOXY-TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPOXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD. 7/16" OSB OR SW1 ONE BLOCKED 8d 6" / 12" O.C. YES 2X (NOMINAL) 312 223 (2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL). 15/32" PLY 1 7/16" OSB OR (3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.10.1. SW2 SW2 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON SW2 ONE BLOCKED 8d 3" / 12" O.C. YES 2X (NOMINAL) 586 419 = 15/32" PLY 1 ONE SIDE AND NAIL WITH 8d AT 3" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. 7/16" OSB OR SW3 BOTH 5 BLOCKED 8d 4" / 12" O.C. YES 2X (NOMINAL) 911 651 15/32" PLY 1 7/16" OSB OR SW3 SW3 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON SW4 BOTH 5 BLOCKED 8d 3" / 12" O.C. YES 2X (NOMINAL) 1172 837 = BOTH SIDES AND NAIL WITH 8d AT 4" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. 15/32" PLY 1 19/32" OSB OR SW6 BOTH 5 BLOCKED 10d 3" / 12" O.C. YES 3X (NOMINAL) 1730 1237 5/8" PLY 1 SW4 SW4 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = ---- ---- ---- BOTH SIDES AND NAIL WITH 8d AT 3" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. REVISIONS ORIGINAL SW6 SW6 SHEAR WALL PANEL EDGES BLOCKED WITH WITH 19/32" OSB OR 5/8" PLY SHEATHING = ON BOTH SIDES AND NAIL WITH 10d AT 4" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. 3 1 2 4 5 SW2 SW2 SW2 SW2 SW2 6 7 ---- ---- ---- DATE 5/19/2023 SW2 SW2 SW2 SW2 SW2 SW2 SW2 A SIMP. HDU4 1 ---- ---- ---- PER DETAIL '7' ON S11 VERSION SIMP. HDU4 PER DETAIL 1 D '7' ON S11 VER. SIZE (2) SIMP. HDU5 (2) SIMP. HDU5 SW2 PER DETAIL (2) SIMP. HDU11 PER PER DETAIL SW2 '7' ON S11 SW4 DETAIL '7' ON S11 '7' ON S11 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE SW4 (2) SIMP. HDU11 PER DETAIL '7' ON S11 (2) SIMP. HDU5 (2) SIMP. HDU5 SW4 SW4 SW2 SW2 PER DETAIL PER DETAIL '7' ON S11 '7' ON S11 INTERIOR WALLS TO HAVE 1/2" Engineering GWB ON BOTH SIDES (TYP.), NOT PART OF LATERAL FORCE RESISTING SYSTEM Bradley (2) SIMP. HDU5 SIMP. HDU4 SIMP. HDU4 (2) SIMP. HDU5 PER DETAIL PER DETAIL PER DETAIL PER DETAIL SW2 '7' ON S11 '7' ON S11 SW2 '7' ON S11 '7' ON S11 SW3 SW3 B SW1 SW1 SW1 SW1 SW1 (360) 305-7974 SIMP. HDU4 SIMP. HDU4 PER DETAIL PER DETAIL AT '7' ON S11 '7' ON S11 SW1 SW1 SW1 SW1 C P. FINFROCK PETER@BRADLEYENGINEERINGINC.COM (2) SIMP. HDU11 PER DETAIL '7' ON S11 (2) SIMP. HDU2 SW4 (2) SIMP. HDU2 PER DETAIL PER DETAIL '7' ON S11 '7' ON S11 BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL D SW2 SW2 SW2 SW2 SW1 SW1 SW1 SW2 SW2 SW2 (2) SIMP. HDU5 (2) SIMP. HDU5 PER DETAIL PER DETAIL (2) SIMP. HDU2 SW2 '7' ON S11 SW2 '7' ON S11 (2) SIMP. HDU2 SW2 SW2 PER DETAIL PER DETAIL '7' ON S11 1ST FLOOR SHEAR WALLS & HOLD DOWNS '7' ON S11 SCALE: 1/4" = 1' - 0" (2) SIMP. HDU14 PER (2) SIMP. HDU14 PER DETAIL '7' ON S11 DETAIL '7' ON S11 E SW6 SW6 SW6 WALL ONLY, SW6 WALL ONLY, INSTALL 5/8"X10" INSTALL 5/8"X10" A.B. @ 16" O.C. A.B. @ 16" O.C. (EACH JOIST BAY) (EACH JOIST BAY) 6X6X3/8 HSS COLUMN PER DETAIL '5' ON S8, NOT PART OF LATERAL FORCE RESISTING SYSTEM. TYPICAL AT (6) LOCATIONS F 1ST FLOOR SHEAR WALLS & HOLD DOWNS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 S5 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE SHEAR WALL LEGEND PER SHEAR WALL TABLE ON SHEET S5 SW0 ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE, SHALL BE SW0, UNBLOCKED SHEAR = WALL, WITH 7/16" OSB OR 15/32" PLY SHEATHING ON OUTSIDE AND NAIL WITH 8d AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. PANEL EDGE BLOCKING NOT REQUIRED. 5/19/2023 SW1 SW1 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = ONE SIDE AND NAIL WITH 8d AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. SW2 SW2 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = ONE SIDE AND NAIL WITH 8d AT 3" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. SW3 SW3 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON 2ND FLOOR SHEAR WALLS & HOLD DOWNS = BOTH SIDES AND NAIL WITH 8d AT 4" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. SCALE: 1/4" = 1' - 0" ---- ---- ---- SW4 SW4 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = 3 BOTH SIDES AND NAIL WITH 8d AT 3" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. REVISIONS ORIGINAL 1 2 4 5 (2) SIMP. MST48 (2) SIMP. MST48 6 7 STRAP PER STRAP PER DETAIL '44' ON S11 SW1 SW1 SW1 SW1 SW1 DETAIL '44' ON S11 ---- ---- ---- DATE 5/19/2023 SW2 SW2 SW1 SW1 SW1 SW2 SW2 A 1 SIMP. HDU4 ---- ---- ---- PAIRING VERSION PER DETAIL '40' ON S11 SIMP. HDU4 PAIRING 1 D (2) SIMP. MST48 PER DETAIL (2) SIMP. MST48 VER. SIZE STRAP PER '40' ON S11 STRAP PER (2) SIMP. HDU8 DETAIL '44' ON S11 SW2 SW2 DETAIL '44' ON S11 SW3 PAIRING PER DETAIL '40' ON S11 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE (2) SIMP. HDU8 SW3 SW3 PAIRING PER SW3 SW1 SW1 DETAIL '40' ON S11 Engineering Bradley SIMP. HDU4 SIMP. HDU4 PAIRING PAIRING PER DETAIL PER DETAIL SW1 SW1 '40' ON S11 '40' ON S11 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 B (360) 305-7974 AT SW1 SW1 SW0 SW0 SW0 SW0 SW0 SW1 SW1 C P. FINFROCK PETER@BRADLEYENGINEERINGINC.COM BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL SW1 SW1 SW0 INTERIOR WALLS TO HAVE 1/2" SW0 GWB ON BOTH SIDES (TYP.), NOT PART OF LATERAL FORCE RESISTING SYSTEM E SW4 SW4 (2) SIMP. HDU11 (2) SIMP. HDU11 PAIRING PER PAIRING PER DETAIL 'X' DETAIL 'X' SW0 SW0 F SW1 SW1 SW1 SW1 SW1 SW1 SW1 SW1 2ND FLOOR SHEAR WALLS & HOLD DOWNS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 SW0 SW0 SW0 SW0 SW0 SW0 S6 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE SHEAR WALL LEGEND PER SHEAR WALL TABLE ON SHEET S5 SW0 ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE, SHALL BE SW0, UNBLOCKED SHEAR = WALL, WITH 7/16" OSB OR 15/32" PLY SHEATHING ON OUTSIDE AND NAIL WITH 8d AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. PANEL EDGE BLOCKING NOT REQUIRED. 5/19/2023 SW1 SW1 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = ONE SIDE AND NAIL WITH 8d AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. SW2 SW2 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB OR 15/32" PLY SHEATHING ON = 3RD FLOOR SHEAR WALLS & HOLD DOWNS ONE SIDE AND NAIL WITH 8d AT 3" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD. SCALE: 1/4" = 1' - 0" ---- ---- ---- 3 REVISIONS ORIGINAL 1 2 4 5 6 7 SW1 SW1 SW1 SW1 SW1 ---- ---- ---- DATE 5/19/2023 SW1 SW1 SW1 SW1 SW1 SW1 SW1 A 1 ---- ---- ---- VERSION 1 D VER. SIZE SW0 (2) SIMP. HDU4 SW0 PAIRING PER DETAIL '40' ON S11 SW2 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE SW1 SW1 (2) SIMP. HDU4 SW0 SW1 PAIRING PER SW0 DETAIL '40' ON S11 Engineering Bradley SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 B SW0 SW0 (360) 305-7974 AT SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 SW0 C SW0 SW0 P. FINFROCK PETER@BRADLEYENGINEERINGINC.COM BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL SW0 INTERIOR WALLS TO HAVE 1/2" SW0 GWB ON BOTH SIDES (TYP.), NOT PART OF LATERAL FORCE RESISTING SYSTEM SW0 SW0 (2) SIMP. HDU4 (2) SIMP. HDU4 PAIRING PER PAIRING PER DETAIL '40' DETAIL '40' ON S11 ON S11 E SW2 SW2 SW0 SW0 F SW1 SW1 SW0 SW0 SW0 SW0 SW1 SW1 3RD FLOOR SHEAR WALLS & HOLD DOWNS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 SW0 SW0 SW0 SW0 SW0 SW0 S7 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE ANCHOR BOLTS 1. Ã˜5/8"X10" LONG @ 48" O.C. MAX. SHEATHING, BLOCKING, AND FOUNDATION HEAVY NAILING REQUIREMENTS PER PER PLAN EQUIPMENT 2. 3"X3"X1/4" PLATE WASHERS 5/8" DIA. X 10" LONG GALV. 3. MIN. (2) ANCHOR BOLTS PER SILL. SHEAR WALLS PLANS ANCHOR BOLTS @ 48" O.C. WITH 1-3/4" 4. WITHIN 12" FROM SILL END. 5/19/2023 2X6 STUDS @ 16" O.C. 3"X3"X1/4" SQ. WASHERS (TYP.) MIN. #4 REBAR L @ LAP #4 REBAR L @ LAP TO HORIZ. REBAR 30" TO HORIZ. REBAR, H 30" ALT. DIRECTION 30" H 4" CONCRETE SLAB 30" STEM WALL VERT. 12" 4" COMPACTED GRANULAR FILL STEM WALL VERT. REBAR PER PLAN REQUIRED AT 2X6 STUDS @ 16" O.C. REBAR PER PLAN (4) #5 REBAR CONTINUOUS, BRICK WALL TIE AS REQUIRED NOTE: WAIT A MINIMUM OF 7 DAYS AFTER CONCRETE ALL LOCATIONS 3" FROM BASE OF FOOTING SHEATHING AND NAILING CORNER REBAR DETAILS POUR TO BACKFILL FOUNDATION, BASEMENT, AND PER SHEAR WALL PLANS 5/8" DIA. X 10" LONG GALV. #4 REBAR AT 12" O.C. 30" FOOTINGS TO BEAR ON COMPACTED RETAINING WALLS. AFTER 7 DAYS OKAY TO BACKFILL. ---- ---- ---- ANCHOR BOLTS @ 48" O.C. WITH WHEN BACKFILLING MAINTAIN A DISTANCE OF HEIGHT NATIVE SOILS OR STRUCTURAL FILL (TYP.) 'H' FOR HEAVY EQUIPMENT (EXCAVATOR, BACKHOE, (2) #4 CONTINUOUS REBAR WITHIN 3"X3"X1/4" SQ. WASHERS (TYP.) REVISIONS ORIGINAL 3" FROM TOP OF STEM WALL ETC.) 'H' CORRESPONDS TO THE BACKFILL HEIGHT BEHIND THE FOUNDATION WALL. SEE FIGURE BELOW. FLASHING ON TOP OF BASE COURSE 4" CONCRETE SLAB WITH JOINTS @ 2 THICKENED FOOTING DETAIL WITH WEEP HOLES @ 48" O.C. 12' O.C. MAX PER DETAIL '6' ON S8 OPTIONAL NOTCH DOOR PER PLAN FOR DOOR SCALE: 3/4" = 1'-0" 30" WIDE BACKFILL WARNING ANCHOR BOLTS DETAIL 6" MIN. 4" CONCRETE SLAB WITH JOINTS OK TO INSTALL PORCH SLAB. @ 12' O.C. MAX PER DETAIL '7' SLOPE AWAY 1/4" PER 1' CMU DOWN TO FOOTING, ---- ---- ---- FILL BEHIND W/ MORTAR DATE RIGID INSULATION PER ARCH 5/19/2023 FREE DRAINING ROCK UP #4 VERTICAL REBAR AT 12" O.C., TO FINISHED GRADE ALTERNATE HOOK DIRECTION 18" MIN BLOCK OUT STEM WALL TO SHEATHING, BLOCKING, AND 6' MAX 4" DIAMETER TIGHT LINE ALLOW FOR SLAB PASSOVER #4 HORIZONTAL REBAR AT 12" O.C. NAILING REQUIREMENTS PER 1 ---- ---- ---- 4" DIAMETER PERFORATED REBAR REINFORCEMENT AND SHEAR WALLS PLANS 5/8" DIA. X 10" LONG GALV. 8" DRAIN PIPE IF REQUIRED FOUNDATION SPECIFICATIONS ANCHOR BOLTS @ 48" O.C. WITH VERSION PER DETAIL '1' LEFT 2X STUDS @ 16" O.C. 3"X3"X1/4" SQ. WASHERS (TYP.) STAIR TREADS PER BUILDER BY GEOTECH ENGINEER (3) 2X12 D.F.1 STRINGERS MIN #4 HORIZ. AT 12" O.C. (3) #5 CONTINUOUS REBAR 1 D 8" 8" 8" AT BASE OF FOOTING 4" CONCRETE SLAB 2X6 P.T. KICK. NOTCH STRINGER FOR KICK VER. SIZE 24" CONNECT 2X6 P.T. KICK TO THICKENED 12" 4" COMPACTED GRANULAR FILL FOOTING WITH (4) 5/8"X8" ANCHOR 1 EXTERIOR FOUNDATION DETAIL 9 EXTERIOR FOUNDATION DETAIL BOLTS (OK TO USE SIMPSON THDB62800 (3) #5 REBAR CONTINUOUS, SCREW ANCHOR BOLTS OR EPOXY SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 3" FROM BASE OF FOOTING ANCHOR BOLTS OR EQUIVALENT)4" CONCRETE SLAB AT EXTERIOR WALL AT OPENING #4 REBAR AT 12" O.C. 24" 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. FOOTINGS TO BEAR ON COMPACTED DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE NATIVE SOILS OR STRUCTURAL FILL (TYP.) 12" 4" COMPACTED 3 THICKENED FOOTING DETAIL GRANULAR FILL (TYP.) SCALE: 3/4" = 1'-0" 24" WIDE FOOTINGS TO BEAR ON (2) #4 REBAR CONTINUOUS COMPACTED NATIVE SOILS IN BASE OF FOOTING OR STRUCTURAL FILL (TYP.) 16" STRUCTURAL STEEL NOTES: 1. WIDE FLANGE BEAMS TO CONFORM TO ASTM A992 STEEL, Fy = 50 ksi Fu = 65 ksi 2. HSS STEEL TUBES TO CONFORM TO ASTM A500 GR. B OR BETTER 4 THICKENED FOOTING DETAIL 3. UNLESS NOTED OTHERWISE, STEEL-TO-STEEL CONNECTIONS TO BE 1/4" CONTINUOUS FILLET WELD 4. ALL STRUCTURAL STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC MANUAL OF SCALE: 3/4" = 1'-0" Engineering STEEL CONSTRUCTION, LATEST EDITION AT STAIR LANDING 5. ALL STEEL WELDING TO BE DONE USING E70 ELECTRODES, AND CONFORM TO AWS D1.1, LATEST EDITION 6. ALL BOLTS FOR STEEL-TO-STEEL CONNECTIONS TO BE ASTM A325 OR BETTER. 7. STEEL-TO-CONCRETE BOLTS TO BE ASTM A307 OR BETTER (4) SIMPSON PAB7-24 OR (4) 7/8" DIA. X 24" LONG 8. PROVIDE STANDARD WASHERS UNDER ALL NUTS AND ANCHOR BOLTS GALV. F1554 THREADED ROD WITH WASHER AND 1/2" THICK STEEL PLATE CUT INTO NUT ASSEMBLY SIMILAR TO PAB ANCHOR BOLT A TRIANGLE. WELD TO STEEL 3" INSTALL 3/8" STEEL SPLICE PLATE 6X6X3/8 HSS PER PLAN BASE PLATE AND 6X6X3/8 HSS 4" SLAB FOR PARKING Bradley OVER W16 BEAM SPLICE. COLUMN WITH 1/4" CONTINUOUS 4" CONCRETE SLAB PER OTHERS (4) 3"X3"X1/2" TRIANGLE GUSSET PLATE WITH FILLET WELD ON EACH EDGE CONNECT WITH (4) 3/4" DIAMETER 5/16" CONT. FILLET WELD AROUND ALL SIDES 3" PARKING CURB THROUGH BOLTS WITH 3/4" W16X57 STEEL BEAM PER PLAN, CUT (4) 7/8" WASHERS AND RED LOCTITE 5/16" CONT. FILLET WELD AROUND ALL SIDES TO PER OTHERS DIA. HOLES IN BOTTOM FLANGE OF EACH CONNECT 6X6X5/8 HSS TO STEEL BASE PLATE TRIANGLE GUSSET PLATE 6" W12 STEEL BEAM AND (2) 7/8" DIA. HOLES IN W18 GIRDER PER PLAN WEB FOR 3/8" STEEL SPLICE PLATE 12"X12"X3/8" STEEL BASE PLATE PER DETAIL SCALE: N.T.S. RIGHT. BOLT TO PEDESTAL WITH (4) 7/8" NUTS WITH WASHERS AND RED LOCTITE (2) #4 REBAR CONTINUOUS 18" MIN. BELOW END OR INTERIOR STEEL TOP 1'-1" 6X6X3/8 HSS COLUMN PER PLAN, 2" CLEAR TO TOP OF (360) 305-7974 GRADE PLATE PER DETAILS RIGHT WELDED TO BASE PLATE WITH THICKENED EDGE 1 SECTION 3-3: BASE PLATE 1 12" 3" 5/16" CONTINUOUS FILLET WELD AT CONNECT EACH END OF W-FLANGE TO 1 " (2) #4 REBAR CONTINUOUS 2 STEEL TOP PLATE WITH (4) 3/4" DIAMETER SCALE: 3/4" = 1'-0" 7"X1'-6"X3/8" STEEL TOP PLATE 3" CLEAR TO BASE OF 6" THROUGH BOLTS WITH 3/4" I.D., 2" O.C. THICKENED EDGE 5/16" CONT. FILLET WELD ALL WASHERS AND NUT WITH RED LOCTITE 7" 4" CONTACTING EDGES (TYP.) 8' MAX. (4) 13/16" DIAMETER HOLES CLEAR 8 PARKING AREA & SIDEWALK 18" DIAMETER X 42" TALL CONCRETE P. FINFROCK 6X6X3/8 HSS COLUMN PER PLAN THROUGH FOR 3/4" THROUGH BOLT PEDESTAL REINFORCED WITH REBAR SCALE: 3/4" = 1'-0" THICKENED EDGE (8) #5 REBAR INSIDE HOOP END TOP PLATE DETAIL PETER@BRADLEYENGINEERINGINC.COM 12"X12"X3/8" STEEL BASE PLATE PER DETAIL RIGHT. BOLT TO 3"X3"X3/8" THICK STEEL TRIANGLE GUSSET 15" DIA. #4 REBAR HOOP @ 6" O.C. SCALE: 1" = 1'-0" QTY (2) REQUIRED PEDESTAL WITH (4) 7/8" NUTS ON EACH SIDE (4 TOTAL PER COLUMN BASE), WITH WASHERS AND RED LOCTITE WELDED TO COLUMN AND BASE PLATE WITH (4) SIMPSON PAB7-24 OR (4) 7/8" DIA. X 24" LONG 3" LONG 5/16" FILLET WELD ON ALL EDGES GALV. F1554 THREADED ROD WITH WASHER AND QTY. (4) SIMPSON PAB7-24 OR NUT ASSEMBLY SIMILAR TO PAB ANCHOR BOLT BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL 1'-6" 6X6X3/8 HSS COLUMN PER PLAN, 1ST POUR 2ND POUR (4) 7/8" DIA. X 24" LONG GALV. WELDED TO BASE PLATE WITH VERIFY MIN. 1-1/2" COVER AROUND REBAR 1 SLAB COMPOSED OF F1554 THREADED ROD WITH 1 1 " 3" 9" 3" 5/16" CONTINUOUS FILLET WELD TWO SEPARATE POURS WASHER AND NUT ASSEMBLY 1 " 2 2 SIMILAR TO PAB ANCHOR BOLT SECTION 2-2: PEDESTAL 7"X1'-6"X3/8" STEEL TOP PLATE 3 3 5/16" CONT. FILLET WELD ALL SCALE: 3/4" = 1'-0" 7" 4" CONTACTING EDGES (TYP.) DOUBLE 15" DIAMETER #4 REBAR HOOP WITHIN 4"-6" OF TOP OF PEDESTAL (8) 13/16" DIAMETER HOLES CLEAR 4" COMPACTED 2 2 THROUGH FOR 3/4" THROUGH BOLT UNDISTURBED NATIVE GRANULAR FILL 3'-6" COLD JOINT SOIL OR COMPACTED 15" DIAMETER #4 REBAR HOOP 6' FILL MATERIAL PER DETAIL RIGHT @ 6" O.C. 54" (8) #5 REBAR L INTERIOR TOP PLATE DETAIL 30" SLAB TO BE POURED SEE SECTION 1-1 18" DIAMETER CONCRETE PEDESTAL (6) #5 REBAR EACH WAY SCALE: 1" = 1'-0" QTY (4) REQUIRED MONOLITHICALLY. SAW CUT 1/8" SAW CUT OR USE GROOVER AT TOP AND BASE OF FTG, METHOD TO BE PERFORMED D (14)D TOOL TO CREATE CONCRETE JOINT 3" CLEAR TO BASE, 4 TO 12 HOURS AFTER POUR 2" CLEAR TO TOP 18" 54" 2" 8" 30" 6' (8) #5 REBAR L 2" UNDISTURBED NATIVE SOIL OR SAW CUT OR 4" COMPACTED ANGLED AT 45 DEGREES 1" DIA. HOLE CLEAR THRU COMPACTED FILL MATERIAL GRANULAR FILL GROOVE JOINT 1 1 6' SQUARE 8" 12"X12"X3/8" STEEL BASE PLATE CONCRETE SLAB NOTES: SUB-GRADE PREP: SLAB TO BEAR ON UNDISTURBED NATIVE Â·EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE SOILS AND/OR STRUCTURAL FILL (SEE STANDARD STRUCTURAL Â·SPACE JOINTS @ 12' O.C. MAX. EACH WAY SPECIFICATIONS FOR MORE INFORMATION) COMPACTED IN LIFTS 6'X6'X12" THICK CONCRETE (6) #5 REBAR EACH DASHED LINE DENOTES Â·TYPICAL SLAB 4" CONCRETE SLAB OVER 6 MIL POLY VAPOR OF ONE FOOT OR LESS TO 95% OF A MODIFIED PROCTOR PER WAY AT TOP AND OUTLINE OF 18" CONCRETE 1/2" FILLET OR BEVEL BARRIER OVER 4" COMPACTED GRANULAR FILL ASTM D1557. SOILS SHALL BE FIRM AND UNYIELDING. ALL FOOTING REINFORCED WITH ORGANIC AND DELETERIOUS MATERIAL BENEATH THE SLABS TO BASE OF FTG, PEDESTAL ABOVE OK (NOT REQUIRED) (10) #5 REBAR BOTH WAYS, BE REMOVED AND REPLACED WITH 4" MINIMUM COMPACTED 3" CLEAR TO BASE, 3" FROM BASE OF FOOTING GRANULAR FILL TO 95% RELATIVE COMPACTION. 2" CLEAR TO TOP 5 PARKING CONCRETE & STEEL COLUMN SECTION 1-1: FOOTING BASE PLATE DETAIL 6 TYPICAL CONCRETE SLAB JOINTS FOUNDATION DETAILS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1-1/2" = 1'- 0" QTY (6) REQUIRED WITH W16X57 STEEL BEAM S8 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE EDGE NAILING: Â· NON-SHEARWALL (PRESCRIPTIVE/CONVENTIONAL) 8d NAILS @ 6" O.C. Â· SHEARWALLS, SEE SHEARWALL TABLE. DETAIL '36' MAY BE USED INSTEAD OF DETAIL '12' 7 STUDS PER PLAN STUDS PER PLAN STUDS PER PLAN IF NEEDED TO MEET FIRE CODE REQUIREMENTS 16" PLY OR OSB SHEATHING STUDS PER PLAN 16d NAILS @ 12" O.C. 16d NAILS @ 12" O.C. 16d NAILS @ 12" O.C. 10d NAILS AT 4" O.C., ALTERNATING 10d NAILS AT 4" O.C., 5/19/2023 7" PLY OR OSB 7" PLY OR OSB 16d NAILS @ 12" O.C. CS16, 30" LONG @ 5' 3/4" SUB-FLOOR 16 3/4" SUB-FLOOR 16 3/4" SUB-FLOOR SIDES TO CONNECT 2X6 D.F.2 1-1/2" MAX. GYPCRETE ALTERNATING SIDES TO 1-1/2" MAX. GYPCRETE O.C. AND AT ALL SHEATHING SHEATHING ENDS AT 1-1/2" GYPCRETE PLATE TO 2X6 P.T. PLATE BELOW CONNECT 2X6 D.F.2 PLATE MIDDLE OF BOTTOM 3/4" SUB-FLOOR, GLUE AND 3/4" SUB-FLOOR, GLUED AND CORNERS 1-1/2" GYPCRETE 1-1/2" GYPCRETE 1-1/2" GYPCRETE TO 2X6 P.T. PLATE BELOW 2X P.T. PLATE PLATE 3/4" SUB-FLOOR 1/4"X4-1/2" SDWS SCREWS @ 16" O.C. NAIL WITH 8d AT 6" O.C. NAILED WITH 8d AT 6" O.C. ALONG EDGE, 12" O.C. FIELD SIMP. SDWS2400 @ 16" O.C. EDGES, 12" O.C. IN THE FIELD EDGE NAIL PER NOTE BELOW EDGE NAIL C 1-1/2"X14" BLOCKING MIN AT PER NOTE JOIST BEARING (LVL, LSL, 14" TJI 360 @ 16" O.C. STRIP OF OSB OR PLY PSL, OR EQUIVALENT IS BELOW SHEATHING OVER RIM AND 14" TJI 360 @ 16" O.C. 14" TJI 360 @ 16" O.C. 1-1/2"X11-7/8" LEDGER ACCEPTABLE) ATTACH TO SHEATHING B FASTENED TO BOTTOM 14" TJI 360 @ 16" O.C. EACH JOIST WITH (1) 10d NAIL SCREW TO EACH STUD WITH SPLICE PLATE OF UPPER WALL AND AT TOP AND BOTTOM FLANGE (3) SDWS2400 SCREWS TOP PLATE OF LOWER WALL ---- ---- ---- END OF FULL LENGTH C ORIGINAL CEILING PER ARCH REVISIONS EDGE NAIL PER 14" TJI 360 @ 16" O.C. SHEATHING 14" TJI 360 @ 16" O.C. CEILING PER ARCH. SIMPSON A35Z OR (3) 16d DOUBLE TOP PLATE NOTE BELOW EDGE NAIL PER NOTE SHEATHING CONNECTION TOE-NAILS AT 16" O.C. EXTENDS TO BOTTOM SIMPSON IUS2.06/14 7 BELOW PER DETAIL '10' LEFT BEARING WALL PER PLAN OF SUBFLOOR 7" PLY OR OSB DOUBLE TOP PLATE 16" PLY OR OSB WITH SHEATHING, DOUBLE TOP PLATE (TYP.) DOUBLE TOP PLATE 16 (OPTION 'A', 'B', OR 'C' OK) SHEATHING SHEATHING ENDS AT NAILING AND BLOCKING INTERIOR BEARING 7" PLY OR OSB MIDDLE OF TOP WALL PER PLAN 16 PER SHEAR WALLS PLANS DOUBLE TOP PLATE SHEATHING PLATE DOUBLE TOP PLATE ---- ---- ---- DATE 5/19/2023 B SHEATHING JOINT TO BE LOCATED 2" OR MORE C SHEATHING SPLICE IN MIDDLE OF FROM TOP OR BOTTOM EDGE OF RIM JOIST. BOTTOM AND TOP PLATE AS SHOWN 11 FLOOR SHEATHING DETAIL 12 INTERIOR BEARING DETAIL 36 INTERIOR BEARING DETAIL OPTION A OPTION B OPTION C SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 1 JOISTS PERPENDICULAR BEARING WALL ABOVE WITH 1 HR FIRE RATING ---- ---- ---- 10 FLOOR SHEATHING CONNECTION VERSION SCALE: 3/4" = 1'-0" JOISTS PERPENDICULAR 1 D 1-1/2" GYPCRETE OVER 3/4" SUBFLOOR, VER. SIZE 2X6 STUDS @ 16" O.C. NAIL WITH 8d AT 6" O.C. EDGES 12" O.C. FIELD 2X6 STUDS @ 16" O.C. BEARING WALL OFFSET OF 1-1/2" GYPCRETE 10d NAILS AT 4" O.C., ALTERNATING BEARING WALL BELOW 14" TJI 360 @ 16" O.C. 1-1/2" GYPCRETE OVER 3/4" NAIL SUBFLOOR WITH 8d AT 6" O.C. SIDES TO CONNECT 2X6 D.F.2 SHEATHING TO RIM JOIST W/ 1-1/2" MAX. GYPCRETE OR SUBFLOOR, NAIL WITH 8d AT 8d NAILS 4" O.C. SUBFLOOR TO BLOCKING PLATE TO 2X6 P.T. PLATE BELOW LIGHTWEIGHT CONCRETE (TYP.) 6" O.C. EDGES 12" O.C. FIELD 3/4" SUBFLOOR GLUED AND NAILED W/ 8d NAILS 4" O.C. 1/4"X4-1/2" SDS SCREWS @ 16" O.C. RIM TO TOP AND BOTTOM 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. WITH 8d AT 6" O.C. ALONG EDGES, 3/4" SUB-FLOOR, GLUED AND 12" O.C. IN THE FIELD (TYP.) RIM TO TOP AND BOTTOM FLANGE OF CANT. JOIST W/ DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE NAILED WITH 8d AT 6" O.C. ALONG 14" TJI 360 @ 1-1/2"X14" BLOCKING MIN FLANGE OF CANT. JOIST W/ 31 " #10 SCREW (TYP.) EDGES, 12" O.C. IN THE FIELD 16" O.C. U.N.O. 2 AT JOIST BEARING (LVL, 31 " #10 SCREW (TYP.) 14" TJI 360 @ 16" O.C. 2 LSL, PSL, OR EQUIVALENT BLOCKING TO 2X8 IS ACCEPTABLE) RIM JOIST TO 2X8 PLATE W/ A35 (TYP.) EXTERIOR WALL SHEATHING 1-1/2"X14" MIN. ENGINEERING LUMBER DBL 14" TJI 360 @ 16" O.C. PLATE W/ A35 @ 48" EXTERIOR WALL BLOCKING, CONNECT BLOCKING TO BELOW OFFSET BEARING WALL O.C. (TYP.) SHEATHING EXTENDS TO EXTENDS TO BOTTOM OF RIM DOUBLE TOP PLATE WITH (3) 16d TOE-NAILS JOIST BOTTOM OF 2X PLATE OR A35Z AT EACH BLOCK (16" O.C.) SIMPSON A35Z OR (3) 16d BLOCK BWTWEEN JOISTS AT CEILING PER ARCH. 5/8" THREADED STUD @ 48" O.C. 5/8" THREADED STUD @ 48" O.C. TOE-NAILS AT 24" O.C. CANTILEVER (TYP.) SHEAR WALL PER PLAN WELD TO STEEL BEAM W/ 1/4" CONT. SCREW BOTTOM FLANGE OF WELD TO STEEL BEAM W/ 1/4" CONT. Engineering DOUBLE TOP PLATE (TYP.) FILLET WELD. ATTACH 2X PLATE W/ FILLET WELD. ATTACH 2X PLATE W/ I-JOIST TO 2X8 PLATE W/ (2) 2-1/4" 3"X3"X1/4" SQ. WASHER & NUT 3"X3"X1/4" SQ. WASHER & NUT SCREW BOTTOM FLANGE OF #10 SCREWS ON EACH SIDE I-JOIST TO 2X8 PLATE W/ (2) 2-1/4" 13 INTERIOR BEARING DETAIL 14 JOIST BLOCKING DETAIL AT #10 SCREWS ON EACH SIDE W18X65 STEEL BEAM W18X65 STEEL BEAM SCALE: 3/4" = 1'-0" NO WALL ABOVE SCALE: 3/4" = 1'-0" OFFSET BEARING WALL 15 JOIST BEARING ON W16X57 16 JOIST BEARING ON W16X57 Bradley 1-1/2" MAX. GYPCRETE (TYP.) 1-1/2" MAX. GYPCRETE (TYP.) STUDS PER PLAN SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 3/4" SUB-FLOOR, GLUE AND NAIL 3/4" SUB-FLOOR, GLUE AND NAIL NO CANTILEVER AT 2' CANTILEVER (5'-9") 1-3/4"X14" LSL WITH 8d AT 6" O.C. ALONG WITH 8d AT 6" O.C. ALONG 16d NAILS @ 12" O.C. BEAM PER PLAN EDGES, 12" O.C. IN THE FIELD EDGES, 12" O.C. IN THE FIELD 9-1/2" TJI 210 @ 16" O.C. 9-1/2" TJI 210 @ 16" O.C. 16d NAILS @ 4" O.C. INTO 1-1/2" MAX. GYPCRETE 2X6 STUDS @ 16" O.C. RIM AND BLOCKING 10d NAILS AT 4" O.C., ALTERNATING 14" TJI 360 SIMPSON IUS2.06/9.5 (360) 305-7974 HANGER OR SIMILAR 14" TJI 360 SIMPSON IUS2.06/9.5 SIDES TO CONNECT 2X6 D.F.2 3/4" SUB-FLOOR, 3/4" SUB-FLOOR @ 16" O.C. @ 16" O.C. HANGER OR SIMILAR PLATE TO 2X6 P.T. PLATE BELOW CONTINUOUS OVER 1-1/2" GYPCRETE AT PARTY WALL 1/4"X4-1/2" SDWS SCREWS @ 16" O.C. SHEATHING, BLOCKING, CHASE FOR MEP PER ARCH. CHASE FOR MEP PER ARCH. AND NAILING ON STAIRWELL SIMPSON IUS2.31/14 WALL PER SHEAR WALL DOUBLE TOP PLATE HANGER OR SIMILAR 1-1/2"X9-1/2" LVL OR LSL, SCREW PLANS ON S7/S8/S9. 1-1/2"X9-1/2" LVL OR LSL, SCREW 1-1/2"X14" BLOCKING MIN AT TO RIM JOIST WITH (3) 1/4"X4" @ TO RIM JOIST WITH (3) 1/4"X4-1/2" 14" TJI 360 SHEATHING CONNECTION 14" TJI 360 P. FINFROCK JOIST BEARING. LVL, LSL, PSL, @ 16" O.C. 16" O.C. SIMP. SDS OR SDWS @ 16" O.C. SIMP. SDS OR SDWS @ 16" O.C. PER DETAIL '10' ABOVE OR EQUIVALENT IS ACCEPTABLE (OPTION 'A', 'B', OR 'C' OK) 17 CORRIDOR BEARING DETAIL 18 CORRIDOR BEARING DETAIL PETER@BRADLEYENGINEERINGINC.COM CONNECT RIM TO DBL 1-1/2"X14" ENGINEERED LUMBER SCALE: 3/4" = 1'-0" AT BEARING WALL SCALE: 3/4" = 1'-0" AT 1-1/4"X14" LSL CEILING PER ARCH. SIMPSON A35Z OR (3) 16d TOE-NAILS TOP PLATE WITH BLOCKING, CONNECT WITH (2) 16d AT 16" O.C. AT 2ND FLOOR LEVEL, TOE NAIL AT EACH END, AT TOP SIMP. A35Z AT 16" O.C. 2X4 STAGGERED STUDS @ 16" O.C. AND 32" O.C. AT 3RD FLOOR LEVEL AND BOTTOM FLANGE, AND (3) 16d PER ARCH., WITH SHEATHING, TOE NAILS TO DBL TOP PLATE BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL BLOCKING, AND NAILING PER DOUBLE TOP PLATE (TYP.) DBL TOP PLATE 1-3/4"X14" LSL PER PLAN SHEAR WALL PLAN 3/4" SUBFLOOR, GLUE AND NAIL WITH 8d AT 6" O.C. ALONG HANG STRINGER TO 14" TJI 360 @ 16" O.C. EDGES, 12" O.C. IN THE FIELD BEAM WITH SIMP. 19 FLOOR CONNECTION DETAIL 20 SHEAR CONNECTION DETAIL LSCZ ADJUSTABLE 1-1/2"X14" ENGINEERED STRINGER HANGER SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" LUMBER BLOCKING 14" TJI 210 @ 16" O.C. JOISTS PARALLEL TO WALL AT STAIRWALL ATTACH BLOCKING WITH (2) HANG JOISTS TO BEAM WITH 16d TOE NAIL AT EACH END, (4) 2X12 D.F.2 SIMP. IUS2.06/14 HANGERS (TYP.) AT TOP AND BOTTOM FLANGE STRINGER MIN. 39 JOIST BLOCKING DETAIL 38 STRINGER TO BEAM DETAIL DOUBLE 1-1/4"X11-7/8" LSL OR 1-3/4"X11-7/8" RIM ACTS SCALE: 3/4" = 1'-0" SCALE: 1" = 1' - 0" TYPICAL 2X6 @ 16" O.C. AS WINDOW HEADER 16d NAILS @ 12" O.C. DOUBLE TOP PLATE 11-7/8" TJI 360 PER PLAN 1-1/2" GYPCRETE (2) ROWS 10d AT 6" O.C. 1-1/2" MAX. GYPCRETE NO HEADER REQUIRED HANG FROM LVL RIM WITH 3/4" SUB-FLOOR, GLUED AND ALTERNATING SIDES 3/4" SUB-FLOOR AT STRUCTURAL RIM IUS2.31/11.88 HANGERS NAILED WITH 8d AT 6" O.C. ALONG BOARD LOCATIONS @ WINDOW OPENINGS EDGES, 12" O.C. IN THE FIELD MAX. 6' WIDE STANDARD CRIPPLE 2X6 STUDS @ 16" O.C. 3/4" SUBFLOOR, GLUED OPENING PER PLAN (11'-4") 3-1/4"X14" LSL WALL FRAMING W/ 14" TJI 360 @ 16" O.C. AND NAILED WITH 8d AT OK TO REPLACE 4X10 D.F.2 OR (2) 1-3/4"X14" LSL STUDS @ 16" O.C. 9-1/2" TJI 210 UNLESS NOTED 6" O.C. ALONG EDGES, AND SMALLER BEAMS AND 14" TJI 360 @ 16" O.C. OTHERWISE 12" O.C. IN THE FIELD WITH 1-3/4"X11-7/8" LVL RIM @ 16" O.C. OR DOUBLE 1-1/4"X11-7/8" LSL SINGLE JACK STUD 1-1/2"X9-1/2" LVL OR LSL, EXTERIOR WALL SHEATHING IS AND SINGLE KING RIM HELD UP FLUSH WITH SCREW TO EACH STUD WITH SIMPSON IUS2.31/14 ENGINEERED BEAM PER PLAN CONTINUOUS TO BASE OF LSL STUD @ EA. SIDE I-JOISTS, SIMPSON HANGERS (3) 1/4"X4-1/2" SIMPSON SDS CEILING PER ARCH. OR EQUIVALENT (E.G. 3-1/2"X14" LSL) HELD UP SILL OR SDWS SCREWS SO TOP OF BEAM IS FLUSH SIMPSON IUS2.06/11.88 HANGER OR SIMILAR WITH TOP OF JOIST FLOOR FRAMING DETAILS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 21 FLOOR LEDGER CONNECTION 22 WOOD BEAM HELD UP FLUSH 23 WOOD BEAM HELD UP FLUSH 24 STRUCTURAL RIM BOARD DETAIL SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" AT STAIR LANDING SCALE: 3/4" = 1'-0" TYPICAL AT PARKING END WALLS IN LIEU OF HEADERS < 4X10 S9 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE 1/2" CDX NAILED WITH 10d NAILS AT 6" O.C. OUTLINE OF ENTRY NAIL SHEATHING TO TRUSS OVER ALONG EDGES, 12" O.C. IN THE FIELD, U.N.O. ROOF BEHIND SHEAR WALL WITH 10d AT 6" O.C. DRAFTSTOP PER ARCH., 10d AT 3" O.C. FROM ROOF NOT STRUCTURALLY REQUIRED 1/2" CDX NAILED WITH 10d NAILS SHEATHING INTO 2X4 BLOCKING AT 6" O.C. ALONG EDGES, SIMP. H1 OR CONNECT LEDGER TO WALL 12" O.C. IN THE FIELD 5/19/2023 HGA10HT OR AND RAFTER TO LEDGER 1/2" CDX NAILED WITH 10d NAILS 6X6 D.F.1 TOP CHORD 10d AT 6" O.C. (2) SDWC15600 PER DETAIL '27' BELOW AT 6" O.C. ALONG EDGES, 12" O.C. IN THE FIELD 6X6 D.F.1 KING POST AND 2X6 BLOCKING 2X6 D.F.2 (2) SIMP. SDWS221000 SCREWS DIAGONAL MEMBERS BETWEEN RAFTERS @ 24" O.C. 6X8 D.F.1 BOTTOM CHORD 6X6 D.F.1 TOP CHORD 2X FASCIA NAIL TO TYPICAL FLOOR MONO TRUSSES @ 24" O.C. EACH TAIL WITH CONNECTION PER 2X6 D.F.2 PER TRUSS MANUF. (3) 16d SINKERS DETAIL '10' ON S9 @ 24" O.C. TRUSS HEEL BLOCKING SIMILAR SIMP. HL53Z DETAIL '29' OR PER TRUSS MANUF. 6X8 D.F.1 TIMBER FRAME PER DETAIL '26' RIGHT SIMP. A35Z (2) SIMP. ML24Z ANGLE OR DTC ---- ---- ---- 4' LONG 6X6 D.F.1 TOP TO CONNECT STUD AT 48" O.C. WITH 7/16" OSB OR 15/32" PLY ON MEMBER OF KNEE BRACE PACK TO DBL TOP PLATE REVISIONS ORIGINAL SIMP. APST612 SIMP. APGP1212 ONE SIDE FOR SHEAR TRANSFER (4) SIMP. SDWS221000 SCREWS 6X6 OR (4) 2X6 STUDS IN BOTH SIDES BOTH SIDES FROM ROOF TO STAIRWAY WALL, EXTERIOR WALL FOR KNEE NAIL WITH 8d AT 3" O.C. ALL EDGES 6X6 D.F.1 KNEE BRACE MEMBER BRACE ATTACHMENT CONNECT TIMBER FRAME 6X8 TRUSS FLUSH TO EDGE OF WALL 2X BLOCK FOR AT 45 DEGREE ANGLE BOTTOM CHORD TO 6X6 KNEE 4X6 D.F.1 KNEE BRACE VERTICAL FOR DRAFTSTOP ATTACHMENT CEILING ATTACHMENT BRACE WITH SIMP. HL53Z ANGLE (4) SIMP. SDWS221000 SCREWS MEMBER, CONNECT TO QUAD STUD SW2 SHEAR WALL PER SHEAR WALL BOTTOM BLOCK TO DBL TOP WITH (6) SDWS22600 SCREW, 2X6 PARTITION WALL WITH SHEATHE ONE SIDE OF WALL WITH 7/16" OSB PLANS ON S7 (NOT NECESSARILY A ---- ---- ---- 6X6 D.F.1 KNEE BRACE FIRE RATING PER ARCH. OR 15/32" PLY SHEATHING ON ONE SIDE, PLATE WITH 16d AT 3" O.C. DATE (4) AT TOP, AND (2) AT BASE PER DETAIL '25' LEFT NAILING PER SHEAR WALL PLANS ON S7 VERTICAL LOAD BEARING WALL) 5/19/2023 25 ENTRY ROOF KNEE BRACE DETAIL 26 ENTRY ROOF TIMBER FRAME DETAIL 36 TRUSS TO SHEAR WALL DETAIL 37 TRUSS TO SHEAR WALL DETAIL 1 ---- ---- ---- SCALE: 1/2" = 1'-0" SCALE: 3/8" = 1'-0" TYP. @ (4) LOCATIONS TYP. @ (2) LOCATIONS SCALE: 3/4" = 1' - 0" BETWEEN UNITS SCALE: 3/4" = 1' - 0" AT STAIRWELL VERSION 1 D VER. SIZE 1/2" CDX NAILED WITH 10d NAILS AT 6" O.C. 2X4 BLOCKING @ 8' O.C. ALONG EDGES, 12" O.C. IN THE FIELD 2X6 BLOCK SET BETWEEN STUDS FOR MONO TRUSS ATTACHMENT FLASHING REQUIRED NAIL WITH (3) 16d EACH END 2X6 @ 24" O.C. A35 ANGLE TO FASTEN 2X4 BLOCKING 24" MIN. 24" MAX. 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. OUTLOOKERS 3/4" OSB SUBFLOOR, TRUSS TO WALL BLOCKING ROOF SHEATHING NOTCH TRUSS 8d NAILS LAID FLAT 2X6 OUTLOOKERS @ 24" O.C. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE EDGE NAIL WITH 8d AT 6" O.C. COMMON TRUSSES AT 24" O.C. GLUED AND NAILED (4) 12d NAILS FOR OUTLOOKER @ 6" O.C. LAID FLAT PER DETAIL MONO-TRUSSES @ 24" O.C. 2X BARGE NAIL TO PER TRUSS MANUFACTURER 1/2" CDX SHEATHING '31' ON THIS SHEET PER TRUSS MANUFACTURER EACH OUTLOOKER FLASHING REQUIRED WITH (2) 16d NAILS (2) 12d NAILS (2) 16d NAILS SIMPSON VTCR OR (3) 16d 2X6 D.F.2 @ 24" O.C. 2X4 BRACING AT 8' O.C. 2X STUDS PER PLAN FLOOR JOISTS (2) 12d NAILS GABLE END TO BE SHEATHED TOE-NAILS @ 24" O.C. WITH 7/16" OSB OR 15/32" PLY PER PLAN 2X FASCIA NAIL TRUSS UP TO BOTTOM OF OUTLOOKER. (2) ROWS SIMP. SDWS22400 TO TRUSS GIRDER TRUSS PER TRUSS TRUSS END NAIL 8d @ 6" O.C. SIMPSON LUS26Z HANGERS OR SDS25400 SCREWS AT WITH (3) 16d MANUFACTURER WITH 2X6 3' MAX. 16" O.C. (INTO EACH STUD) 2X4 BRACING DIAGONAL BOTTOM CHORD MIN Engineering TYPICAL FLOOR CONNECTION (2) 12d NAILS SIMPSON BRACING AT 8' O.C. PER DETAIL '20/21' ON S11 LUS26Z (4) 12d NAILS 2X4 BLOCKING 2X4 BLOCKING @ 8' O.C. SIMPSON A23 @ 32" O.C. 2X6 STUD WALL 27 ENTRY ROOF LEDGER DETAIL 28 MONO TRUSS TO WALL DETAIL SIMPSON A23 @ 32" O.C. SCALE: 3/4" = 1'-0" TYP. @ END RAFTER SCALE: 3/4" = 1'-0" AT LOWER EAVE MANUFACTURED TRUSSES @ 24" O.C. Bradley 2X6 STUDS @ 16" O.C. HANG TRUSS TO GIRDER PER TRUSS NOTE: GABLE END TRUSS TOP CHORD TO BE NOTCHED WITH MANUFACTURER SPECIFICATIONS 5-1/2"X1.5" CUT @ 24" O.C. FOR 2X6 D.F. OUTLOOKERS LAID FLAT OUTLINE OF EXTERIOR WALL BEHIND 31 GABLE END FRAMING DETAIL 32 GABLE END FRAMING DETAIL SCALE: 3/4" = 1'-0" TYPICAL SCALE: 3/4" = 1'-0" AT BUMP OUT 10d AT 6" O.C. BOUNDARY NAILING, SHEATHING TO 29 1/2" CDX NAILED WITH BLOCKING WITH 10d AT 6" O.C. TRUSS HEEL BLOCKING PER DETAIL 10d NAILS AT 6" O.C. '29' LEFT OR PER TRUSS MANUF. ALONG EDGES, (360) 305-7974 2X4 D.F.2 TOP BLOCK. 12" O.C. IN THE FIELD CONNECT TO SIDE BLOCKS AT MONO TRUSSES @ 24" O.C. PER MONO TRUSSES @ 24" O.C. PER WITH (2) 12d ENDS NAILS AND 2X FASCIA NAIL TO EACH TRUSSES @ 24" O.C. PER TRUSS MANUF. WITH 2X6 TOP TRUSS MANUF. WITH 2X6 TOP TOE NAIL INTO TOP CHORD TAIL WITH (3) 16d SINKERS TRUSS MANUFACTURER 12" LONG 2X4 BLOCK OR SIMP. CHORD OVERHANG 2'-9" TO RIDGE 12" LONG 2X4 BLOCK OR SIMP. CHORD OVERHANG 2'-9" TO RIDGE (2) 2X4 SIDE BLOCKING TP55Z TIE PLATE TO CONNECT TP55Z TIE PLATE TO CONNECT SIMPSON H1 OR (2) SDWC15600 NAIL TO TOP AND BOTTOM @ EACH TRUSS ADJACENT TOP CHORDS 10d AT 6" O.C. FROM ADJACENT TOP CHORDS 10d AT 6" O.C. FROM CHORD WITH (2) 10d 29 ROOF SHEATHING INTO ROOF SHEATHING INTO P. FINFROCK 8d NAILS @ 6" O.C. TRUSS HEEL BLOCKING TRUSS HEEL BLOCKING 2X4 D.F.2 BOTTOM BLOCK. CONNECT TO DBL TOP SHEATHING EXTENDS TO PLATE WITH 12d AT 6" O.C. PETER@BRADLEYENGINEERINGINC.COM TOP OF DOUBLE TOP PLATE 29 TRUSS HEEL BLOCKING DETAIL 30 TRUSS TO WALL CONNECTION TRUSS HEEL BLOCKING TRUSS HEEL BLOCKING SCALE: 3/4" = 1'-0" OR PER TRUSS MANUF. SCALE: 3/4" = 1'-0" TYP. @ (4) LOCATIONS SIMILAR DETAIL '29' OR SIMILAR DETAIL '29' OR BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL PER TRUSS MANUF.. PER TRUSS MANUF.. 3RD FLOOR CORRIDOR 3RD FLOOR CORRIDOR SHEATHING EXTENDS UP SHEATHING EXTENDS UP CHASE FOR TO TOP CHORD OF TRUSS CHASE FOR TO TOP CHORD OF TRUSS (2) GIRDER TIEDOWN OPTIONS: MEP PER ARCH. -OR- SHEATHE BLOCKING MEP PER ARCH. -OR- SHEATHE BLOCKING IT IS ACCEPTABLE TO USE EITHER BETWEEN TRUSSES BETWEEN TRUSSES LGT TIEDOWN OR SDWC SCREWS GIRDER TRUSS PER TRUSS MANUFACTURER AT GIRDER TRUSS LOCATIONS. GIRDER FASTENERS PER TABLE BELOW 2X4 @ 24" O.C. 2X4 @ 24" O.C. GIRDER TRUSS PER GIRDER TIEDOWNS CAN BE TRUSS MANUFACTURER INSTALLED ON THE OUTSIDE OF WALL CEILING JOISTS CEILING JOISTS (OPPOSITE SHOWN HERE) IF THE HANG TO LEDGER HANG TO LEDGER CONNECT DOUBLE TOP PLATE ROOF OVERHANG IS AT LEAST 3-1/2" WITH SIMP. U24Z WITH SIMP. U24Z TO GIRDER TRUSS WITH (1) SDWC15600 SCREW FOR EACH 1 PLY OF GIRDER TRUSS DOUBLE TOP PLATE (TYP.) TRUSSES @ 24" O.C. DOUBLE TOP PLATE (TYP.) 2X4 LATERAL BRACE 2X4 LEDGER NAIL 2X4 LEDGER NAIL SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (2) 10d NAILS TO TRUSS HEEL TO TRUSS HEEL (TYPICAL FOR 3-PLY GIRDER TRUSS) PER WEB (TYP.) WITH (2) 16d NAILS WITH (2) 16d NAILS CONNECT STUDS TO DOUBLE TOP PLATE 2X4 DIAGONAL BRACE WITH (1) SDWC15600 SCREW FOR EACH AT A MINIMUM, MATCH # OF STUDS WITH REQUIRED AT EACH END OF PLY OF GIRDER TRUSS # OF GIRDER TRUSS PLIES. STUDS MUST BRACE AND 10 FT INTERVALS BE CENTERED BENEATH GIRDER AT A MINIMUM, MATCH # OF STUDS WITH STUD FASTENERS PER TABLE BELOW CORRIDOR # OF GIRDER TRUSS PLIES. STUDS MUST CORRIDOR BE CENTERED BENEATH GIRDER NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES. PER PLAN SIMP. H1 OR PER PLAN SIMP. H1 OR CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES WITH (2) SDWC15600 (5'-6") 4X8 D.F.2 OR (2) SDWC15600 TIEDOWNS & FASTENERS PER LGT GIRDER TIEDOWN TABLE BELOW 6X6 D.F.1 BEAM PER NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES. PLAN, HOLD DOWN CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES. LGT GIRDER TIEDOWN TABLE 1 POSITIVE CONNECTION REQ'D, A35 ANGLE OR BLOCKING (#) PLIES TIEDOWN MODEL # STUD FASTENERS GIRDER FASTENERS (2) LGT2 (14) 16d SINKERS (16) 16d SINKERS REFER TO TRUSS ENGINEERING TO DETERMINE DASHED LINES (3) LGT3-SDS2.5 (26) 16d SINKERS (12) 1/4"X2-1/2" SDS WHICH MEMBERS REQUIRE BRACING ARE CORRIDOR (4) LGT4-SDS3 (30) 16d SINKERS (16) 1/4"X3" SDS WALLS BEHIND TYPICAL TRUSS BRACING DETAIL 34 ROOF FRAMING AT CORRIDOR 35 ROOF FRAMING AT CORRIDOR ROOF FRAMING DETAILS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 33 TYPICAL GIRDER TRUSS TIEDOWN SCALE: 1/2" = 1'-0" AT BEARING WALLS SCALE: 3/4" = 1'-0" AT 6X8 BEAM HELD DOWN SCALE: N.T.S. AT DOUBLE TOP PLATE S10 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE ADJOINING PANEL EDGE ADJOINING PANEL EDGE 2x4 DBL TP (4'-0") SPLICE FASTENING SCHEDULE - IBC TABLE 2304.10.1: The number and size of fasteners BEFORE NEXT SPLICE: W/ (30) 16D NAIL 2X4-(30) 16D NAILS 5/19/2023 2X6 DBL TP (5'-4") SPLICE connecting wood members shall not be less than that set forth in Table 2304.10.1 2X6 (46) 16D NAILS W/ (46) 16D NAIL ROOF 1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR 3-8D COMMON (21 " Ã— 0.131"); OR ADJOINING PANEL EDGE ADJOINING PANEL EDGE 3-10D BOX (3" Ã— 0.128")2 EACH END, TOENAIL TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW NOTE: STAGGER PANEL EDGE ON EITHER SIDE OF NOTE: MINIMUM 3X STUD IN WALL AT ADJOINING 2-8D COMMON (21 ".131") EACH END, TOENAIL WALL TO PREVENT SPLITTING OF 2X WALL STUD SHEATHING MEMBERS TO PREVENT SPLITTING BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE 2 SPLICE TP OVER WALL TOP PLATE, TO RAFTER OR TRUSS 2-16 D COMMON (31 " Ã— 0.162") END NAIL STUD,TYP. NAIL SPLICES A. ADJOINING PANEL EDGES STAGGERED B. ADJOINING PANEL EDGES NOT STAGGERED 2 16D COMMON (31 " Ã— 0.162") @ 6" FLAT BLOCKING TO TRUSS AND WEB FILLER 2 FACE NAIL STRAP ES BREAK IN TP (2) 16D @ 16" O.C. O.C. 3-8D COMMON (21 " Ã— 0.131"); OR 2X4-MSTA 24 2. CEILING JOISTS TO TOP PLATE 2 EACH JOIST, TOENAIL ---- ---- ---- 2X6-MSTA 36 DETAIL FOR ADJOINING PANEL EDGES WHERE STRUCTURAL 3-10D BOX (3" Ã— 0.128") 3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, 3-16D COMMON (31 " Ã— 0.162"); OR 2 FACE NAIL REVISIONS ORIGINAL PANELS ARE APPLIED TO BOTH FACES OF THE WALL LAPS OVER PARTITIONS (NO THRUST) 4-10D BOX (3" Ã— 0.128") 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL PER TABLE 2308.7.3.1 FACE NAIL JOINT) STRAP SPLICES 3-10D COMMON (3" Ã— 0.148"); OR 5. COLLAR TIE TO RAFTER FACE NAIL 41 DOUBLE TOP PLATE SPLICE EDGE NAILING AT 4-10D BOX (3"Ã— 0.128") ABUTTING PANEL 3-10 COMMON (3" Ã— 0.148"); OR 6. RAFTER OR ROOF TRUSS TO TOP PLATE SCALE: N.T.S. 3-16D BOX (312" Ã— 0.135"); OR TOENAIL ---- ---- ---- (SEE SECTION 2308.7.5, TABLE 2308.7.5) DATE 4-10D BOX (3" Ã— 0.128") 5/19/2023 PLY OR OSB 3-10D COMMON (3" Ã— 0.148"); OR DBL TOP PLATE 7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; SHEATHING 4-16D BOX (312" Ã— 0.135"); OR TOENAIL OR ROOF RAFTER TO 2-INCH RIDGE BEAM 4-10D BOX (3" Ã— 0.128") WALL 1 END CHORD MIN. ---- ---- ---- 16D COMMON (31 " Ã— 0.162"); 24" O.C. FACE NAIL SIZE PER HOLD DOWN 8. STUD TO STUD (NOT AT BRACED WALL PANELS) 2 VERSION INTERMEDIATE NAILING 10D BOX (3" Ã— 0.128") 16" O.C. FACE NAIL REQUIREMENTS TABLE END CHORD ON DETAIL '7' BELOW 16D COMMON (31 " Ã— 0.162"); OR 16" O.C. FACE NAIL 1 D 9. STUD TO STUD AND ABUTTING STUDS AT 2 VER. SIZE INTERSECTING WALL CORNERS (AT BRACED WALL SIMPSON HOLD DOWN ABUTTING INSTALL 2X FLAT BLOCKING PANELS) 16D BOX (312" Ã— 0.135"); OR 12" O.C. FACE NAIL PAIRING PER PLAN PANEL @ ALL PANEL EDGES SHEAR WALL PER PLAN, 3" Ã— 0.131" NAILS 12" O.C. FACE NAIL SHEATHING, BLOCKING, 16D COMMON (3 16" O.C. EACH EDGE, 1 " Ã— 0.162"); OR FACE NAIL NAILING, PER SHEAR HOLD DOWN ANCHOR ROD EDGE NAILING 10. BUILT-UP HEADER (2" TO 2" HEADER) 2 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. WALL PLANS ON S5/S6/S7 SIZE PER HOLD DOWN 16D BOX (31 " Ã— 0.135") 12" O.C. EACH EDGE, 2 FACE NAIL DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE REQUIREMENTS TABLE 4-8D COMMON (21 " Ã— 0.131"); OR ON DETAIL '7' BELOW HOLD DOWN PER PLAN 11. CONTINUOUS HEADER TO STUD 2 TOENAIL 4-10D BOX (3" Ã— 0.128") 16D COMMON (31 " Ã— 0.162"); OR 16" O.C. FACE NAIL FLOOR SYSTEM BASE PL 2 PER PLAN INSTALL BLOCKING BETWEEN 12. TOP PLATE TO TOP PLATE 10D BOX (3" Ã— 0.128"); OR 12" O.C. FACE NAIL HOLD DOWN PAIR, MATCH 3" Ã— 0.131" NAILS SIZE OF END CHORD EACH SIDE OF END JOINT, FACE NAIL 8-16D COMMON (31 " Ã— 0.162"); OR 13. TOP PLATE TO TOP PLATE, AT END JOINTS 2 (MINIMUM 24" LAP 12-10D BOX (3" Ã— 0.128") EDGE NAILING SPLICE LENGTH EACH 42 TYP. SHEAR WALL FRAMING SIDE OF END JOINT) Engineering 16D COMMON (31 " Ã— 0.162"); OR 16" O.C. FACE NAIL 14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 2 END CHORD MIN. SCALE: 1/2" = 1'-0" BLOCKING (NOT AT BRACED WALL PANELS 16D BOX (31 " Ã— 0.135") 12" O.C. FACE NAIL 2 SIZE PER HOLD DOWN 15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 2-16D COMMON (31 "Ã— 0.162"); OR REQUIREMENTS TABLE 2 16" O.C. FACE NAIL BLOCKING AT BRACED WALL PANELS 3-16D BOX (31 " Ã— 0.135") 2 ON DETAIL '7' BELOW TOP CRIPPLE STUDS DOUBLE TOP PLATE, TOP CRIPPLE STUDS 1 4-8D COMMON (2 2" Ã— 0.131"); OR OVERLAP 4' MIN. TOENAIL Bradley 4-10D BOX (3" Ã— 0.128") 16. STUD TO TOP OR BOTTOM PLATE 2-16D COMMON (31 " Ã— 0.162"); OR 2 END NAIL 3-10D BOX (3" Ã— 0.128") 40 SIMPSON HDU HOLD DOWN DETAIL 2-16D COMMON (31 " Ã— 0.162"); OR 17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2 FACE NAIL SCALE: 1/2" = 1'-0" 3-10D BOX (3" Ã— 0.128") AT 2ND & 3RD LEVEL 2-8D COMMON (21 " Ã— 0.131"); OR 18. 1" BRACE TO EACH STUD AND PLATE 2 FACE NAIL 2-10D BOX (3" Ã— 0.128") HEADER HEADER 2-8D COMMON (21 " Ã— 0.131"); OR 19. 1" Ã— 6" SHEATHING TO EACH BEARING 2 FACE NAIL END CHORD MIN. SIZE WINDOW 2-10D BOX (3" Ã— 0.128") OPENING DOOR 3-8D COMMON (21 " Ã— 0.131"); OR (360) 305-7974 PER HOLD DOWN 20. 1" Ã— 8" AND WIDER SHEATHING TO EACH BEARING 2 FACE NAIL OPENING 3-10D BOX (3" Ã— 0.128") REQUIREMENTS TABLE KING STUDS AT FLOOR JACK STUDS KING STUDS 3-8D COMMON (21 " Ã— 0.131"); OR 2X6 STUDS @ 16" O.C. HOLD DOWNS PER SILL PLATE 21. JOIST TO SILL, TOP PLATE, OR GIRDER 2 TOENAIL 3-10D BOX (3" Ã— 0.128") PLAN AND HOLD DOWN JACK STUDS 22. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, 8D COMMON (21 " Ã— 0.131"); OR REQUIREMENTS TABLE 2 6" O.C., TOENAIL SILL OR OTHER FRAMING BELOW 10D BOX (3" Ã— 0.128") 2-8D COMMON (21 " Ã— 0.131"); OR 5/8" DIA. X 10" LONG. GALV. CRIPPLE 23. 1" Ã— 6" SUBFLOOR OR LESS TO EACH JOIST 2 FACE NAIL P. FINFROCK HOLD DOWN ANCHOR STUDS 2-10D BOX (3" Ã— 0.128" ANCHOR BOLT @ 48" O.C. WITH ROD AND EMBEDMENT 24. 2" SUBFLOOR TO JOIST OR GIRDER 2-16D COMMON (31 " Ã— 0.162") FACE NAIL BOTTOM 2 3"X3"X1/4" SQ. WASHERS (TYP.) PER HOLD DOWN PLATE EACH BEARING, FACE PETER@BRADLEYENGINEERINGINC.COM 25. 2" PLANKS (PLANK & BEAM â€“ FLOOR & ROOF) 2-16D COMMON (31 " Ã— 0.162") REQUIREMENTS TABLE 2 NAIL OPENING FRAMING REQUIREMENTS, UNLESS NOTED OTHERWISE: FOUNDATION AND - TYPICAL OPENINGS TO HAVE (1) KING AND (1) JACK STUDS MIN. 32" O.C., FACE NAIL AT - TYPICAL HEADER TO BE 4X10 D.F.2 MIN. TOP AND BOTTOM REINFORCEMENTS 20D COMMON (4" Ã— 0.192") - TYPICAL EXTERIOR WALL TO HAVE 15/32" PLY OR 7/16" OSB MIN. STAGGERED ON PER FOUNDATION - TYPICAL EXTERIOR WALL TO HAVE 2X6 STUDS AT 16" O.C. MIN. OPPOSITE SIDES BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL - FASTEN MEMBERS PER 2018 IRC TABLE 2304.10.2 (FASTENING SCHEDULE) DETAILS ON S7 24" O.C. FACE NAIL AT EMBED. 26. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS TOP AND BOTTOM DEPTH 10D BOX (3" Ã— 0.128") SIMPSON HOLD DOWN STAGGERED ON ANCHOR OR ALTERNATIVELY 43 TYP. OPENING IN EXTERIOR WALL OPPOSITE SIDES AND: F1554 GRADE 36 THREADED SCALE: N.T.S. 2-20D COMMON (4" Ã— 0.192"); OR ENDS AND AT EACH ROD PER HOLD DOWN SPLICE, FACE NAIL ATTACH WASHER 3-10D BOX (3" Ã— 0.128") REQUIREMENT TABLE SANDWICHED 3-16D COMMON (31 " Ã— 0.162"); OR EACH JOIST OR 27. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 2 BETWEEN (2) NUTS AT 4-10D BOX (3" Ã— 0.128") RAFTER, FACE NAIL 3-16D COMMON (31 " Ã— 0.162"); OR BOTTOM END OF ROD (12) 10d NAILS MIN 28. JOIST TO BAND JOIST OR RIM JOIST 4-10D BOX (3" Ã— 0.128")2 END NAIL 2-8D COMMON (21 " Ã— 0.131"); OR HOLD DOWN REQUIREMENTS TABLE END 29. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2 EACH END, TOENAIL CONNECT MST48 TO DOUBLE LENGTH 2-10D BOX (3" Ã— 0.128") 2 STUDS WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLE BOARD WALL SHEATHING TO FRAMING SIMPSON HOLD THREADED ROD EMBEDMENT 3/4" SUBFLOOR HOLD DOWN MIN. END CHORD SHEATHING INTERMEDIATE DOWN ANCHOR ALTERNATIVE DEPTH FASTENER EDGE (INCHES) THICKNESS SUPPORTS (INCHES) STRAP TO BE INSTALLED CLEAR 6D COMMON OR DEFORMED (2" Ã— 0.113") (SUBFLOOR AND HDU2 3"X3-1/2" SSTB20 5/8" 16" 11" ON TOP OF SHEATHING SPAN WALL) 6 12 HDU4 3"X3-1/2" SB5/8X24 5/8" 18" MIN. 3 1 15" 30. 8"â€“ 2" 8D COMMON OR DEFORMED (21 " Ã— 0.131") (ROOF) 6 12 HDU5 3"X3-1/2" SB5/8X24 5/8" 18" RIM JOIST 2 HDU8 3-1/2"X5-1/2" SB7/8X24 7/8" 1 18" 23 " Ã— 0.113" NAIL (SUBFLOOR AND WALL) 6 12 8 NO NAILS REQUIRED AT HDU11 5-1/2"X5-1/2" PAB8 1" 1 11" 3 8D COMMON (21 " Ã— 0.131"); OR 6D DEFORMED (2" Ã— 0.113") HDU14 5-1/2"X5-1/2" PAB8 1" 1 11" 3 RIM JOIST 2 6 12 31. 19 " â€“ 3 " (SUBFLOOR AND WALL) END 32 4 8D COMMON OR DEFORMED (21 " Ã— 0.131") (ROOF) 6 12 1 ANCHOR BOLTS 7 " OR LARGER REQUIRE 8" MINIMUM STEM WALL. HDU11 & HDU14 LENGTH 2 8 DOUBLE TOP PLATE 32. 7 " â€“ 11 " 10D COMMON (3" Ã— 0.148"); OR 8D DEFORMED (21 " Ã— 0.131") 6 12 2 THREADED ROD ALTERNATIVE TO BE F1554 GRADE 36 STEEL AND HAVE EMBED INTO FOOTING 8 4 2 WASHER SANDWICHED BETWEEN TWO NUTS AT BOTTOM END OF ROD. WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING 3 HDU11 AND HDU14 HOLD DOWN ANCHORS REQUIRE 11" MIN. EMBEDMENT (12) 10d NAILS MIN 35. 3 " AND LESS 8D COMMON (21 " Ã— 0.131"); OR 6D DEFORMED (2" Ã— 0.113") 6 12 4 2 INTO FOOTING PER DETAIL RIGHT 36. 7 " â€“ 1" 8D COMMON (21 " Ã— 0.131"); OR 8D DEFORMED (21 " Ã— 0.131") 6 12 8 2 2 37. 11 " â€“ 11 " 10D COMMON (3" Ã— 0.148"); OR 8D DEFORMED (21 " Ã— 0.131") 6 12 7 SIMPSON HDU HOLD DOWN DETAIL 8 4 2 44 SIMP. MST48 STRAP HOLD DOWN SHEAR WALL & HOLD DOWN DETAILS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 SCALE: 1/2" = 1'-0" AT 1ST LEVEL SCALE: 3/4" = 1'-0" SPECIFIED ON SHEAR PLANS S11 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE ABBREVIATIONS (Used throughout structural drawings) STANDARD STRUCTURAL SPECIFICATIONS - 2018 IBC (E) Existing C.S. Clear Span INT. Interior STD Standard (N) New DBL Double MAX Maximum STR'L Structural INTRODUCTION FOUNDATION WOOD FRAMING A.B. Anchor Bolt EOR Engineer of Record MANUF. Manufacturer S.S. Select Structural The Standard Structural Specifications are guidelines and structural requirements for construction of typical ARCH Architectural ELEV. Elevation MIN Minimum T.O. Top Of commercial, multi-family, and industrial (i.e. all non-residential) structures. The intent of this document is to Â· Design Soil Bearing Pressure = 1,500 psf Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: BLDG Building EXT. Exterior N/A Not Applicable TJI Trus Joist, I Series 5/19/2023 provide general structural requirements for the project. Builder, contractor, and other parties involved are Â· Frost Zone Depth = 18 inches Â· Beams, Posts, & Sawn Joists............. Douglas Fir #2 (D.F.2) BLKG Blocking FDN Foundation O.C. On Center TPL Triple required to read this document and are responsible for meeting the requirements specified within. Contact the Â· Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.) engineer of record with any questions or concerns. Â· Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. BM Beam FTG Footing Opp. Opposite TYP. Typical Â· Mud Sill (i.e. Sill Plate) ....................... Pressure Treated (P.T.) The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi) BTM Bottom GALV. Galvanized PLY Plywood U.N.O. Unless Noted Otherwise Â· Blocking ............................................. Any solid 2X or rim joist material Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16 C C Channel (Steel) GA. Gauge P.T. Pressure Treated V.B. Vapor Barrier DESIGN CRITERIA Â· Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I-joists Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a Â· Glued-Laminated (dry-use) ................ D.F. 24F-V4 (GLB) CL Center Line HDR Header REINF. Reinforced VERT. Vertical DESIGN PARAMETER VALUE SOURCE qualified geotechnical engineer for all land based construction projects. Â· Exposed Structural Members ............ Pressure Treated (P.T.) CMU Conc. Masonry Unit HORIZ. Horizontal REQ'D Required W/ With Seismic Design Category 'D' IBC 1613 Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and other utilities where Â· Glued-Laminated (wet-use) ............... Treat with Hi-Clear II by Permapost Products Co. in Hillsboro, OR CONC. Concrete HSS Hollow Structural Section SIM. Similar W/O Without new work is performed. Footings shall bear on undisturbed native soils and/or stuctural fill compacted in lifts of one Risk Category 'II' IBC Table 1604.5 foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts CONT. Continuous INSUL. Insulation SPECS Specifications WF Wide Flange (Steel) Wind Exposure Category 'B' IBC 1609.4.3 deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed for framing members. ---- ---- ---- Basic Wind Speed (3-second gust) 110 MPH IBC Figure 1609.3(1) rock compacted to 95% relative compaction. Optional: Compaction testing and verification by Geo-tech specialist Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure LATERAL also acceptable. treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members WOOD FRAMING CONNECTORS REVISIONS ORIGINAL Design Wind Load 16 PSF ASCE 7-16 28.6-1 after fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand LOAD SOURCE LIVE LOAD DEAD LOAD Hi-Clear II by Permapost Products Co located in Hillsboro, OR. (e.g. Silver, KC, etc) may be used if they are equivalent in their ability to carry all applied loads in all orientations. Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing Roofs 20 psf 15 psf occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued-laminated Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations Floors 40 psf 12 psf rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over-optimum moisture content members, and I-joists shall be supported laterally as required by the manufacturer's recommendations. and requirements (locations, exposure, end and edge distances, fasteners, etc.). Decks & Balconies 60 psf 10 psf should be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill. Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 3" bearing length unless noted Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson Ground Snow Load 25 psf - Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Strong-Tie construction connectors shall be used: DATE ---- ---- ---- VERTICAL Exterior Wall - 12 psf water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1 5/19/2023 possible, grade shall be sloped min 2 percent away from the building. Â· Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ Interior Wall - 10 psf Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dry use only Â· Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums Engineered Lumber: Install per the relevant manufacturer's installation guides for each type: Vertical loads come from 2015 IBC Table 1607.1, Minimum Uniformly Distributed Live Loads unless noted otherwise. Bottom of footings to be below frost zone (18"). Â· Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified) Â· Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange) 1 Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be Â· Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange) ---- ---- ---- DEFLECTION LIMITS provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock Â· Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) VERSION must extend to within one foot of finished grade. Footing drains shall be 4â€ perforated pipe routed down gradient to Â· Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10^6 psi Â· Rafter Hangers: LSU/LSSR/LSSJ, LRUZ STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD daylight, unless otherwise specified. Multi-ply LVL's: Where multi-ply LVL beams are specified on the structural drawings, provide LVL connection per Â· Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate 1 D Roof (with sheetrock ceiling) L/360 L/360 L/240 Concrete: Mix and 28 day strength unless noted otherwise: International Beams' Technical Bulletin TB-LVL-2 VER. SIZE Â· Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48 Â· Concrete compressive strength, f'c = 3,000 psi Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural Roof (without sheetrock ceiling) L/240 L/240 L/180 panels. Unless noted otherwise, the wood panel for each situation is: Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that Â· Required f'c shall be evaluated at 28 days (56 days OK for fly ash or slag) set forth in IBC Table 2304.10.1. Roof (not supporting ceiling) L/180 L/180 L/120 Â· Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or Â· Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%) 7/16" OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C. Exposure: Any hardware or fasteners exposed to the elements shall be heavy duty galvanized or stainless steel. Floor Members L/360 - L/240 Â· Maximum water / cement ratio = 0.45 along edges, 12" O.C. in the field, no blocking required Horizontal Deflection (any case) L/240 - - Â· 25% max fly ash... 50% max slag Â· Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6" O.C. along edges, 12" O.C. in 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. Lifts: Lifts shall be poured within 60 minutes of the previous lift the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above INSPECTIONS DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE Farm Buildings & Greenhouses - - L/180 Temperature: Pour concrete at outdoor temperatures of 40 degrees and above. unless explicitly noted as a shearwall Inspections: Construction or work for which a building permit is required is subject to inspection by the building The above maximum deflection limits are required by 2015 IBC Table 1604.3. Higher deflection Â· Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or official. Such construction shall remain exposed and accessible for inspection purposes until approved (IBC 110). Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous values may be used at the engineer's discretion to improve structural performance bars 48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5" S screws at 7" O.C. along edges, 7" O.C. in the field Statement of Special Inspection: = 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Â· Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with REFERENCE CODES & STANDARDS Reinforcing steel shall be free of rust and coatings. construction adhesive prior to nailing, no blocking required (unless noted otherwise) 1. Special inspections and structural testing shall be provided by an independent agency employed by the Owner for the items identified in this statement of the approved construction dosuments and specifications, unless Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of Stairs: Refer to IBC 1011 for stairway requirements. Â· International Building Code, IBC 2018 waived by the Building Official (IBC Chapter 17). corners with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required. Studs at Opening: Min (1) jack and (1) king stud required at each end of an opening unless otherwise noted. Â· Washington State Building Code, SBC 2018 Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically 2. Special inspections, statements of special inspections, responsibilities of Contractors, submittals to the Â· National Design Specification for Wood Construction, NDS 2018 equivalent epoxy, installed per manufacturer's guidelines. For extreme temperature applications, when long-term desirable for insulation/energy code reasons (i.e. not structural reasons). Building Official, and structural observations shall meet the requirements of IBC 1704. Â· Wood Frame Construction Manual, WFCM 2018 temperature exceeds 110Â°F or is less than 0Â°F, use Simpson Set-3G. Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons Engineering Â· Building Code Requirements for Structural Concrete, ACI 318-19, Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt 3. The names and credentials of the Special Inspector(s) shall be submitted to the Building Official. The Special Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the Â· Minimum Design Loads for Buildings And Other Structures, ASCE 7-16 waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per following requirements. Notch/hole size shall not exceed the following max percentage of stud width: Inspector shall be certified under the WABO Special Inspection Certification Program. The inspector shall Â· Steel Construction Manual, 15th Edition, AISC 2015 the manufacturer's recommendations. At cold-joints, water-stops are highly recommended. Â· Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width demonstrate competency per IBC 1704.2.1. Â· Non-bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width 4. Duties of the Special Inspector: GENERAL REQUIREMENTS SLAB ON GRADE Â· In all cases, hole edges must be at least 5/8" from edge of the stud a. The Special Inspector shall review all work listed for conformance with the approved construction plans and Â· OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud. Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards Control Joints: Control joints (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. the 2015 IBC. Bradley listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Rebar or woven wire mesh (if installed) shall break at all control joints. Saw-cut joints within 12 hours of pour. b. The Special Inspector shall furnish special inspection reports to the EOR, Contractor, Owner and Building Contractor assumes full responsibility of construction methods used, safety provisions employed, and the DECKS & BALCONIES Slabs on Grade: Unless noted otherwise, garage slab shall be 4" concrete slab with fiber mesh or #3 rebar at 24" O.C. Official on a weekly basis or as required by the Building Official. All items not in compliance shall be brought to finished condition of the structure. W1.4 each way or 6x6xW1.4 woven wire mesh, over 10 mil poly vapor barrier over 4" compacted crushed rock. Railings: Unless noted otherwise and detailed, guardrails to meet IBC 1015. Guardrails shall be 48" high min with the attention of the Contractor for correction, and if uncorrected, to the EOR and the Building Official. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point project should be employed to assemble and construct the work. bottom of the slab. load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of c. Once corrections have been made by the Contractor, the Special Inspector shall submit a final signed report Construction Methods and Project Safety: The project drawings and specifications represent the finished Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it 50 lb/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top to the Building Official stating that the work requiring special inspection was, to the best of the Special Inspector's structure and do not indicate methods, procedures, or sequence of construction. The builder must take down and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g. rail) that the guardrails meet the IBC loading requirements mentioned above. knowledge, in conformance with the construction documents and the provisions of the 2015 IBC. necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley visqueen) or liquid membrane curing compound. Provide shade for concrete during curing. Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which 5. Duties and responsibilities of the Contractor: Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the cover living space. Drainage: Garage slabs, porch slabs, and other concrete surfaces that are required to drain shall be sloped between a. The Contractor shall submit a written statement of responsibility to the Owner and the Building Official prior (360) 305-7974 contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. 1/8" and 1/4" per 1'. to the commencement of work. In accordance with IBC 1704.4, the statement of responsibility shall Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural STAIRWAYS acknowledge the special inspection requirements contained within this â€œStatement of Special Inspectionsâ€. AT during construction. Design of these supports are not included unless specifically shown. Contractor is drawings. The concrete topping shall be installed per manufacturer's specifications. Stairs: Refer to IBC 1011 for stairway requirements. responsible for the adequacy of all temporary support systems. b. The Contractor shall notify the responsible Special Inspector that work is ready for inspection at least one Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum Handrails: Unless noted otherwise and detailed, handrails to meet requirements of IBC 1014. Specifications: All notes, call-outs, and details included within this design package are required unless 1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (i.e. Simpson Titen HD) anchor working day (24 hours minimum) before such inspection is required. specifically noted otherwise. bolts are acceptable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 3/8"x5" Titen c. All work requiring special inspection shall remain accessible and exposed until it has been observed by the screws @ 48" O.C. (i.e. Simpson THD375000H or equivalent) ROOFS Verification: Verify all dimensions, elevations, and site conditions before starting work. Special Inspector. P. FINFROCK Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered Errors: The contractor is responsible to check the plans and site conditions and to notify the 6. Please see the 'Special Inspection Schedule' below for the types and extents of special inspections and tests by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all architect/designer/engineer/owner of any errors or omissions prior to the start of construction. CRAWL SPACE directly related to the structural engineering aspects of this project. Special inspections and tests shall meet the bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss applicable requirements of IBC 1705. Architectural special inspections (e.g. Water Intrusion Per RCW 64.55) have PETER@BRADLEYENGINEERINGINC.COM Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil not been included in the following table and are not under the purview of the engineer of record. manufacturer. highly recommended). Extend 6" up foundation walls minimum. Structural notes and details on the structural drawings take precedence over the architectural drawings. Access: Provide min 18"x24" crawlspace access per IBC 1208.1. Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie Changes: Written approval from the engineer of record is required for any structural changes to the provided down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs Foundation Ventilation: Ventilation per IBC 1202.4. Minimum 1 square foot of ventilation per 150 square feet of crawl SPECIAL INSPECTION SCHEDULE - STRUCTURAL ONLY drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red-lined supporting girder truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs). drawing or sketch of desired change(s) to provide context and applicable information prior to contacting space. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen. Req'd? BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing. ALLOWABLE HOLES - I-Joists & I-Rafters Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer. Material Structural Component (Y/N) Code Reference Notes The engineering for this project was completed by P. FINFROCK whose phone number is (360) 305-7974. Headers: Unless noted otherwise, all bearing wall headers to be 4X10 or 6X8 D.F.2 min Structural Steel N IBC 1705.2.1 Inspect per AISC 360 Minimum distance from hole to support. See Table A below Up to 1-1/2" hole may be cut anywhere Cold formed steel deck N IBC 1705.2.2 Inspect per SDI QA/QC Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's out-side of hatched zone. For holes larger Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top Steel Open web steel joists and girders N IBC 1705.2.3 Inspect per Table 1705.2.3 evaluation reports of proposed substitutions to the engineer/owner for approval. No holes in than 1-1/2" diameter, refer to Table A of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable. flange of I-Joist Verify truss bracing and attachment Cold formed steel trusses > 60' span N IBC 1705.2.4 Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these Access: Attic access shall be provided per IBC 12.09.2. The rough framed opening size shall not be less than per truss submittal package drawings are structural minimums. It is acceptable to increase the size above what is specified. 22"X30" and shall be located in a hallway or other readily accessible location. Concrete Concrete Y IBC 1705.3 Inspect per Table 1705.3 6" 6" Masonry Masonry N IBC 1705.4 Inspect per TMS602 / ACI530.1 Similar work: Where construction details are not shown or noted for any part of the project, the area shall be Inspect sheathing, fasteners, fastener constructed in the same manner as similar work shown on the drawings. 6" L1 2 x D1 D1 Closely grouped round L2 2 x L2 D2 6" 6" High-load diaphragms N IBC 1705.5.1 No holes in minimum holes are allowable if the minimum spacing, etc. per structural drawings Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, hatched zones group meets requirements Wood Verify truss bracing and attachment glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's for round or square holes Wood trusses > 60' span N IBC 1705.5.2 per truss submittal package recommendations or as shown on this page. (See ALLOWABLE HOLES) Table A - Minimum Hole Distance From Support Existing soil conditions and fill TJI Rating ** ROUND HOLE SIZE RECTANGULAR HOLE SIZE Soils material and placement Y IBC 1705.6 Inspect per Table 1705.6 Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and JOIST analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not DEPTH (Flange Width) 2" 3" 4" 2" 3" 4" ALLOWABLE HOLES - Solid or Eng. Lumber Inspect per Table 1705.7, geotech. Driven Deep Driven deep foundations N IBC 1705.7 specifically addressed in the drawings, calculations, or call-outs. 210 (2-1/16") 1'-0" 1'-6" 2'-0" 1'-0" 1'-6" 2'-6" Foundations report and constr. documents 117 " 8 360 (2-5/16") 1'-6" 2'-0" 3'-0" 1'-6" 2'-6" 3'-6" Cast-in-place Inspect per Table 1705.8, geotech. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work 210 (2-1/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" No holes in 8X diameter of the Ok to completely Cast-in-place deep foundation N IBC 1705.8 14" Deep Foundation report and constr. documents and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after 360 (2-5/16") 1'-0" 1'-0" 1'-6" 1'-0" 1'-6" 2'-6" hatched areas largest hole (min) Allowable remove this area submittal of this report shall be billed on an hourly basis. 16" 210 (2-1/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" L/8 8X Ã˜ hole zone L/8 Helical Pile Helical Pile Foundation N IBC 1705.9 Inspect per Table 1705.9, geotech. 360 (2-5/16") 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" Foundation report and constr. documents DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it) D/2 D/4 D/2 Fabricated Items Fabricated Items N IBC 1705.10 Inspect per Section 1704.2.5 Leave 1 " of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange ) D Structural Wood N IBC 1705.11.1 Inspect per Section 1705.11.1 STRUCTURAL STEEL 8 D/2 Wind Resistance Cold-formed light-frame steel N IBC 1705.11.2 Inspect per Section 1705.11.2 Round or rectangular holes allowed according to Table A Grade: Unless noted otherwise, the grade of steel members is as follows: 1-1/2" max hole size in cantilever D/4 Structural steel Y IBC 1705.12.1 Inspect steel per AISC 341 Â· Wide flange (W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi Ok to cut web in a similar fashion for any manufacturer's I-Joists. For Table A, Use Flange Width instead of TJI Rating L/4 L/2 L/4 May want to refer to joist manufacturer's specifications and requirements L Inspect sheathing, fasteners, fastener Â· HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi Hole Size: The hole diameter should not exceed 2" Structural wood Y IBC 1705.12.2 spacing, hold-downs, etc. per Â· Channels, plates, angles..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi. or 1/10 the beam depth, whichever is smaller. approved construction documents Â· Bolts ................................................................... ASTM A325 or better JOIST CONVERSION CHART Cold-formed light-frame steel N IBC 1705.12.3 Inspect per Section 1705.12.3 Â· These guidelines are applicable to glued-laminated, solid sawn, and engineered Inspector to verify accordance with Â· Anchor bolts ....................................................... ASTM F1554 or better Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP Seismic Resistance Designated seismic systems N IBC 1705.12.4 lumber (beams, headers, joists, rafters, etc) ASCE 7 Section 13.2.2 Â· #4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better) THICKER TJI 210 PWI 47 BCI 6000 RFPI 40 Red-I 45 LPI 530 Â· Uniform loads only, no point loads Architectural components N IBC 1705.12.5 Inspect per Section 1705.12.5 Â· #5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better) FLANGE TJI 360 PWI 70 BCI 60 RFPI 70 LPI 36 Â· Round holes only Plumbing, mechanical, and N IBC 1705.12.6 Inspect per Section 1705.12.6 Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural WIDTH PWI 77 RFPI 700 Red-I 65 Â· No holes in cantilevers electrical components STANDARD STRUCTURAL SPECIFICATIONS IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 steel to be fabricated in accordance with the AISC manual of steel construction, latest edition. TJI 560 PWI 90 BCI 90 RFPI 90 Red-I 90 LPI 56 Â· DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch Storage racks N IBC 1705.12.7 Inspect per Section 1705.12.7 Seismic isolation systems N IBC 1705.12.8 Inspect per Section 1705.12.8 Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition. OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original Cold formed steel moment frames N IBC 1705.12.9 Inspect per Section 1705.12.9 Washers: Provide standard washers under all nuts and anchor bolts depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210) S12 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE THE ARCHITECTURAL DRAWINGS ON THIS SHEET ARE THE BASIS FOR STRUCTURAL ANALYSIS AND DESIGN. THE DRAWINGS WERE PROVIDED BY GLENN C. WELLS, A.I.A. AND RECEIVED ON ARCH DRAWINGS - FOR REFERENCE & ANALYSIS PURPOSES ONLY 3-16-2023. THE FLOOR PLANS, ELEVATION, AND SECTIONS HAVE BEEN SCALED DOWN TO 1/16" = 1'-0" U.N.O. SCALE TO FIT ON THIS SHEET. USE A PDF VIEWER TO ZOOM IN TO READ TEXT. CONTACT THE ENGINEER OF RECORD IF THE FINAL ARCHITECTURAL DRAWINGS VARY FROM THE DRAWINGS SHOWN. ENGINEER SHALL BE NOTIFIED OF ALL STRUCTURAL CHANGES. THE INFORMATION ON THIS PAGE IS NOT A PART OF THE STRUCTURAL REQUIREMENTS. 5/19/2023 ---- ---- ---- REVISIONS ORIGINAL ---- ---- ---- DATE 5/19/2023 1 ---- ---- ---- VERSION 1 D VER. SIZE 5/19/2023 P. FINFROCK D. BRADLEY D. BRADLEY N.T.S. DATE ENGINEERED BY CHECKED BY APPROVED BY SCALE Engineering Bradley (360) 305-7974 AT P. FINFROCK PETER@BRADLEYENGINEERINGINC.COM BRADLEY ENGINEERING WWW.BRADLEYENGINEERINGINC.COM DAVID BRADLEY, P.E. 811 YEW STREET // BELLINGHAM, WA 98229 (360) 752-5795 DAVID@BRADLEYENGINEERINGINC.COM FOR QUESTIONS & CHANGES PERTAINING TO THIS PROJECT, CALL OR EMAIL ARCH DRAWINGS FOR REFERENCE IRONWOOD APARTMENTS, BUILDING 2 18620 WOODLANDS WAY ARLINGTON, WA 98223 S13 of 13 DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE !" 50. D502 502 50B 50/ 50A 50C ? 112'(3*''&'&3P--(& Â‡aX^f]Vh\]c^_k nWcX]fZY[Â‚W`zwY\cY]i^V^ZaUW^V qÂ€Âƒ^_fsc^_^cecu hVWW\UV]i W\w]mYcY_Z qÂƒ^_fsc^_^cecÂ„ y]XW\o]\\^Y\ UVWXYZW[\]^_]`]a b\WcdZ\efZe\Yg nW]\dYl\]mYVn]X^VV]\ao\Y]p qr^_fsc^_^cectZaX^f]VVafVY]\f\edsY[u Ue^Z]iVYUW^V h\YYj\]^_^_kU]_[ ]_[l\]mYVh^VV ~XX\WmY[W_z`WmY_ lYWZY{Z^VYh^VZY\h]i\^f qÂ€Â^_fsc^_^cecb]i\^fV]Xu Ue^Z]iVYUW^V j\]^_]kY|]ZY\^]V qj\]^_xWfpW\nVY]\ n\edsY[xWfp`}_Wb^_Ydu ~XX\WX\^]ZYÂ…]ZY\X\WWb^_k ~XXV^Y[ZWÂ†{ZY\^W\WbÂ…]VV hWe\v_fsj^]cYZY\twY\bW\]ZY[tx^k^[wynw^XY qwY\bW\]Z^W_dW\^Y_ZY[[W`_t`\]XXY[^__W_z`WmY_ kYWZY{Z^VYb^VZY\b]i\^ft[^\YfZY[ZWde^Z]iVY[^dfs]\kYu :;<=> ?@=A@BCD<@=E:;@E;<EF<F;:G<D<HD<=<E;I;@J<:AIF<=@BEK?@=A@BCD<@=@E;<EF<F;:HD<=<E; L:EL<H;=;?I;LIEG<@EL:DH:DI;<F@E;:IACEL;@:EIMA:CEFI;@:EFDI@EF<=@BE<FGNI1@J@MEB@E<<DK 'EIMMLI=<=)D<A<D;:;?<1@J@MHMIE=?<<;A:DFDI@EF<;I@M=IEF<M<JI;@:E=K 2::;@EB==?:CMFG<HD:H<DMNGCD@<FA:DAD:=;HD:;<L;@:E@EILL:DFIEL<O@;?'E;<DEI;@:EIMPC@MF@EB 1:F<:DM:LIMGC@MF@EBL:F<=QNH@LIMMN !@EL?<=G<M:O<R;<D@:DA@E@=?<FBDIF<=SK ?<A::;@EBFDI@EO@MME<<F;:G<T:F@A@<FAD:T;?@=;NH@LIMFDIO@EB;:A@;;?<F@T<E=@:E=:A;?< HMIEE<FA::;@EBIEF=MIGL:EA@BCDI;@:EK 4567587 9 /0 '&,3.%&#$,7&*+&. '/&3<+&*$,7&*+&. 67869:;69<=> 6?@A9:BA9CDE9:;6FG :H=I7J6K& ('*'%$& :H=I7J69C=EKL <=JM6;=CKN& (')O(%!& (P QM67KLPL 7R:<=HM6;=C9S76T=QK/ 35".- 7<7UM6;=CK1 J=C6HMJ6=HVQH;<<7HKON*O4."'"&! <=>>7Q9WXK5 Q7:6T96=9YM67H96MW<7K :7HJT7Q9YM67HK JMU;C> OOu(30)^ 0(O()*3O3*(3( 0/0O*O\/30) *O3v (ON3O3*(3( w\x50 !"#"$%! &%#%&#!"'%%# ()*& &%&+%%, *"- "$%! &%#%&#()*& &".!"'% + "& /."%0&" , * "$%! &%#%&#()*+/."%0&" , * "$!"'%%#()*& &".%& . %+/."%0&" , 67869:;69<=> 6?@A9:BA9CDE96:FG :H=I7J6K")&+)/ :H=I7J69C=EK, <=JL6;=CKM")&*!(2 NL67K, , 7O:<=HL6;=C9P76Q=NK& 4R'1S" 7<7TL6;=CKU J=C6HLJ6=HVNH;<<7HK!M+!W1')'( <=>>7N9XYKR2 N7:6Q96=9ZL67H96LX<7K :7HJQ7N9ZL67HK JLT;C> ! ! 4 @AB@CDE@CFGH @IJKCDLKCMNOC@DPQ DRGSAT@U(! 9:;9<=>9<?@A 9BCD<=ED<FGH<9=IJ =K@L:M9N(! ;<=;>?@;>ABC ;DEF>?GF>HIJ>;?KL ?MBN<O;P$ defdghidgjkl dmnoghpogqrsgdhtu hvkwexdy- ;<=;>?@;>ABC ;DEF>?GF>HIJ>;?KL ?MBN<O;P( iH=uFHH [Ropd XRopdWRopdVqRopdVRopdrRopdqRopdXs]Ropd tY tVU tWUtXUtYU t[U tVUUtVYUtWUU VUU ^U ]U \U [U ZU YU NOPOQRSTQOP XU WU VU U VUU VU V UdV UdUV UdUUV _P TQR`TaORbRccd eiHj e=H e efgh iH=sFHH [Rmnd XRmndWRmndVoRmndVRmndpRmndoRmndXq]Rmnd rY rVU rWUrXUrYU r[U rVUUrVYUrWUU VUU ^U ]U \U [U ZU YU NOPOQRSTQOP XU WU VU U VUU VU V UdV UdUV UdUUV _P TQR`TaORbRccd eiHj e=H e efgh O8PQR S $%&'$()*+,+(-(+'./)-.0)12+0%*+.%/)3'$)+(/2/% $ $%&'()*+,-%&'.)//'012+3)0-%2*'%4)+%53026%% % 7 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 70 of 138 Project ID: Project Descr: Concrete Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Concrete pedestal, 42" above grade Sketches . Interaction Diagrams 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 71 of 138 Company: Date: 5/15/2023 Anchor Designerâ„¢ Engineer: Page: 1/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 1.Project 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 318-19 Concrete: Normal-weight Units: Imperial units Concrete thickness, h (inch): 40.00 State: Cracked Anchor Information: Compressive strength, fâ€™c (psi): 2500 Anchor type: Cast-in-place Î¨c,V:1.0 Material: AB_H Reinforcement condition: Supplementary reinforcement not present Diameter (inch): 0.875 Supplemental edge reinforcement: Not applicable Effective Embedment depth, hef (inch): 18.000 Reinforcement provided at corners: Yes Anchor category: - Ignore concrete breakout in tension: No Anchor ductility: Yes Ignore concrete breakout in shear: No hmin (inch): 20.38 Ignore 6do requirement: No Cmin (inch): 5.25 Build-up grout pad: Yes Smin (inch): 5.25 Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.25 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt - PAB7H (7/8"Ã˜) 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 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 72 of 138 Company: Date: 5/15/2023 Anchor Designerâ„¢ Engineer: Page: 2/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Î©0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 3000 Vuay [lb]: 3000 Mux [ft-lb]: 20000 Muy [ft-lb]: 20000 Muz [ft-lb]: 0 <Figure 1> 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 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 73 of 138 Company: Date: 5/15/2023 Anchor Designerâ„¢ Engineer: Page: 3/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: <Figure 2> 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 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 74 of 138 Company: Date: 5/15/2023 Anchor Designerâ„¢ Engineer: Page: 4/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Vuay (lb) âˆš(Vuax)Â²+(Vuay)Â² (lb) 1 0.0 750.0 750.0 1060.7 2 7374.9 750.0 750.0 1060.7 3 22841.7 750.0 750.0 1060.7 4 7374.9 750.0 750.0 1060.7 Sum 37591.5 3000.0 3000.0 4242.6 Maximum concrete compression strain (â€°): 0.77 <Figure 3> Maximum concrete compression stress (psi): 3366 Resultant tension force (lb): 37592 Resultant compression force (lb): 37592 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 1.10 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 1.10 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 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb) Nsa (lb) 55440 0.75 41580 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) N 5/3 b = 16 a fâ€™chef (Eq. 17.6.2.2.1) a fâ€™c (psi) hef (in) Nb (lb) 1.00 2500 18.000 98903 0.75 Ncbg =0.75 (ANc/ANco) ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) A 2 2 Nc (in ) ANco (in ) ca,min (in) ec,N ed,N c,N cp,N Nb (lb) 0.75 Ncbg (lb) 4088.19 2916.00 - 0.923 1.000 1.00 1.000 98903 0.70 67223 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) 0.75 Npn = 0.75 c,PNp = 0.75 c,P8Abrgfâ€™c (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) A 2 c,P brg (in ) fâ€™c (psi) 0.75 Npn (lb) 1.0 4.07 2500 0.70 42683 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 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 75 of 138 Company: Date: 5/15/2023 Anchor Designerâ„¢ Engineer: Page: 5/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb) grout grout Vsa (lb) 33265 0.8 0.65 17298 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg = kcpNcbg = kcp(ANc/ANco) ec,N ed,N c,N cp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) k 2 2 cp ANc (in ) ANco (in ) ec,N ed,N c,N cp,N Nb (lb) Vcpg (lb) 2.0 4152.19 2916.00 1.000 1.000 1.000 1.000 98903 0.70 197164 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb) Design Strength, Ã¸Nn (lb) Ratio Status Steel 22842 41580 0.55 Pass Concrete breakout 37592 67223 0.56 Pass (Governs) Pullout 22842 42683 0.54 Pass Shear Factored Load, Vua (lb) Design Strength, Ã¸Vn (lb) Ratio Status Steel 1061 17298 0.06 Pass (Governs) Pryout 4243 197164 0.02 Pass Interaction check Nua/ Nn Vua/ Vn Combined Ratio Permissible Status Sec. 17.8.1 0.56 0.00 55.9% 1.0 Pass PAB7H (7/8"Ã˜) with hef = 18.000 inch meets the selected design criteria. 12. Warnings - Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85fâ€™c per ACI 318 Section 10.14. - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied â€“ designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied â€“ designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 76 of 138 Project ID: Project Descr: Wall Footing LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Exterior wall foundation, typ., 2.36 klf unif load per page 79 Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50ksi Allowable Soil Bearing = 1.50ksf fy : Rebar Yield = 60.0ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0ksi Soil Passive Resistance (for Sliding) = 250.0pcf Concrete Density = 145.0pcf Soil/Concrete Friction Coeff. = 0.30 ïª Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Reference Depth below Surface = ft Analysis Settings Allow. Pressure Increase per foot of depth = ksf Min Steel % Bending Reinf. = when base footing is below = ft Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0in Reinforcing Bar Size = # 4 from center of footing = 0 in Applied Loads D Lr L S W E H P : Column Load = 2.360 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 77 of 138 Project ID: Project Descr: Wall Footing LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Exterior wall foundation, typ., 2.36 klf unif load per page 79 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination 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 Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8511 Soil Bearing 1.277 ksf 1.50 ksf +D+L PASS 0.1039 Z Flexure (+X) 0.4453 k-ft 4.288 k-ft +1.20D+1.60L PASS 0.004508 Z Flexure (-X) 0.01933 k-ft 4.288 k-ft +0.90D PASS 0.1069 1-way Shear (+X) 8.016 psi 75.0 psi +1.20D+1.60L PASS 0.1069 1-way Shear (-X) 8.016 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio , D Only 1.50 ksf 0.0 in 0.09667 ksf 0.09667 ksf 0.064 , +D+L 1.50 ksf 0.0 in 1.277 ksf 1.277 ksf 0.851 , +D+0.750L 1.50 ksf 0.0 in 0.9817 ksf 0.9817 ksf 0.654 , +0.60D 1.50 ksf 0.0 in 0.0580 ksf 0.0580 ksf 0.039 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Flexure Axis & Load Combination k-ft Side ? or Top ? in^2 in^2 in^2 k-ft Status , +1.40D 0.03007 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.40D 0.03007 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D+1.60L 0.4453 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D+1.60L 0.4453 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D+0.50L 0.1569 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D+0.50L 0.1569 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D 0.02578 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D 0.02578 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +0.90D 0.01933 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +0.90D 0.01933 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.5413psi 0.5413psi 0.5413 psi 75 psi 0.007218 OK +1.20D+1.60L 8.016psi 8.016psi 8.016 psi 75 psi 0.1069 OK +1.20D+0.50L 2.824psi 2.824psi 2.824 psi 75 psi 0.03765 OK +1.20D 0.464psi 0.464psi 0.464 psi 75 psi 0.006187 OK +0.90D 0.348psi 0.348psi 0.348 psi 75 psi 0.00464 OK 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 78 of 138 CalculationÂ ofÂ footingÂ liveÂ andÂ deadÂ loadsÂ (plf) No geotech report. Use 1,500 psf allow bearing capacity. HallwayÂ wallsÂ Dead Live T.w.Â (ft) WeightÂ plf Hallway 28 100 3 384 Hallway 28 100 3 384 Floor 28 40 6 408 Floor 28 40 6 408 Roof 15 25 20 800 Wall 12 0 30 360 DesignÂ totalÂ loadÂ onÂ hallwayÂ walls 2744 plf AllowableÂ soilÂ bearingÂ pressure 1500 psf MinÂ widthÂ ofÂ footingÂ =Â 1.83 ft UseÂ minÂ 2'â€6"Â wideÂ footingsÂ atÂ hallwayÂ walls Detail '2' on S8 InteriorÂ bearingÂ wallsÂ Dead Live T.w.Â (ft) Floor 28 40 15 1020 Floor 28 40 15 1020 Wall 12 0 30 360 DesignÂ totalÂ loadÂ onÂ interiorÂ bearingÂ walls 2400 plf AllowableÂ soilÂ bearingÂ pressure 1500 psf MinÂ widthÂ ofÂ footingÂ =Â 1.60 ft UseÂ minÂ 2'â€0"Â wideÂ footingsÂ atÂ allÂ interiorÂ bearingÂ walls Detail '3' on S8 ExteriorÂ wallsÂ Dead Live T.w.Â (ft) Floor 28 40 10 680 Roof 15 25 16 640 Floor 28 40 10 680 Wall 12 0 30 360 DesignÂ totalÂ loadÂ onÂ exteriorÂ bearingÂ walls 2360 plf AllowableÂ soilÂ bearingÂ pressure 1500 psf MinÂ widthÂ ofÂ footingÂ =Â 1.57 ft UseÂ minÂ 2'â€0"Â wideÂ footingsÂ atÂ allÂ exteriorÂ walls Detail '1' on S8 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 79 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below hallway bearing wall, 2'-6" wide, 2.744 klf unif live load from interior bearing walls CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 Material Properties f'c = 2.50 ksi ï¦ Phi Values Flexure : 0.90 1/2 = fr = f'c *7.50 375.0 psi Shear : 0.750 ï¹ Density = 145.0 pcf ï¢ = 0.850 1 ï¬ Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination :IBC 2018 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, . Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 12.0 in Span #1 Reinforcing.... 4-#5 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : L = 2.744 k/ft, Tributary Width = 1.0 ft, (interior bearing walls unif live) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.000: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied -0.001335 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi : Allowable 46.964 k-ft Max Downward Total Deflection 0.035 in Max Upward Total Deflection 0.004 in Load Combination +1.20D+1.60L Location of maximum on span 5.059 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.243 ksf at 5.00 ft LdComb: +D+L Allowable Soil Pressure = 1.50 ksf OK . Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in . Maximum Forces & Stresses for Load Combinations Load Combination Bending Stress Results ( k-ft ) Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 9.882 -0.00 46.96 0.00 +1.40D Span # 1 1 9.882 -0.00 46.96 0.00 +1.20D+1.60L Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 80 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below hallway bearing wall, 2'-6" wide, 2.744 klf unif live load from interior bearing walls Load Combination Bending Stress Results ( k-ft ) Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio Span # 1 1 9.882 -0.00 46.96 0.00 +1.20D+0.50L Span # 1 1 9.882 -0.00 46.96 0.00 +1.20D Span # 1 1 9.882 -0.00 46.96 0.00 +0.90D Span # 1 1 9.882 -0.00 46.96 0.00 . Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0345 5.000 0.0000 0.000 . Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/MuPhi*Vc Phi*Vs Spacing (in) Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 0.00 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.12 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.24 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.35 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.47 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.59 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.71 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.82 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.94 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.06 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.18 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.29 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.41 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.53 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.65 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.76 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.88 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.00 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.12 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.24 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.35 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.47 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.59 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.71 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.82 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.94 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.06 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.18 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.29 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.41 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.53 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.65 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.76 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.88 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.00 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.12 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.24 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.35 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.47 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.59 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.71 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.82 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.94 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.06 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.18 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.29 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.41 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.53 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.65 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.76 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.88 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.00 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.12 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.24 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 81 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below hallway bearing wall, 2'-6" wide, 2.744 klf unif live load from interior bearing walls Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/MuPhi*Vc Phi*Vs Spacing (in) Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 6.35 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.47 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.59 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.71 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.82 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.94 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.06 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.18 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.29 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.41 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.53 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.65 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.76 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.88 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.00 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.12 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.24 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.35 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.47 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.59 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.71 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.82 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.94 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.06 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.18 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.29 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.41 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.53 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.65 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.76 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.88 9.00 0.28 0.28 0.00 1.00 21.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 82 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below interior bearing wall, 2'-0" wide, 2.360 klf unif live load from interior bearing walls CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 Material Properties f'c = 2.50 ksi ï¦ Phi Values Flexure : 0.90 1/2 = fr = f'c *7.50 375.0 psi Shear : 0.750 ï¹ Density = 145.0 pcf ï¢ = 0.850 1 ï¬ Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination :IBC 2018 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, . Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 12.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : L = 2.40 k/ft, Tributary Width = 1.0 ft, (interior bearing walls unif live) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.000: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied -0.001160 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi : Allowable 35.376 k-ft Max Downward Total Deflection 0.037 in Max Upward Total Deflection 0.004 in Load Combination +1.20D+1.60L Location of maximum on span 4.941 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.345 ksf at 5.00 ft LdComb: +D+L Allowable Soil Pressure = 1.50 ksf OK . Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in . Maximum Forces & Stresses for Load Combinations Load Combination Bending Stress Results ( k-ft ) Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 9.882 -0.00 35.38 0.00 +1.40D Span # 1 1 9.882 -0.00 35.38 0.00 +1.20D+1.60L Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 83 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below interior bearing wall, 2'-0" wide, 2.360 klf unif live load from interior bearing walls Load Combination Bending Stress Results ( k-ft ) Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio Span # 1 1 9.882 -0.00 35.38 0.00 +1.20D+0.50L Span # 1 1 9.882 -0.00 35.38 0.00 +1.20D Span # 1 1 9.882 -0.00 35.38 0.00 +0.90D Span # 1 1 9.882 -0.00 35.38 0.00 . Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0374 5.000 0.0000 0.000 . Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/MuPhi*Vc Phi*Vs Spacing (in) Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 0.00 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.12 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.24 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.35 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.47 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.59 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.71 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.82 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.94 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.06 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.18 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.29 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.41 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.53 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.65 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.76 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.88 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.00 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.12 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.24 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.35 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.47 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.59 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.71 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.82 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.94 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.06 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.18 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.29 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.41 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.53 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.65 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.76 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.88 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.00 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.12 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.24 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.35 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.47 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.59 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.71 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.82 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.94 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.06 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.18 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.29 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.41 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.53 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.65 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.76 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.88 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.00 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.12 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.24 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 84 of 138 Project ID: Project Descr: Beam on Elastic Foundation LIC# : KW-06013604, Build:20.23.08.10 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: thickened slab below interior bearing wall, 2'-0" wide, 2.360 klf unif live load from interior bearing walls Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/MuPhi*Vc Phi*Vs Spacing (in) Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 6.35 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.47 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.59 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.71 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.82 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.94 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.06 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.18 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.29 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.41 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.53 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.65 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.76 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.88 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.00 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.12 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.24 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.35 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.47 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.59 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.71 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.82 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.94 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.06 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.18 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.29 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.41 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.53 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.65 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.76 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.88 9.00 0.24 0.24 0.00 1.00 17.13 Vu < PhiVc/2 Not Reqd 0.00 0.00 MEMBER REPORT 18620 Woodlands Way, 10/11/23PASSED Structural Calculations, Pg. 85 of 138 Level, Wall: Stud 1 piece(s) 2 x 6 SP No.2 @ 16" OC Wall Height: 10' Member Height: 9' 7 1/2" O. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (42%) -- -- Compression (lbs) 3067 6317 Passed (49%) 1.00 1.0 D + 1.0 L Plate Bearing (lbs) 3200 4383 Passed (73%) -- 1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs) 95 -- -- 1.60 1.0 D + 0.6 W Lateral Shear (lbs) 86 1540 Passed (6%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs) 229 @ mid-span 1147 Passed (20%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.16 @ mid-span 0.48 Passed (L/745) -- 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Bending/Compression 0.86 1 Passed (86%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr â€¢ Lateral deflection criteria: Wind (L/240) â€¢ Input axial load eccentricity for this design is 16.67% of applicable member side dimension. â€¢ Applicable calculations are based on NDS. â€¢ A bearing area factor of 1.25 has been applied to base plate bearing capacity. â€¢ A 15% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material System : Wall Member Type : Stud Top Dbl 2X Spruce-Pine-Fir Building Code : IBC 2018 Base 2X Spruce-Pine-Fir Design Methodology : ASD Drawing is Conceptual Max Unbraced Length Comments 1' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A â€¢ Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Vertical Load Spacing (0.90) (1.00) (non-snow: 1.25) Comments 1 - Point (PLF) 16.00" 1500.0 800.0 400.0 Default Load Wind Lateral Load Location Spacing (1.60) Comments 1 - Uniform (PSF) Full Length 16.00" 24.7 â€¢ ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. â€¢ IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Member Notes 1ST story 14' tall LSL studs Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Bradley Engineering, Inc. ForteWEB Software Operator Job Notes 5/18/2023 3:12:23 PM UTC Peter Finfrock Ironwood ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Bradley Engineering, Inc. (360) 305-7974 File Name: Ironwood BLD 2 peter@bradleyengineeringinc.com Page 1 / 1 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 86 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 12.0 ft, (2nd floor) Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 10.0 ft, (3rd floor) Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 16.0 ft, (Roof) Uniform Load : D = 0.0120 ksf, Tributary Width = 20.0 ft, (Wall) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.079: 1 Maximum Shear Stress Ratio = 0.066 : 1 Section used for this span W16x57 Section used for this span W16x57 Ma : Applied 20.817 k-ft Va : Applied 9.252 k Mn / Omega : Allowable 261.976 k-ft Vn/Omega : Allowable 141.040 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 18,191 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.014 in Ratio = 7786 >=180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0.000 in Ratio = 0 <180 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 9.00 ft 1 0.042 0.035 11.10 11.10 437.50 261.98 1.00 1.00 4.93 211.56 141.04 +D+L Dsgn. L = 9.00 ft 1 0.076 0.063 20.01 20.01 437.50 261.98 1.00 1.00 8.89 211.56 141.04 +D+Lr Dsgn. L = 9.00 ft 1 0.055 0.045 14.34 14.34 437.50 261.98 1.00 1.00 6.37 211.56 141.04 +D+S Dsgn. L = 9.00 ft 1 0.058 0.048 15.15 15.15 437.50 261.98 1.00 1.00 6.73 211.56 141.04 +D+0.750Lr+0.750L Dsgn. L = 9.00 ft 1 0.077 0.064 20.21 20.21 437.50 261.98 1.00 1.00 8.98 211.56 141.04 +D+0.750L+0.750S Dsgn. L = 9.00 ft 1 0.079 0.066 20.82 20.82 437.50 261.98 1.00 1.00 9.25 211.56 141.04 +0.60D Dsgn. L = 9.00 ft 1 0.025 0.021 6.66 6.66 437.50 261.98 1.00 1.00 2.96 211.56 141.04 . Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 87 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W1 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0139 4.526 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 9.252 9.252 Max Upward from Load Combinations 9.252 9.252 Max Upward from Load Cases 4.932 4.932 D Only 4.932 4.932 +D+L 8.892 8.892 +D+Lr 6.372 6.372 +D+S 6.732 6.732 +D+0.750Lr+0.750L 8.982 8.982 +D+0.750L+0.750S 9.252 9.252 +0.60D 2.959 2.959 Lr Only 1.440 1.440 L Only 3.960 3.960 S Only 1.800 1.800 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 88 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 13.0 ft, (2nd floor) Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 12.0 ft, (3rd floor) Uniform Load : D = 0.0120 ksf, Tributary Width = 20.0 ft, (Wall) Point Load : D = 2.730, S = 4.550 k @ 3.0 ft, (Girder Truss) Point Load : D = 2.730, S = 4.550 k @ 25.750 ft, (Girder Truss) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.697: 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span W16x57 Section used for this span W16x57 Ma : Applied 182.592 k-ft Va : Applied 29.356 k Mn / Omega : Allowable 261.976 k-ft Vn/Omega : Allowable 141.040 k Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span 27.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.546 in Ratio = 592 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 1.101 in Ratio = 294 >=180 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 27.00 ft 1 0.349 0.111 91.47 91.47 437.50 261.98 1.00 1.00 15.60 211.56 141.04 +D+L Dsgn. L = 27.00 ft 1 0.697 0.206 182.59 182.59 437.50 261.98 1.00 1.00 29.10 211.56 141.04 +D+S Dsgn. L = 27.00 ft 1 0.386 0.145 101.25 101.25 437.50 261.98 1.00 1.00 20.44 211.56 141.04 +D+0.750L Dsgn. L = 27.00 ft 1 0.610 0.182 159.81 159.81 437.50 261.98 1.00 1.00 25.72 211.56 141.04 +D+0.750L+0.750S Dsgn. L = 27.00 ft 1 0.638 0.208 167.10 167.10 437.50 261.98 1.00 1.00 29.36 211.56 141.04 +0.60D Dsgn. L = 27.00 ft 1 0.210 0.066 54.88 54.88 437.50 261.98 1.00 1.00 9.36 211.56 141.04 . Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 89 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W2 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 1.1014 13.500 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 28.743 29.356 Max Upward from Load Combinations 28.743 29.356 Max Upward from Load Cases 15.243 15.597 D Only 15.243 15.597 +D+L 28.743 29.097 +D+S 19.498 20.442 +D+0.750L 25.368 25.722 +D+0.750L+0.750S 28.559 29.356 +0.60D 9.146 9.358 L Only 13.500 13.500 S Only 4.255 4.845 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 90 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 12.0 ft, (2nd floor) Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 10.0 ft, (3rd floor) Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 16.0 ft, (Roof) Uniform Load : D = 0.0120 ksf, Tributary Width = 20.0 ft, (Wall) Point Load : D = 2.730, S = 4.550 k @ 1.0 ft, (Girder Truss) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.895: 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span W16x57 Section used for this span W16x57 Ma : Applied 234.381 k-ft Va : Applied 36.778 k Mn / Omega : Allowable 261.976 k-ft Vn/Omega : Allowable 141.040 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.732 in Ratio = 491 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 1.740 in Ratio = 207 >=180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0.000 in Ratio = 0 <180 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 30.00 ft 1 0.476 0.135 124.67 124.67 437.50 261.98 1.00 1.00 19.08 211.56 141.04 +D+L Dsgn. L = 30.00 ft 1 0.854 0.229 223.67 223.67 437.50 261.98 1.00 1.00 32.28 211.56 141.04 +D+Lr Dsgn. L = 30.00 ft 1 0.613 0.169 160.67 160.67 437.50 261.98 1.00 1.00 23.88 211.56 141.04 +D+S Dsgn. L = 30.00 ft 1 0.656 0.209 171.96 171.96 437.50 261.98 1.00 1.00 29.48 211.56 141.04 +D+0.750Lr+0.750L Dsgn. L = 30.00 ft 1 0.862 0.231 225.92 225.92 437.50 261.98 1.00 1.00 32.58 211.56 141.04 +D+0.750L+0.750S Dsgn. L = 30.00 ft 1 0.895 0.261 234.38 234.38 437.50 261.98 1.00 1.00 36.78 211.56 141.04 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 91 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +0.60D Dsgn. L = 30.00 ft 1 0.286 0.081 74.80 74.80 437.50 261.98 1.00 1.00 11.45 211.56 141.04 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 1.7397 15.000 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 36.778 31.045 Max Upward from Load Combinations 36.778 31.045 Max Upward from Load Cases 19.079 16.531 D Only 19.079 16.531 +D+L 32.279 29.731 +D+Lr 23.879 21.331 +D+S 29.477 22.683 +D+0.750Lr+0.750L 32.579 30.031 +D+0.750L+0.750S 36.778 31.045 +0.60D 11.447 9.919 Lr Only 4.800 4.800 L Only 13.200 13.200 S Only 10.398 6.152 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 92 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 12.0 ft, (2nd floor) Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 10.0 ft, (3rd floor) Uniform Load : D = 0.0120 ksf, Tributary Width = 20.0 ft, (Wall) Point Load : D = 2.730, S = 4.550 k @ 3.330 ft, (Girder Truss) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.621: 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span W16x57 Section used for this span W16x57 Ma : Applied 162.770 k-ft Va : Applied 25.851 k Mn / Omega : Allowable 261.976 k-ft Vn/Omega : Allowable 141.040 k Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.481 in Ratio = 673 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.981 in Ratio = 330 >=180 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 27.00 ft 1 0.315 0.099 82.61 82.61 437.50 261.98 1.00 1.00 13.95 211.56 141.04 +D+L Dsgn. L = 27.00 ft 1 0.621 0.183 162.77 162.77 437.50 261.98 1.00 1.00 25.83 211.56 141.04 +D+S Dsgn. L = 27.00 ft 1 0.346 0.127 90.59 90.59 437.50 261.98 1.00 1.00 17.94 211.56 141.04 +D+0.750L Dsgn. L = 27.00 ft 1 0.545 0.162 142.73 142.73 437.50 261.98 1.00 1.00 22.86 211.56 141.04 +D+0.750L+0.750S Dsgn. L = 27.00 ft 1 0.567 0.183 148.56 148.56 437.50 261.98 1.00 1.00 25.85 211.56 141.04 +0.60D Dsgn. L = 27.00 ft 1 0.189 0.059 49.57 49.57 437.50 261.98 1.00 1.00 8.37 211.56 141.04 . Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 93 of 138 Project ID: Project Descr: Steel Beam LIC# : KW-06013604, Build:20.22.12.28 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: W4 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.9808 13.500 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 25.851 23.773 Max Upward from Load Combinations 25.851 23.773 Max Upward from Load Cases 13.949 11.893 D Only 13.949 11.893 +D+L 25.829 23.773 +D+S 17.938 12.454 +D+0.750L 22.859 20.803 +D+0.750L+0.750S 25.851 21.224 +0.60D 8.370 7.136 L Only 11.880 11.880 S Only 3.989 0.561 MEMBER REPORT 18620 Woodlands Way, 10/11/23PASSED Structural Calculations, Pg. 94 of 138 Level, J1 1 piece(s) 9 1/2" TJIÂ® 210 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 469 @ 3 1/2" 1005 (1.75") Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 469 @ 3 1/2" 1330 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018 Moment (Ft-lbs) 645 @ 3' 1/2" 3000 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.023 @ 3' 1/2" 0.138 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.030 @ 3' 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 71 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 9 1/2" SPF beam 3.50" HangerÂ¹ 1.75" / - Â² 114 406 519 See note Â¹ 2 - Hanger on 9 1/2" SPF beam 3.50" HangerÂ¹ 1.75" / - Â² 114 406 519 See note Â¹ â€¢ At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger â€¢ Â¹ See Connector grid below for additional information and/or requirements. â€¢ Â² Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6" o/c Bottom Edge (Lu) 5' 6" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS2.06/9.5 2.00" N/A 8-10dx1.5 2-Strong-Grip 2 - Face Mount Hanger IUS2.06/9.5 2.00" N/A 8-10dx1.5 2-Strong-Grip â€¢ Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 1" 16" 28.0 100.0 Default Load Member Notes corridor joist ForteWEB Software Operator Job Notes 5/5/2023 6:39:14 PM UTC Peter Finfrock Ironwood Bradley Engineering, Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360) 305-7974 File Name: Ironwood BLD 2 peter@bradleyengineeringinc.com Page 1 / 2 MEMBER REPORT 18620 Woodlands Way, 10/11/23PASSED Structural Calculations, Pg. 95 of 138 Level, J2 1 piece(s) 14" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 2059 @ 22' 2 1/4" 2460 (3.50") Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 1110 @ 22' 1/2" 1955 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018 Moment (Ft-lbs) -4164 @ 22' 2 1/4" 7335 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.273 @ 10' 2 1/2" 0.549 Passed (L/965) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.458 @ 10' 2 1/16" 1.099 Passed (L/576) -- 1.0 D + 1.0 L (Alt Spans) TJ-Proâ„¢ Rating 40 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ -284 lbs uplift at support located at 30' 11". Strapping or other restraint may be required. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 340 492/-1 832 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 848 1211 2059 None 3 - Stud wall - SPF 3.50" 2.25" 1.75" -26 227/-259 202/-284 1 1/4" Rim Board â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 5" o/c Bottom Edge (Lu) 5' o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 31' 1 1/2" 16" 28.0 40.0 Default Load Member Notes 21'-9" c.s. joist Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Bradley Engineering, Inc. ForteWEB Software Operator Job Notes 5/5/2023 6:37:13 PM UTC Peter Finfrock Ironwood Bradley Engineering, Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360) 305-7974 File Name: Ironwood BLD 2 peter@bradleyengineeringinc.com Page 1 / 1 MEMBER REPORT 18620 Woodlands Way, 10/11/23PASSED Structural Calculations, Pg. 96 of 138 Level, J3 2 piece(s) 14" TJIÂ® 360 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Type : Joist Member Reaction (lbs) 2305 @ 2 1/2" 2403 (2.25") Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs) 2288 @ 3 1/2" 3910 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018 Moment (Ft-lbs) 11328 @ 5' 9 13/16" 14670 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in) 0.389 @ 10' 4 3/8" 0.535 Passed (L/661) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.732 @ 10' 3 5/8" 1.071 Passed (L/351) -- 1.0 D + 1.0 L (All Spans) TJ-Proâ„¢ Rating 51 40 Passed -- -- â€¢ Deflection criteria: LL (L/480) and TL (L/240). â€¢ Allowed moment does not reflect the adjustment for the beam stability factor. â€¢ A structural analysis of the deck has not been performed. â€¢ Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgeâ„¢ Panel (24" Span Rating) that is glued and nailed down. â€¢ Additional considerations for the TJ-Proâ„¢ Rating include: 5/8" Gypsum ceiling, Pour Flooring Overlay. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50" 2.25" 2.05" 1099 1215 2314 1 1/4" Rim Board 2 - Plate on steel - SPF 3.50" 2.25" 1.75" 649 803 1452 1 1/4" Rim Board â€¢ Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 2" o/c Bottom Edge (Lu) 21' 8" o/c â€¢TJI joists are only analyzed using Maximum Allowable bracing solutions. â€¢Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 21' 10" 16" 28.0 40.0 Default Load 2 - Point (PLF) 5' 9" 16" 700.0 640.0 Member Notes 21'-9" c.s. joist Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Bradley Engineering, Inc. ForteWEB Software Operator Job Notes 5/5/2023 6:43:20 PM UTC Peter Finfrock Ironwood Bradley Engineering, Inc. ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 (360) 305-7974 File Name: Ironwood BLD 2 peter@bradleyengineeringinc.com Page 1 / 1 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 97 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: R1 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 700 Other Info.: roof 600 Main Span, L = 6.00 ft 500 400 Main Span Max. Allowed Live Defl: L / 360 300 = 0.20 in Main Span Max. Allowed Total Defl: L / 240 200 = 0.30 in 100 Load (lb/ft)0 Cantilever (Overhang) Exists? -100 01234 567 Pitch if Sloped: 0.0 :12 -200 -300 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf 16.00 ft - - 240.0 lb/ft Roof Snow (only) 25 psf 16.00 ft 400.0 lb/ft 400.0 lb/ft - Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 400.0 lb/ft wD = 240.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 640.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 14 (4) 2 x 6 - - - (2) 2 x 10 3 x 10 - - - (3) 2 x 8 4 x 8 - - - List properties for what size lumber? (4) 2 x 6 -- Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3335 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 7-1/4" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 7-1/4" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 8, Douglas Fir- Bending Overdesign: 11.6% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 126.1% Final Size: Deflection Overdesign: 183.1% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 11.6% Actual Member Size: 3.50" x 7.25'' 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 2,909 ft-lb 3.00 ft Main Span Full Strength: Live Load: 1,200 lb 1,200 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 739 lb 739 lb Max Design Shear: 1,549 lb 0.00 ft Main Span Total Load: 1,939 lb 1,939 lb Main Span Max. Downward 0.066'' / 0.106'' 3.00' / 3.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 443 lb 443 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 432 lb 432 lb Req'd EI, Not Incl. Self Wt.: 6.221E+07 Actual EI: 1.78E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 6.36 plf Approx. Tot. Wt.: 38 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.89 in (Left) = 0.89 in (Right) 1,869 ft-lb R1.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 98 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: R2 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 800 Other Info.: roof 700 600 Main Span, L = 5.00 ft 500 400 Main Span Max. Allowed Live Defl: L / 360 = 0.17 in 300 Main Span Max. Allowed Total Defl: L / 240 = 0.25 in 200 100 Cantilever (Overhang) Exists? Load (lb/ft)0 -100 01234 56 Pitch if Sloped: 0.0 :12 -200 -300 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf 17.00 ft - - 255.0 lb/ft Roof Snow (only) 25 psf 17.00 ft 425.0 lb/ft 425.0 lb/ft - Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 425.0 lb/ft wD = 255.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 680.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 12 (4) 2 x 6 - - - (2) 2 x 8 3 x 8 - - - (3) 2 x 6 4 x 8 - - - List properties for what size lumber? (4) 2 x 6 -- Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3335 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 8, Douglas Fir- Bending Overdesign: 51.4% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 169.1% Final Size: Deflection Overdesign: 360.6% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 51.4% Actual Member Size: 3.50" x 7.25'' 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 2,145 ft-lb 2.50 ft Main Span Full Strength: Live Load: 1,063 lb 1,063 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 653 lb 653 lb Max Design Shear: 1,301 lb 0.00 ft Main Span Total Load: 1,716 lb 1,716 lb Main Span Max. Downward 0.034'' / 0.054'' 2.50' / 2.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 392 lb 392 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 383 lb 383 lb Req'd EI, Not Incl. Self Wt.: 3.825E+07 Actual EI: 1.78E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 6.36 plf Approx. Tot. Wt.: 32 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.78 in (Left) = 0.78 in (Right) 1,869 ft-lb R2.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 99 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: R3 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 200 Other Info.: roof 150 Main Span, L = 4.00 ft Main Span Max. Allowed Live Defl: L / 360 100 = 0.13 in Main Span Max. Allowed Total Defl: L / 240 = 0.20 in 50 Cantilever (Overhang) Exists? Load (lb/ft) 0 Pitch if Sloped: 0.0 :12 00.511.5 22.533.5 44.5 -50 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf 4.00 ft - - 60.0 lb/ft Roof Snow (only) 25 psf 4.00 ft 100.0 lb/ft 100.0 lb/ft - Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 100.0 lb/ft wD = 60.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 160.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 4 (4) 2 x 3 - - - (2) 2 x 3 3 x 4 - - - (3) 2 x 3 4 x 4 - - - List properties for what size lumber? (4) 2 x 3 -- Slf Wt=15.51 List properties for Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 Fb=1495 Fv=196 Fcp=625 E=1600000 what size? Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3890 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web 11-7/8" TJI / L65 9-1/2" TJI 110 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 16" TJI / L65 9-1/2" TJI 210 2.0E Microllam LVL - Multi-ply 16" TJI / L90 9-1/2" TJI 230 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" 14" TJI H90 11-7/8" TJI 360 List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 Fb=3038 Fv=356.5 Fcp=800 E=1550000 #N/A Custom Member Custom Member Results Member Type: Single Member 5.5-in x 3-in, D.F. #2 Single Member Material: Single Member Material: D.F. #2 Width, b= 5.50 in b(min) = 2.9 Bending Strength, Fb = 900 psi Bending Overdesign:89.1% Height, d= 3.00 in d(min) = 2.2 Shear Strength, Fv = 180 psi Shear Overdesign:591.7% Area, A= 16.50 in^2 Comp Perp to Grain Fcp = 625 psi Deflection Overdesign:320.3% Section Modulus, S= 8.25 in^3 Modulus of Elasticity, E = 1,600,000 psi Custom Mem. OK by: 89.1% Mom. of Inertia, I= 12.38 in^3 Self Weight = 3.6 lb/ft Multi-Ply, Side-By-Side Member Reduce Strength Bearing For Bolt Holes: Mem. 1. Material Mem 1, No. of Plies Multi-Ply Member 1 Multi-Ply Member 2 Mem 1, Ply Width, b= Material: Material: Mem 1, Ply Height, d= Bending Strength, Fb = 0 psi Bending Strength, Fb = 0 psi Mem. 2. Material Shear Strength, Fv = 0 psi Shear Strength, Fv = 0 psi Mem 2, No. of Plies Comp Perp to Grain Fcp = 0 psi Comp Perp to Grain Fcp = 0 psi Mem 2, Ply Width, b= Modulus of Elasticity, E = 0 psi Mod of Elas., psi, E = 0 Mem 2, Ply Height, d= Self Weight = 0.0 lb/ft Self Weight = 0.0 lb/ft Final Member Results Final Member Bending Overdesign:89.1% Final Member: 5.5-in x 3-in, D.F. #2, Material Library Shear Overdesign:591.7% Deflection Overdesign:320.3% Final Size: Min. Bearing Lengths: = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn:N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 89.1% Controlling criteria is: Bending Actual Member Size: 5.50" x 3.00'' 4.00 ft Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R Full Strength: 1 - Left R2 - Right Max. Positive Moment: 327 ft-lb 2.00 ft Main Span Live Load: 200 lb 200 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l t Dead Load: 127 lb 127 lb Max Design Shear: 286 lb 0.00 ft Main Span Total Load: 327 lb 327 lb Main Span Max. DownwardDeflection 0.029'' / 0.048'' 2.00' / 2.00' Main / Main Live Case Causing Max N/A N/A (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 76 lb 76 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 72 lb 72 lb Req'd EI, Not Incl. Self Wt.: 4.608E+06 Actual EI: 1.98E+07 0% Live Case Causing Min N/A N/A Approx. Self Weight: 3.58 plf Approx. Tot. Wt.: 14 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.10 in (Left) = 0.10 in (Right) 619 ft-lb R3.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 100 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: R4 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) Other Info.: 200 150 Main Span, L = 6.00 ft 100 Main Span Max. Allowed Live Defl: L / 360 = 0.20 in Main Span Max. Allowed Total Defl: L / 240 50 = 0.30 in 0 Load (lb/ft) Cantilever (Overhang) Exists? 01234 567 -50 Pitch if Sloped: 0.0 :12 -100 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf 4.00 ft - - 60.0 lb/ft Roof Snow (only) 25 psf 4.00 ft 100.0 lb/ft 100.0 lb/ft - Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 100.0 lb/ft wD = 60.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 160.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 6 (4) 2 x 4 - - - (2) 2 x 4 3 x 5 - - - (3) 2 x 4 4 x 4 - - - List properties for what size lumber? (4) 2 x 4 -- Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3890 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web 11-7/8" TJI / L65 9-1/2" TJI 110 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 16" TJI / L65 9-1/2" TJI 210 2.0E Microllam LVL - Multi-ply 16" TJI / L90 9-1/2" TJI 230 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" 14" TJI H90 11-7/8" TJI 360 List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 Fb=3038 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (2) 2 x 8, Douglas Fir- Bending Overdesign: 245.1% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 657.2% Final Size: Deflection Overdesign: 847.9% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 245.1% Actual Member Size: 3.00" x 7.25'' 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 745 ft-lb 3.00 ft Main Span Full Strength: Live Load: 300 lb 300 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 196 lb 196 lb Max Design Shear: 396 lb 0.00 ft Main Span Total Load: 496 lb 496 lb Main Span Max. Downward 0.019'' / 0.032'' 3.00' / 3.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 118 lb 118 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 108 lb 108 lb Req'd EI, Not Incl. Self Wt.: 1.555E+07 Actual EI: 1.52E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 5.45 plf Approx. Tot. Wt.: 33 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.26 in (Left) = 0.26 in (Right) 2,569 ft-lb R3.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 101 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: R5 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 35 Other Info.: Ceiling joists - no live load 30 Main Span, L = 5.50 ft 25 20 Main Span Max. Allowed Live Defl: L / 360 15 = 0.18 in Main Span Max. Allowed Total Defl: L / 240 10 = 0.28 in 5 Load (lb/ft)0 Cantilever (Overhang) Exists? -5 01234 56 Pitch if Sloped: 0.0 :12 -10 -15 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 15 psf 2.00 ft - - 30.0 lb/ft Roof Snow (only) 2.00 ft - - - Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = - wD = 30.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 30.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 3 (4) 2 x 3 - - - (2) 2 x 3 3 x 4 - - - (3) 2 x 3 4 x 4 - - - List properties for what size lumber? (4) 2 x 3 -- Slf Wt=15.51 List properties Fb=1349 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3890 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web 11-7/8" TJI / L65 9-1/2" TJI 110 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 16" TJI / L65 9-1/2" TJI 210 2.0E Microllam LVL - Multi-ply 16" TJI / L90 9-1/2" TJI 230 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" 14" TJI H90 11-7/8" TJI 360 List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3611 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 Fb=3038 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 2 x 4, Douglas Fir- Bending Overdesign: 263.4% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 841.1% Final Size: Deflection Overdesign: 265.7% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Rept'v Mem. Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 263.4% Actual Member Size: 1.50" x 3.50'' 5.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 118 ft-lb 2.75 ft Main Span Full Strength: Live Load: 0 lb 0 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 86 lb 86 lb Max Design Shear: 77 lb 0.00 ft Main Span Total Load: 86 lb 86 lb Main Span Max. Downward 0.000'' / 0.075'' 0.00' / 2.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 52 lb 52 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 50 lb 50 lb Req'd EI, Not Incl. Self Wt.: 2.246E+06 Actual EI: 8.58E+06 0% Live Case Causing Min N/A N/A Approx. Self Weight: 1.32 plf Approx. Tot. Wt.: 7 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.09 in (Left) = 0.09 in (Right) 430 ft-lb R5.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 102 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T1 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,000 Other Info.: with 1-1/2" gypcrete on floor 800 Main Span, L = 6.00 ft 600 400 Main Span Max. Allowed Live Defl: L / 480 = 0.15 in Main Span Max. Allowed Total Defl: L / 360 = 0.20 in 200 Load (lb/ft)0 Cantilever (Overhang) Exists? 012345 67 -200 Pitch if Sloped: 0.0 :12 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 12.00 ft 480.0 lb/ft 480.0 lb/ft 336.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 480.0 lb/ft wD = 336.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 816.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 10 3 x 12 6 x 8 - - (3) 2 x 8 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (2) 2 x 10, Douglas Fir- Bending Overdesign: 12.5% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 126.9% Final Size: Deflection Overdesign: 163.8% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 12.5% Actual Member Size: 3.00" x 9.25'' 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 3,703 ft-lb 3.00 ft Main Span Full Strength: Live Load: 1,440 lb 1,440 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 1,029 lb 1,029 lb Max Design Shear: 1,834 lb 0.00 ft Main Span Total Load: 2,469 lb 2,469 lb Main Span Max. Downward 0.044'' / 0.076'' 3.00' / 3.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 617 lb 617 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 605 lb 605 lb Req'd EI, Not Incl. Self Wt.: 1.190E+08 Actual EI: 3.17E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 6.95 plf Approx. Tot. Wt.: 42 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.32 in (Left) = 1.32 in (Right) 4,167 ft-lb T1.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 103 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T2 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 6.00 ft 800 600 Main Span Max. Allowed Live Defl: L / 480 = 0.15 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.20 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 012345 67 Pitch if Sloped: 0.0 :12 -200 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 14.50 ft 580.0 lb/ft 580.0 lb/ft 406.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 580.0 lb/ft wD = 406.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 986.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 12 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 18.5% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 119.1% Final Size: Deflection Overdesign: 154.8% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 18.5% Actual Member Size: 3.50" x 9.25'' 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,474 ft-lb 3.00 ft Main Span Full Strength: Live Load: 1,740 lb 1,740 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 1,242 lb 1,242 lb Max Design Shear: 2,216 lb 0.00 ft Main Span Total Load: 2,982 lb 2,982 lb Main Span Max. Downward 0.046'' / 0.078'' 3.00' / 3.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 745 lb 745 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 731 lb 731 lb Req'd EI, Not Incl. Self Wt.: 1.438E+08 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 49 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.36 in (Left) = 1.36 in (Right) 3,529 ft-lb T2.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 104 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T3 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 6.00 ft 800 600 Main Span Max. Allowed Live Defl: L / 480 = 0.15 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.20 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 012345 67 Pitch if Sloped: 0.0 :12 -200 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 16.00 ft 640.0 lb/ft 640.0 lb/ft 448.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 640.0 lb/ft wD = 448.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,088.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 14 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 176.9% Material Library Timberstrand 1.5E LSL Shear Overdesign: 215.1% Final Size: Deflection Overdesign: 288.2% Min. Bearing Lengths : = 2.35 in. (Left) : = 2.35 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 176.9% Actual Member Size: 1.75" x 14.00'' 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,930 ft-lb 3.00 ft Main Span Full Strength: Live Load: 1,920 lb 1,920 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 1,367 lb 1,367 lb Max Design Shear: 3,287 lb 0.00 ft Main Span Total Load: 3,287 lb 3,287 lb Main Span Max. Downward 0.030'' / 0.052'' 3.00' / 3.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 820 lb 820 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 806 lb 806 lb Req'd EI, Not Incl. Self Wt.: 1.586E+08 Actual EI: 6.20E+08 55% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 45 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.35 in (Left) = 2.35 in (Right) 6,195 ft-lb T3.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 105 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T4 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,000 Other Info.: with 1-1/2" gypcrete on floor 800 Main Span, L = 5.00 ft 600 Main Span Max. Allowed Live Defl: L / 480 = 0.13 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.17 in 200 Load (lb/ft)0 Cantilever (Overhang) Exists? 01234 56 Pitch if Sloped: 0.0 :12 -200 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor 2 Loads 100 psf 28 psf 4.00 ft 400.0 lb/ft 400.0 lb/ft 112.0 lb/ft Floor Loads 40 psf 28 psf 5.00 ft 200.0 lb/ft 200.0 lb/ft 140.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 252.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 852.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 12 (4) 2 x 6 - - - (2) 2 x 8 3 x 10 - - - (3) 2 x 8 4 x 8 - - - List properties for what size lumber? (4) 2 x 6 -- Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 7-1/4" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 7-1/4" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 408.2% Material Library Timberstrand 1.5E LSL Shear Overdesign: 452.3% Final Size: Deflection Overdesign: 754.9% Min. Bearing Lengths : = 1.53 in. (Left) : = 1.53 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 408.2% Actual Member Size: 1.75" x 14.00'' 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 2,686 ft-lb 2.50 ft Main Span Full Strength: Live Load: 1,500 lb 1,500 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 649 lb 649 lb Max Design Shear: 2,149 lb 0.00 ft Main Span Total Load: 2,149 lb 2,149 lb Main Span Max. Downward 0.014'' / 0.019'' 2.50' / 2.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 389 lb 389 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 378 lb 378 lb Req'd EI, Not Incl. Self Wt.: 7.189E+07 Actual EI: 6.20E+08 46% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 38 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.53 in (Left) = 1.53 in (Right) 7,320 ft-lb T4.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 106 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T5 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,000 Other Info.: with 1-1/2" gypcrete on floor 800 Main Span, L = 3.00 ft 600 Main Span Max. Allowed Live Defl: L / 480 = 0.08 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.10 in 200 Cantilever (Overhang) Exists? Load (lb/ft) 0 Pitch if Sloped: 0.0 :12 00.5 11.5 22.5 33.5 -200 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor 2 Loads 100 psf 28 psf 7.00 ft 700.0 lb/ft 700.0 lb/ft 196.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 700.0 lb/ft wD = 196.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 896.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 8 (4) 2 x 4 - - - (2) 2 x 6 3 x 5 - - - (3) 2 x 4 4 x 6 - - - List properties for what size lumber? (4) 2 x 4 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web 11-7/8" TJI / L65 - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 16" TJI / L65 - 2.0E Microllam LVL - Multi-ply 16" TJI / L90 - 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" 14" TJI H90 - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 8, Douglas Fir- Bending Overdesign: 247.7% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 370.9% Final Size: Deflection Overdesign: 945.5% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 247.7% Actual Member Size: 3.50" x 7.25'' 3.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 1,015 ft-lb 1.50 ft Main Span Full Strength: Live Load: 1,050 lb 1,050 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 304 lb 304 lb Max Design Shear: 808 lb 0.00 ft Main Span Total Load: 1,354 lb 1,354 lb Main Span Max. Downward 0.007'' / 0.009'' 1.50' / 1.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 182 lb 182 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 176 lb 176 lb Req'd EI, Not Incl. Self Wt.: 1.701E+07 Actual EI: 1.78E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 6.36 plf Approx. Tot. Wt.: 19 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.62 in (Left) = 0.62 in (Right) 2,031 ft-lb T5.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 107 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T6 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 9.00 ft 800 600 400 Main Span Max. Allowed Live Defl: L / 480 = 0.23 in 200 Main Span Max. Allowed Total Defl: L / 360 = 0.30 in 0 Load (lb/ft) Cantilever (Overhang) Exists? -200 0 12345 6789 10 Pitch if Sloped: 0.0 :12 -400 -600 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 16.00 ft 640.0 lb/ft 640.0 lb/ft 448.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 640.0 lb/ft wD = 448.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,088.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - 12 x 12 - - - 6 x 12 - - - 4 x 16 8 x 10 - - List properties for what size lumber? (4) 2 x 12 10 x 10 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 10 1/2'' 5 1/2'' x 9'' Slf Wt= 18.5 List properties for 3 1/2'' x 10 1/2'' 6 3/4'' x 9'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" 1-3/4" x 14" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 144.5% Material Library Timberstrand 1.5E LSL Shear Overdesign: 244.3% Final Size: Deflection Overdesign: 128.5% Min. Bearing Lengths : = 1.77 in. (Left) : = 1.77 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 128.5% Actual Member Size: 3.50" x 14.00'' 9.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 11,168 ft-lb 4.50 ft Main Span Full Strength: Live Load: 2,880 lb 2,880 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 2,084 lb 2,084 lb Max Design Shear: 4,964 lb 0.00 ft Main Span Total Load: 4,964 lb 4,964 lb Main Span Max. Downward 0.076'' / 0.131'' 4.50' / 4.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,250 lb 1,250 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,210 lb 1,210 lb Req'd EI, Not Incl. Self Wt.: 5.354E+08 Actual EI: 1.24E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 135 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.77 in (Left) = 1.77 in (Right) 27,300 ft-lb T6.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 108 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T7 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 400 Other Info.: with 1-1/2" gypcrete on floor 350 Main Span, L = 4.00 ft 300 250 Main Span Max. Allowed Live Defl: L / 480 200 = 0.10 in Main Span Max. Allowed Total Defl: L / 360 150 = 0.13 in 100 Load (lb/ft)50 Cantilever (Overhang) Exists? 0 -50 00.5 11.522.533.5 44.5 Pitch if Sloped: 0.0 :12 -100 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 4.00 ft 160.0 lb/ft 160.0 lb/ft 112.0 lb/ft Wall Dead Load 12 psf 6.00 ft 72.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 160.0 lb/ft wD = 184.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 344.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 6 (4) 2 x 4 - - - (2) 2 x 4 3 x 5 - - - (3) 2 x 4 4 x 4 - - - List properties for what size lumber? (4) 2 x 4 -- Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web 11-7/8" TJI / L65 9-1/2" TJI 110 Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? 16" TJI / L65 9-1/2" TJI 210 2.0E Microllam LVL - Multi-ply 16" TJI / L90 9-1/2" TJI 230 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" 14" TJI H90 11-7/8" TJI 360 List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (2) 2 x 8, Douglas Fir- Bending Overdesign: 299.5% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 568.9% Final Size: Deflection Overdesign: 909.7% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 299.5% Actual Member Size: 3.00" x 7.25'' 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 699 ft-lb 2.00 ft Main Span Full Strength: Live Load: 320 lb 320 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 379 lb 379 lb Max Design Shear: 488 lb 0.00 ft Main Span Total Load: 699 lb 699 lb Main Span Max. Downward 0.006'' / 0.013'' 2.00' / 2.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 227 lb 227 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 221 lb 221 lb Req'd EI, Not Incl. Self Wt.: 1.486E+07 Actual EI: 1.52E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 5.45 plf Approx. Tot. Wt.: 22 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.37 in (Left) = 0.37 in (Right) 2,792 ft-lb T7.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 109 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T8 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 5.25 ft 800 600 Main Span Max. Allowed Live Defl: L / 480 = 0.13 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.18 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 012 3456 Pitch if Sloped: 0.0 :12 -200 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 16.00 ft 640.0 lb/ft 640.0 lb/ft 448.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 640.0 lb/ft wD = 448.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,088.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 10 3 x 12 6 x 8 - - (3) 2 x 8 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 7-1/4" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 7-1/4" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 40.4% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 138.9% Final Size: Deflection Overdesign: 245.0% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 40.4% Actual Member Size: 3.50" x 9.25'' 5.25 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 3,776 ft-lb 2.63 ft Main Span Full Strength: Live Load: 1,680 lb 1,680 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 1,197 lb 1,197 lb Max Design Shear: 2,032 lb 0.00 ft Main Span Total Load: 2,877 lb 2,877 lb Main Span Max. Downward 0.030'' / 0.051'' 2.63' / 2.63' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 718 lb 718 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 706 lb 706 lb Req'd EI, Not Incl. Self Wt.: 1.063E+08 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 43 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.32 in (Left) = 1.32 in (Right) 3,529 ft-lb T8.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 110 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T9 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 13.00 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.33 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.43 in 0 -100 0246 8 10 12 14 Cantilever (Overhang) Exists? Load (lb/ft) -200 Pitch if Sloped: 0.0 :12 -300 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 3.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - 12 x 12 - - - 6 x 12 - - - 4 x 16 8 x 10 - - List properties for what size lumber? (4) 2 x 12 10 x 10 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 11 7/8'' 5 1/2'' x 9 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 11 7/8'' 6 3/4'' x 9'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" 1-3/4" x 14" (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 30.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 121.2% Final Size: Deflection Overdesign: 1.4% Min. Bearing Lengths : = 2.13 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 1.4% Actual Member Size: 1.75" x 14.00'' 13.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 10,469 ft-lb 3.75 ft Main Span Full Strength: Live Load: 1,712 lb 900 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,263 lb 685 lb Max Design Shear: 2,975 lb 0.00 ft Main Span Total Load: 2,975 lb 1,585 lb Main Span Max. Downward 0.246'' / 0.427'' 5.98' / 5.98' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 758 lb 411 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 729 lb 382 lb Req'd EI, Not Incl. Self Wt.: 6.005E+08 Actual EI: 6.20E+08 77% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 98 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.13 in (Left) = 1.13 in (Right) 3,182 ft-lb T9.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 111 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T10 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 10.00 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.25 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.33 in 0 -100 024 68 10 12 Cantilever (Overhang) Exists? Load (lb/ft) -200 Pitch if Sloped: 0.0 :12 -300 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 1.25 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 10 3 x 12 6 x 8 - - (3) 2 x 8 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 7 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 7 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 7-1/4" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4" x 11-7/8" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 7-1/4" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 230.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 94.7% Final Size: Deflection Overdesign: 212.4% Min. Bearing Lengths : = 2.40 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 94.7% Actual Member Size: 1.75" x 14.00'' 10.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,131 ft-lb 1.25 ft Main Span Full Strength: Live Load: 1,946 lb 506 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,420 lb 395 lb Max Design Shear: 3,366 lb 0.00 ft Main Span Total Load: 3,366 lb 901 lb Main Span Max. Downward 0.061'' / 0.107'' 4.50' / 4.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 852 lb 237 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 829 lb 214 lb Req'd EI, Not Incl. Self Wt.: 1.935E+08 Actual EI: 6.20E+08 71% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 75 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.40 in (Left) = 0.64 in (Right) 3,948 ft-lb T10.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 112 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T11 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 19.75 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.49 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.66 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 0.60 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - (2) 2 x 14 3 x 16 6 x 12 - - (3) 2 x 12 4 x 12 - - - List properties for what size lumber? (4) 2 x 12 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 11 7/8'' 5 1/2'' x 9 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 11 7/8'' 6 3/4'' x 9'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 10 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 342.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 1143.4% Final Size: Deflection Overdesign: 83.7% Min. Bearing Lengths : = 1.51 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 83.7% Actual Member Size: 3.50" x 14.00'' 19.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 6,171 ft-lb 8.69 ft Main Span Full Strength: Live Load: 2,387 lb 584 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,841 lb 557 lb Max Design Shear: 4,228 lb 0.00 ft Main Span Total Load: 4,228 lb 1,141 lb Main Span Max. Downward 0.186'' / 0.358'' 9.48' / 9.48' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,105 lb 334 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,016 lb 246 lb Req'd EI, Not Incl. Self Wt.: 5.970E+08 Actual EI: 1.24E+09 40% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 296 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.51 in (Left) = 0.41 in (Right) 16,339 ft-lb T11.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 113 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T12 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 10.00 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.25 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.33 in 0 -100 024 68 10 12 Cantilever (Overhang) Exists? Load (lb/ft) -200 Pitch if Sloped: 0.0 :12 -300 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 0.66 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 12 (4) 2 x 8 - - - (2) 2 x 10 3 x 10 - - - (3) 2 x 8 4 x 8 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 435.5% Material Library Timberstrand 1.5E LSL Shear Overdesign: 968.4% Final Size: Deflection Overdesign: 353.0% Min. Bearing Lengths : = 2.54 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 353.0% Actual Member Size: 1.75" x 14.00'' 10.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 2,549 ft-lb 2.80 ft Main Span Full Strength: Live Load: 2,059 lb 393 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,500 lb 314 lb Max Design Shear: 3,560 lb 0.00 ft Main Span Total Load: 3,560 lb 707 lb Main Span Max. Downward 0.042'' / 0.074'' 4.60' / 4.60' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 900 lb 188 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 878 lb 166 lb Req'd EI, Not Incl. Self Wt.: 1.318E+08 Actual EI: 6.20E+08 71% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 75 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.54 in (Left) = 0.50 in (Right) 3,948 ft-lb T12.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 114 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T13 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 20.00 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.50 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.67 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 0.40 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - (2) 2 x 14 3 x 14 6 x 12 - - (3) 2 x 12 4 x 12 - - - List properties for what size lumber? (4) 2 x 12 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 11 7/8'' 5 1/2'' x 9 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 11 7/8'' 6 3/4'' x 9'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" 1-3/4" x 14" (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 359.0% Material Library Timberstrand 1.5E LSL Shear Overdesign: 1169.5% Final Size: Deflection Overdesign: 89.4% Min. Bearing Lengths : = 1.53 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 89.4% Actual Member Size: 3.50" x 14.00'' 20.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 5,948 ft-lb 9.20 ft Main Span Full Strength: Live Load: 2,414 lb 570 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,862 lb 550 lb Max Design Shear: 4,276 lb 0.00 ft Main Span Total Load: 4,276 lb 1,120 lb Main Span Max. Downward 0.181'' / 0.352'' 9.80' / 9.80' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,117 lb 330 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,027 lb 240 lb Req'd EI, Not Incl. Self Wt.: 5.738E+08 Actual EI: 1.24E+09 41% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 300 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.53 in (Left) = 0.40 in (Right) 16,164 ft-lb T13.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 115 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T14 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.75 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.54 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.73 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 1.25 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - - - 6 x 12 - - (3) 2 x 14 4 x 14 8 x 12 - - List properties for what size lumber? (4) 2 x 12 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 13 1/2'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 10 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 9 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 223.0% Material Library Timberstrand 1.5E LSL Shear Overdesign: 207.1% Final Size: Deflection Overdesign: 21.3% Min. Bearing Lengths : = 1.52 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 21.3% Actual Member Size: 3.50" x 14.00'' 21.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 8,451 ft-lb 8.70 ft Main Span Full Strength: Live Load: 2,388 lb 689 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 1,857 lb 647 lb Max Design Shear: 4,245 lb 0.00 ft Main Span Total Load: 4,245 lb 1,336 lb Main Span Max. Downward 0.315'' / 0.598'' 10.44' / 10.44' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,114 lb 388 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,016 lb 290 lb Req'd EI, Not Incl. Self Wt.: 9.185E+08 Actual EI: 1.24E+09 45% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 326 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.52 in (Left) = 0.48 in (Right) 15,023 ft-lb T14.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 116 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T15 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 9.50 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.24 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.32 in 0 Load (lb/ft)0 12345 6789 10 Cantilever (Overhang) Exists? -100 Pitch if Sloped: 0.0 :12 -200 -300 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 100 psf 28 psf 3.00 ft 300.0 lb/ft 300.0 lb/ft 84.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 300.0 lb/ft wD = 84.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 384.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 12 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 9'' 5 1/2'' x 7 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 9'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 7 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 9-1/2" (4) 1-3/4" x 7-1/4" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4" x 11-7/8" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 209.1% Material Library Timberstrand 1.5E LSL Shear Overdesign: 351.2% Final Size: Deflection Overdesign: 167.8% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 167.8% Actual Member Size: 1.75" x 14.00'' 9.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,417 ft-lb 4.75 ft Main Span Full Strength: Live Load: 1,425 lb 1,425 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 435 lb 435 lb Max Design Shear: 1,860 lb 0.00 ft Main Span Total Load: 1,860 lb 1,860 lb Main Span Max. Downward 0.089'' / 0.116'' 4.75' / 4.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 261 lb 261 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 239 lb 239 lb Req'd EI, Not Incl. Self Wt.: 2.315E+08 Actual EI: 6.20E+08 70% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 71 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.33 in (Left) = 1.33 in (Right) 4,112 ft-lb T15.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 117 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T16 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,000 Other Info.: with 1-1/2" gypcrete on floor 800 Main Span, L = 5.00 ft 600 400 Main Span Max. Allowed Live Defl: L / 480 = 0.13 in Main Span Max. Allowed Total Defl: L / 360 = 0.17 in 200 Load (lb/ft)0 Cantilever (Overhang) Exists? 012 3456 -200 Pitch if Sloped: 0.0 :12 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor 2 Loads 100 psf 28 psf 6.00 ft 600.0 lb/ft 600.0 lb/ft 168.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 168.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 768.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 12 (4) 2 x 6 - - - (2) 2 x 8 3 x 10 - - - (3) 2 x 6 4 x 8 - - - List properties for what size lumber? (4) 2 x 6 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 7-1/4" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 7-1/4" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 463.2% Material Library Timberstrand 1.5E LSL Shear Overdesign: 512.1% Final Size: Deflection Overdesign: 818.5% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 463.2% Actual Member Size: 1.75" x 14.00'' 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 2,423 ft-lb 2.50 ft Main Span Full Strength: Live Load: 1,500 lb 1,500 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 439 lb 439 lb Max Design Shear: 1,939 lb 0.00 ft Main Span Total Load: 1,939 lb 1,939 lb Main Span Max. Downward 0.014'' / 0.018'' 2.50' / 2.50' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 263 lb 263 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 252 lb 252 lb Req'd EI, Not Incl. Self Wt.: 6.750E+07 Actual EI: 6.20E+08 46% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 38 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.38 in (Left) = 1.38 in (Right) 7,320 ft-lb T16.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 118 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T17 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,400 Other Info.: with 1-1/2" gypcrete on floor 1,200 Main Span, L = 10.00 ft 1,000 800 Main Span Max. Allowed Live Defl: L / 480 600 = 0.25 in Main Span Max. Allowed Total Defl: L / 360 400 = 0.33 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 -200 02 46 8 10 12 Pitch if Sloped: 0.0 :12 -400 -600 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 100 psf 28 psf 3.00 ft 300.0 lb/ft 300.0 lb/ft 84.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 300.0 lb/ft wD = 84.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 384.0 lb/ft Partial Uniform Loads On Main Span Only Tributary width, Comb'd Load, Start Point, Live Load, psf Dead Load, psf Live Load, plf Dead Load, plf End Point, ft. ft plf ft. Partial Load A 100 psf 28 psf 6.00 ft 600.0 lb/ft 168.0 lb/ft 768.0 lb/ft 0.00 ft 5.00 ft Partial Load B -- - Partial Load C -- - Partial Load D Description, optional - Partial Load E Description, optional - Note: Start and End Points Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - - - 6 x 10 - - (3) 2 x 14 4 x 16 8 x 10 - - List properties for what size lumber? (4) 2 x 12 10 x 10 - Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 10 1/2'' 5 1/2'' x 9'' Slf Wt= 18.5 List properties 3 1/2'' x 10 1/2'' 6 3/4'' x 9'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" 1-3/4" x 14" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 168.1% Material Library Timberstrand 1.5E LSL Shear Overdesign: 260.3% Deflection Overdesign: 129.2% Final Size: Min. Bearing Lengths : = 1.74 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 129.2% Actual Member Size: 3.50" x 14.00'' 10.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 10,182 ft-lb 4.20 ft Main Span Full Strength: Live Load: 3,750 lb 2,250 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 1,125 lb 705 lb Max Design Shear: 4,875 lb 0.00 ft Main Span Total Load: 4,875 lb 2,955 lb Main Span Max. Downward 0.109'' / 0.142'' 4.80' / 4.80' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 675 lb 423 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 630 lb 378 lb Req'd EI, Not Incl. Self Wt.: 5.411E+08 Actual EI: 1.24E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 150 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.74 in (Left) = 1.06 in (Right) 27,300 ft-lb T17.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 119 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T18 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 700 Other Info.: with 1-1/2" gypcrete on floor 600 Main Span, L = 8.00 ft 500 400 Main Span Max. Allowed Live Defl: L / 480 300 = 0.20 in Main Span Max. Allowed Total Defl: L / 360 200 = 0.27 in 100 Load (lb/ft)0 Cantilever (Overhang) Exists? -100 0123456 789 Pitch if Sloped: 0.0 :12 -200 -300 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor 2 Loads 100 psf 28 psf 3.00 ft 300.0 lb/ft 300.0 lb/ft 84.0 lb/ft Floor Loads 40 psf 28 psf 3.00 ft 120.0 lb/ft 120.0 lb/ft 84.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 420.0 lb/ft wD = 168.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 588.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 14 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 9'' 5 1/2'' x 7 1/2'' Slf Wt= 18.5 List properties 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 7 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 7-1/4" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 1-3/4" x 11-7/8" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 7-1/4" 7" x 7-1/4" for what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 1-3/4" x 14", Bending Overdesign: 186.5% Material Library Timberstrand 1.5E LSL Shear Overdesign: 275.1% Final Size: Deflection Overdesign: 201.3% Min. Bearing Lengths : = 1.70 in. (Left) : = 1.70 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 186.5% Actual Member Size: 1.75" x 14.00'' 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,764 ft-lb 4.00 ft Main Span Full Strength: Live Load: 1,680 lb 1,680 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 702 lb 702 lb Max Design Shear: 2,382 lb 0.00 ft Main Span Total Load: 2,382 lb 2,382 lb Main Span Max. Downward 0.062'' / 0.089'' 4.00' / 4.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 421 lb 421 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 403 lb 403 lb Req'd EI, Not Incl. Self Wt.: 2.032E+08 Actual EI: 6.20E+08 65% Live Case Causing Min N/A N/A Approx. Self Weight: 7.50 plf Approx. Tot. Wt.: 60 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.70 in (Left) = 1.70 in (Right) 4,715 ft-lb T18.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 120 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T19 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 21.25 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.53 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in 0 -100 0 5 10 15 20 25 Cantilever (Overhang) Exists? Load (lb/ft) -200 Pitch if Sloped: 0.0 :12 -300 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T8 1,680 lb 1,197 lb xC = 15.66 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - - - 12 x 12 - - - 6 x 16 14 x 14 - - - 8 x 14 16 x 16 - List properties for what size lumber? - 10 x 14 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 16" 7" x 11-7/8" Acceptable Solutions 5-1/4" x 14" 3 1/8'' x 16'' 5 1/2'' x 13 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 15'' 6 3/4'' x 13 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 13 1/2'' 8 3/4'' x 11 7/8'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 14" - - List properties for what size LVL? (2) 1-3/4" x 16" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 14" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 16" 7" x 11-7/8" what size? 3-1/2" x 16" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (3) 1-3/4" x 14", Bending Overdesign: 143.8% Material Library Timberstrand 1.5E LSL Shear Overdesign: 495.5% Final Size: Deflection Overdesign: 6.6% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 6.6% Actual Member Size: 5.25" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 16,795 ft-lb 15.66 ft Main Span Full Strength: Live Load: 1,007 lb 1,803 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 950 lb 1,517 lb Max Design Shear: 3,254 lb 20.67 ft Main Span Total Load: 1,957 lb 3,320 lb Main Span Max. Downward 0.357'' / 0.665'' 11.48' / 11.48' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 570 lb 910 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 426 lb 767 lb Req'd EI, Not Incl. Self Wt.: 1.601E+09 Actual EI: 1.86E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 22.50 plf Approx. Tot. Wt.: 478 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.47 in (Left) = 0.79 in (Right) 40,950 ft-lb T19.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 121 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T20 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T9 1,712 lb 1,263 lb xC = 21.10 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - (2) 2 x 14 3 x 14 6 x 12 - - (3) 2 x 12 4 x 14 - - - List properties for what size lumber? (4) 2 x 12 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/2" 3 1/8'' x 11 7/8'' 5 1/2'' x 9 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 11 7/8'' 6 3/4'' x 9'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 10 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 342.0% Material Library Timberstrand 1.5E LSL Shear Overdesign: 1143.1% Final Size: Deflection Overdesign: 73.8% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 73.8% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 6,177 ft-lb 10.84 ft Main Span Full Strength: Live Load: 577 lb 2,265 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 564 lb 1,809 lb Max Design Shear: 1,141 lb 0.00 ft Main Span Total Load: 1,141 lb 4,074 lb Main Span Max. Downward 0.207'' / 0.408'' 10.63' / 10.63' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 338 lb 1,085 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 243 lb 990 lb Req'd EI, Not Incl. Self Wt.: 6.165E+08 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 319 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.41 in (Left) = 1.46 in (Right) 15,335 ft-lb T20.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 122 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T21 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 19.66 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - - - 6 x 14 - - (3) 2 x 14 4 x 14 8 x 12 - - List properties for what size lumber? (4) 2 x 12 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 13 1/2'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 10 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 9 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 208.8% Material Library Timberstrand 1.5E LSL Shear Overdesign: 213.5% Final Size: Deflection Overdesign: 18.9% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 18.9% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 8,842 ft-lb 13.39 ft Main Span Full Strength: Live Load: 709 lb 2,342 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 657 lb 1,820 lb Max Design Shear: 4,100 lb 20.67 ft Main Span Total Load: 1,366 lb 4,161 lb Main Span Max. Downward 0.317'' / 0.596'' 11.26' / 11.26' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 394 lb 1,092 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 299 lb 996 lb Req'd EI, Not Incl. Self Wt.: 9.461E+08 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 319 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.49 in (Left) = 1.49 in (Right) 15,335 ft-lb T21.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 123 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T22 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 600 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in 0 5 10 15 20 25 -200 Cantilever (Overhang) Exists? Load (lb/ft) -400 Pitch if Sloped: 0.0 :12 -600 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T11 2,387 lb 1,841 lb xC = 19.66 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - - - - - 6 x 14 - - (3) 2 x 14 4 x 16 8 x 12 - - List properties for what size lumber? (4) 2 x 14 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 13 1/2'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 10 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 10 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 179.2% Material Library Timberstrand 1.5E LSL Shear Overdesign: 157.9% Final Size: Deflection Overdesign: 8.1% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.80 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 8.1% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 9,779 ft-lb 14.03 ft Main Span Full Strength: Live Load: 744 lb 2,774 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 693 lb 2,258 lb Max Design Shear: 4,970 lb 20.67 ft Main Span Total Load: 1,437 lb 5,032 lb Main Span Max. Downward 0.347'' / 0.655'' 11.26' / 11.26' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 416 lb 1,355 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 320 lb 1,259 lb Req'd EI, Not Incl. Self Wt.: 1.050E+09 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 319 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.51 in (Left) = 1.80 in (Right) 15,335 ft-lb T22.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 124 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T23 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 18.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - - - - - 6 x 14 - - (3) 2 x 14 4 x 16 8 x 12 - - List properties for what size lumber? (4) 2 x 14 10 x 12 - Slf Wt=0 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=0 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 13 1/2'' 5 1/2'' x 11 7/8'' Slf Wt= 0 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 10 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 10 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=0 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 172.1% Material Library Timberstrand 1.5E LSL Shear Overdesign: 237.0% Final Size: Deflection Overdesign: 8.1% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 8.1% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 10,033 ft-lb 15.30 ft Main Span Full Strength: Live Load: 791 lb 2,259 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 556 lb 1,602 lb Max Design Shear: 3,808 lb 20.67 ft Main Span Total Load: 1,348 lb 3,861 lb Main Span Max. Downward 0.384'' / 0.655'' 11.26' / 11.26' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 334 lb 961 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 334 lb 961 lb Req'd EI, Not Incl. Self Wt.: 1.147E+09 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: N/A Approx. Tot. Wt.: N/A Allowed Moment: Min. Calc'd Bearing Lengths: = 0.48 in (Left) = 1.38 in (Right) 15,335 ft-lb T23.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 125 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T24 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 Main Span, L = 21.25 ft 300 200 Main Span Max. Allowed Live Defl: L / 480 = 0.53 in 100 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in 0 -100 0 5 10 15 20 25 Cantilever (Overhang) Exists? Load (lb/ft) -200 Pitch if Sloped: 0.0 :12 -300 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T2 1,740 lb 1,242 lb xC = 18.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - - - - - 6 x 14 - - (3) 2 x 14 4 x 16 8 x 12 - - List properties for what size lumber? (4) 2 x 14 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 14'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 11 7/8'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 10 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 166.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 248.9% Final Size: Deflection Overdesign: 4.1% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 4.1% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 10,250 ft-lb 14.45 ft Main Span Full Strength: Live Load: 770 lb 2,101 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 701 lb 1,651 lb Max Design Shear: 3,690 lb 20.67 ft Main Span Total Load: 1,471 lb 3,751 lb Main Span Max. Downward 0.367'' / 0.681'' 11.26' / 11.26' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 421 lb 991 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 325 lb 895 lb Req'd EI, Not Incl. Self Wt.: 1.095E+09 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 319 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.53 in (Left) = 1.34 in (Right) 15,335 ft-lb T24.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 126 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T25 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T12 2,059 lb 1,500 lb xC = 18.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - 12 x 12 - - - 6 x 14 - - - 4 x 16 8 x 12 - - List properties for what size lumber? (4) 2 x 14 10 x 12 - Slf Wt=0 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=0 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 14'' 5 1/2'' x 11 7/8'' Slf Wt= 0 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 11 7/8'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 10 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=0 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 159.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 216.8% Final Size: Deflection Overdesign: 3.9% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 3.9% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 10,523 ft-lb 15.30 ft Main Span Full Strength: Live Load: 807 lb 2,382 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 572 lb 1,719 lb Max Design Shear: 4,048 lb 20.67 ft Main Span Total Load: 1,380 lb 4,101 lb Main Span Max. Downward 0.398'' / 0.682'' 11.48' / 11.48' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 343 lb 1,032 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 343 lb 1,032 lb Req'd EI, Not Incl. Self Wt.: 1.194E+09 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: N/A Approx. Tot. Wt.: N/A Allowed Moment: Min. Calc'd Bearing Lengths: = 0.49 in (Left) = 1.46 in (Right) 15,335 ft-lb T25.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 127 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T26 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 500 Other Info.: with 1-1/2" gypcrete on floor 400 300 Main Span, L = 21.25 ft 200 Main Span Max. Allowed Live Defl: L / 480 100 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in -100 0 5 10 15 20 25 Load (lb/ft)-200 Cantilever (Overhang) Exists? -300 Pitch if Sloped: 0.0 :12 -400 -500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T3 1,920 lb 1,367 lb xC = 19.66 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 12 - - - - - 6 x 14 - - (3) 2 x 14 4 x 14 8 x 12 - - List properties for what size lumber? (4) 2 x 12 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 13 1/2'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 10 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 9 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 14" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 208.8% Material Library Timberstrand 1.5E LSL Shear Overdesign: 213.5% Final Size: Deflection Overdesign: 18.9% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 18.9% Actual Member Size: 3.50" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 8,842 ft-lb 13.39 ft Main Span Full Strength: Live Load: 709 lb 2,342 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id t Dead Load: 657 lb 1,820 lb Max Design Shear: 4,100 lb 20.67 ft Main Span Total Load: 1,366 lb 4,161 lb Main Span Max. Downward 0.317'' / 0.596'' 11.26' / 11.26' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 394 lb 1,092 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 299 lb 996 lb Req'd EI, Not Incl. Self Wt.: 9.461E+08 Actual EI: 1.24E+09 44% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 319 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.49 in (Left) = 1.49 in (Right) 15,335 ft-lb T26.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 128 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T27 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 800 Other Info.: with 1-1/2" gypcrete on floor 600 Main Span, L = 21.25 ft 400 200 Main Span Max. Allowed Live Defl: L / 480 = 0.53 in 0 Main Span Max. Allowed Total Defl: L / 360 = 0.71 in 0 5 10 15 20 25 -200 Load (lb/ft) Cantilever (Overhang) Exists? -400 Pitch if Sloped: 0.0 :12 -600 -800 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 1.33 ft 53.2 lb/ft 53.2 lb/ft 37.2 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 53.2 lb/ft wD = 37.2 lb/ft 0.0 :12 Combined Total Uniform Load wU= 90.4 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T6 2,880 lb 2,084 lb xC = 19.50 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - 12 x 12 - - - 6 x 14 - - - 4 x 16 8 x 12 - - List properties for what size lumber? (4) 2 x 14 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 14" 7" x 11-1/4" Acceptable Solutions 5-1/4" x 11-7/8" 3 1/8'' x 14'' 5 1/2'' x 11 7/8'' Slf Wt= 18.5 List properties for 3 1/2'' x 13 1/2'' 6 3/4'' x 11 7/8'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 11 7/8'' 8 3/4'' x 10 1/2'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what List properties for size LVL? 3-1/2" x 14" 7" x 11-7/8" what size? 3-1/2" x 16" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (3) 1-3/4" x 14", Bending Overdesign: 259.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 237.7% Final Size: Deflection Overdesign: 39.8% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 39.8% Actual Member Size: 5.25" x 14.00'' 21.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 11,395 ft-lb 15.30 ft Main Span Full Strength: Live Load: 802 lb 3,208 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 806 lb 2,547 lb Max Design Shear: 5,689 lb 20.67 ft Main Span Total Load: 1,609 lb 5,755 lb Main Span Max. Downward 0.264'' / 0.507'' 11.48' / 11.48' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 484 lb 1,528 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 340 lb 1,385 lb Req'd EI, Not Incl. Self Wt.: 1.186E+09 Actual EI: 1.86E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 22.50 plf Approx. Tot. Wt.: 478 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.38 in (Left) = 1.37 in (Right) 40,950 ft-lb T27.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 129 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T28 Load and Span Diagram (Not To Scale. Pitch, if any, not shown) 1,500 Other Info.: with 1-1/2" gypcrete on floor Main Span, L = 8.00 ft 1,000 Main Span Max. Allowed Live Defl: L / 480 500 = 0.20 in Main Span Max. Allowed Total Defl: L / 360 = 0.27 in 0 Cantilever (Overhang) Exists? Load (lb/ft)0123456789 -500 Pitch if Sloped: 0.0 :12 -1,000 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 420.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,020.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T19 1,803 lb 1,517 lb xC = 1.50 ft Point Load D Description, optional T19 1,803 lb 1,517 lb xD = 7.00 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - 12 x 12 - - - 6 x 12 14 x 14 - - - 8 x 10 - - List properties for what size lumber? (4) 2 x 14 10 x 10 - Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 11 7/8'' 5 1/2'' x 9'' Slf Wt= 18.5 List properties 3 1/2'' x 10 1/2'' 6 3/4'' x 9'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 9-1/2" - (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 11-7/8", Bending Overdesign: 60.4% Material Library Timberstrand 1.5E LSL Shear Overdesign: 61.8% Final Size: Deflection Overdesign: 34.1% Min. Bearing Lengths : = 2.59 in. (Left) : = 2.73 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 34.1% Actual Member Size: 3.50" x 11.88'' 8.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 12,431 ft-lb 3.76 ft Main Span Full Strength: Live Load: 4,090 lb 4,316 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 3,153 lb 3,342 lb Max Design Shear: 7,431 lb 7.78 ft Main Span Total Load: 7,243 lb 7,658 lb Main Span Max. Downward 0.113'' / 0.199'' 4.00' / 4.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,892 lb 2,005 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,861 lb 1,975 lb Req'd EI, Not Incl. Self Wt.: 5.598E+08 Actual EI: 7.56E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 12.60 plf Approx. Tot. Wt.: 101 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.59 in (Left) = 2.73 in (Right) 19,938 ft-lb T28.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 130 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T29 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 3.50 ft 800 600 Main Span Max. Allowed Live Defl: L / 480 = 0.09 in 400 Main Span Max. Allowed Total Defl: L / 360 = 0.12 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 0 0.5 1 1.5 2 2.5 3 3.5 4 Pitch if Sloped: 0.0 :12 -200 -400 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 420.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,020.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 10 (4) 2 x 4 - - - (2) 2 x 6 3 x 8 - - - (3) 2 x 6 4 x 6 - - - List properties for what size lumber? (4) 2 x 4 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 5-1/2" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 5-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 236.9% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 382.4% Final Size: Deflection Overdesign: 1141.3% Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 236.9% Actual Member Size: 3.50" x 9.25'' 3.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 1,574 ft-lb 1.75 ft Main Span Full Strength: Live Load: 1,050 lb 1,050 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 749 lb 749 lb Max Design Shear: 1,007 lb 0.00 ft Main Span Total Load: 1,799 lb 1,799 lb Main Span Max. Downward 0.005'' / 0.009'' 1.75' / 1.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 450 lb 450 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 441 lb 441 lb Req'd EI, Not Incl. Self Wt.: 2.952E+07 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 28 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.82 in (Left) = 0.82 in (Right) 3,529 ft-lb T29.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 131 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T30 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 2,500 Other Info.: with 1-1/2" gypcrete on floor 2,000 Main Span, L = 3.50 ft 1,500 Main Span Max. Allowed Live Defl: L / 480 = 0.09 in 1,000 Main Span Max. Allowed Total Defl: L / 360 = 0.12 in 500 Load (lb/ft)0 Cantilever (Overhang) Exists? 0 0.5 1 1.5 2 2.5 3 3.5 4 Pitch if Sloped: 0.0 :12 -500 -1,000 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 30.00 ft 1,200.0 lb/ft 1,200.0 lb/ft 840.0 lb/ft Wall Dead Load 12 psf 10.00 ft 120.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 1,200.0 lb/ft wD = 960.0 lb/ft 0.0 :12 Combined Total Uniform Load wU = 2,160.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions 2 x 14 (4) 2 x 6 - - - (2) 2 x 10 3 x 10 - - - (3) 2 x 8 4 x 8 - - - List properties for what size lumber? (4) 2 x 6 -- Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 7-1/4" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 7-1/4" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 59.7% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 128.8% Final Size: Deflection Overdesign: 488.6% Min. Bearing Lengths : = 1.73 in. (Left) : = 1.73 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 59.7% Actual Member Size: 3.50" x 9.25'' 3.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 3,320 ft-lb 1.75 ft Main Span Full Strength: Live Load: 2,100 lb 2,100 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 1,694 lb 1,694 lb Max Design Shear: 2,123 lb 0.00 ft Main Span Total Load: 3,794 lb 3,794 lb Main Span Max. Downward 0.011'' / 0.020'' 1.75' / 1.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right Deflection (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,017 lb 1,017 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,008 lb 1,008 lb Req'd EI, Not Incl. Self Wt.: 6.251E+07 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 28 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.73 in (Left) = 1.73 in (Right) 3,529 ft-lb T30.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 132 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T31 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 2,500 Other Info.: with 1-1/2" gypcrete on floor 2,000 Main Span, L = 6.25 ft 1,500 Main Span Max. Allowed Live Defl: L / 480 = 0.16 in 1,000 Main Span Max. Allowed Total Defl: L / 360 = 0.21 in 500 Load (lb/ft)0 Cantilever (Overhang) Exists? 0 1234567 Pitch if Sloped: 0.0 :12 -500 -1,000 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 420.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,020.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T27 3,208 lb 2,547 lb xC = 2.25 ft Note: Location Measured From Left Support Partial Uniform Loads On Main Span Only Tributary width, Start Point, Live Load, psf Dead Load, psf Live Load, plf Dead Load, plf Comb'd Load, plf End Point, ft. ft ft. Partial Load A 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft 680.0 lb/ft 0.00 ft 2.25 ft Partial Load B -- - Partial Load C -- - Partial Load D Description, optional - Partial Load E Description, optional - Note: Start and End Points Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - - - 12 x 12 - - - 6 x 12 14 x 14 - - - 8 x 12 16 x 16 - List properties for what size lumber? - 10 x 10 - Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 10 1/2'' 5 1/2'' x 9'' Slf Wt= 18.5 List properties 3 1/2'' x 10 1/2'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 9'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 9-1/2" (4) 1-3/4" x 7-1/4" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 9-1/2" - (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" for what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 5 1/2'' x 9'', Glued Bending Overdesign: 32.3% Material Library Laminated, 24F-V4 (DF/DF) Shear Overdesign: 58.9% Final Size: Deflection Overdesign: 43.2% Min. Bearing Lengths : = 2.28 in. (Left) : = 1.56 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 32.3% Actual Member Size: 5 1/2'' x 9'' 6.25 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 14,034 ft-lb 2.25 ft Main Span Full Strength: Live Load: 4,666 lb 3,192 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 3,498 lb 2,381 lb Max Design Shear: 6,880 lb 0.00 ft Main Span Total Load: 8,164 lb 5,573 lb Main Span Max. Downward 0.083'' / 0.146'' 3.00' / 2.94' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 6.25' / 6.25' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 2,305 lb 1,429 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 2,282 lb 1,406 lb Req'd EI, Not Incl. Self Wt.: 4.181E+08 Actual EI: 6.01E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 12.33 plf Approx. Tot. Wt.: 77 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.28 in (Left) = 1.56 in (Right) 123,000 ft-lb T31.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 133 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T32 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 3,000 Other Info.: with 1-1/2" gypcrete on floor 2,500 Main Span, L = 3.50 ft 2,000 1,500 Main Span Max. Allowed Live Defl: L / 480 = 0.09 in 1,000 Main Span Max. Allowed Total Defl: L / 360 = 0.12 in 500 Load (lb/ft) Cantilever (Overhang) Exists? 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Pitch if Sloped: 0.0 :12 -500 -1,000 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 30.00 ft 1,200.0 lb/ft 1,200.0 lb/ft 840.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 1,200.0 lb/ft wD = 840.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 2,040.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T22 2,774 lb 2,258 lb xC = 3.00 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 12 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 6'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 7-1/4" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" - (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 17.3% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 78.3% Final Size: Deflection Overdesign: 323.5% Min. Bearing Lengths : = 1.97 in. (Left) : = 3.61 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 17.3% Actual Member Size: 3.50" x 9.25'' 3.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,520 ft-lb 2.10 ft Main Span Full Strength: Live Load: 2,496 lb 4,478 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 1,807 lb 3,420 lb Max Design Shear: 2,724 lb 3.40 ft Main Span Total Load: 4,303 lb 7,897 lb Main Span Max. Downward 0.016'' / 0.028'' 1.82' / 1.82' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,084 lb 2,052 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,076 lb 2,043 lb Req'd EI, Not Incl. Self Wt.: 8.698E+07 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 28 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.97 in (Left) = 3.61 in (Right) 3,529 ft-lb T32.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 134 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T33 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 2,500 Other Info.: with 1-1/2" gypcrete on floor 2,000 Main Span, L = 8.00 ft 1,500 1,000 Main Span Max. Allowed Live Defl: L / 480 = 0.20 in 500 Main Span Max. Allowed Total Defl: L / 360 = 0.27 in 0 Load (lb/ft)01234 56789 Cantilever (Overhang) Exists? -500 Pitch if Sloped: 0.0 :12 -1,000 -1,500 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 32.00 ft 1,280.0 lb/ft 1,280.0 lb/ft 896.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 1,280.0 lb/ft wD = 896.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 2,176.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - - - 12 x 12 - - - 6 x 14 14 x 14 - - - 8 x 12 16 x 16 - List properties for what size lumber? - 10 x 12 - Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 11-1/4" 3 1/8'' x 11 7/8'' 5 1/2'' x 10 1/2'' Slf Wt= 18.5 List properties for 3 1/2'' x 11 7/8'' 6 3/4'' x 9 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 10 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - - (3) 1-3/4" x 11-7/8" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 11-7/8" List properties for what List properties for size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: (3) 1-3/4" x 14", Bending Overdesign: 132.8% Material Library Timberstrand 1.5E LSL Shear Overdesign: 204.8% Final Size: Deflection Overdesign: 144.8% Min. Bearing Lengths : = 2.09 in. (Left) : = 2.09 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 132.8% Actual Member Size: 5.25" x 14.00'' 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 17,588 ft-lb 4.00 ft Main Span Full Strength: Live Load: 5,120 lb 5,120 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bi Dead Load: 3,674 lb 3,674 lb Max Design Shear: 8,794 lb 0.00 ft Main Span Total Load: 8,794 lb 8,794 lb Main Span Max. Downward 0.063'' / 0.109'' 4.00' / 4.00' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 2,204 lb 2,204 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 2,150 lb 2,150 lb Req'd EI, Not Incl. Self Wt.: 7.520E+08 Actual EI: 1.86E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 22.50 plf Approx. Tot. Wt.: 180 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.09 in (Left) = 2.09 in (Right) 40,950 ft-lb T33.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 135 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T34 Load and Span Diagram (Not To Scale. Pitch, if any, not shown) 1,500 Other Info.: with 1-1/2" gypcrete on floor Main Span, L = 3.50 ft 1,000 Main Span Max. Allowed Live Defl: L / 480 500 = 0.09 in Main Span Max. Allowed Total Defl: L / 360 = 0.12 in 0 Cantilever (Overhang) Exists? Load (lb/ft)0 0.5 1 1.5 2 2.5 3 3.5 4 -500 Pitch if Sloped: 0.0 :12 -1,000 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 420.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,020.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T24 2,101 lb 1,651 lb xC = 1.25 ft Point Load D Description, optional T24 2,101 lb 1,651 lb xD = 2.25 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 10 - - - (2) 2 x 14 3 x 16 6 x 8 - - (3) 2 x 12 4 x 12 - - - List properties for what size lumber? (4) 2 x 10 -- Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties 3 1/2'' x 7 1/2'' 6 3/4'' x 7 1/2'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 11-7/8" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 7-1/4" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 11-7/8" 5-1/4" x 5-1/2" 1-3/4" x 14" (3) 1-3/4" x 9-1/2" List properties for what List properties size LVL? 3-1/2" x 7-1/4" 7" x 5-1/2" for what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 6 x 10, Douglas Fir - Bending Overdesign: 69.4% Material Library Larch (North), No. 1 Shear Overdesign: 51.3% Final Size: Deflection Overdesign: 391.2% Min. Bearing Lengths : = 1.62 in. (Left) : = 1.62 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 51.3% Actual Member Size: 5.50" x 9.25'' 3.50 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 6,271 ft-lb 1.75 ft Main Span Full Strength: Live Load: 3,151 lb 3,151 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 2,408 lb 2,408 lb Max Design Shear: 4,763 lb 0.00 ft Main Span Total Load: 5,559 lb 5,559 lb Main Span Max. Downward 0.013'' / 0.024'' 1.75' / 1.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 1,445 lb 1,445 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 1,432 lb 1,432 lb Req'd EI, Not Incl. Self Wt.: 1.178E+08 Actual EI: 5.80E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 12.75 plf Approx. Tot. Wt.: 45 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.62 in (Left) = 1.62 in (Right) 6,445 ft-lb T34.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 136 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T35 Load and Span Diagram(Not To Scale. Pitch, if any, not shown) 1,600 Other Info.: with 1-1/2" gypcrete on floor 1,400 1,200 Main Span, L = 3.50 ft 1,000 800 Main Span Max. Allowed Live Defl: L / 480 = 0.09 in 600 Main Span Max. Allowed Total Defl: L / 360 400 = 0.12 in 200 Cantilever (Overhang) Exists? Load (lb/ft)0 -200 0 0.5 1 1.5 2 2.5 3 3.5 4 Pitch if Sloped: 0.0 :12 -400 -600 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Floor Loads 40 psf 28 psf 15.00 ft 600.0 lb/ft 600.0 lb/ft 420.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 600.0 lb/ft wD = 420.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 1,020.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T24 2,101 lb 1,651 lb xC = 1.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 8 - - - (2) 2 x 12 3 x 14 6 x 8 - - (3) 2 x 10 4 x 10 - - - List properties for what size lumber? (4) 2 x 8 -- Slf Wt=15.51 List properties for Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 9-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/4" 3 1/8'' x 7 1/2'' 5 1/2'' x 6'' Slf Wt= 18.5 List properties for 3 1/2'' x 6'' 6 3/4'' x 7 1/2'' what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 6'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 9-1/2" (3) 1-3/4" x 5-1/2" - - List properties for what size LVL? (2) 1-3/4" x 5-1/2" (4) 1-3/4" x 5-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 5-1/2" 1-3/4" x 9-1/2" (3) 1-3/4" x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 5-1/2" 7" x 5-1/2" what size? 3-1/2" x 9-1/2" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 4 x 10, Douglas Fir- Bending Overdesign: 9.2% Material Library Larch (North), No. 1 / No. 2 Shear Overdesign: 68.5% Final Size: Deflection Overdesign: 365.2% Min. Bearing Lengths : = 1.68 in. (Left) : = 1.68 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 9.2% Actual Member Size: 3.50" x 9.25'' 3.50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 4,857 ft-lb 1.75 ft Main Span Full Strength: Live Load: 2,101 lb 2,101 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 1,575 lb 1,575 lb Max Design Shear: 2,883 lb 0.00 ft Main Span Total Load: 3,675 lb 3,675 lb Main Span Max. Downward 0.014'' / 0.025'' 1.75' / 1.75' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 945 lb 945 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 936 lb 936 lb Req'd EI, Not Incl. Self Wt.: 7.916E+07 Actual EI: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 28 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.68 in (Left) = 1.68 in (Right) 3,529 ft-lb T35.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 137 of 138 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Important: Top and bottom must be laterally supported at supports and at 4-ft max. intervals. Dynamic loading not considered. Compliant with 2018 IBC. All designs should be checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product. Job Name: Ironwood Building 2 Beam I.D.: T36 Load and Span Diagram (Not To Scale. Pitch, if any, not shown) 1,200 Other Info.: with 1-1/2" gypcrete on floor 1,000 Main Span, L = 10.25 ft 800 600 Main Span Max. Allowed Live Defl: L / 480 400 = 0.26 in Main Span Max. Allowed Total Defl: L / 360 200 = 0.34 in 0 Load (lb/ft)-200 02 46 8 10 12 Cantilever (Overhang) Exists? -400 Pitch if Sloped: 0.0 :12 -600 -800 Load Duration Span (ft) Loads From Continuous Member? Add Self Wt.? Yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? GluLams Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf 4.00 ft - - 60.0 lb/ft Roof Snow (only) 25 psf 4.00 ft 100.0 lb/ft 100.0 lb/ft - Floor Loads 40 psf 28 psf 4.00 ft 160.0 lb/ft 160.0 lb/ft 112.0 lb/ft Wall Dead Load 12 psf 18.00 ft 216.0 lb/ft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL = 260.0 lb/ft wD = 388.0 lb/ft 0.0 :12 Combined Total Uniform Load wU= 648.0 lb/ft Concentrated (Point) Loads Trib. Length, Live Load, psf Dead Load, psf Trib. Width, ft. ft. Live, lbs Dead, lbs Location, ft Point Load C Description, optional T24 2,101 lb 1,651 lb xC = 1.75 ft Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Timber Material Lumber Grade Timber Grade Acceptable Solutions Acceptable Solutions - (4) 2 x 14 - 12 x 12 - - - 6 x 12 14 x 14 - - - 8 x 10 - - List properties for what size lumber? (4) 2 x 14 10 x 10 - Slf Wt=15.51 List properties Fb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=8.12 for what size? Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 3-1/2" x 11-1/4" 7" x 9-1/4" Acceptable Solutions 5-1/4" x 9-1/2" 3 1/8'' x 11 7/8'' 5 1/2'' x 9 1/2'' Slf Wt= 18.5 List properties 3 1/2'' x 11 7/8'' 6 3/4'' x 9'' for what size? Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8'' x 10 1/2'' 8 3/4'' x 9'' I-Level, TJI Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=36.4 Stiffeners? -- 2.0E Microllam LVL - Multi-ply - - 1-3/4" x 14" (3) 1-3/4" x 9-1/2" - - List properties for what size LVL? (2) 1-3/4" x 11-7/8" (4) 1-3/4" x 9-1/2" - Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 14" 5-1/4" x 9-1/2" - (3) 1-3/4" x 11-7/8" List properties for what List properties size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2" x 11-7/8" Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=7.4 Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Final Member: 3-1/2" x 14", Bending Overdesign: 122.0% Material Library Timberstrand 1.5E LSL Shear Overdesign: 120.7% Final Size: Deflection Overdesign: 79.0% Min. Bearing Lengths : = 2.32 in. (Left) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff (approx): 0.00 ft True Length (approx): Final member OK by: 79.0% Actual Member Size: 3.50" x 14.00'' 10.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R1 - Left R2 - Right Max. Positive Moment: 12,298 ft-lb 4.10 ft Main Span Full Strength: Live Load: 3,075 lb 1,691 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing id l Dead Load: 3,434 lb 2,347 lb Max Design Shear: 6,509 lb 0.00 ft Main Span Total Load: 6,509 lb 4,038 lb Main Span Max. Downward 0.085'' / 0.191'' 4.82' / 4.92' Main / Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max. Upward Deflection 0.000'' / 0.000'' 0.00' / 0.00' Main / Main Minimums R1 - Left R2 - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Total): N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead : 2,061 lb 1,408 lb Cant. Up. Defl. (Live / Total): N/A N/A N/A Bending Red'n: Net Reaction 2,015 lb 1,362 lb Req'd EI, Not Incl. Self Wt.: 6.819E+08 Actual EI: 1.24E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 15.00 plf Approx. Tot. Wt.: 154 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.32 in (Left) = 1.44 in (Right) 27,300 ft-lb T36.xlsm 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 138 of 138 GeneralÂ guidelinesÂ forÂ minimumÂ numberÂ ofÂ 2X6Â JackÂ andÂ KingÂ StudsÂ Required. NumberÂ ofÂ fullÂ heightÂ studsÂ (Kings)Â â€Â ThisÂ tableÂ basedÂ offÂ KingÂ height,Â sizeÂ ofÂ opening,Â andÂ exposure KingÂ Height HÂ â‰¤Â 10'Â 10'Â <Â HÂ â‰¤Â 12'Â 12'Â <Â HÂ <Â 16'Â WindÂ Category CatÂ B CatÂ C CatÂ D CatÂ B CatÂ C CatÂ D CatÂ B CatÂ C CatÂ D 4'Â Header 1 111 1 1 2 2 2 6'Â Header 1 221 2 2 2 3 3 8'Â Header 1 221 2 2 2 3 3 10'Â Header 2 222 3 3 3 4 4 12'Â Header 2 232 3 3 3 4 4 14'Â Header 2 232 3 3 3 4 4 16'Â Header 2 232 4 4 3 NA NA 18'Â Header 2 232 4 4 3 NA NA HÂ isÂ theÂ heightÂ ofÂ theÂ KingÂ StudÂ (i.e.Â fullÂ heightÂ studÂ continuousÂ fromÂ baseÂ plateÂ toÂ doubleÂ topÂ plate) ThisÂ tableÂ isÂ basedÂ offÂ IRCÂ 2018Â TableÂ R602.7.5Â andÂ adaptedÂ viaÂ rationalÂ analysisÂ perÂ IBCÂ 1604.4 ForÂ wallsÂ overÂ 16',Â additionalÂ analysisÂ requiredÂ (UseÂ LVLÂ studsÂ U.N.O) NumberÂ ofÂ studsÂ supportingÂ headerÂ (Jacks)Â â€Â ThisÂ tableÂ basedÂ offÂ theÂ verticalÂ loadÂ andÂ heightÂ ofÂ JackÂ JackÂ Height 5'Â Jack 6'Â Jack 7'Â Jack 8'Â Jack 9'Â Jack 10'Â Jack 11'Â Jack 12'Â Jack 13'Â Jack 1000Â lbÂ pointÂ load 1 111 1 1 1 1 1 2000Â lbÂ pointÂ load 1 111 1 1 1 1 1 3000Â lbÂ pointÂ load 1 111 1 1 1 2 2 4000Â lbÂ pointÂ load 1 111 2 2 2 2 2 5000Â lbÂ pointÂ load 2 222 2 2 2 2 3 6000Â lbÂ pointÂ load 2 222 2 2 2 3 3 7000Â lbÂ pointÂ load 2 222 2 3 3 3 3 8000Â lbÂ pointÂ load 2 222 3 3 3 3 4 9000Â lbÂ pointÂ load 3 333 3 3 3 4 4 10000Â lbÂ pointÂ load 3 333 3 3 4 4 NA TheseÂ calculationsÂ wereÂ performedÂ withÂ WeyehauserÂ ForteÂ inÂ Oct.Â 2022 PointÂ loadÂ isÂ liveÂ plusÂ deadÂ load.Â e.g.Â 3,000Â LiveÂ +Â 2,000Â DeadÂ =Â 5,000Â lbÂ pointÂ load UseÂ theÂ moreÂ conservativeÂ optionÂ ifÂ interpolatingÂ betweenÂ values DiagramÂ ofÂ typicalÂ windowÂ andÂ doorÂ openingsÂ inÂ exteriorÂ studÂ wallÂ (typ.) 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 1 of 138 Structural Calculations Ironwood Apartments Building 2 18620 Woodlands Way Arlington, WA 98223 Oct 11th, 2023 Page(s) Contents 2 Reference Codes & Standards 3-132 Structural Analysis 1/15/2020 10/11/2023 The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S13 have been signed and sealed by the engineer of record and represents a required element of the building specifications. This structure was engineered per the 2018 IBC requirements. Notes, Disclaimers: ï‚· Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. ï‚· This report is valid only for the specific project shown above and herein. B R A D L E Y ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 ( 3 6 0 ) 7 5 2 - 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 2 of 138 REFERENCE CODES & STANDARDS êž International Building Code, IBC 2018 êž Washington State Building Code, SBC 2018 êž National Design Specification for Wood Construction, NDS 2018 êž Building Code Requirements for Structural Concrete, ACI 318-19 êž Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 êž Steel Construction Manual, 15th Edition, AISC 2015 Â· North American Standard for Cold-Formed Steel Structural Framing, AISI 2015 Ed. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category C IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-10 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live + Dead Roof (plaster ceiling) L/360 L/360 L/240 Roof (non-plaster ceiling) L/240 L/240 L/180 Roof (not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection (any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 3 of 138 ASCE 7 Hazards Report Address: Standard: ASCE/SEI 7-16 Latitude: 48.164545 18620 Woodlands Way Risk Category: II Longitude: -122.139776 Soil Class: D - Default (see Elevation: 152.4167722887539 ft Section 11.4.3) (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1â€“CC.2-4, and Section 26.5.2 Date Accessed: Fri Apr 28 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri Apr 28 2023 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 4 of 138 Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS : 1.047 SD1 : N/A S1 : 0.374 TL : 6 Fa : 1.2 PGA : 0.444 Fv : N/A PGA M : 0.533 SMS : 1.256 FPGA : 1.2 SM1 : N/A Ie : 1 SDS : 0.838 Cv : 1.309 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Apr 28 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Fri Apr 28 2023 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 5 of 138 WoodÂ FrameÂ ShearÂ WallÂ AllowableÂ Capacities ReferÂ toÂ 2018Â SDPWSÂ SectionÂ 4.3Â â€Â WoodÂ FrameÂ ShearÂ WallsÂ forÂ calculationÂ ofÂ shearÂ wallÂ capacities. BelowÂ isÂ anÂ exceptÂ fromÂ SDPWSÂ TableÂ 4.3AÂ â€Â NominalÂ UnitÂ ShearÂ CapacitiesÂ forÂ Woodâ€FrameÂ ShearÂ Walls ReferÂ noteÂ 1Â â€Â NominalÂ unitÂ shearÂ capacitiesÂ shallÂ beÂ adjustedÂ inÂ accordanceÂ withÂ 4.3.3Â toÂ determineÂ â€¦Â LRFDÂ factoredÂ unitÂ resistance ASDÂ reductionÂ (safety)Â factor,Â Î© 2 ASDÂ AllowableÂ UnitÂ ShearÂ Capacity,Â ð‘£, ð‘£,/Î© ReferÂ noteÂ 3Â â€Â ReducedÂ shearÂ capacityÂ shallÂ beÂ determinedÂ byÂ multplyingÂ tabulatedÂ capacityÂ byÂ SpecificÂ GravityÂ AdjustmentÂ FactorÂ SpecificÂ GravityÂ ofÂ Hemâ€Fir,Â G 0.43 ð‘£, âˆ— ð‘£ âˆ—ðº SpecificÂ GravityÂ AdjustmentÂ Factor,Â 0.93 1 0.5 ðº AllowableÂ UnitÂ ShearÂ CapacitiesÂ forÂ BlockedÂ WoodÂ FramedÂ ShearÂ Walls Seismic Wind NominalÂ ReducedÂ ASDÂ Allow.Â NominalÂ ReducedÂ ASDÂ Allow.Â ShearÂ WallÂ DescriptionÂ â€Â sheathing,Â thicknessÂ nailing,Â etc.Â (wallsÂ Â blockedÂ atÂ panelÂ edges) capacity capacity capacity capacity capacity Capacity SW1 7/16"Â sheathingÂ onÂ oneÂ side,Â nailÂ withÂ 8dÂ atÂ 6"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â field 480 446 223 670 623 312 SW2 7/16"Â sheathingÂ onÂ oneÂ side,Â nailÂ withÂ 8dÂ atÂ 3"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â field 900 837 419 1260 1172 586 SW3 7/16"Â sheathingÂ onÂ bothÂ sides,Â nailÂ withÂ 8dÂ atÂ 4"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â field 1400 1302 651 1960 1823 911 SW4 7/16"Â sheathingÂ onÂ bothÂ sides,Â nailÂ withÂ 8dÂ atÂ 3"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â field 1800 1674 837 2520 2344 1172 SW5 19/32"Â sheathingÂ onÂ bothÂ sides,Â nailÂ withÂ 10dÂ atÂ 4"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â fieldÂ 2040 1897 949 2860 2660 1330 SW6 19/32"Â sheathingÂ onÂ bothÂ sides,Â nailÂ withÂ 10dÂ atÂ 3"Â O.C.Â alongÂ edges,Â 12"Â O.C.Â fieldÂ 2660 2474 1237 3720 3460 1730 SDPWSÂ 4.3.3.2Â UnblockedÂ WoodÂ StructuralÂ PanelÂ ShearÂ Walls:Â WoodÂ structuralÂ panelÂ shearÂ wallsÂ shallÂ beÂ permittedÂ toÂ beÂ unblockedÂ providedÂ nailsÂ areÂ installedÂ intoÂ framingÂ inÂ accordanceÂ withÂ TableÂ 4.3.3.2Â andÂ theÂ strengthÂ isÂ calculatedÂ inÂ accordanceÂ withÂ EquationÂ 4.3â€2.Â UnblockedÂ shearÂ wallÂ heightÂ shallÂ notÂ exceedÂ 16Â feet.Â DesignÂ coefficientsÂ andÂ factorsÂ forÂ blockedÂ shearÂ wallsÂ asÂ specifiedÂ inÂ 4.3.3Â shallÂ beÂ used.Â TheÂ NominalÂ unitÂ shearÂ capacityÂ ofÂ anÂ unblockedÂ structuralÂ panelÂ shearÂ wall,Â Â Â Â Â Â Â Â Â ,Â shallÂ beÂ calculatedÂ usingÂ theÂ followingÂ equation:ð‘£ ð‘£ ð‘£ âˆ—ð¶ TableÂ 4.3.3.2Â UnblockedÂ ShearÂ WallÂ AdjustmentÂ Factor NailÂ Spacing StudÂ Spacing StudÂ spacing 16"Â O.C. EdgeÂ Nail FieldÂ Nail 12"Â O.C. 16"Â O.C. 20"Â O.C. 24"Â O.C. EdgeÂ Nail 6"Â O.C.Â 6"Â O.C. 6"Â O.C. 1 0.8 0.6 0.5 FieldÂ Nail 12"Â O.C. 6"Â O.C. 12"Â O.C. 0.8 0.6 0.5 0.4 AdjustmentÂ Factor 0.6 ð¶ AllowableÂ UnitÂ ShearÂ CapacitiesÂ forÂ UnblockedÂ WoodÂ FramedÂ ShearÂ Walls Seismic Wind NominalÂ ReducedÂ ASDÂ Allow.Â NominalÂ ReducedÂ ASDÂ Allow.Â ShearÂ WallÂ DescriptionÂ â€Â sheathing,Â thicknessÂ nailing,Â etc.Â (wallsÂ unblockedÂ atÂ panelÂ edges) capacity capacity Capacity capacity capacity Capacity SW0 7/16"Â sheathingÂ onÂ oneÂ side,Â nailingÂ asÂ perÂ above,Â unblocked 480 268 134 670 374 187 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 6 of 138 CalculationÂ ofÂ DesignÂ WindÂ Pressure Address: 18620Â WoodlandsÂ Way Arlington,Â WAÂ 98223 Ref.Â ASCEÂ 7â€16Â ChapterÂ 28,Â PartÂ 2Â EnclosedÂ SimpleÂ DiaphramÂ LowÂ RiseÂ BuildingsÂ (p.Â 315) WindÂ InputsÂ Â WindÂ Speed,Â V 110 mph Height,Â H 40 feet RoofÂ Angle 18.43 degrees ExposureÂ Category C ExposureÂ Classification PartiallyÂ Enclosed HorizontalÂ PressureÂ Zone C TopographicÂ Factor,Â Kzt 1 RiskÂ Category II RiskÂ Category: I LowÂ riskÂ toÂ humanÂ lifeÂ inÂ eventÂ ofÂ failure II MostÂ residentialÂ structuresÂ III SubstantialÂ riskÂ toÂ humanÂ lifeÂ inÂ eventÂ ofÂ failureÂ IV CrucialÂ toÂ humanÂ life EnclosureÂ Category:Â Enclosed PartiallyÂ Enclosed PartiallyÂ OpenÂ â€Â AÂ buildingÂ thatÂ doesÂ notÂ complyÂ withÂ open,Â partiallyÂ enclosed,Â orÂ enclosedÂ Open HorizontalÂ PressureÂ Zone: ExposureÂ Category: A EndÂ zoneÂ ofÂ wall B AreasÂ closelyÂ surroundedÂ byÂ obstructions B EndÂ zoneÂ ofÂ roof C OpenÂ terrainÂ andÂ scatteredÂ obstructions C InteriorÂ zoneÂ ofÂ wall D FlatÂ unobstructedÂ areasÂ orÂ closeÂ toÂ largeÂ bodyÂ ofÂ water D InteriorÂ zoneÂ ofÂ roof CalculateÂ Î»Â (ASCEÂ 7â€16Â FigureÂ 27.3.1) CalculateÂ Ps30Â (ASCEÂ 7â€16Â FigureÂ 28.6â€1,Â VÂ =Â 110Â mph) HeightÂ (ft) Exp.Â B Exp.Â C Exp.Â D RoofÂ Angle ZoneÂ A ZoneÂ B ZoneÂ C ZoneÂ D 0 1.00 1.21 1.47 0 19.2 â€10 12.7 â€5.9 15 1.00 1.21 1.47 5 19.2 â€10 12.7 â€5.9 20 1.00 1.29 1.55 10 21.6 â€9 14.4 â€5.2 25 1.00 1.35 1.61 15 24.1 â€8 16 â€4.6 30 1.00 1.40 1.66 20 26.6 â€7 17.7 â€3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 Ps30CÂ =Â 17.17 psf 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Â =Â 1.49 ASDÂ LoadÂ CombinationÂ 7 ASCEÂ 28.5.3Â CalculateÂ simplifiedÂ designÂ windÂ pressure *Kzt* =Â 25.58 psf ApplyÂ ASDÂ LoadÂ CombinationÂ Factor =Â 15.35 psf ASCEÂ 28.5.4Â MinimumÂ DesignÂ WindÂ Loads TheÂ loadÂ effectsÂ ofÂ theÂ designÂ windÂ pressuresÂ fromÂ SectionÂ 28.5.3Â shallÂ notÂ beÂ lessÂ thanÂ aÂ minimumÂ loadÂ deï¬nedÂ byÂ assumingÂ theÂ pressures,Â ps,Â forÂ ZonesÂ AÂ andÂ CÂ (walls)Â equalÂ toÂ 16Â psf,Â andÂ ZonesÂ BÂ andÂ DÂ (roof)Â equalÂ toÂ 8Â psf. 16.00 psf Note this is 16.00 psf for both Cat B and C. 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 7 of 138 CalculationÂ ofÂ SeismicÂ StoryÂ ShearÂ LoadsÂ Address: 18620Â WoodlandsÂ Way Arlington,Â WAÂ 98223 CalculationÂ ofÂ SeismicÂ LoadsÂ ASCE 7â€16 12.14.8Â SimplifiedÂ LateralÂ ForceÂ AnalysisÂ Procedure: An equivalentÂ lateralÂ forceÂ analysisÂ shallÂ consistÂ ofÂ theÂ applicationÂ ofÂ equivalentÂ staticÂ lateralÂ forcesÂ toÂ aÂ linearÂ mathematical modelÂ ofÂ theÂ structure.Â TheÂ lateralÂ forcesÂ appliedÂ inÂ eachÂ directionÂ shallÂ sumÂ toÂ aÂ totalÂ seismicÂ baseÂ shearÂ givenÂ byÂ SectionÂ 12.14.8.1Â andÂ shallÂ beÂ distributedÂ verticallyÂ inÂ accordanceÂ withÂ SectionÂ 12.14.8.2.Â ForÂ theÂ purposeÂ ofÂ analysis,Â theÂ structureÂ shallÂ beÂ consideredÂ fixedÂ atÂ theÂ base.Â SeismicÂ Inputs: SeismicÂ DesignÂ Category D NumberÂ ofÂ Stories ThreeÂ Stories RiskÂ Category II ShearÂ WallÂ Type Lightâ€frameÂ wallsÂ sheathedÂ withÂ woodÂ structuralÂ panels SoilÂ Type StiffÂ Soil,Â DÂ (typical) BaseÂ SnowÂ LoadÂ * 25 psf Sds,Â responseÂ acceleration,Â shortÂ period** 0.838 g F,Â StructureÂ HeightÂ Coefficient 1.2 SeismicÂ SnowÂ LoadÂ 0 psf ResponseÂ ModificationÂ Coefficient,Â R 6.5 *Â SnowÂ loadÂ requiredÂ toÂ beÂ inÂ seismicÂ calculationÂ ifÂ snowÂ loadÂ isÂ >Â 30Â psf.Â SnowÂ loadÂ analysisÂ forÂ Washington,Â 2ndÂ ed.Â byÂ StructuralÂ EngineersÂ AssociationÂ ofÂ WashingtonÂ recommendsÂ usingÂ 25%Â ofÂ base snowÂ loadÂ toÂ beÂ usedÂ inÂ seismicÂ calculationsÂ dueÂ toÂ statisticalÂ probabilityÂ theory.Â **Â Seismic designÂ parametersÂ areÂ determinedÂ fromÂ ASCEÂ 7â€16Â HazardÂ Tool ð¹ âˆ—ð‘ âˆ—ð‘Š SeismicÂ BaseÂ Shear,Â ð‘‰ ð´ð‘†ð¶ð¸ 7 16, 12.14 12 ð‘… ASDÂ CombinationÂ 8 0.6 ð· 0.7 ð¸ 0.7 ð‘‰ ð‘‰ âˆ— 0.7 âˆ— ð‘ RedundancyÂ Factor,Â p 1.3 DeadÂ LoadsÂ ofÂ RoofÂ Level RoofÂ SesmicÂ Loads LoadÂ Source LÂ (ft) WÂ (ft) LoadÂ (psf) AÂ (sqÂ ft) DLÂ (lbs) RoofÂ Weight,Â Wr 190700 lb RoofÂ 15 7500 112500 RoofÂ Shear,Â Vr 26848 lb ExteriorÂ Walls 360 10 12 3600 43200 InteriorÂ Walls 350 10 10 3500 35000 0 0 DeadÂ LoadsÂ toÂ ThirdÂ StoryÂ Diaphragm ThirdÂ StoryÂ SeismicÂ Loads LoadÂ Source LÂ (ft) WÂ (ft) LoadÂ (psf) AÂ (sqÂ ft) DLÂ (lbs) StoryÂ Weight,Â W3 267480 lb FloorÂ DiaphragmÂ 28 6760 189280 StoryÂ Shear,Â V3 37657 lb ExteriorÂ Walls 360 10 12 3600 43200 VtotÂ =Â V3Â +Â Vr 64504 lb InteriorÂ Walls 350 10 10 3500 35000 0 0 DeadÂ LoadsÂ toÂ SecondÂ StoryÂ Diaphragm SecondÂ StoryÂ SeismicÂ Loads LoadÂ Source LÂ (ft) WÂ (ft) LoadÂ (psf) AÂ (sqÂ ft) DLÂ (lbs) StoryÂ Weight,Â W2 261280 lb FloorÂ DiaphragmÂ 28 6760 189280 StoryÂ Shear,Â V2 36784 lb ExteriorÂ Walls 350 10 12 3500 42000 VtotÂ =Â V3Â +Â V2Â +Â Vr 101288 lb InteriorÂ Walls 300 10 10 3000 30000 0 0 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 8 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ A AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ A Calculations HeightÂ 32 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 16 ft ð¹ P*A 8192 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 37909 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 512 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ A Calculations FirstÂ Story ð‘‰ 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 24188 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 16 ft,Â resistedÂ byÂ gridÂ line 27078 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.24 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW2 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 586 467 6309 419 334 4507 SW2 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.93 586 386 9844 419 276 7032 SW2 25.5 15.5 3.5 9 5 2.57 0.61 0.56 0.75 0.93 586 408 10394 419 291 7425 SW2 13 7 3.5 9 5 2.57 0.54 0.56 0.71 0.93 586 389 5051 419 278 3608 SW2 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 586 467 6309 419 334 4507 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 37909 SEISMICÂ (lb) 27078 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1STÂ FLOORÂ GRIDÂ AÂ WALLSÂ AREÂ SW2Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â 0.7 1 0.87 0.77 0.69 0.63 PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 0.8 1 0.91 0.83 0.77 0.71 FIELD. 0.9 1 0.95 0.91 0.87 0.83 11 1 1 1 1 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 9 of 138 PerforatedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ A ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€8:Â 13 ftÂ Â Â Â Â Â Â Â Lt,Â TotalÂ lengthÂ ofÂ perforatedÂ shearÂ wall,Â ft 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 9.5 ftÂ Â Â Â Â Â Â sumÂ L,Â sumÂ ofÂ fullÂ heightÂ shearÂ wallÂ segments,Â ft 0.8 Â Â Â Â Â Â Â Â Â Â Â Â Co,Â ShearÂ capacityÂ adjustmentÂ factorÂ fromÂ TableÂ 4.3.3.5 6309 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 56781 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 61600.5 lbâ€ftÂ Â Â MdÂ =Â Lt/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€4819.5 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€634 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â (Co*Lt)Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2ndÂ Floor 913 28 3276 3rdÂ Floor 913 28 3276 Roof 15 13 15 2925 TotalÂ DeadÂ Load 9477 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â HDU5 4340 lb MST60 6235 lb DeadÂ loadÂ resistsÂ overturningÂ HDU8 5820 lb MST72 6730 lb forces. HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 10 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ B AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ B Calculations HeightÂ 35 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 10080 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 40037 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 630 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ B Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 27212 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 28644 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.27 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 11.5 10 0.87 1.00 312 312 3583 223 223 2567 SW1 18.5 10 0.54 1.00 312 312 5764 223 223 4129 SW1 10 10 1.00 1.00 312 312 3116 223 223 2232 SW1 18.5 10 0.54 1.00 312 312 5764 223 223 4129 SW1 11.5 10 0.87 1.00 312 312 3583 223 223 2567 SW3 10 10 1.00 1.00 911 911 9114 651 651 6510 SW3 10 10 1.00 1.00 911 911 9114 651 651 6510 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 40037 SEISMICÂ (lb) 28644 1STÂ FLOORÂ GRIDÂ BÂ WALLSÂ AREÂ SW1Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW1 312 plf SW1 223 plf 12"Â O.C.Â INÂ THEÂ FIELD.Â SW3Â BLOCKEDÂ SW2 586 plf SW2 419 plf SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â SW3 911 plf SW3 651 plf PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ SW4 1172 plf SW4 837 plf 4"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ SW5 1330 plf SW5 949 plf THEÂ FIELD. SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 11 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ B ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 10 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 3116 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 31160 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 42050 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€10890 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€1089 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2NDÂ Floor 11 10 28 3080 3RDÂ Floor 11 10 28 3080 Roof 15 10 15 2250 TotalÂ DeadÂ Load 8410 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 12 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ B ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 10 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 3116 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 31160 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 42050 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€10890 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€1089 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2NDÂ Floor 11 10 28 3080 3RDÂ Floor 11 10 28 3080 Roof 15 10 15 2250 TotalÂ DeadÂ Load 8410 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 13 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ C AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ C Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 7 ft 4480 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 29441 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 280 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ C Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 10582 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 7 ft,Â resistedÂ byÂ gridÂ line 21092 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.10 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 37.75 9 0.24 1.00 312 312 11761 223 223 8426 SW1 44.75 9 0.20 1.00 312 312 13942 223 223 9988 SW1 6 9 1.50 1.00 312 312 1869 223 223 1339 SW1 6 9 1.50 1.00 312 312 1869 223 223 1339 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 29441 SEISMICÂ (lb) 21092 1STÂ FLOORÂ GRIDÂ CÂ WALLSÂ AREÂ SW1Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 14 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ C ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 10 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft ð‘‡ ð¶ ð‘£â„Ž 37 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 5000 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 50000 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 422336.5 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€372337 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€10063 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2NDÂ Floor 737 28 7252 3RDÂ Floor 737 28 7252 Roof 15 37 15 8325 TotalÂ DeadÂ Load 22829 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 15 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ D AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ D Calculations HeightÂ 40 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 9 ft ð¹ P*A 5760 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 21172 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 360 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ D Calculations FirstÂ Story ð‘‰ 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 13606 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 9 ft,Â resistedÂ byÂ gridÂ line 15123 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.13 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW2 38.5 25.5 3 9 7 3.00 0.66 0.78 0.71 0.88 586 365 14036 419 260 10026 SW2 22.5 12 2.85 9 7 3.16 0.53 0.78 0.63 0.86 586 317 7136 419 227 5097 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 21172 SEISMICÂ (lb) 15123 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 1STÂ FLOORÂ GRIDÂ DÂ WALLSÂ AREÂ SW2Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â 0.7 1 0.87 0.77 0.69 0.63 PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 0.8 1 0.91 0.83 0.77 0.71 FIELD. 0.9 1 0.95 0.91 0.87 0.83 11 1 1 1 1 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 16 of 138 PerforatedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ D ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€8:Â 22.5 ftÂ Â Â Â Â Â Â Â Lt,Â TotalÂ lengthÂ ofÂ perforatedÂ shearÂ wall,Â ft 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 12 ftÂ Â Â Â Â Â Â sumÂ L,Â sumÂ ofÂ fullÂ heightÂ shearÂ wallÂ segments,Â ft 0.63 Â Â Â Â Â Â Â Â Â Â Â Â Co,Â ShearÂ capacityÂ adjustmentÂ factorÂ fromÂ TableÂ 4.3.3.5 7200 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 64800 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 63787.5 lbâ€ftÂ Â Â MdÂ =Â Lt/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 1012.5 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 134 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â (Co*Lt)Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2ndÂ Floor 9 22.5 28 5670 TotalÂ DeadÂ Load 5670 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU2Â withÂ 5/8"Â HDU5 4340 lb MST60 6235 lb galv.Â anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 17 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ E AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ E Calculations HeightÂ 30 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 16.5 ft 7920 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 36499 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 495 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ E Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 24944 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 16.5 ft,Â resistedÂ byÂ gridÂ line 26099 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.25 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW6 10.55 9 0.85 1.00 1730 1730 18249 1237 1237 13049 SW6 10.55 9 0.85 1.00 1730 1730 18249 1237 1237 13049 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 36499 SEISMICÂ (lb) 26099 1STÂ FLOORÂ GRIDÂ EÂ WALLSÂ AREÂ SW4Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 19/32"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 5/8"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 10dÂ ATÂ 4"Â O.C.Â ALONGÂ PANELÂ SW2 586 plf SW2 419 plf EDGES,Â 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 18 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ E ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 13000 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 117000 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 17388 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 99612 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 9487 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 2NDÂ Floor 66 28 1008 3RDÂ Floor 66 28 1008 WALL 18 6 12 1296 TotalÂ DeadÂ Load 3312 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU14Â withÂ 1"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 19 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 1Â &Â 7 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 1Â &Â 7 Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 4.75 ft 3040 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 8496 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 190 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 1Â &Â 7 Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 4374 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 4.75 ft,Â resistedÂ byÂ gridÂ line 6068 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.04 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 14.5 9 0.62 1.00 586 586 8496 419 419 6068 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 8496 SEISMICÂ (lb) 6068 1STÂ FLOORÂ GRIDÂ 1Â &Â 7Â WALLSÂ AREÂ SW2Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 20 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 1Â &Â 7 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 14.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 4374 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 39366 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 21025 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 18341 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 1265 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 14.5 20 10 2900 TotalÂ DeadÂ Load 2900 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU2Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 21 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 2Â &Â 6 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 2Â &Â 6 Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 11520 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 25047 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 720 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 2Â &Â 6 Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 16574 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 17891 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.16 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.5 9 0.86 1.00 586 586 6152 419 419 4394 SW2 9 9 1.00 1.00 586 586 5273 419 419 3767 SW2 18 9 0.50 1.00 586 586 10546 419 419 7533 SW2 5.25 9 1.71 1.00 586 586 3076 419 419 2197 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 25047 SEISMICÂ (lb) 17891 1STÂ FLOORÂ GRIDÂ 2Â &Â 6Â WALLSÂ AREÂ SW2Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW1 312 plf SW1 223 plf 12"Â O.C.Â INÂ THEÂ FIELD.Â SW2 586 plf SW2 419 plf SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 22 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 2Â &Â 6 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 9 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 5273 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 47457 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 12798 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 34659 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 3851 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 920 10 1800 Roof 94 15 540 Floor 92 28 504 TotalÂ DeadÂ Load 2844 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU5Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 23 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 3 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 3 Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 25 ft 16000 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 35740 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 1000 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 3 Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 23020 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 25 ft,Â resistedÂ byÂ gridÂ line 25529 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.23 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 30.5 9 0.30 1.00 1172 1172 35740 837 837 25529 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 35740 SEISMICÂ (lb) 25529 1STÂ FLOORÂ GRIDÂ 3Â WALLSÂ AREÂ SW4Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 24 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 3 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 30.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 23020 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 207180 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 93025 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 114155 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 3743 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 30.5 20 10 6100 TotalÂ DeadÂ Load 6100 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU5Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 25 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 4 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 4 Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 19 ft 12160 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 27537 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 760 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 4 Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 17495 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 19 ft,Â resistedÂ byÂ gridÂ line 19670 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.17 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 11 9 0.82 1.00 1172 1172 12890 837 837 9207 SW4 5.5 9 1.64 1.00 1172 1172 6445 837 837 4604 SW4 7 9 1.29 1.00 1172 1172 8203 837 837 5859 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 27537 SEISMICÂ (lb) 19670 1STÂ FLOORÂ GRIDÂ 4Â WALLSÂ AREÂ SW4Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 26 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 4 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 6.2 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 5013 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 45117 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 3844 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 41273 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 6657 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 6.2 20 10 1240 TotalÂ DeadÂ Load 1240 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU11Â withÂ 1"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min.Â HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 27 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 4 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 11 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 10000 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 90000 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 12100 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 77900 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 7082 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 11 20 10 2200 TotalÂ DeadÂ Load 2200 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU11Â withÂ 1"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min.Â HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 28 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 5 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 5 Calculations HeightÂ 40 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 20.75 ft 13280 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 33396 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 830 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 1stÂ floorÂ GridÂ 5 Calculations FirstÂ Story 101288 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 19107 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 20.75 ft,Â resistedÂ byÂ gridÂ line 23855 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.19 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 28.5 9 0.32 1.00 1172 1172 33396 837 837 23855 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 33396 SEISMICÂ (lb) 23855 1STÂ FLOORÂ GRIDÂ 5Â WALLSÂ AREÂ SW4Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 29 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 5 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 28.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 19107 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 171963 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 81225 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 90738 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 3184 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 28.5 20 10 5700 TotalÂ DeadÂ Load 5700 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU4Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 30 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ A AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ A Calculations HeightÂ 22 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 17 ft ð¹ P*A 5984 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 26067 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 374 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ A Calculations SecondÂ StoryÂ ð‘‰ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 16367 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 17 ft,Â resistedÂ byÂ gridÂ line 18648 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.25 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW2 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 586 467 6309 419 334 4507 SW1 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.93 312 205 5235 223 147 3750 SW1 25.5 15.5 3.5 9 5 2.57 0.61 0.56 0.75 0.93 312 217 5527 223 155 3960 SW1 13 7 3.5 9 5 2.57 0.54 0.56 0.71 0.93 312 207 2686 223 148 1924 SW2 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 586 467 6309 419 334 4507 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 26067 SEISMICÂ (lb) 18648 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ndÂ FLOORÂ GRIDÂ AÂ WALLSÂ AREÂ SW2Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â 0.7 1 0.87 0.77 0.69 0.63 PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 0.8 1 0.91 0.83 0.77 0.71 FIELD. 0.9 1 0.95 0.91 0.87 0.83 11 1 1 1 1 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 31 of 138 PerforatedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 2NDÂ floorÂ GridÂ A ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€8:Â 13 ftÂ Â Â Â Â Â Â Â Lt,Â TotalÂ lengthÂ ofÂ perforatedÂ shearÂ wall,Â ft 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 9.5 ftÂ Â Â Â Â Â Â sumÂ L,Â sumÂ ofÂ fullÂ heightÂ shearÂ wallÂ segments,Â ft 0.8 Â Â Â Â Â Â Â Â Â Â Â Â Co,Â ShearÂ capacityÂ adjustmentÂ factorÂ fromÂ TableÂ 4.3.3.5 6309 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 56781 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 40306.5 lbâ€ftÂ Â Â MdÂ =Â Lt/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 16474.5 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 2168 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â (Co*Lt)Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 3rdÂ Floor 913 28 3276 Roof 15 13 15 2925 TotalÂ DeadÂ Load 6201 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load StrapÂ Tie HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ MST37Â StrapÂ TieÂ withÂ (22)Â HDU5 4340 lb MST60 6235 lb 0.162Â xÂ 2â€1/2"Â nailsÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 32 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ B AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ B Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 7200 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 27105 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 450 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ B Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 17330 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 19418 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.27 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 9.5 10 1.05 1.00 312 312 2960 223 223 2120 SW1 18.5 10 0.54 1.00 312 312 5764 223 223 4129 SW1 10 10 1.00 1.00 312 312 3116 223 223 2232 SW1 18.5 10 0.54 1.00 312 312 5764 223 223 4129 SW1 9.5 10 1.05 1.00 312 312 2960 223 223 2120 SW1 11.5 10 0.87 1.00 312 312 3583 223 223 2567 SW1 9.5 10 1.05 1.00 312 312 2960 223 223 2120 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 27105 SEISMICÂ (lb) 19418 2NDÂ FLOORÂ GRIDÂ BÂ WALLSÂ AREÂ SW1Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 33 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ C AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ C Calculations HeightÂ 24 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 13 ft 4992 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 18872 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 312 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ C Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 12516 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 13 ft,Â resistedÂ byÂ gridÂ line 13520 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.19 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 6 9 1.50 1.00 312 312 1869 223 223 1339 SW1 12 9 0.75 1.00 312 312 3739 223 223 2678 SW0Â 18.5 9 0.49 1.00 187 187 3458 134 134 2478 SW0Â 17.5 9 0.51 1.00 187 187 3271 134 134 2344 SW0Â 18.5 9 0.49 1.00 187 187 3458 134 134 2478 SW1 4 9 2.25 0.97 312 302 1207 223 216 865 SW1 6 9 1.50 1.00 312 312 1869 223 223 1339 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 18872 SEISMICÂ (lb) 13520 2NDÂ FLOORÂ GRIDÂ CÂ SHALLÂ BEÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ SW1 312 plf SW1 223 plf OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â SW2 586 plf SW2 419 plf ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW3 911 plf SW3 651 plf FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ SW4 1172 plf SW4 837 plf REQUIRED.Â SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 34 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2NDÂ floorÂ GridÂ E AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2NDÂ floorÂ GridÂ E Calculations HeightÂ 20 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 15 ft 4800 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 24608 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 300 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2NDÂ floorÂ GridÂ E Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 14441 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 15 ft,Â resistedÂ byÂ gridÂ line 17577 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.22 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW4 10.5 9 0.86 1.00 1172 1172 12304 837 837 8789 SW4 10.5 9 0.86 1.00 1172 1172 12304 837 837 8789 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 24608 SEISMICÂ (lb) 17577 2NDÂ FLOORÂ GRIDÂ EÂ WALLSÂ AREÂ SW4Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 35 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 2NDÂ floorÂ GridÂ E ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 8789 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 79101 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 12096 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 67005 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 6381 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight 3RDÂ Floor 66 28 1008 WALL 18 6 12 1296 TotalÂ DeadÂ Load 2304 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU11Â withÂ 7/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min.Â HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 36 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ F AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ F Calculations HeightÂ 22 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 6.5 ft ð¹ P*A 2288 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 11727 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 143 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ F Calculations SecondÂ StoryÂ ð‘‰ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 6258 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 6.5 ft,Â resistedÂ byÂ gridÂ line 8402 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.10 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW1 10.75 9.75 3.5 9 5 2.57 0.91 0.56 0.90 0.93 312 260 2800 223 187 2006 SW1 33 17 3 9 5 3.00 0.52 0.56 0.70 0.88 312 191 6319 223 137 4527 SW0Â 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.00 187 0 00134 0 SW1 13.25 6.25 3.5 9 5 2.57 0.47 0.56 0.68 0.93 312 197 2608 223 141 1869 SW0Â 23.5 11.5 3 9 5 3.00 0.49 0.56 0.69 0.00 187 0 00134 0 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 11727 SEISMICÂ (lb) 8402 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 2ndÂ FLOORÂ GRIDÂ FÂ WALLSÂ AREÂ SW1Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â 0.7 1 0.87 0.77 0.69 0.63 PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 0.8 1 0.91 0.83 0.77 0.71 FIELDÂ &Â SW0,Â UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ 0.9 1 0.95 0.91 0.87 0.83 MIN.Â ONÂ OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 11 1 1 1 1 FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ REQUIRED.Â 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 37 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 1Â &Â 7 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 1Â &Â 7 Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 4.75 ft 1900 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 5264 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 118.75 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 1Â &Â 7 Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 2785 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 4.75 ft,Â resistedÂ byÂ gridÂ line 3771 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.04 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW0Â 14.5 9 0.62 1.00 187 187 2710 134 134 1942 SW0Â 13.66 9 0.66 1.00 187 187 2553 134 134 1829 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 5264 SEISMICÂ (lb) 3771 2ndÂ FLOORÂ GRIDÂ 1Â &Â 7Â WALLSÂ AREÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ SW1 312 plf SW1 223 plf OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â SW2 586 plf SW2 419 plf ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW3 911 plf SW3 651 plf FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ SW4 1172 plf SW4 837 plf REQUIRED.Â SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 38 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 2NDÂ floorÂ GridÂ 1Â &Â 7 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 14.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 1500 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 13500 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 15768.75 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€2268.75 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€156 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 14.5 15 10 2175 TotalÂ DeadÂ Load 2175 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 39 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 2Â &Â 6 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 2Â &Â 6 Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 7200 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 16016 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 450 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 2Â &Â 6 Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 10555 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 11461 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.16 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.5 9 0.86 1.00 586 586 6152 419 419 4394 SW1 9 9 1.00 1.00 312 312 2804 223 223 2009 SW1 18 9 0.50 1.00 312 312 5608 223 223 4018 SW1 4.66 9 1.93 1.00 312 312 1452 223 223 1040 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 0 0 0 0 0 0 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 16016 SEISMICÂ (lb) 11461 2ndÂ floorÂ GridÂ 2Â &Â 6Â wallsÂ areÂ SW2Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELDÂ &Â SW1Â BLOCKEDÂ SW3 911 plf SW3 651 plf SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â SW4 1172 plf SW4 837 plf PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â SW5 1330 plf SW5 949 plf O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 40 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 2Â &Â 6 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 6152 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 55368 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 14931 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 40437 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 3851 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 920 10 1800 Roof 94 15 540 Floor 92 28 504 TotalÂ DeadÂ Load 2844 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load StrapÂ Tie HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ MST48Â StrapÂ TieÂ withÂ (34)Â 0.162Â xÂ HDU5 4340 lb MST60 6235 lb 2â€1/2"Â nailsÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 41 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 3 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 3 Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 25 ft 10000 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 27798 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 625 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 3 Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 14660 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 25 ft,Â resistedÂ byÂ gridÂ line 19856 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.23 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 30.5 9 0.30 1.00 911 911 27798 651 651 19856 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 27798 SEISMICÂ (lb) 19856 2NDÂ FLOORÂ GRIDÂ 3Â WALLSÂ AREÂ SW3Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 4"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 42 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 4 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 4 Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 19 ft 7600 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 15950 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 475 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 4 Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 11142 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 19 ft,Â resistedÂ byÂ gridÂ line 11393 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.17 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 11.5 9 0.78 1.00 911 911 10481 651 651 7487 SW3 6 9 1.50 1.00 911 911 5468 651 651 3906 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 15950 SEISMICÂ (lb) 11393 2NDÂ FLOORÂ GRIDÂ 4Â WALLSÂ AREÂ SW3Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 4"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 43 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ 5 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 5 Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 20.75 ft 4980 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 8879 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 311.25 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 5 Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 5064 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 20.75 ft,Â resistedÂ byÂ gridÂ line 6361 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.19 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 28.5 9 0.32 1.00 312 312 8879 223 223 6361 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 8879 SEISMICÂ (lb) 6361 3rdÂ FLOORÂ GRIDÂ 5Â WALLSÂ AREÂ SW1Â WITHÂ ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ SW0Â 187 plf SW0Â 134 plf ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ SW1 312 plf SW1 223 plf PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ FIELD. SW2 586 plf SW2 419 plf SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 44 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 2NDÂ floorÂ GridÂ 4 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 11 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 7500 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 67500 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 12100 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 55400 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 5036 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 11 20 10 2200 TotalÂ DeadÂ Load 2200 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU8Â withÂ 7/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min.Â HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 45 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 2ndÂ floorÂ GridÂ 5 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 5 Calculations HeightÂ 25 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 20.75 ft 8300 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 25975 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 518.75 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 2ndÂ floorÂ GridÂ 5 Calculations SecondÂ StoryÂ 64504 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 12168 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 20.75 ft,Â resistedÂ byÂ gridÂ line 18554 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.19 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW3 28.5 9 0.32 1.00 911 911 25975 651 651 18554 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 25975 SEISMICÂ (lb) 18554 2ndÂ FLOORÂ GRIDÂ 5Â WALLSÂ AREÂ SW3Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ BOTHÂ SIDESÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 4"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 46 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 1stÂ floorÂ GridÂ 5 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 28.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 12168 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 109512 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 40612.5 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 68899.5 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 2418 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 28.5 10 10 2850 TotalÂ DeadÂ Load 2850 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU4Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 47 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 3rdÂ floorÂ GridÂ A AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ A Calculations HeightÂ 12 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 18 ft ð¹ P*A 3456 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 20158 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 216 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ A Calculations ThirdÂ Story ð‘‰ 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 7213 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 14441 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.27 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW1 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 312 249 3355 223 178 2404 SW1 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.93 312 205 5235 223 147 3750 SW1 25.5 15.5 3.5 9 5 2.57 0.61 0.56 0.75 0.93 312 217 5527 223 155 3960 SW1 13 7 3.5 9 5 2.57 0.54 0.56 0.71 0.93 312 207 2686 223 148 1924 SW1 13.5 9.5 4.75 9 5 1.89 0.70 0.56 0.80 1.00 312 249 3355 223 178 2404 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 20158 SEISMICÂ (lb) 14441 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RDÂ FLOORÂ GRIDÂ AÂ WALLSÂ AREÂ SW1Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 0.7 1 0.87 0.77 0.69 0.63 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â 0.8 1 0.91 0.83 0.77 0.71 INÂ THEÂ FIELD. 0.9 1 0.95 0.91 0.87 0.83 11 1 1 1 1 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 48 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ B AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ B Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 4320 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 16263 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 270 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ B Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 7213 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 11651 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.27 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW0Â 9.5 10 1.05 1.00 187 187 1776 134 134 1272 SW0Â 18.5 10 0.54 1.00 187 187 3458 134 134 2478 SW0Â 10 10 1.00 1.00 187 187 1869 134 134 1339 SW0Â 18.5 10 0.54 1.00 187 187 3458 134 134 2478 SW0Â 9.5 10 1.05 1.00 187 187 1776 134 134 1272 SW0Â 11.5 10 0.87 1.00 187 187 2150 134 134 1540 SW0Â 9.5 10 1.05 1.00 187 187 1776 134 134 1272 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 16263 SEISMICÂ (lb) 11651 RDÂ FLOORÂ GRIDÂ BÂ WALLSÂ AREÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â SW0Â 187 plf SW0Â 134 plf OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ OUTSIDEÂ SW1 312 plf SW1 223 plf ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ SW2 586 plf SW2 419 plf PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ FIELD.Â SW3 911 plf SW3 651 plf PANELÂ EDGEÂ BLOCKINGÂ NOTÂ REQUIRED.Â SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 49 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3rdÂ floorÂ GridÂ C AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ C Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 16 ft 3840 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 14674 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 240 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ C Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 6411 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 16 ft,Â resistedÂ byÂ gridÂ line 10513 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.24 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW0Â 6 9 1.50 1.00 187 187 1122 134 134 804 SW0Â 12 9 0.75 1.00 187 187 2243 134 134 1607 SW0Â 18.5 9 0.49 1.00 187 187 3458 134 134 2478 SW0Â 17.5 9 0.51 1.00 187 187 3271 134 134 2344 SW0Â 18.5 9 0.49 1.00 187 187 3458 134 134 2478 SW0Â 4 9 2.25 0.00 187 0 0 134 0 0 SW0Â 6 9 1.50 1.00 187 187 1122 134 134 804 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 14674 SEISMICÂ (lb) 10513 2NDÂ FLOORÂ GRIDÂ CÂ SHALLÂ BEÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ SW1 312 plf SW1 223 plf OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â SW2 586 plf SW2 419 plf ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW3 911 plf SW3 651 plf FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ SW4 1172 plf SW4 837 plf REQUIRED.Â SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 50 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ E AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ E Calculations HeightÂ 10 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 15 ft 2400 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 12304 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 150 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ E Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building 6011 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 15 ft,Â resistedÂ byÂ gridÂ line 8789 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.22 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 10.5 9 0.86 1.00 586 586 6152 419 419 4394 SW2 10.5 9 0.86 1.00 586 586 6152 419 419 4394 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 12304 SEISMICÂ (lb) 8789 3RDÂ FLOORÂ GRIDÂ EÂ WALLSÂ AREÂ SW2Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 3"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 51 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ E ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 10.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 3005 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 27045 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 3780 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 23265 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 2216 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight WALL 10 6 12 720 TotalÂ DeadÂ Load 720 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU4Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 52 of 138 PerforatedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ F AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ F Calculations HeightÂ 12 ft ð‘ƒ 16.00 psf,Â simplidiedÂ designÂ windÂ pressure Width 6.5 ft ð¹ P*A 1248 lb,Â totalÂ windÂ forceÂ actingÂ onÂ gridÂ line HeightÂ 2 TotalÂ ShearÂ Capacity 4746 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ thanÂ TotalÂ ShearÂ CapacityÂ >Â Fwind Area, A 78 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ F Calculations ThirdÂ Story ð‘‰ 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 67 ft,Â ofÂ entireÂ building ð‘‰ ð‘‰ âˆ— ð‘ 2605 lb,Â DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 6.5 ft,Â resistedÂ byÂ gridÂ line 3400 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.10 p,Â %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ PerforatedÂ ShearÂ WallÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 LengthÂ Max.Â Eff.Â LRFDÂ DesignÂ DesignÂ LRFDÂ DesignÂ DesignÂ LengthÂ ofÂ Fullâ€ ShortestÂ WallÂ OpeningÂ OpeningÂ CapacityÂ AspectÂ AllowÂ AllowÂ ShearÂ AllowÂ AllowÂ ShearÂ StructuralÂ ofÂ perf.Â HeightÂ segmentÂ HeightÂ HeightÂ AspectÂ %Â FullÂ HeightÂ FactorÂ RatioÂ cap.Â (plf)Â cap.Â (plf)Â Cap.Â (lb)Â cap.Â cap.Â (plf)Â Cap.Â (lb)Â ShearÂ WallÂ wallÂ (ft) wallÂ (ft) (ft) (ft) (ft) Ratio Height Ratio Co Factor WIND WIND WIND (plf)Â SEISMIC SEISMIC SW1 10.5 7.5 3.5 9 5 2.57 0.71 0.56 0.80 0.93 312 232 2439 223 166 1748 SW0Â 33 17 3 9 5 3.00 0.52 0.56 0.70 0.00 187 0 00134 0 SW0Â 25.5 13.5 3.5 9 5 2.57 0.53 0.56 0.71 0.00 187 0 00134 0 SW0Â 13.25 6.25 3.5 9 5 2.57 0.47 0.56 0.68 0.00 187 0 00134 0 SW1 10.75 6.66 3.33 9 5 2.70 0.62 0.56 0.76 0.91 312 215 2307 223 154 1653 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 4746 SEISMICÂ (lb) 3400 TableÂ 4.3.3.5Â ShearÂ CapacityÂ AdjustmentÂ Factor,Â Co MaximumÂ OpeningÂ HeightÂ Ratio ASDÂ AllowÂ Shear,Â WIND ASDÂ AllowÂ Shea,Â SEISMIC h/3 h/2 2h/3 5h/6 h SW0Â 187 plf SW0Â 134 plf %Â FullÂ 0.33 0.50 0.67 0.83 1.00 SW1 312 plf SW1 223 plf HeightÂ EffectiveÂ ShearÂ CapacityÂ Factor SW2 586 plf SW2 419 plf 0.1 1 0.69 0.53 0.43 0.36 SW3 1172 plf SW3 837 plf 0.2 1 0.71 0.56 0.45 0.38 SW4 911 plf SW4 651 plf 0.3 1 0.74 0.59 0.49 0.42 SW5 1330 plf SW5 949 plf 0.4 1 0.77 0.63 0.53 0.45 SW6 1730 plf SW6 1237 plf 0.5 1 0.8 0.67 0.57 0.5 0.6 1 0.83 0.71 0.63 0.56 3RDÂ FLOORÂ GRIDÂ FÂ WALLSÂ AREÂ SW1Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â 0.7 1 0.87 0.77 0.69 0.63 PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 0.8 1 0.91 0.83 0.77 0.71 FIELDÂ &Â SW0,Â UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ 0.9 1 0.95 0.91 0.87 0.83 MIN.Â ONÂ OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ 11 1 1 1 1 FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ REQUIRED.Â 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 53 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3rdÂ floorÂ GridÂ 1Â &Â 7 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ 1Â &Â 7 Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 4.75 ft 1140 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 5264 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 71.25 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ 1Â &Â 7 Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 1159 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 4.75 ft,Â resistedÂ byÂ gridÂ line 3771 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.04 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW0Â 14.5 9 0.62 1.00 187 187 2710 134 134 1942 SW0Â 13.66 9 0.66 1.00 187 187 2553 134 134 1829 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 5264 SEISMICÂ (lb) 3771 3RDÂ FLOORÂ GRIDÂ 1Â &Â 7Â WALLSÂ AREÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ SW1 312 plf SW1 223 plf OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â SW2 586 plf SW2 419 plf ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW3 911 plf SW3 651 plf FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ SW4 1172 plf SW4 837 plf REQUIRED.Â SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 54 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ 2Â &Â 6 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 2Â &Â 6 Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 18 ft 4320 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 7010 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 270 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 2Â &Â 6 Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 4393 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 18 ft,Â resistedÂ byÂ gridÂ line 5022 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.16 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW0Â 10.5 9 0.86 1.00 187 187 1963 134 134 1406 SW0Â 9 9 1.00 1.00 187 187 1682 134 134 1205 SW0Â 18 9 0.50 1.00 187 187 3365 134 134 2411 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 7010 SEISMICÂ (lb) 5022 3RDÂ floorÂ GridÂ 2Â &Â 6Â wallsÂ AREÂ SW0,Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC UNBLOCKEDÂ SHEARÂ WALL,Â SHEATHEDÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â PLYÂ MIN.Â ONÂ SW1 312 plf SW1 223 plf OUTSIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 6"Â O.C.Â SW2 586 plf SW2 419 plf ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW3 911 plf SW3 651 plf FIELD.Â PANELÂ EDGEÂ BLOCKINGÂ NOTÂ SW4 1172 plf SW4 837 plf REQUIRED.Â SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 55 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3rdÂ floorÂ GridÂ 3 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ 3 Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 24 ft 5760 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 9736 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 360 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3rdÂ floorÂ GridÂ 3 Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 5858 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 24 ft,Â resistedÂ byÂ gridÂ line 6975 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.22 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW1 31.25 9 0.29 1.00 312 312 9736 223 223 6975 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 9736 SEISMICÂ (lb) 6975 3RDÂ FLOORÂ GRIDÂ 3Â WALLSÂ AREÂ SW1Â ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ SW0Â 187 plf SW0Â 134 plf ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW1 312 plf SW1 223 plf WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW2 586 plf SW2 419 plf 12"Â O.C.Â INÂ THEÂ FIELD. SW3 911 plf SW3 651 plf SW4 1172 plf SW4 837 plf SW5 1330 plf SW5 949 plf SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 56 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 3rdÂ floorÂ GridÂ 3 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 31.5 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 5858 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 52722 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 59535 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€6813 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€216 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 31.5 10 12 3780 TotalÂ DeadÂ Load 3780 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 57 of 138 SegmentedÂ ShearÂ WallÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ 4 AllowableÂ ShearÂ Capacities:Â ASDÂ AllowableÂ ShearÂ capacitiesÂ areÂ calculatedÂ fromÂ SDPWSÂ 2015Â ChapterÂ 4.3Â Woodâ€FrameÂ ShearÂ Walls.Â ShearÂ valuesÂ comeÂ fromÂ TableÂ 4.3Â andÂ adjustedÂ inÂ accordanceÂ withÂ SPDWSÂ SectionÂ 4.3.Â ForÂ woodÂ strucutralÂ panelsÂ withÂ aspectÂ ratiosÂ greaterÂ thanÂ 2:1,Â theÂ nominalÂ shearÂ capacityÂ shallÂ beÂ multipliedÂ byÂ theÂ AspectÂ RatioÂ FactorÂ (WSP)Â =Â 1.25Â â€Â 0.125h/b.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ blockedÂ shearÂ wallsÂ shallÂ notÂ exceedÂ 3.5:1.Â ShearÂ wallÂ aspectÂ ratioÂ forÂ unblockedÂ shearÂ wallsÂ (PW)Â shallÂ notÂ exceedÂ 2:1. WindÂ Analysis: CalculateÂ WindÂ TributaryÂ AreaÂ (ft^2)Â onÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 4 Calculations HeightÂ 15 ft 16.00 psf,Â simplifiedÂ designÂ windÂ pressure Width 19 ft 4560 lb,Â totalÂ windÂ forceÂ actingÂ onÂ wall HeightÂ 2 TotalÂ ShearÂ Capacity 8158 lb,Â calculatedÂ perÂ tableÂ below WidthÂ 2 DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Wind)Â >Â Fwind Area, 285 ft SeismicÂ Analysis: CalculateÂ ProportionÂ ofÂ SeismicÂ ForcesÂ toÂ resistingÂ wallÂ 3RDÂ floorÂ GridÂ 4 Calculations ThirdÂ Story 26848 SeismicÂ shearÂ loadÂ atÂ story TotalÂ Width 110 ft,Â ofÂ entireÂ building 4637 DesignÂ seismicÂ loadÂ onÂ gridÂ line Trib.Â Width 19 ft,Â resistedÂ byÂ gridÂ line 5831 TotalÂ ShearÂ CapacityÂ ofÂ ShearÂ Walls,Â lb 0.17 %Â ofÂ loadÂ resistedÂ byÂ gridÂ line DesignÂ Check DesignÂ Good CheckÂ ShearÂ CapacityÂ (Seimsic)Â >Â Fseismic CalculationÂ ofÂ ShearÂ CapacityÂ ofÂ SegmentedÂ WallÂ SegmentsÂ â€Â Ref.Â SDPWSÂ 2015Â ChapterÂ 4.3 AspectÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ LRFDÂ AllowÂ DesignÂ AllowÂ ShearÂ WallÂ StructuralÂ AspectÂ RatioÂ Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â Capacity,Â plf,Â CapacityÂ (plf),Â CapacityÂ (lb),Â ShearÂ Wall LengthÂ (ft) HeightÂ (ft) Ratio Factor WIND WIND WIND SEISMIC SEISMIC SEISMIC SW2 11 9 0.82 1.00 586 586 6445 419 419 4604 SW1 5.5 9 1.64 1.00 312 312 1714 223 223 1228 TotalÂ DesignÂ ShearÂ Capacity,Â WINDÂ (lb) 8158 SEISMICÂ (lb) 5831 3RDÂ FLOORÂ GRIDÂ 4Â WALLSÂ AREÂ SW1Â BLOCKEDÂ SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â WIND ASDÂ AllowÂ UnitÂ ShearÂ Capacity,Â SEISMIC ORÂ 15/32"Â PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ SW0Â 187 plf SW0Â 134 plf WITHÂ 8dÂ ATÂ 6"Â O.C.Â ALONGÂ PANELÂ EDGES,Â SW1 312 plf SW1 223 plf 12"Â O.C.Â INÂ THEÂ FIELDÂ &Â SW2Â BLOCKEDÂ SW2 586 plf SW2 419 plf SHEARÂ WALL,Â WITHÂ 7/16"Â OSBÂ ORÂ 15/32"Â SW3 911 plf SW3 651 plf PLYÂ ONÂ ONEÂ SIDEÂ ANDÂ NAILÂ WITHÂ 8dÂ ATÂ 3"Â SW4 1172 plf SW4 837 plf O.C.Â ALONGÂ PANELÂ EDGES,Â 12"Â O.C.Â INÂ THEÂ SW5 1330 plf SW5 949 plf FIELD. SW6 1730 plf SW6 1237 plf 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 58 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ 4 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 11 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 3427 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 30843 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 5940 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load 24903 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair 2264 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 910 12 1080 TotalÂ DeadÂ Load 1080 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load HoldÂ Down HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb UseÂ SimpsonÂ HDU4Â withÂ 5/8"Â galv.Â HDU5 4340 lb MST60 6235 lb anchorÂ min. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 59 of 138 SegmentedÂ ShearÂ WallÂ HoldÂ DownÂ Capacity GridÂ line: 3RDÂ floorÂ GridÂ 5 ReferÂ SDPWSÂ 4.3.6.1.2Â TensionÂ &Â CompressionÂ Chords:Â TensionÂ force,Â T,Â andÂ compressionÂ force,Â C,Â resultingÂ fromÂ shearÂ wallÂ overturningÂ forcesÂ atÂ eachÂ storyÂ levelÂ shallÂ beÂ calculatedÂ inÂ accordanceÂ withÂ equationÂ 4.3â€7:Â 9 ftÂ Â Â Â Â Â Â Â h,Â shearÂ wallÂ height,Â ft 29 ftÂ Â Â Â Â Â Â Â b,Â shearÂ wallÂ width,Â ft 5064 lbÂ Â Â Â Â Â Â Â V,Â totalÂ shearÂ forceÂ atÂ topÂ ofÂ shearÂ wallÂ segment 45576 lbâ€ftÂ Â Â MoÂ =Â h*V,Â OverturningÂ momentÂ ofÂ lateralÂ load 50460 lbâ€ftÂ Â Â MdÂ =Â b/2*W,Â ResistingÂ MomentÂ ofÂ DeadÂ Load â€4884 lbâ€ftÂ Â Â MrÂ =Â MoÂ â€Â Md,Â RequiredÂ resistingÂ momentÂ fromÂ holdÂ downÂ pair â€168 lbÂ Â Â Â Â Â Â Â TÂ =Â MrÂ /Â b,Â MinimumÂ requiredÂ Tension/CompressionÂ ForceÂ inÂ holdÂ downÂ pair DeadÂ LoadÂ onÂ ShearÂ Wall LoadÂ L,Â ft W,Â ft DL,Â psf Weight Wall 29 10 12 3480 TotalÂ DeadÂ Load 3480 lb HoldÂ DownÂ Capacity SteelÂ Strap DesignÂ HoldÂ Down HoldownÂ AllowableÂ Load StrapÂ AllowableÂ Load StrapÂ Tie HDU2 2215 lb MST37 2705 lb HDU4 3285 lb MST48 4200 lb HoldÂ downsÂ notÂ required.Â DeadÂ loadÂ HDU5 4340 lb MST60 6235 lb resistsÂ overturningÂ forces. HDU8 5820 lb MST72 6730 lb HDU11 8030 lb HDU14 12375 lb HoldÂ downÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: StrapÂ capacityÂ providedÂ byÂ SimpsonÂ StrongÂ Tie: 18620 Woodlands Way, 10/11/23 Structural Calculations, Pg. 60 of 138 WindÂ UpliftÂ CalculatorÂ perÂ ASCEÂ 7â€16 18620Â WOODLANDSÂ WAY ARLINGTON,Â WAÂ 98223 Ref.Â ASCEÂ 7â€16Â Ch.Â 27Â â€Â MainÂ WindÂ ForceÂ ResistingÂ System Inputs: BasicÂ WindÂ Speed,Â V 110 mph ExposureÂ Category C WindÂ TypeÂ ClearÂ WindÂ Flow RiskÂ CategoryÂ ofÂ Structure II EnclosureÂ Classification PartiallyÂ Enclosed RoofÂ Type Gable,Â Hip,Â orÂ Mansard MeanÂ RoofÂ Height,Â h 35 ft MaxÂ InteriorÂ Height,Â z 30 ft RoofÂ Angle,Â Ï´ 18.43 degrees BuildingÂ Length,Â L 67 ft ASDÂ LoadÂ CombinationÂ Factor 1 Calculations: DirectionalityÂ Factor,Â Kd 0.85 TableÂ 26.6â€1 TopographicÂ Factor,Â Kzt 1 FigureÂ 26.8â€1 Gustâ€effectÂ Factor,Â G 0.85 SectionÂ 26.9 InternalÂ PressureÂ Coefficient,Â GCpi â€0.55 TableÂ 26.11â€1 VelocityÂ PressureÂ Coefficient,Â Kh 1.01 TableÂ 27.3.1 VelocityÂ PressureÂ Coefficient,Â Kz 0.98 TableÂ 27.3.1 VelocityÂ Pressure,Â qh 26.59 Eq.Â 27.3â€1 VelocityÂ Pressure,Â qz 25.80 Eq.Â 27.3â€1 ExternalÂ PressureÂ Coefficient,Â Cp â€0.92 Fig.Â 27.4 WindÂ UpliftÂ Pressure,Â p â€6.56Â psf Eq.Â 27.4â€1 DesignÂ UpliftÂ Pressure,Â PÂ =Â pÂ *Â 1.0 â€6.56Â psf Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 61 of 138 Project ID: Project Descr: Steel Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: C1 - Parking area 6x6x1/4 HSS, 34k dead, 26 kip live, 14.6k snow, 3 kip seimsic force at top of column . Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS6x6x3/8 Overall Column Height 7.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 7.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 7.0 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 192.360 lbs * Dead Load Factor AXIAL LOADS . . . W3: Axial Load at 7.0 ft, D = 19.080, L = 13.20, S = 10.398 k W2: Axial Load at 7.0 ft, D = 15.240, L = 13.50, S = 4.250 k BENDING LOADS . . . Lat. Point Load at 7.0 ft creating Mx-x, H = 3.0 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8585 : 1 Maximum Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are . . . Top along Y-Y 0.0 k Pa : Axial 65.523 k Bottom along Y-Y 3.0 k Pn / Omega : Allowable 190.571 k Maximum Load Deflections . . . Ma-x : Applied -21.0 k-ft Along Y-Y 0.5148 in at 7.0ft above base Mn-x / Omega : Allowable 36.267 k-ft for load combination :+D+H Ma-y : Applied 0.0 k-ft Mn-y / Omega : Allowable 36.267 k-ft Along X-X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.05251 : 1 Load Combination +D+H Location of max.above base 0.0 ft At maximum location values are . . . Va : Applied 3.0 k Vn / Omega : Allowable 57.137 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 +D+H 0.670 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.053 PASS 0.00 ft +D+L+H 0.836 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.053 PASS 0.00 ft +D+S+H 0.773 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.053 PASS 0.00 ft +D+0.750L+H 0.801 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.053 PASS 0.00 ft +D+0.750L+0.750S+H 0.859 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.053 PASS 0.00 ft +0.60D+0.60H 0.402 PASS 0.00 ft 1.67 1.00 36.84 36.84 0.032 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+H 34.512 3.000 -21.000 +D+L+H 61.212 3.000 -21.000 +D+S+H 49.160 3.000 -21.000 +D+0.750L+H 54.537 3.000 -21.000 +D+0.750L+0.750S+H 65.523 3.000 -21.000 +0.60D+0.60H 20.707 1.800 -12.600 Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 62 of 138 Project ID: Project Descr: Steel Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: C1 - Parking area 6x6x1/4 HSS, 34k dead, 26 kip live, 14.6k snow, 3 kip seimsic force at top of column 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 34.512 L Only 26.700 S Only 14.648 H Only 3.000 -21.000 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 65.523 3.000 -21.000 " Minimum 3.000 -21.000 Reaction, X-X Axis Base Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 Reaction, Y-Y Axis Base Maximum 34.512 3.000 -21.000 " Minimum 34.512 Reaction, X-X Axis Top Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 Reaction, Y-Y Axis Top Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 Moment, X-X Axis Base Maximum 34.512 " Minimum 34.512 -21.000 3.000 -21.000 Moment, Y-Y Axis Base Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 Moment, X-X Axis Top Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 Moment, Y-Y Axis Top Maximum 34.512 3.000 -21.000 " Minimum 34.512 3.000 -21.000 . Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.515 in 7.000 ft +D+L+H 0.0000 in 0.000 ft 0.515 in 7.000 ft +D+S+H 0.0000 in 0.000 ft 0.515 in 7.000 ft +D+0.750L+H 0.0000 in 0.000 ft 0.515 in 7.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.515 in 7.000 ft +0.60D+0.60H 0.0000 in 0.000 ft 0.309 in 7.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L 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 H Only 0.0000 in 0.000 ft 0.510 in 6.953 ft . Steel Section Properties : HSS6x6x3/8 Depth = 6.000 in I xx = 39.50 in^4 J = 64.600 in^4 Design Thick = 0.349 in S xx = 13.20 in^3 Width = 6.000 in R xx = 2.280 in Wall Thick = 0.375 in Zx = 15.800 in^3 Area = 7.580 in^2 I yy = 39.500 in^4 C = 22.100 in^3 Weight = 27.480 plf S yy = 13.200 in^3 R yy = 2.280 in Ycg = 0.000 in Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 63 of 138 Project ID: Project Descr: Steel Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: C1 - Parking area 6x6x1/4 HSS, 34k dead, 26 kip live, 14.6k snow, 3 kip seimsic force at top of column Sketches Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 64 of 138 Project ID: Project Descr: General Footing LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Footing below parking area columns with 16" dia. x 42" high pedestal Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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) = 250.0 pcf ïª Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.10 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 2.0 : 1 Min. Sliding Safety Factor = 2.0 : 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : Yes = ft Use Pedestal wt for stability, mom & shear : Yes Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 16.0 in pz : parallel to Z-Z Axis = 16.0 in = Height 48.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis = Number of Bars 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 34.50 26.70 14.650 k OB : Overburden = ksf M-xx = 30.0 k-ft M-zz = 30.0 k-ft V-x = 3.0 k V-z = 3.0 k Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 65 of 138 Project ID: Project Descr: General Footing LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Footing below parking area columns with 16" dia. x 42" high pedestal DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9642 Soil Bearing 2.695 ksf 2.795 ksf +D+0.750L+0.750S+0.5250E about Z-Z axis PASS 3.248 Overturning - X-X 23.625 k-ft 76.740 k-ft +0.60D+0.70E PASS 3.248 Overturning - Z-Z 23.625 k-ft 76.740 k-ft +0.60D+0.70E PASS 4.369 Sliding - X-X 2.10 k 9.174 k +0.60D+0.70E PASS 4.369 Sliding - Z-Z 2.10 k 9.174 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6199 Z Flexure (+X) 7.520 k-ft/ft 12.131 k-ft/ft +1.20D+0.50L+0.70S+E PASS 0.5770 Z Flexure (-X) 6.999 k-ft/ft 12.131 k-ft/ft +1.20D+1.60L+0.50S PASS 0.6199 X Flexure (+Z) 7.520 k-ft/ft 12.131 k-ft/ft +1.20D+0.50L+0.70S+E PASS 0.5770 X Flexure (-Z) 6.999 k-ft/ft 12.131 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4856 1-way Shear (+X) 39.893 psi 82.158 psi +1.20D+0.50L+0.70S+E PASS 0.4521 1-way Shear (-X) 37.140 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.4856 1-way Shear (+Z) 39.893 psi 82.158 psi +1.20D+0.50L+0.70S+E PASS 0.4521 1-way Shear (-Z) 37.140 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.5536 2-way Punching 90.961 psi 164.317 psi +1.20D+1.60L+0.50S Top reinforcing mat required (see 'Bending' tab). 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 2.795 n/a 0.0 1.184 1.184 n/a n/a 0.424 X-X, +D+L 2.795 n/a 0.0 1.926 1.926 n/a n/a 0.689 X-X, +D+S 2.795 n/a 0.0 1.591 1.591 n/a n/a 0.569 X-X, +D+0.750L 2.795 n/a 0.0 1.741 1.741 n/a n/a 0.623 X-X, +D+0.750L+0.750S 2.795 n/a 0.0 2.046 2.046 n/a n/a 0.732 X-X, +D+0.70E 2.795 n/a 8.866 0.3180 2.051 n/a n/a 0.734 X-X, +D+0.750L+0.750S+0.5250E 2.795 n/a 3.850 1.396 2.695 n/a n/a 0.964 X-X, +0.60D 2.795 n/a 0.0 0.7106 0.7106 n/a n/a 0.254 X-X, +0.60D+0.70E 2.795 n/a 14.777 0.0 1.598 n/a n/a 0.572 Z-Z, D Only 2.795 0.0 n/a n/a n/a 1.184 1.184 0.424 Z-Z, +D+L 2.795 0.0 n/a n/a n/a 1.926 1.926 0.689 Z-Z, +D+S 2.795 0.0 n/a n/a n/a 1.591 1.591 0.569 Z-Z, +D+0.750L 2.795 0.0 n/a n/a n/a 1.741 1.741 0.623 Z-Z, +D+0.750L+0.750S 2.795 0.0 n/a n/a n/a 2.046 2.046 0.732 Z-Z, +D+0.70E 2.795 8.866 n/a n/a n/a 0.3180 2.051 0.734 Z-Z, +D+0.750L+0.750S+0.5250E 2.795 3.850 n/a n/a n/a 1.396 2.695 0.964 Z-Z, +0.60D 2.795 0.0 n/a n/a n/a 0.7106 0.7106 0.254 Z-Z, +0.60D+0.70E 2.795 14.777 n/a n/a n/a 0.0 1.598 0.572 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+L None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.750L None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S None 0.0 k-ft Infinity OK X-X, +D+0.70E 23.625 k-ft 127.90 k-ft 5.414 OK X-X, +D+0.750L+0.750S+0.5250E 17.719 k-ft 220.938 k-ft 12.469 OK X-X, +0.60D None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E 23.625 k-ft 76.740 k-ft 3.248 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+L None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750L None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S None 0.0 k-ft Infinity OK Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 66 of 138 Project ID: Project Descr: General Footing LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Footing below parking area columns with 16" dia. x 42" high pedestal Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +D+0.70E 23.625 k-ft 127.90 k-ft 5.414 OK Z-Z, +D+0.750L+0.750S+0.5250E 17.719 k-ft 220.938 k-ft 12.469 OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.70E 23.625 k-ft 76.740 k-ft 3.248 OK All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 14.290 k No Sliding OK X-X, +D+L 0.0 k 22.30 k No Sliding OK X-X, +D+S 0.0 k 18.685 k No Sliding OK X-X, +D+0.750L 0.0 k 20.298 k No Sliding OK X-X, +D+0.750L+0.750S 0.0 k 23.594 k No Sliding OK X-X, +D+0.70E 2.10 k 14.290 k 6.805 OK X-X, +D+0.750L+0.750S+0.5250E 1.575 k 23.594 k 14.980 OK X-X, +0.60D 0.0 k 9.174 k No Sliding OK X-X, +0.60D+0.70E 2.10 k 9.174 k 4.369 OK Z-Z, D Only 0.0 k 14.290 k No Sliding OK Z-Z, +D+L 0.0 k 22.30 k No Sliding OK Z-Z, +D+S 0.0 k 18.685 k No Sliding OK Z-Z, +D+0.750L 0.0 k 20.298 k No Sliding OK Z-Z, +D+0.750L+0.750S+0.5250E 1.575 k 23.594 k 14.980 OK Z-Z, +0.60D 0.0 k 9.174 k No Sliding OK Z-Z, +0.60D+0.70E 2.10 k 9.174 k 4.369 OK Z-Z, +D+0.750L+0.750S 0.0 k 23.594 k No Sliding OK Z-Z, +D+0.70E 2.10 k 14.290 k 6.805 OK Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 3.751 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.40D 3.751 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60L 6.446 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60L 6.446 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60L+0.50S 6.999 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60L+0.50S 6.999 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L 4.225 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L 4.225 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D 3.215 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D 3.215 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+1.60S 5.997 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+1.60S 5.997 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60S 4.988 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+1.60S 4.988 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+0.50S 4.779 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+0.50S 4.779 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+0.70S+E 7.520 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +1.20D+0.50L+0.70S+E 2.480 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +0.90D 2.411 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +0.90D 2.411 -Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +0.90D+E 4.960 +Z Bottom 0.2592 AsMin 0.310 12.131 OK X-X, +0.90D+E 0.06583 -Z Top 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.40D 3.751 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.40D 3.751 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60L 6.446 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60L 6.446 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60L+0.50S 6.999 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60L+0.50S 6.999 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L 4.225 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L 4.225 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D 3.215 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D 3.215 +X Bottom 0.2592 AsMin 0.310 12.131 OK Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 67 of 138 Project ID: Project Descr: General Footing LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Footing below parking area columns with 16" dia. x 42" high pedestal Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +1.20D+0.50L+1.60S 5.997 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L+1.60S 5.997 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60S 4.988 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+1.60S 4.988 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L+0.50S 4.779 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L+0.50S 4.779 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L+0.70S+E 2.480 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +1.20D+0.50L+0.70S+E 7.520 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +0.90D 2.411 -X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +0.90D 2.411 +X Bottom 0.2592 AsMin 0.310 12.131 OK Z-Z, +0.90D+E 0.06583 -X Top 0.2592 AsMin 0.310 12.131 OK Z-Z, +0.90D+E 4.960 +X Bottom 0.2592 AsMin 0.310 12.131 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 19.90psi 19.90psi 19.90 psi 19.90 psi 19.90psi 82.16 psi 0.24 OK +1.20D+1.60L 34.20psi 34.20psi 34.20 psi 34.20 psi 34.20psi 82.16 psi 0.42 OK +1.20D+1.60L+0.50S 37.14psi 37.14psi 37.14 psi 37.14 psi 37.14psi 82.16 psi 0.45 OK +1.20D+0.50L 22.42psi 22.42psi 22.42 psi 22.42 psi 22.42psi 82.16 psi 0.27 OK +1.20D 17.06psi 17.06psi 17.06 psi 17.06 psi 17.06psi 82.16 psi 0.21 OK +1.20D+0.50L+1.60S 31.82psi 31.82psi 31.82 psi 31.82 psi 31.82psi 82.16 psi 0.39 OK +1.20D+1.60S 26.47psi 26.47psi 26.47 psi 26.47 psi 26.47psi 82.16 psi 0.32 OK +1.20D+0.50L+0.50S 25.36psi 25.36psi 25.36 psi 25.36 psi 25.36psi 82.16 psi 0.31 OK +1.20D+0.50L+0.70S+E 13.17psi 39.89psi 13.17 psi 39.89 psi 39.89psi 82.16 psi 0.49 OK +0.90D 12.80psi 12.80psi 12.80 psi 12.80 psi 12.80psi 82.16 psi 0.16 OK +0.90D+E 0.46psi 26.31psi 0.46 psi 26.31 psi 26.31psi 82.16 psi 0.32 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 48.75 psi 164.32psi 0.2967 OK +1.20D+1.60L 83.76 psi 164.32psi 0.5098 OK +1.20D+1.60L+0.50S 90.96 psi 164.32psi 0.5536 OK +1.20D+0.50L 54.90 psi 164.32psi 0.3341 OK +1.20D 41.78 psi 164.32psi 0.2543 OK +1.20D+0.50L+1.60S 77.94 psi 164.32psi 0.4743 OK +1.20D+1.60S 64.82 psi 164.32psi 0.3945 OK +1.20D+0.50L+0.50S 62.10 psi 164.32psi 0.3779 OK +1.20D+0.50L+0.70S+E 64.98 psi 164.32psi 0.3954 OK +0.90D 31.34 psi 164.32psi 0.1907 OK +0.90D+E 31.38 psi 164.32psi 0.191 OK Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 68 of 138 Project ID: Project Descr: Concrete Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Concrete pedestal, 42" above grade . Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 General Information f'c : Concrete 28 day strength= 3 ksi Overall Column Height = 4.0 ft E = = 3122 ksi End Fixity Top & Bottom Pinned Density = 150 pcf Brace condition for deflection (buckling) along columns : ï¢ = 0.850 X-X (width) axis : fy - Main Rebar = 60 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 4.0 ft, K = 1.0 E - Main Rebar = 29000 ksi Y-Y (depth) axis : Allow. Reinforcing Limits ASTM A615 Bars Used Unbraced Length for buckling ABOUT X-X Axis = 4.0 ft, K = 1.0 Min. Reinf. = 1 % Max. Reinf. = 8 % .. Column Cross Section Column Dimensions : 16.0in Diameter, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing : 8 - #5 bars . Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 837.76 lbs * Dead Load Factor AXIAL LOADS . . . Vertical Loads: Axial Load at 4.0 ft above base, D = 34.50, L = 26.70, S = 14.60 k BENDING LOADS . . . Lat. Point Load at 4.0 ft creating Mx-x, E = 3.0 k . DESIGN SUMMARY Load Combination +1.20D+1.60L+0.50S Maximum SERVICE Load Reactions . Location of max.above base 3.973 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum Stress Ratio = 0.271: 1 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 Pu = 92.425 k ïª* Pn = 340.696 k ïª Maximum SERVICE Load Deflections . . Mu-x = 0.0 k-ft * Mn-x = 0.0 k-ft ïª Along Y-Y 0.0 in at 0.0 ft above base Mu-y = 0.0 k-ft * Mn-y = 0.0 k-ft for load combination : Mu Angle = 0.0 deg Along X-X 0.0in at 0.0 ft above base Mu at Angle = 0.0 k-ft ïªMn at Angle = 0.0 k-ft for load combination : Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities . . General Section Information . .ïª = 0.650 ï¢ =0.850 ï± = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity ï² : % Reinforcing 1.233 % Rebar % Ok 655.18 k Reinforcing Area 2.480 in^2 Pnmin : Nominal Min. Tension Axial Capacity k Concrete Area 201.062 in^2 ïªPn, max : Usable Compressive Axial Capacity 340.696 k ïª Pn, min : Usable Tension Axial Capacity k . Project Title: 18620 Woodlands Way, 10/11/23 Engineer: Structural Calculations, Pg. 69 of 138 Project ID: Project Descr: Concrete Column LIC# : KW-06013604, Build:20.23.5.12 Bradley Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Concrete pedestal, 42" above grade Governing Load Combination Results Axial Load Bending Analysis k-ft Governing Factored Moment Dist. from k Utilization Load Combination X-X Y-Y base ft Pu ïª * Pn ï¤x ï¤x * Mux ï¤y ï¤y * Muy Alpha (deg) ï¤ Mu ïª Mn Ratio +1.40D 3.97 49.47 340.70 0.000 0.145 +1.20D+1.60L 3.97 85.13 340.70 0.000 0.250 +1.20D+1.60L+0.50S 3.97 92.43 340.70 0.000 0.271 +1.20D+0.50L 3.97 55.76 340.70 0.000 0.164 +1.20D 3.97 42.41 340.70 0.000 0.124 +1.20D+0.50L+1.60S 3.97 79.12 340.70 0.000 0.232 +1.20D+1.60S 3.97 65.77 340.70 0.000 0.193 +1.20D+0.50L+0.50S 3.97 63.06 340.70 0.000 0.185 +1.20D+0.50L+0.70S+E 3.97 65.98 340.70 0.000 0.194 +0.90D 3.97 31.80 340.70 0.000 0.093 +0.90D+E 3.97 31.80 340.70 0.000 0.093 . Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 35.338 +D+L 62.038 +D+S 49.938 +D+0.750L 55.363 +D+0.750L+0.750S 66.313 +D+0.70E 35.338 +D+0.750L+0.750S+0.5250E 66.313 +0.60D 21.203 +0.60D+0.70E 21.203 L Only 26.700 S Only 14.600 E Only Maximum Moment Reactions Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+L k-ft k-ft +D+S k-ft k-ft +D+0.750L k-ft k-ft +D+0.750L+0.750S k-ft k-ft +D+0.70E k-ft k-ft +D+0.750L+0.750S+0.5250E k-ft k-ft +0.60D k-ft k-ft +0.60D+0.70E k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft E Only k-ft k-ft . 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+L 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+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft L 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 E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft . Date: 01/29/2026 Permit #: 5517 Permit Date: 08/04/2023 Review Date: 02/01/2024 Permit Type: COMMERCIAL BUILDING Review Type: MULTI-FAMILY Target Date: 02/29/2024 Scheduled Time: 00:00 Completed Date: 02/14/2024 Description: Review Status: Approved Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes Minor changes approved: Minor change to bump out on building storage 101 (Sheet 2 A1.0) Additional large door located on west side of North Elevation. Open space shown northwest of building 2 changes from 5828sf to 6210sf 02/12/2024 Changes approved: Mini park calculation changed from 10,923sf to 11,305sf Onsite landscaping/open space calculation changed from 29,668sf to 28,085sf Dumpster pad changed from 461sf to 514sf Concrete sidewalk changed from 3980sf to 5524sf Asphalt parking changed from 43756sf to 43648sf Property Information Parcel#: 00738500103100 GRANDVIEW NORTH LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE 18620 WOODLANDS WAY ARLINGTON, WA 98223 Zoning: 126 MULTI-FAMILY MKTLot: Block: Permit #: 5517 Permit Date: 08/04/23 Permit Type: COMMERCIAL BUILDING Project Name: Ironwood Place BLDG2 Applicant Name: Grandview North LLC Applicant Address: PO Box 159 Applicant, City, State, Zip: Arlington, WA 98223 Contact: Scott Wammack Phone: 360-435-7171 Email: gv@grandviewinc.net Scope of Work: New apartment building Valuation: 2672450.44 Square Feet: 18023 Number of Stories: 3 Construction Type: VB Occupancy Group: R-2; Residential ID Code: Permit Issued: 03/08/2024 Permit Expires: 09/04/2024 Form Permit Type: COMMERCIAL BUILDING Status: ISSUED Assigned To: Kristin Foster Property Parcel # Address Legal Description Owner Name Owner Phone Zoning GRANDVIEW 126 MULTI- 00738500103100 18620 WOODLANDS WAY NORTH LLC FAMILY MKT Contractors Contractor Primary Contact Phone Address Contractor Type License License # GRANDVIEW NORTH SCOTT CONSTRUCTION 360-435-7171 PO BOX 159 COA 601 858 917 LLC WAMMACK CONTRACTOR GRANDVIEW NORTH SCOTT CONSTRUCTION Labor & 360-435-7171 PO BOX 159 GRANDNL013KP LLC WAMMACK CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL 02/01/2024 SafeBuilt Approved BUILDING 02/01/2024 PERMIT TECHNICIAN Kristin Foster In Review No Comment 02/01/2024 MULTI-FAMILY AIRPORT Received 02/01/2024 MULTI-FAMILY PLANNING Approved 02/01/2024 MULTI-FAMILY No comments, LT & KS PW-ADMIN-GIS Approved 02/01/2024 MULTI-FAMILY No comments. Class 1. SB PW-SEW-REV Approved No Comment 02/01/2024 MULTI-FAMILY PW-WAT-REV Received Fees Fee Description Notes Amount Building Plan Review Table 4-2 $11,466.98 Processing/Technology $25.00 Building Permit Table 4-1 $17,638.49 State Surcharge - 1st DU Residential - 1st Unit $6.50 State Surcharge - add'l DU Residential Additional Units $38.00 Park - Community MF Multi-family $29,940.00 Traffic Mitigation - C/MF Commercial/Multi-family $29,603.00 Total $88,717.97 Attached Letters Date Letter Description 03/06/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/15/2023 Grandview North LLC 17421 Hannah Hardwick $11,466.98 XBP Conf: 02/29/2024 $77,250.99 166878054 Outstanding Balance $0.00 Notes Date Note Created By: 03/08/2024 Received receipts for SnoCo traffic and Arlington school District impact fees. Kristin Foster 03/06/2024 Emailed the permit to SAFEbuilt for signature. Kristin Foster Need SnoCo Traffic receipt for a total of $15,307.20 and Arlington School District receipt for a 02/12/2024 Kristin Foster total of $72,555. Bldg 1 total = $27,640.00 Bldg. 2 total = $44,915.00 11/09/2023 SAFEbuilt sent second round review comments Kristin Foster 10/26/2023 Received resubmittal and sent to SAFEbuilt for review. Kristin Foster 10/09/2023 SAFEbuilt sent review comments. Kristin Foster 09/11/2023 In review with SAFEbuilt Kristin Foster 09/11/2023 Add any applicable mitigation fees and check for school fees. Kristin Foster 08/04/2023 Send to Safebuilt after PH and Marc's approval Kristin Foster 08/04/2023 Deferred submittals: fire sprinkler and fire alarm Kristin Foster Uploaded Files Date File Name 03/08/2024 18866281-202040308_BLD5517_IssuedPermit.pdf 02/01/2024 18402544-20240131_BLD5517_ApprovedStructuralCalcs_Part1.pdf 02/01/2024 18402543-20240131_BLD5517_ApprovedStructuralCalcs_Part2.pdf 02/01/2024 18402507-20240131_BLD5517_ApprovedGeotech.pdf 02/01/2024 18402506-20240131_BLD5517_ApprovedEnergyForms.pdf 02/01/2024 18402505-20240131_BLD5517_ApprovedStructuralPlans.pdf 02/01/2024 18402503-20240131_BLD5517_ApprovedSitePlan.pdf 02/01/2024 18402475-20240131_BLD5517_ApprovedArchPlans.pdf 08/04/2023 16407957-20230802_BLD5517_SpecialInspect&TestAgreement.pdf 08/04/2023 16407955-20230802_BLD5517_EnergyCode.pdf 08/04/2023 16407954-20230802_BLD5517_DeferredSubmittal.pdf 08/04/2023 16407949-20230802_BLD5517_App.pdf Date: 01/29/2026 Permit #: 5517 Permit Date: 08/04/2023 Review Date: 02/01/2024 Permit Type: COMMERCIAL BUILDING Review Type: PERMIT TECHNICIAN Target Date: 02/01/2024 Scheduled Time: 00:00 Completed Date: Description: Review Status: In Review Assigned To: Kristin Foster Time In: 00:00 Time Out: 00:00 Hours: 0.0 Review Items 01. Application Date 08/02/2023 Kristin Foster Pass 02. Plan Review Fee Sent for Payment 10/19/2023 Kristin Foster Pass 03. Plan Review Fee Paid 12/15/2023 Kristin Foster Pass 04. Submittal Routed for Review 09/11/2023 Kristin Foster Pass 05. Review Comments Sent - 1 10/09/2023 SafeBuilt Pass 06. Resubmittal Received - 1 10/26/2023 Kristin Foster Pass 07. Resubmittal Routed for Review - 1 10/26/2023 Kristin Foster Pass 08. Review Comments Sent - 2 11/09/2023 SafeBuilt Pass 09. Resubmittal Received - 2 01/11/2024 Kristin Foster Pass 10. Resubmittal Routed for Review - 2 01/11/2024 Kristin Foster Pass 11. Review Comments Sent - 3 N/A 12. Resubmittal Received - 3 N/A 13. Resubmittal Routed for Review - 3 N/A 14. Plans Approved 02/01/2024 SafeBuilt Pass 15. Applicant Notified of Approved Plans and Payment 02/01/2024 SafeBuilt Pass 16. Approved Permit Packet Complete for Issuance 03/08/2024 Kristin Foster Pass 17. Permit Issued 03/08/2024 Kristin Foster Pass 18. TCO Final Approval 19. TCO Issued 20. Land Use Complete for CO 21. Civil Complete for CO 22. CO Final Approval 23. CO Issued Property Information Parcel#: 00738500103100 GRANDVIEW NORTH LLC GRANDVIEW NORTH LLC 18705 67TH AVE NE 18620 WOODLANDS WAY ARLINGTON, WA 98223 Zoning: 126 MULTI-FAMILY MKTLot: Block: F = = " !" # I W " !" #