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Tahoma Terra Structural OFFICE-calcsJOB #23-5170 STRUCTURAL CALCULATIONS THE KEIMIG ASSOCIATES TAHOMA TERRA 2 SUITE OFFICE TAHOMA BLVD SE YELM, WA JUNE 28, 2023 DANIEL TYRRELL, P.E. 10405 8"` STREET EAST EDGEWOOD, WA 98372 (253) 568-7991 2" Y4a CONSTRUCTION NOTES: GENERAL: CODE: IBC REQUIREMENTS ARE TO BE FOLLOWED. 2018 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION & PROVIDE TEMP. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY AND REPORT ALL DISCREPANCIES TO THE DESIGNER AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. LOADING: WIND(ULT.) = 110 MPH, EXPOSURE B (KZT=1.67) SITE CLASS D, SEISMIC DESIGN CATEGORY D, (SS=1.476 S1=.504) BASED ON USGS SEIMIC HAZARD MAP (ASCE 7-16) ROOF 17 PSF DEAD LOAD + 25 PSF SNOW LOAD = 42 PSF FLOOR 10 PSF DEAD LOAD + 50 PSF LIVE LOAD = 60 PSF INTERIOR PARTITION = 7 PSF EXTERIOR WALL = 9 PSF SITE WORK: GENERAL: FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'-0" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. FOUNDATION: GENERAL: CLASS AND USE F'C SLUMP MINIMUM SACKS/C.Y. A: FOOTINGS AND FOUNDATIONS 3000 3-4 5-1 /2 B: SLABS ON GRADE 3000 3-4 5-1 /2 1. AIR ENTRAINING AGENT (5% TO 7%) TO BE USED IN ALL CONCRETE FLAT WORK EXPOSED TO WEATHER. 2. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF SECTIONS 1904 OF THE IBC. 3. WATER -CEMENT RATIO PER IBC REINFORCING STEEL: ASTM A615 GRADE 60. REINFORCING STEEL DETAILS SHALL BE PREPARED BY AN EXPERIENCED APPROVED DETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN ACI REPORT 315. CONCRETE COVER OF REINFORCING: 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1-1/2" CONCRETE EXPOSED TO EARTH OR WEATHER. 1-1/2" BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER. 3/4" SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER. LAP COLUMN VERTICALS. CLASS "A" CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 32 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. ANCHOR BOLTS: ANCHOR BOLTS ARE TO BE GALVANIZED 5/8" MINIMUM DIA. X 10" ASTM -A307 AT 72" O.C. UNLESS NOTED OTHERWISE BY ENGINEER W/ 7" MIN. EMBEDMENT. SILL PLATE WASHERS TO BE 3" X 4.5" X .229". THERE SHALL BE A MIN. OF TWO ANCHOR BOLTS PER FOUNDATION SILL PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH SILL PLATE. �41O CARPENTRY: GENERAL: ALL FRAMING TO COMPLY WITH IBC/IRC 2018. NAIL SIZES AND SPACING TO CONFORM TO IBC TABLE 2304.10.1 ALL FRAMING LUMBER TO BE DOUG FIR LARCH ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURED TREATED 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 181, MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. LUMBER STRENGTH (UNITS IN psis Fv FB E GLUED LAMINATED TIMBERS DOUG -FIR LARCH (24F -V4) 165 2400 1,800,000 MICRo-LAM LVL DOUG -FIR LARCH 285 2600 1,900,000 WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE, SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. Construction Hardware All structural connectors to be manufactured by Simpson Strong —Tie. Where connectors are in contact with pressure treated wood (ACQ-C, ACQ-D, CBA -A, CA -B and non -DOT Borates), Simpson Z -max (G185) coated or Stainless Steel connectors are required. PLYWOOD: WALL AND ROOF SHEATHING SHALL BE 1/2" CDX 5 PLY PLYWOOD, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d @ 6" O.C. @ PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 32/16 ON WALLS AND 32/16 ON ROOFS. FLOOR SHEATHING SHALL BE 23/32" CDX T&G PLYWOOD, UNLESS OTHERWISE SPECIFIED. FLOOR SHEATHING SHALL BE GLUED AND NAILED W/ 10d @ 6" O.C. AT PANEL EDGES AND 12" O.C. IN FILED. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. SIMPSON PSCL CLIPS REQUIRED BETWEEN TRUSSES ON ROOF SHEATHING. STRUCTURAL GLUED — LAMINATED LUMBER: SHALL BE DOUGLAS FIR FABRICATED TO THE REQUIREMENTS OF U.S. PRODUCT STANDARD PS 56. LUMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OF 2400 PSI IN BENDING: 1100 PSI IN TENSION: 1600 PSI IN COMPRESSION PARALLEL TO GRAIN: 560 PSI IN COMPRESSION PERPENDICULAR TO GRAIN AND 190 PSI HORIZONTAL SHEAR (COMBINATION 24F -V4). LAMINATED MEMBERS TO BE AITC CERTIFIED. USE WATERPROOF GLUE. WOOD TRUSSES: TRUSSES SHALL BE DESIGNED BY A REGISTERED WASHINGTON STATE ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. TRUSSES TO BE STAMPED BY THE MANUFACTURER OR BY A QUALITY CONTROL AGENCY SUCH AS THE TRUSS PLATE INSTITUTE. ROOF TRUSS DESIGN SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. CALCULATIONS ARE BASED ON TRUSS LAYOUT AS SHOWN ON STRUCTURAL SHEETS. SHOULD FINAL TRUSS LAYOUT DIFFER FROM THAT SHOWN, CONTACT ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION FOR WRITTEN APPROVAL. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. ® The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, TC Hazards by Location Search Information Address: Tahoma Boulevard Southeast, Yelm, WA 98597, Description USA Coordinates: 46.9450598, -122.6258581 Elevation: 343 ft Timestamp: 2023-06-21 T16:22:50.756Z Hazard Type: Seismic Reference ASCE7-16 Document: SDS Risk Category: II Site Class: D -default Basic Parameters Tac rr 6 - c puyalluo Shelton ? _ d' 343 ft Olympi.a c Name Value Description SS 1.294 MCER ground motion (period=0.2s) St 0.468 MCER ground motion (period=1.0s) SMS 1.553 Site -modified spectral acceleration value SMi * null Site -modified spectral acceleration value SDS 1.035 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR1 0.891 Coefficient of risk (1.0s) y,W% alia M67Ljnt Reii NAtional P `Map data ©2023 Google rvri v.0 i i Iv" -.r -G NudK yiuunu dccuiuiauun FPGA 1.2 Site amplification factor at PGA PGAM 0.621 Site modified peak ground acceleration TL 16 Long -period transition period (s) SsRT 1.294 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.425 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.468 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.526 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.634 Factored deterministic acceleration value (1.0s) PGAd 0.517 Factored deterministic acceleration value (PGA) " See Section 11.4.8 4/¢d The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_._ Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Daniel J. Tyrrell, P.E. Consulting Engineer 10405 8th Street East Edgewood, WA 98372 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT: Keimig-Tahoma Terra JOB #: 23- 5170 PAGE 5 OF 4d BY: DT DATE: 6/22/2023 Cs = Spsl/R (equ. 12.8-2 ASCE 7-16) h = 28 ft Cs(max) = N/A per 11.4.8 ASCE 7-16 (equ. 12.8-3 ASCE 7-16) R = 6.50 Cs(min)=0.044(Sps)(1) (equ. 12.8-5 ASCE 7-16) 1 = 1.00 Cs(min) = 0.046 Cs = 0.159 governs Cs(max) = N/A V = CS(WUPPER+WMAIN) = QE (equ. 12.8-1 ASCE 7-16) UPPER STORY: Roof Area = Roof Dead Weight = Snow Load = .1----- 336.0 ft2 Wall Length = 17.0 psf Wall Dead Weight = 25 psf Tributary Wall Height = # of Walls = WUPPER = Roof + Wall = MAIN STORY: Roof Area = 1329.0 ft2 Roof Dead Weight = 17.0 psf Floor Area = 288.0 ft2 Floor Dead Weight = 10.0 psf 7,656 # Wall Length = Wall Dead Weight = Tributary Wall Height = # of Walls = WMAIN = Roof + Wall + Floor = 34,365 # V = 0.159 ( 7656 + 34365 ) = 6681 # FUPPER = (V * WUPPER * 1-12) /1 (WUPPER * 1-12) + (WMAIN * H1)] (equ. 12.8-11, 12.8-12 ASCE 7-16) H1 = 10.00 H2 = 22.00 FUPPER = 2197 # FMAIN =V - FUPPER = 4484 # 24.0 ft 9.0 psf 4.5 ft 2 52.0 ft 9.0 psf 9.5 ft 2.0 Daniel J. Tyrrell, P.E. Consulting Engineer PROJECT: Keimig-Tahoma Terra 10405 8th Street East Edgewood, WA 98372 JOB #: 23- 6170 PAGE 6 OF 40 (253) 568-7991 e-mail: dantyrrell@att.net BY: DT DATE: 6/22/2023 CaIC: Wall Height = 10.0 <=.33 OK <=.33 OK <=.33 OK N/A N/A N/A <=.33 OK <=.33 OK N/A N/A N/A N/A P = 1.0 (UPPER) 0.7PQE _ (MAIN) 0.7PQE _ per ASCE 7-16, 12.3.4.2 .7(1)(2197) = 1538 # .7(1)(6681) = 4677 # Daniel J. Tyrrell, P.E. Consulting Engineer P.O. BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail_ dantyrrell@att.net PROJECT h,T,, JOB # 23- 'S 170 PAGE 7 OF 46 BY DT DATE & -28'23 ONE MEN MENNEN" ONES IS 0 .9 MERIN v Mir mom 1 - G MENSIM-Mi 011111 ONE RMEME No ORE I 1"S Em 0 M No ME momMon"1111100911 H11 NONEME No 0 rw MINE ME MENNEN No ME 1 ISr on w p1mr. NERNMEME EMMESESS em MZ_ ME M on i RE NONE LEMONi Daniel J. Tyrrell, P.E. Consulting Engineer P.O. BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail: dantyrrell@att.net PROJECT Ktirw!k - Tahor je. T`Zrr _ JOB # 23- S l70 PAGE 8 OF 410 BY DT DATE (o -.Z$-23 ON No Emommmmoolm ONE I rM ONE No ON POP RE 0 S 9 No �C�F73�<E��J■�WEEZ1211 0■�v�Eff MISMIN MEMEME ON 0 NONE M g EMSEEMEMEM NEI IN 11MMEMMOM No NEENVINSESEVICNEUMEM 1111100111111211M MEN MEN NEW ON: NONE ZMEMS-REEM RZO MEE 0 MEMEEMEME MO No MO MENEM ■ ■ EM EMMEMEME ME MEMO mom MEEMMEMEMEMEM MEN MEMMOON INE MOMMEOMMEMEM No No. r. ONE 0 0 MO IN 0 IN M MEN NONE EM 0 iL No 0 ME0 INN 1 = ■ Daniel J. Tyrrell, P.E. Consulting Engineer P.O_ BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail: dantyrrell@att.net PROJECT r f, nVA - 7_a,h6rvLa._ T.e c � JOB # 23- 5170 PAGE R OF 40 By DT DATE Co 28-23 NZA I ­ N -J M_ on Z, M MEN Mom =OMNI '"'main wml� Sri 0 IN ONE No 0 ffiffirME Ron �Mffll MEMO No NONE ME MENNEN NONE IMMENNE"N" I ME MEN Ne - MENNEN !IMM 0 ME M - plIENEMEMEM MEMME MOEN OEM lauffiff-Es son -HER Mr..Ir MEN MEN mom MENOMONEE 0 0 owns ME Daniel J. Tyrrell, P.E. Consulting Engineer P.O. BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail: dantyrrell@att.net PROJECT Key m cg - 7—a�_h0mc,- Te f -r -a_ JOB # 23— 5l-70 PAGE f0 OF 40 BY DT DATE (o :28 2,3 le 6 3 8 0 _J3 8 r .-, d B o) v s a- - 913 .00 10 I I I Daniel J. Tyrrell, P.E. PROJECT K iM►� Consulting Engineer P.O. BOX 537 JOB # 23- 51-70 PAGE // OF 40 Milton, Washington 98354 (253) 326-1081 BY DT DATE (0-28-23 e-mail: dantyrrell@att.net 00/ 1+/40 I:gy4O 1�/4a SHEARWALL SCHEDULE (HF STUDS @ 16" O.C.) MARK ALLOWABLE ALLOWABLE 7/16 APA RATED SHEATHING BOTTOM PLATE FRAMING ANCHORS SEE NOTES A82 WIND SEISMIC SHEATHING OR APA NAILING NAILING (SEE DETAIL 'D/502') SHEAR W/ SHEAR W/ RATED SIDING U.N.O. HEM/FIR STUDS HEM/FIR STUDS a 337 241 ONE SIDE 8d @ 6" O.C. 16d @ 5" O.C. A35 @ 21" O.C. 1,2,3,4,8,9,10 a 494 350 ONE SIDE 8d @ 4" O.C. 16d @ 3-1/2" O.C. A35 @ 14" O.C. 1,2,3,4,5,8,9,10 a 638 456 ONE SIDE 8d @ 3" O.C. (2)-16d @ 5" O.C. A35 @ 10" O.C. 1,2,3,4,5,8,9,10 4 1 833 595 ONE SIDE 8d @ 2" O.C. (2)-16d @ 4" O.C. A35 @ 8" O.C. 1,2,3,4,5,8,9,10 5 988 700 EACH SIDE 8d @ 4" O.C. (2)-16d @ 3Y2" O.C. A35 @ 7" O.C. 1,2,3,4,6,8,9,10 6 1000 912 EACH SIDE 8d @ 3" O.C. N/A A35 @ 7" O.C. 1,2,3,4,5,8,9,10 NOTES: (NOT ALL NOTES APPLY TO ALL SHEARWALLS. SEE SCHEDULE FOR APPROPRIATE NOTES) 1. SCHEDULE I5 BASED ON HEM -FIR STUDS @ 16" O.C. 2. PLYWOOD SHEATHING IS TO BE APA RATED 24/0 MINIMUM AND MAY BE 058 OF EQUAL RATING. 3. ALL SHEATHING TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 4. ALL NAILS TO BE COMMON WIRE OR GALVANIZED BOX (HOT DIPPED OR TUMBLED ONLY) 5. STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. IN LIEU OF A SINGLE 3x STUD, (2)-2x STUDS MAY BE FASTENED TOGETHER W/ CONSTRUCTION ADHESIVE & 10d NAILS. COMPLETELY COAT STUDS W/ ADHESIVE & SANDWICH TOGETHER W/ (2) -ROWS 10d NAILS @ 6" O.C. STAGGERED. SQUEEZE OUT OF ADHESIVE SHOULD BE EVIDENT. 6. SHEATHING PANEL JOINTS EACH SIDE OF WALL TO BE OFFSET OR, IF PANEL JOINTS ALIGNED, STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. 7. N/A 8. SHEATHING NAILING SHOWN APPLIES TO ALL PANEL EDGES. SHEATHING NAILING AT INTERMEDIATE SUPPORT TO BE OF SAME SIZE SHOWN @ 12" O.C. CAUTION: DO NOT OVERDRIVE NAILS. NAIL HEADS TO BE FLUSH WITH FACE OF SHEATHING. 9. REFER TO TYPICAL DETAILS FOR LOCATIONS OF FRAMING ANCHORS WHEN REQ -0. (FRAMING ANCHOR NOT REQUIRED WHEN SHEATHING EXTENDS ONTO RIM ABOVE & BELOW SHEARWALL.) 10. WHEN SHEATHING EXTENDS ONTO RIM JOIST BELOW, SECURE BOTTOM PLATE W/ 16d NAILS @ 6" O.C. HOLDOWN / STRAP SCHEDULE MARK HOLDOWN (SIMPSON) WALL STUD ANCHOR BOLT THICKNESS SPECIE NAILS / BOLTS Hl LSTH08 3" HF 20-16d -- ANCHOR BOLT SCHEDULE NOTE: SEE DETAIL 'Ca/SDI' MARK SILL PLATE ANCHOR REMARKS ABl 5/8' 0 e 72'O.C. P.T. 2x SILL REQUIRED A82 5/8' 0 6 48' O.G. P.T. 2x SILL REQUIRED D 0 � C() Z U u�i a Lo m � °0d) 0 OCj) N NLL D W 9 CN cn cn O cn ` W -4 9Q zp OL N nQ' Q W f-- d) p =' a 7/x,6 :qw �Z 3:Z ni cn O Q Q M r-1 LU INcn� L� O O J J O Nalgl'W dIH 0LU � oo Lu Zs LULU Q Q N N N N ::3 L O 0 =-i O N U) U) p o no OL N LLL. N W LU OL OL -j m m 21 ul O O u z 1%0 O Nalgl'W dIH < � o E Q E3Lu Lu Zs Q Q Q Q 3 N Q Q 3 N Q nQ 0 =-i O N U) U) p o 21 ul O O u z 1%0 L_J ti 2 2 11/40 40 J z O LU =3 � O O � Z D 2/4v JOIST / BEAM / HDR SCHEDULE MARK JOIST / BEAM / HDR SIZE Ol 4 x 6 HF 02 O2 4 x 6 HF 02 �3 4 x 6 HF 02 ® 4 x 6 HF 02 O5 4 x 6 HF 02 © 4x8HF02 O7 4x 10HF12 ® 4x8HF02 O9 4x6 HF 02 10 4 x 6 HF 02 48' O.G. 11 4x8HF02 12 4x8HF02 13 4x8HF12 14 P -V x IN' 1.9E MIGROLLAM 15 5114' x 1116' 7.0E PARALLAM 16 5114' x II1g' 7.0E PARALLAM UPPER FLOOR JOISTS: IN' TJI 710 16- O.G. Project: TAHOMA TERRA 2 -SUITE OFFICE Location: PIER PAD @ BEAM(15) Footing [2018 International Building Code(2018 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: PL = 4025 Ib * Ultimate Bearing Pressure: Qu = 1195 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 5.43 sf Area Provided: A = 6.25 sf Baseplate Bearing: Summary Resort for details. Bearing Required: Bear = 10573 Ib Allowable Bearing: Bear -A = 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3084 Ib Allowable Beam Shear: Vc1 = 14063 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 8810 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68906 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 81563 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 45938 Ib Controlling Allowable Punching Shear: vc2 = 45938 Ib Bending Calculations: Factored Moment: Mu = 39648 in -Ib Nominal Moment Strength: Mn = 169665 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.49 in Steel Required Based on Moment: As(1) = 0.18 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.60 in2 Controlling Reinforcing Steel: As-reqd = 0.60 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 i— 2.611% 6/28/2023 8:51:14 AM Live Load: PL = 4025 Ib * Dead Load: PD= 3444 Ib * Total Load: PT = 7469 Ib * Ultimate Factored Load: Pu = 10573 Ib Footing plus soil above footing weight: Wt = 503 Ib * Load obtained from Load Tracker. See Summary Resort for details. f o� -r 3 in TAHOMA TERRA 2 -SUITE OFFICE PIER PAD @ FRONT PORCH rooting [2018 Intemational Building Code(2018 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: Pc = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 915 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 2.66 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 5102 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1222 Ib Allowable Beam Shear: Vc1 = 11250 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 4171 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 57656 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 77813 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 38438 Ib Controlling Allowable Punching Shear: vc2 = 38438 Ib Bending Calculations: Factored Moment: Mu = 15306 in -Ib Nominal Moment Strength: Mn = 127575 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.07 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.48 in2 Controlling Reinforcing Steel: As-reqd = 0.48 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton. WA 98354 StruCalc Version 10.0.1.6 22 of " 6/28/2023 8:51:14 AM �-4In— 4 R� Live Load: PL = 1781 Ib Dead Load: PD = 1877 Ib Total Load: PT = 3658 Ib' Ultimate Factored Load: Pu = 5102 Ib Footing plus soil above footing weight: Wt = 322 Ib Load obtained from Load Tracker. See Summary Report for details. T 3 In I Project: TAHOMA TERRA 2 -SUITE OFFICE Base Values A 'usted page Fb = 850 psi Fb' = 1271 psi Carolyn Tyrrell Cd=1.15 CF= 1.30 Location: 1) GABLE END HDRS Shear Stress: Tyrrell Engineering Z3 Roof Beam Cd=1.15 P.O. Box 537 4n [2018 International Building Code(2018 NDS)] E'= 1300 ksi Milton, WA 98354 of 3.5 IN x 5.5 IN x 5.5 FT Controlling Moment: 770 ft -Ib ft #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM Section Adequate By: 142.7% Created by combining all dead and live loads. Controlling Factor: Moment Controlling Shear: Live Load 0.02 IN L/2697 Dead Load 0.04 in Total Load 0.07 IN U993 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 206 Ib 206 Ib Dead Load 354 Ib 354 Ib Total Load 560 Ib 560 Ib Bearing Length 0.39 in 0.39 in Span Length 5.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Side One: Base Values A 'usted Bending Stress: Fb = 850 psi Fb' = 1271 psi -A: Cd=1.15 CF= 1.30 psf Shear Stress: Fv = 150 psi Fv' = 173 psi Side Two: Cd=1.15 75 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 405 psi Fc - 405 psi Controlling Moment: 770 ft -Ib ft 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -470 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 7.27 in3 17.65 in3 Area (Shear): 4.09 in2 19.25 in2 Moment of Inertia (deflection): 8.79 in4 48.53 in4 Moment: 770 ft -Ib 1869 ft -Ib Shear: -470 lb 2214 lb Side One: LENGTHS AND Roof Live Load: LL = 25 psf -A: 20 psf -- --5.5ft B Side One: LENGTHS AND Roof Live Load: LL = 25 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 1 ft Side Two: wL = 75 Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 2 ft Wall Load: WALL = 50 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 75 plf Beam Uniform Dead Load: wD_adj = 129 plf Total Uniform Load: WT = 204 plf Project: TAHOMA TERRA 2 -SUITE OFFICE Base Values A 'usted page Fb = 850 psi Fb' = 1267 psi Carolyn Tyrrell 24 Location: 2) ROOF BEAM @ STAIRS Fv = 150 psi Tyrrell Engineering 48.53 in4 Roof Beam 1257 ft -Ib P.O. Box 537 E = 1300 ksi [2018 International Building Code(2018 NDS)] Comp. -I- to Grain: Milton, WA 98354 o� 3.5 INx5.5INx4.OFT 1257 ft -Ib 7 2.0 ft from left support #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM Section Adequate By: 48.2% Controlling Factor: Moment -981 Ib Live Load 0.03 IN U1683 Dead Load 0.03 in Total Load 0.06 IN U836 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 625 Ib 625 Ib Dead Load 632 Ib 632 Ib Total Load 1257 Ib 1257 Ib Bearing Length 0.89 in 0.89 in Span Length 4 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Comparisons with required sections: Base Values A 'usted Bending Stress: Fb = 850 psi Fb' = 1267 psi Area (Shear): Cd=1.15 C1=1.00 CF= 1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi 48.53 in4 Cd=1.15 1257 ft -Ib Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -I- to Grain: Fc - L = 405 psi Fc - -L= 405 psi Controlling Moment: 1257 ft -Ib 7 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -981 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 11.9 in3 17.65 in3 Area (Shear): 8.53 int 19.25 in2 Moment of Inertia (deflection): 10.44 in4 48.53 in4 Moment: 1257 ft -Ib 1864 ft -Ib Shear: -981 Ib 2214 lb Side One: AND LOA Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 5.5 ft Side Two: 313 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 7 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 313 plf Beam Uniform Dead Load: wD_adj = 316 plf Total Uniform Load: WT = 629 plf Project: TAHOMA TERRA 2 -SUITE OFFICE Base Values Adjusted Bending Stress: page Location: 3) RAKE END HDRS Roof Beam Area (Shear): Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Shear Stress: Fv = 150 psi [2018 International Building Code(2018 NDS)] 48.53 in4 Milton, WA 98354 1001 ft -Ib or 3.5 IN x 5.5 IN x 3.5 FT E'= 1300 ksi Comp. -L to Grain: Fc - L = 405 psi Fc - L' = 405 psi #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM Section Adequate By: 86.2% Roof Dead Load: DL= Controlling Factor: Moment psf Controlling Shear: Live Load 0.02 IN U2415 Dead Load 0.02 in Total Load 0.03 IN U1201 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 569 Ib 569 Ib Dead Load 575 Ib 575 Ib Total Load 1144 Ib 1144 Ib Bearing Length 0.81 in 0.81 in Span Length 3.5 ft Unbraced Length -Top 2 It Unbraced Length -Bottom 0 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Comparisons with required sections: Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1267 psi Area (Shear): Cd=1.15 C1=1.00 CF=1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi 48.53 in4 Cd=1.15 1001 ft -Ib Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc - L = 405 psi Fc - L' = 405 psi Controlling Moment: 1001 ft -Ib 25 1.75 It from left support Roof Dead Load: DL= Created by combining all dead and live loads. psf Controlling Shear: -846 Ib 2 At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 9.48 in3 17.65 in3 Area (Shear): 7.36 in2 19.25 in2 Moment of Inertia (deflection): 7.27 in4 48.53 in4 Moment: 1001 ft -Ib 1864 ft -Ib Shear: -846 lb 2214 lb 3.5ft---- ---- - --- A B Side One: AND LOA Adjusted Beam Length: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 11 It Side Two: 329 plf Total Uniform Load: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 2 It Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 3.5 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 325 plf Beam Uniform Dead Load: wD_adj = 329 plf Total Uniform Load: WT = 654 olf Project: TAHOMA TERRA 2 -SUITE OFFICE 3.5 It Carolyn Tyrrell -'- Location: 4) R -BATH WINDOW HDR 9 :12 Tyrrell Engineering D Combination Roof And Floor Beam 1.15 P.O. Box 537 or [2018 International Building Code(2018 NDS)] 618 ft -Ib Milton, WA 98354 E = 1300 ksi 3.5 IN x 5.5 IN x 3.5 FT StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM #2 - Hem -Fir - Dry Use Fc - -L' = 405 psi Section Adequate By: 202.0% 618 ft -Ib Controlling Factor: Moment 1.75 ft from left support Live Load 0.01 IN U5064 Dead Load 0.01 in Total Load 0.02 IN U1945 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 271 Ib 271 Ib Dead Load 435 Ib 435 Ib Total Load 706 Ib 706 Ib Bearing Length 0.50 in 0.50 in Span Length 3.5 It Unbraced Length -Top 1 It Roof Pitch 9 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Comparisons with required sections: Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1269 psi Area (Shear): Cd=1.15 C1=1.00 CF= 1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi 48.53 in4 Cd=1.15 618 ft -Ib Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc - L = 405 psi Fc - -L' = 405 psi Controlling Moment: 618 ft -Ib 140 1.75 ft from left support Combined Uniform Dead Load: wD = Created by combining all dead and live loads. plf Controlling Shear: -523 Ib 404 At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 5.84 in3 17.65 in3 Area (Shear): 4.54 int 19.25 in2 Moment of Inertia (deflection): 5.99 in4 48.53 in4 Moment: 618 ft -Ib 1866 ft -Ib Shear: -523 lb 2214 lb Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 20 psf Roof Tributary Width RTW = 1 ft Side 2 25 psf 20 psf 2 ft FLOOR LOADING wL-roof = 75 plf Roof Uniform Dead Load: wD-roof = A- 3.5 ft Floor Live Load Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 20 psf Roof Tributary Width RTW = 1 ft Side 2 25 psf 20 psf 2 ft FLOOR LOADING wL-roof = 75 plf Roof Uniform Dead Load: wD-roof = Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 2 ft 0 It Wall Load WALL = 140 plf Roof Uniform Live Load: wL-roof = 75 plf Roof Uniform Dead Load: wD-roof = 75 plf Floor Uniform Live Load: wL-floor = 80 plf Floor Uniform Dead Load: wD-floor = 30 plf Beam Self Weight: BSW = 4 plf Combined Uniform Live Load: wL = 155 plf Combined Uniform Dead Load: wD = 249 plf Combined Uniform Total Load: wT = 404 Of Project: TAHOMA TERRA 2 -SUITE OFFICE Location: 5) R -FRONT WINDOW HDR 220 Ib Carolyn Tyrrell Tyrrell Engineering Dead Load 92 Ib Z� Uniformly Loaded Floor Beam 312 Ib P.O. Box 537 Bearing Length 0.22 in or (2018 International Building Code(2018 NDS)] - ---- Milton, WA 98354 3.5 IN x 5.5 IN x 5.5 FT #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM Section Adequate By: 278.3% Controlling Factor: Moment Live Load 0.03 IN L/2528 Dead Load 0.01 in Total Load 0.04 IN U1781 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 220 Ib 220 Ib Dead Load 92 Ib 92 Ib Total Load 312 Ib 312 Ib Bearing Length 0.22 in 0.22 in t5r-AM LJA iia Lerner Span Length 5.5 ft - - - - -�B Unbraced Length -Top 0 ft A - -- 5.5 ft - ---- Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2 - Hem -Fir Side 1 Side 2 Base Values Adjusted Floor Live Load FLL = 40 psf 40 psf Bending Stress: Fb = 850 psi Fb' = 1105 psi Floor Dead Load FDL = 15 psf 15 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW = 1 ft 1 ft Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Wall Load WALL = 0 pif Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi BEAM LOADING Comp. -1- to Grain: Fc - I = 405 psi Fc -1' = 405 psi Beam Total Live Load: wL = 80 plf Controlling Moment: 430 ft -Ib Beam Total Dead Load: wD = 30 plf 2.75 ft from left support Beam Self Weight: BSW = 4 plf Created by combining all dead and live loads. Total Maximum Load: wT = 114 plf Controlling Shear: -262 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 4.66 in3 17.65 in3 Area (Shear): 2.62 in2 19.25 in2 Moment of Inertia (deflection): 6.91 in4 48.53 in4 Moment: 430 ft -Ib 1625 ft -Ib Shear: -262 lb 1925 lb Project: TAHOMA TERRA 2 -SUITE OFFICE 572 Ib 791 Ib Dead Load 589 Ib 764 Ib Carolyn Tyrrell 1161 Ib Location: 6) L -REAR WINDOW HDR Bearing Length Tyrrell Engineering Lf Multi -Loaded Multi -Span Beam 1887 ft -Ib P.O. Box 537 [2018 International Building Code(2018 NDS)] 2538 lb Milton, WA 98354 1.75 ft 3.5 IN x 7.25 IN x 3.5 FT Load Length 1.75 ft 1.75 ft 92 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM Section Adequate By: 49.2% Controlling Factor: Moment Live Load 0.01 IN L/3470 Dead Load 0.01 in Total Load 0.02 IN U1712 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 572 Ib 791 Ib Dead Load 589 Ib 764 Ib Total Load 1161 Ib 1555 Ib Bearing Length 0.82 in 1.10 in Span Length 3.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 111.15 in4 #2 - Hem -Fir Base Values Ad'ust Bending Stress: Fb = 850 psi Fb' = 1102 psi Cd=9.00 C1=9.00 CF=9.30 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=9.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: 1887 ft -Ib 1.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1231 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 20.55 1n3 30.66 in3 Area (Shear): 12.31 in2 25.38 in2 Moment of Inertia (deflection): 15.58 in4 111.15 in4 Moment: 1887 ft -Ib 2815 ft -Ib Shear: -1231 Ib 2538 lb 1 , -- A -- 3.5ft - - B Live Load 750 Ib Dead Load 847 Ib UNIFORM LOADS Center Uniform Live Load 0 pif Uniform Dead Load 0 plf Beam Self Weight 5 plf Total Uniform Load 5 olf Load Number One Live Load 750 Ib Dead Load 847 Ib Location 1.75 ft * Load obtained from Load Tracker. See Summary Report for details. Load Number One Two Left Live Load 50 plf 300 plf Left Dead Load 40 pif 240 plf Right Live Load 50 plf 300 pif Right Dead Load 40 plf 240 plf Load Start 0 ft 1.75 ft Load End 1.75 ft 3.5 ft Load Length 1.75 ft 1.75 ft 'roject: TAHOMA TERRA 2 -SUITE OFFICE -ocation: 7) L -FRONT WINDOW HDR Multi -Loaded Multi -Span Beam [2018 International Building Code(2018 NDS)] 3.5 IN x 9.25 IN x 5.5 FT �2 - Hem -Fir - Dry Use Section Adequate By: 60.4% 'ontrollino Factor: Moment Live Load 0.03 IN U2557 Dead Load 0.02 in Total Load 0.05 IN U1351 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1298 Ib 914 Ib Dead Load 1268 Ib 782 Ib Total Load 2566 Ib 1696 Ib Bearing Length 1.81 in 1.20 in Span Length 5.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adiusted Bending Stress: Fb = 850 psi Fb' = 1016 psi Cd=1.00 C/=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 405 psi Fc - -L' = 405 psi Controlling Moment: 2635 ft -Ib 2.42 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1276 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 31.11 in3 49.91 in3 Area (Shear): 12.76 1n2 32.38 in2 Moment of Inertia (deflection): 41.02 in4 230.84 in4 Moment: 2635 ft -Ib 4227 ft -Ib Shear: -1276 lb 3238 lb Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM Z/ of Uniform Live Load 0 plf Uniform Dead Load A - - 6.5 ft B Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 6 plf Total Uniform Load 6 olf Load Number One ' Live Load 750 Ib Dead Load 847 Ib Location 0.75 ft " Load obtained from Load Tracker. See Summary Report for details. Load Number One Two Left Live Load 50 plf 300 plf Left Dead Load 40 plf 240 plf Right Live Load 50 plf 300 plf Right Dead Load 40 plf 240 plf Load Start 0 ft 0.75 ft Load End 0.75 ft 5.5 ft Load Length 0.75 ft 4.75 ft Project: TAHOMA TERRA 2 -SUITE OFFICE Read Carolyn Tyrrell 3/ Location: 8) L -SIDE WINDOW HDRS 30.66 1n3 Tyrrell Engineering ,{O Multi -Span Roof Beam Moment of Inertia (deflection): P.O. Box 537 111.15 in4 [2018 International Building Code(2018 NDS)] 1214 ft -Ib Milton, WA 98354 Shear: 3.5 IN x 7.25 IN x 10.5 FT (3 + 7.5) #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM Section Adequate By: 166.6° TW2 = Controlling Factor: Moment ft Live Load -0.06 IN 2L/1142 0.05 IN U1827 Dead Load -0.01 in 0.03 in Total Load -0.07 IN 21J972 0.08 IN U1109 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 735 Ib 375 Ib Dead Load 770 Ib 330 Ib Total Load 1505 Ib 705 Ib Bearina Lenath 1.06 in 0.50 in Span Length 3 ft 7.5 ft Unbraced Length -Top 2 ft 2 ft Unbraced Length -Bottom 3 ft 7.5 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1266 psi Cd=1.15 C1=1.00 CF=1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: 1214 ft -Ib 4.05 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 768 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 11.5 in3 30.66 1n3 Area (Shear): 6.68 int 25.38 in2 Moment of Inertia (deflection): 23.36 in4 111.15 in4 Moment: 1214 ft -Ib 3236 ft -Ib Shear: 768 lb 2918 lb Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width Side One TW1 = 2 ft 2 ft Roof Tributary Width Side Two TW2 = 2 ft 2 ft Wall Load WALL = 0 Of 0 olf Total Live Load 100 plf 100 plf Total Dead Load (Adjusted for Roof Pitch) 100 plf 100 plf Beam Self Weight 5 plf 5 plf Total Load 205 Of 205 Of Project: TAHOMA TERRA 2 -SUITE OFFICE Location: 9) PORCH RIDGE BEAM Multi -Span Roof Beam [2018 International Building Code(2018 NDS)] 3.5 INx5.5INx8.OFT(2+4+2) 92 - Hem -Fir - Dry Use Section Adequate By: 206.1 % Controllina Factor: Moment Live Load 0.04 IN 2L/1330 -0.02 IN L/3185 0.04 IN 21_/1222 Dead Load 0.02 in 0.00 in 0.02 in Total Load 0.05 IN 21_/884 -0.02 IN L/2554 0.06 IN 21-/790 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 Live Load 563 Ib 625 Ib Provided Dead Load 502 Ib 577 Ib 17.65 in3 Total Load 1065 Ib 1202 Ib 19.25 in2 Bearing Length 0.75 in 0.85 in 48.53 in4 BEAM DATA Left Center Riaht Span Length 2 ft 4 ft 2 ft Unbraced Length -Top 2 ft 2 ft O ft Unbraced Length -Bottom 2 ft 4 ft 2 ft Roof Pitch 9 :12 2.5 Roof Duration Factor 1.15 2.5 ft Notch Death 0.00 ft Wall Load MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adiusted Bending Stress: Fb = 850 psi Fb' = 1264 psi Cd=1.15 C1=0.99 CF= 1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 405 psi Fc - -L' = 405 psi Controlling Moment: -607 ft -Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2, 3 Controlling Shear: -483 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 5.76 in3 17.65 in3 Area (Shear): 4.2 in2 19.25 in2 Moment of Inertia (deflection): 11.05 in4 48.53 in4 Moment: -607 ft -Ib 1859 ft -Ib Shear: -483 lb 2214 lb Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM of - - 2k- - A - - - - 4ft ----- --_ _.- --- 2k-- -i Roof Live Load RLL = 25 psf 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf 20 psf Roof Tributary Width Side One TW1 = 2.5 ft 2.5 ft 3 ft Roof Tributary Width Side Two TW2 = 2.5 ft 2.5 ft 3 ft Wall Load WALL = 0 Dlf 0 Of 0 Dlf Total Live Load 125 plf 125 plf 150 pif Total Dead Load (Adjusted for Roof Pitch) 125 plf 125 plf 150 pif Beam Self Weight 4 plf 4 plf 4 plf Total Load 254 plf 254 plf 304 plf Project: TAHOMA TERRA 2 -SUITE OFFICE Location: 10) PORCH 4x RAFTERS Multi -Span Roof Beam [2018 International Building Code(2018 NDS)] 3.5 IN x5.5 IN x7-0FT(2+5) #2 - Hem -Fir - Dry Use Section Adequate By: 2472% Controlling Factor: Moment Live Load -0.03 IN 2U1682 0.02 IN U2692 Dead Load 0.00 in 0.01 in Total Load -0.03 IN 21J1434 0.04 IN U1641 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 490 Ib 250 Ib Dead Load 508 Ib 218 Ib Total Load 998 Ib 468 Ib Bearing Length 0.70 in 0.33 in BEAM DATA Left Center Span Length 2 ft 5 ft Unbraced Length -Top 2 ft 2 ft Unbraced Length -Bottom 2 ft 5 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1267 psi Cd=1.15 C1=1.00 CF=1.30 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc --L= 405 psi Fc -1' = 405 psi Controlling Moment: 537 ft -Ib 2.7 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 499 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Req'd Provided Section Modulus: 5.08 in3 17.65 in3 Area (Shear): 4.34 int 19.25 int Moment of Inertia (deflection): 6.92 in4 48.53 in4 Moment: 537 ft -Ib 1864 ft -Ib Shear: 499 lb 2214 lb Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton. WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM 320 of ft -A _ 5 f — - ROOF LOADING Left Left Center Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width Side One TW1 = 2 ft 2 ft Roof Tributary Width Side Two TW2 = 2 ft 2 ft Wall Load WALL = 0 plf 0 plf BEAM LOADING Left Center Total Live Load 100 plf 100 plf Total Dead Load (Adjusted for Roof Pitch) 100 plf 100 plf Beam Self Weight 4 plf 4 plf Total Load 204 plf 204 plf Project: TAHOMA TERRA 2 -SUITE OFFICE page Carolyn Tyrrell Location: 11) CROSS BEAM Tyrrell Engineering 0 Roof Beam P.O. Box 537 of [2018 International Building Code(2018 NDS)] Milton, WA 98354 3-5 IN x 7.25 IN x 10.O FT #2 -Hem-Fir -Dry Use StruCalc Version 10.0-1.6 6/28/2023 8:51:13 AM Section Adequate By: 10.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/856 Dead Load 0.15 in Total Load 0.29 IN U411 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 282 Ib 282 Ib Dead Load 313 Ib 313 Ib Total Load 595 Ib 595 Ib Bearing Length 0.42 in 0.42 in BEAM DATA - Span Length 10 ft - - — ------ --- Unbraced Length -Top 5 ft A --- --7oft— B Unbraced Length -Bottom 0 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2 - Hem -Fir Roof Live Load: LL = 0 psf Base Values Adjusted Roof Dead Load: DL= 0 psf Bending Stress: Fb = 850 psi Fb' = 1259 psi Tributary Width: TW = 0 ft Cd=1.15 C1=0.99 CF=1.30 Side Two: Shear Stress: Fv = 150 psi Fv' = 173 psi Roof Live Load: LL = 0 psf Cd=1.15 Roof Dead Load: DL = 0 psf Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Tributary Width: TW = 0 ft Comp. J- to Grain: Fc - L = 405 psi Fc -1' = 405 psi Wall Load: WALL = 0 plf Controlling Moment: 2914 ft -Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support — Adjusted Beam Length: Ladj = 10 ft Created by combining all dead and live loads. Beam Self Weight: BSW = 5 plf Controlling Shear: 592 Ib Beam Uniform Live Load: wL = 0 plf At a distance d from support. Beam Uniform Dead Load: wD_adj = 5 plf Created by combining all dead and live loads. Total Uniform Load: wT = 5 plf Comparisons with required sections: Req'd Provided POINT LOADS - CENTER SPAN Section Modulus: 27.78 in3 30.66 in3 Load Number One Area (Shear): 5.15 int 25.38 in2 Live Load 563 Ib Moment of Inertia (deflection): 48.66 in4 111.15 in4 Dead Load 579 Ib Moment: 2914 ft -Ib 3217 ft -Ib Location 5 ft Shear: 592 Ib 2918 Ib ' Load obtained from Load Tracker. See Summary Report for details. NOTES Project: TAHOMA TERRA 2 -SUITE OFFICE Carolyn Tyrrell 3� Location: 12) PORCH SIDE BEAMS Tyrrell Engineering Multi -Span Roof Beam P.O. Box 537 of [2018 International Building Code(2018 NDS)] Milton, WA 98354 3.5 IN x 7.25 IN x 6.5 FT (2.5 + 4) StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM #2 - Hem -Fir - Dry Use Section Adequate By: 8.2% Controlling Factor: Moment Live Load 0.09 IN 21J644 -0.02 IN L/2680 Dead Load 0.08 in -0.01 in Total Load 0.17 IN 2U356 -0.03 IN U1834 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1499 Ib 334 Ib Provided Dead Load 1564 Ib -30 Ib 30.66 in3 Total Load 3063 Ib 304 Ib 25.38 in2 Uplift (1.5 F.S) 0 Ib -395 Ib 111.15 in4 Bearing Length 2.16 in 0.21 in 3223 ft -Ib BEAM DATA Left Center Span Length 2.5 ft 4 ft Unbraced Length -Top 2.5 ft 3.5 ft Unbraced Length -Bottom 2.5 ft 4 ft Roof Pitch 9 :12 olf Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Ad'us ed Bending Stress: Fb = 850 psi Fb' = 1261 psi Cd=9.95 C1=0.99 CF= 9.30 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=9.95 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc - -L = 405 psi Fc -1' = 405 psi Controlling Moment: -2979 ft -Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 1585 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Rea'd Provided Section Modulus: 28.34 in3 30.66 in3 Area (Shear): 13.78 in2 25.38 in2 Moment of Inertia (deflection): 56.07 in4 111.15 in4 Moment: -2979 ft -Ib 3223 ft -Ib Shear: 1585 lb 2918 lb I- 2.5 ft -.A-. 4ft-- - B Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width Side One TW1 = 2 ft 2 ft Roof Tributary Width Side Two TW2 = 1 ft 1 ft Wall Load WALL = 0 olf 0 olf Load Number One Live Load 490 Ib Dead Load 508 Ib Location 0 ft CENTER SPAN Load Number One Live Load 490 Ib Dead Load 508 Ib Location 1.5 ft Load obtained from Load Tracker. See Summary Report for details. BEAM LOADING Left Center Total Live Load 75 plf 75 plf Total Dead Load (Adjusted for Roof Pitch) 75 plf 75 plf Beam Self Weight 5 pif 5 plf Total Load 155 plf 155 plf Project: TAHOMA TERRA 2 -SUITE OFFICE Tyrrell Location: 13) FRONT DOOR HDRS Tyrrell Engineering LpageCarolyn Roof Beam P.O. Box 537 (2018 International Building Code(2018 NDS)] Milton, WA 98354 3.5 IN x 7.25 IN x 3.5 FT #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM Section Adequate By: 204.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U5543 Dead Load 0.01 in Total Load 0.02 IN U2576 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 543 Ib 757 Ib Dead Load 635 Ib 800 Ib 1 Total Load 1178 Ib 1557 Ib Bearing Length 0.83 in 1.10 in BEAM DATA Span Length 3.5 ft Unbraced Length -Top 3.5 ft A ° — - ._ _. __ -- _ - . - - 3.6 - _ _. __ B Unbraced Length -Bottom 0 ft Roof Pitch 9 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2 - Hem -Fir Roof Live Load: LL = 25 psf Base Values Adjusted Roof Dead Load: DL = 20 psf Bending Stress: Fb = 850 psi Fb' = 1263 psi Tributary Width: TW = 11 ft Cd=1.15 C1=0.99 CF=1.30 Side Two: Shear Stress: Fv = 150 psi Fv' = 173 psi Roof Live Load: LL = 25 psf Cd=1.15 Roof Dead Load: DL = 20 psf Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Tributary Width: TW = 1 ft Comp. -L to Grain: Fc -1= 405 psi Fc -1' = 405 psi Wall Load: WALL = 50 pif Controlling Moment: 1059 ft -Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 1.75 ft from left support Adjusted Beam Length: Ladj = 3.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW = 5 plf Controlling Shear: -908 Ib Beam Uniform Live Load: wL = 300 plf At a distance d from support. Beam Uniform Dead Load: wD_adj = 355 plf Created by combining all dead and live loads. Total Uniform Load: WT = 655 plf POINT LOADS - CENTER SPAN Comparisons with required sections: Read Provided Section Modulus: 10.06 in3 30.66 in3 Load Number One ` Area (Shear): 7.89 in2 25.38 1n2 Live Load 250 Ib Moment of Inertia (deflection): 7.77 in4 111.15 in4 Dead Load 193 Ib Moment: 1059 ft -Ib 3226 ft -Ib Location 3.25 ft Shear: -908 lb 2918 Ib " Load obtained from Load Tracker. See Summary Report for details. NOTES Project: TAHOMA TERRA 2 -SUITE FFI E Location: 14) UPPER FLOOR BEAM @ STAIRS 7.75 Carolyn Tyrrell Tyrrell Engineering Section Modulus: raa� c3G Uniformly Loaded Floor Beam Unbraced Length -Top P.O. Box 537 ft of [2018 International Building Code(2018 NDS)] 244.21 in4 Milton, WA 98354 1.00 8299 ft -Ib 1.75 IN x 11.875 IN x 7.75 FT 1.9E Microllam - !Level Trus Joist StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM Section Adequate By: 388.1 % 0.00 Controlling Factor: Moment Live Load 0.03 IN U3545 Dead Load 0.01 in Total Load 0.04 IN U2348 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 581 Ib 581 Ib Dead Load 296 Ib 296 Ib Total Load 877 Ib 877 Ib Bearing Lenqth 0.67 in 0.67 in Span Length 7.75 ft Section Modulus: 8.43 in3 41.13 in3 Unbraced Length -Top 3 ft Moment of Inertia (deflection): 24.97 in4 244.21 in4 Floor Duration Factor 1.00 8299 ft -Ib Shear: 667 lb 3948 lb Notch Depth 0.00 MATERIAL PROPERTIES 1.9E Microllam - !Level Trus Joist Base Values Adiusted Bending Stress: Fb = 2600 psi Fb' = 2421 psi Cd=1.00 C1=0.93 CF=1.00 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 1900 ksi E'= 1900 ksi Comp. -L to Grain: Fc - -L = 750 psi Fc - -L' = 750 psi Controlling Moment: 1700 ft -Ib 3.875 ft from left support Created by combining all dead and live loads. Controlling Shear: 667 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 8.43 in3 41.13 in3 Area (Shear): 3.51 in2 20.78 in2 Moment of Inertia (deflection): 24.97 in4 244.21 in4 Moment: 1700 ft -Ib 8299 ft -Ib Shear: 667 lb 3948 lb A' -- - - - - -- - 7.75 ft • Beam Total Live Load: wL = Side 1 Side 2 Floor Live Load FLL = 50 psf 50 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 2 ft 1 ft Wall Load WALL = 25 Of Beam Total Live Load: wL = 150 plf Beam Total Dead Load: wD = 70 pif Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 226 Plf Project: TAHOMA TERRA 2 -SUITE OFFICE 14 ft Unbraced Length -Top Roof Pitch 9 :12 Carolyn Tyrrell 1.00 Location: 15) UPPER WALL BEAM 1.15 Tyrrell Engineering c3� O Combination Roof And Floor Beam 26141 ft -Ib P.O. Box 537 ot� [2018 International Building Code(2018 NDS)] Comp. -L to Grain: Milton, WA 98354 Fc - -1 750 psi 5.25 IN x 11.875 IN x 14.0 FT StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM 2.0E Parallam - iLevel Trus Joist 7.0 ft from left support Section Adequate By: 11.2% wD = Controllinq Factor: Deflection plf Live Load 0.34 IN U495 Dead Load 0.29 in Total Load 0.63 IN U267 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 4025 Ib 4025 Ib Dead Load 3444 Ib 3444 Ib Total Load 7469 Ib 7469 Ib Bearing Lenqth 1.90 in 1.90 in Span Length 14 ft Unbraced Length -Top 1.33 ft Roof Pitch 9 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 26141 ft -Ib 2.0E Parallam - iLevel Trus Joist Comparisons with required sections: Base Values A 'usted Bending Stress: Fib = 2900 psi Fb' = 3332 psi Area (Shear): Cd=1.15 C1=1.00 CF= 1.00 Shear Stress: Fv = 290 psi Fv' = 334 psi 732.62 in4 Cd=1.15 26141 ft -Ib Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc --L= 750 psi Fc - -1 750 psi Controlling Moment: 26141 ft -Ib 575 7.0 ft from left support Combined Uniform Dead Load: wD = Created by combining all dead and live loads. plf Controlling Shear: 6423 Ib 1067 At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided Section Modulus: 94.14 in3 123.39 in3 Area (Shear): 28.89 1n2 62.34 in2 Moment of Inertia (deflection): 658.65 in4 732.62 in4 Moment: 26141 ft -Ib 34263 ft -Ib Shear: 6423 lb 13861 Ib Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width RTW = 5.5 ft 6.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FILL = 50 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 5.5 ft 0 ft I Wall Load WALL = 90 plf I Roof Uniform Live Load: wL-roof = 300 _ _ 14 n -- wD-roof = A plf B Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width RTW = 5.5 ft 6.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FILL = 50 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 5.5 ft 0 ft I Wall Load WALL = 90 plf I Roof Uniform Live Load: wL-roof = 300 plf Roof Uniform Dead Load: wD-roof = 300 plf Floor Uniform Live Load: wL-floor = 275 pif Floor Uniform Dead Load: wD-floor = 83 plf Beam Self Weight: BSW = 19 pif Combined Uniform Live Load: wL = 575 pif Combined Uniform Dead Load: wD = 492 plf Combined Uniform Total Load: wT = 1067 plf project: TAHOMA TERRA 2 -SUITE OFFICE -ocation: 16) UPPER WALL BEAM W/ CANT. Multi -Loaded Multi -Span Beam (2018 International Building Code(2018 NDS)] 5.25 IN x 11.875 IN x 6.0 FT (2 + 4) ?.OE Parallam - iLevel Trus Joist Section Adequate By: 391.4% 'ontrolling Factor: Shear Live Load 0.01 IN 2U5464 0.00 IN UMAX Dead Load 0.01 in 0.00 in Total Load 0.02 IN 2U2416 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 3038 Ib 1050 Ib Provided Dead Load 3328 Ib 29 Ib 123.39 in3 Total Load 6366 Ib 1079 Ib 62.34 1n2 Uplift (1.5 F.S) 0 Ib -488 Ib 732.62 in4 Bearing Length 1.62 in 0.27 in 29687 ft -Ib Shear: -2453 lb 12053 lb BEAM DATA Left Center Span Length 2 ft 4 ft Unbraced Length -Top 1.33 ft 1.33 ft Unbraced Length -Bottom 2 ft 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2887 psi Cd=1.00 C/=0.99 CF= 1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: -4869 ft -Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -2453 Ib At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1, 2 Comparisons with required sections: Read Provided Section Modulus: 20.24 in3 123.39 in3 Area (Shear): 12.69 in2 62.34 1n2 Moment of Inertia (deflection): 72.79 in4 732.62 in4 Moment: -4869 ft -Ib 29687 ft -Ib Shear: -2453 lb 12053 lb Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:13 AM 1---2 fty- — O ft A - B Uniform Live Load 525 plf 525 pif Uniform Dead Load 360 plf 360 plf Beam Self Weight 19 plf 19 plf Total Uniform Load 904 Of 904 Of Load Number One Live Load 450 Ib Dead Load 1080 Ib Location 0 ft TAHOMA TERRA 2 -SUITE OFFICE Location: UPPER FLOOR JOISTS - CASE 1 Floor Joist [2018 International Building Code(2018 NDS)] TJI 210 / 11.875 - iLevel Trus Joist x 12.0 FT @ 16 O.C. Section Adequate By: 93.3% Controllinq Factor: End Reaction Live Load 0.12 IN L/1197 Dead Load 0.04 in Total Load 0.16 IN L/921 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 Live Load 400 Ib 400 Ib Dead Load 120 Ib 120 Ib Total Load 520 Ib 520 Ib Bearing Length 1.75 in 3.50 in Web Stiffeners No No Live Load 300 plf 300 plf Dead Load 90 plf 90 plf Total Load 390 olf 390 Dlf MOIST PROPERTIES TJI 210 / 11.875 - iLevel Trus Joist = 1460 Ib Base Values Moment Cap: Mcap = 3795 ft -Ib El' = 315 Ib-in2 EI' = Cd = 1.00 Shear Stress: Vcap = 1655 Ib 1655 lb Cd = 1.00 Reaction A: Rcap = 1005 Ib Reaction B: Rcap = 1460 Ib E.I.: EI = 315 Ib-in2 Controlling Moment: 1560 ft -Ib 6.0 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 520 Ib 0.0 Ft from left support of span 2 (Center Span) Created by combining all dead and live loads. Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM of �D A 12 ft _ B Span Length 12 ft Adiusted Unbraced Length -Top 0 ft Mcap' = 3795 ft -Ib Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Vcap' = 1655 Ib Floor Duration Factor 1.00 Rcap' = 1005 IbRca Uniform Floor Loading Center = 1460 Ib Live Load LL = 50 psf El' = 315 Ib-in2 EI' = Dead Load DL= 15 psf 1655 lb Total Load TL = 65 psf TL Ad!. For Joist Soacino wT = 86.7 Dlf Comparisons with required sections: Read Provided E.I.: 126 in2-Ib E6 315 in2-Ib xE6 Moment: 1560 ft -Ib 3795 ft -Ib Shear: 520 lb 1655 lb roject: TAHOMA TERRA 2 -SUITE OFFICE Location: UPPER FLOOR JOISTS - CASE 2 Floor Joist [2018 International Building Code(2018 NDS)] TJI 210 / 11.875 - iLevel Trus Joist x 12.0 FT @ 16 O.C. Section Adequate By: 16.6% Controlling Factor: Deflection Live Load 0.26 IN U560 Dead Load 0.00 in Total Load 0.26 IN U560 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 Mcap = 3795 ft -Ib DL= REACTIONS A B Live Load 556 Ib 511 Ib Dead Load 0 Ib 0 Ib Total Load 556 Ib 511 Ib Bearing Length 1.75 in 3.50 in Web Stiffeners No No Live Load 417 plf 383 plf Dead Load 0 plf 0 plf Total Load 417 plf 383 plf I -JOIST PROPERTIES TJI 210 / 11.875 - iLevel Trus Joist - - . 12n Base Values Moment Cap: Mcap = 3795 ft -Ib DL= Cd = 1.00 Shear Stress: Vcap = 1655 Ib TL = Cd = 1.00 Reaction A: Rcap = 1005 Ib Reaction B: Rcap = 1460 Ib E.I.: EI = 315 Ib-in2 Controlling Moment: 2861 ft -Ib 5.76 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 556 Ib 0.0 Ft from left support of span 2 (Center Span) Created by combining all dead and live loads. Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 6/28/2023 8:51:14 AM Span Length 12 ft Adjusted Unbraced Length -Top 0 ft Mcap' = 3795 ft -Ib Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Vcap' = 1655 Ib Floor Duration Factor 1.00 Rcap' = 1005 Ib Rcap' = 1460 Ib EI' = 315 Ib-in2 Comparisons with required sections: Beq!d Be!Provided E.I.: 270 in2-Ib E6 315 in2-Ib xE6 Moment: 2861 ft -Ib 3795 ft -Ib Shear: 556 lb 1655 lb Uniform Floor Loading Center Live Load - - . 12n 0 Span Length 12 ft Adjusted Unbraced Length -Top 0 ft Mcap' = 3795 ft -Ib Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Vcap' = 1655 Ib Floor Duration Factor 1.00 Rcap' = 1005 Ib Rcap' = 1460 Ib EI' = 315 Ib-in2 Comparisons with required sections: Beq!d Be!Provided E.I.: 270 in2-Ib E6 315 in2-Ib xE6 Moment: 2861 ft -Ib 3795 ft -Ib Shear: 556 lb 1655 lb Uniform Floor Loading Center Live Load LL = 0 psf Dead Load DL= 0 psf Total Load TL = 0 psf TL Adj. For Joist Spacing wT = 0 plf Partially Distributed Loading Live Load LL = 320 psf Dead Load DL= 0 psf Load Start A = 4.5 ft Load End B = 7 ft Load Lencth C = 2.5 ft