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Tahoma Terra Structural COFFEE HOUSE-calcs
JOB #23-5172 STRUCTURAL CALCULATIONS THE KEIMIG ASSOCIATES TAHOMA TERRA COFFEE HOUSE TAHOMA BLVD SE YELM, WA SEPTEMBER 6, 2023 DANIEL TYRRELL, P.E. 10405 8`h STREET EAST EDGEWOOD, WA 98372 (253) 568-7991 V 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 SITE CLASS D, SEISMIC DESIGN CATEGORY D, (SS=1.294 S1=.468) BASED ON USGS SEIMIC HAZARD MAP (ASCE 7-16) ROOF 20 PSF DEAD LOAD + 25 PSF SNOW LOAD = 45 PSF FLOOR 10 PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF DECK 10 PSF DEAD LOAD + 60 PSF LIVE LOAD = 70 PSF BALCONY 10 PSF DEAD LOAD + 60 PSF LIVE LOAD = 70 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 V-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. 2/zg 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. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. LUMBER STRENGTH (UNITS IN psi). 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 241744). 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. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ ATCHazards by Location Search Information Value .. earrl., SS 1.294 MCER ground motion (period=0.2s) �; �Pa�yellupi Address: Tahoma Boulevard Southeast, Yelm, WA 98597, SMS Shelton – — SMt USA Site -modified spectral acceleration value SDS 1 343 ft Coordinates: 46.9450598, -122.6258581 . �71pia to Numeric seismic design value at 1.0s SA Elevation: 343 ft a Ti mestam p: 2023-06-24T 18:41:51.397Z Centralia o Hazard Type: Seismic Go� le 3,Zi, KA unt Raii h_1s[ional P Reference ASCE7-16 Map data @2023 Google Document: Risk Category: 11 Site Class: D -default Basic Parameters 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 SMt * 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 FV * null Site amplification factor at 1.0s CRs 0.908 Coefficient of risk (0.2s) CR, —A 0.891 / LAI Coefficient of risk (1.0s) — 11 ....._.....J ...__........ a: _... rvrr U.0 i i roi%-.r-G Nedra yiuunu dcceieiduun FPGA 1.2 Site amplification factor at PGA 412v, 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) S1 RT 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 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 e-mail: dantyrrell@att.net PROJECT: Keimig-Tahoma Terra Coffee JOB #: 23-5/72 PAGE 5 OF 2.8 BY: DT DATE: 6/24/2023 Cs = Sosl/R (equ. 12.8-2 ASCE 7-16) h = 19 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(SDS)(1) (equ. 12.8-5 ASCE 7-16) I= 1.00 Cs(min) = 0.046 Cs = 0.159 governs Cs(max) = N/A V = CSW = QE= (equ. 12.8-1 ASCE 7-16) SINGLE STORY Roof Area = 1342.0 ft2 Roof Dead Weight = 20.0 psf Snow Load = 25 psf Wall Length = Wall Dead Weight = Tributary Wall Height = # of Walls = W = Roof + Wall = 30,440 # V = 0.159 * 30440 = 4840 # talc: Wall Height = 10.0 40.0 ft 9.0 psf 5.0 ft 2 EM P = 1.3 per ASCE 7-16, 12.3.4.2 0.7pQE _ .7(1.3)(4840) = 4404 # <=.33 OK >.33 N/A N/A N/A N/A <=.33 OK <=.33 OK N/A N/A N/A N/A P = 1.3 per ASCE 7-16, 12.3.4.2 0.7pQE _ .7(1.3)(4840) = 4404 # <=.33 OK >.33 N/A N/A N/A N/A <=.33 OK <=.33 OK N/A N/A N/A N/A Daniel J. Tyrrell, P.E. Consulting Engineer 10405 8th Street East Edgewood, WA 98372 (253) 568-7991 e-mail: dantyrrell@att.net PROJECT: Keimig-Tahoma Terra Coffee JOB #: 23- 5) 7 2 PAGE 6 OF 2$ BY: DT DATE: 6/24/2023 WIND (.6) [ Code IBC 2018, ASCE 7-16 Enclosed Simple Diaphragm Method Wind Ult. = 110 mph (Part 2, Chapter 28, ASCE 7-16) (0) (.00) ] = Exposure = B Ps = A Kzt Ps30 (Section 28.5.3 ASCE 7-16) Pcalced Governs by figure 28.5-1 ASCE 7-16 P(LB) _ where: A = 1.00 + (148) (14.80) + Kzt = 1.00 A = (1.00) (1.00) (21.60) = 21.6 psf h = 19 ft B = (1.00) (1.00) (14.80) = 14.8 psf 2a = (0.2) (24.0) C = (1.00) (1.00) (17.20) = 17.2 psf = 4.8 5 D = (1.00) (1.00) (11.80) = 11.8 psf pitch = 8 /12 (0) (.00) ] = 0.0 __> 8 = tan-' (8/12) = 33.69 ASD Pressure P = (.6)[AreaA*A + Area B*B + Areas*C + Areap*D] = Pressure Calculated check 10psf minimum per ASCE 7-16 = Pmin = (.6)[16psf(AREAA + AREAS) + 8psf(AREAB + AREAD)] Front -Rear (number of wall lines = 2 1 P(LA) _ (.6) [ (25) (21.60) + (148) (14.80) + (70) (17.20) (0) (.00) ] = 2360.6 P(LA) in = 1622.4 Pcalced Governs P(LB) _ (.6) [ (55) (21.60) + (148) (14.80) + (79) (17.20) (0) (.00) ] = 2842.3 P(LB) min ' 1996.8 Pcalced Governs P(N/A) _ (.6) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(N/A) min ' 0.0 P(N/A) _ (.6) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(N/A) min = 0.0 P(N/A) _ (.6) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(N/A) in - 0.0 P(N/A) _ (.6) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(N/A) min - 0.0 Daniel J. Tyrrell, P.E. Consulting Engineer 10405 8th Street East PROJECT: Keimig-Tahoma Terra Coffee Edgewood, WA 98372 JOB #: 23-6/7Z PAGE 7 OF 28 (253) 568-7991 e-mail: dantyrrell@att.net BY: DT DATE: 6/24/2023 by figure 28.5-1 ASCE 7-16 A = (1.00) (1.00) (19.20) = 19.2 psf B = (1.00) (1.00) (.00) _ .0 psf C = (1.00) (1.00) (12.70) = 12.7 psf D = (1.00) (1.00) (.00) _ .0 psf pitch = 0/12 tan-' (/12) = 0.00 Side - Side (number of wall lines = 2 ) P(TA) _ (6) [ (40) (19.20) + (45) (.00) + (81) (12.70) (0) (00) ] = 1078.0 P(TA) min = 1377.6 Pmin. Governs P(TB) _ (6) [ (50) (19.20) + (0) (.00) + (102) (12.70) (0) (.00) ] = 1353.2 P(TB) min = 1459.2 Pmin. Governs P(N/A) min = 0.0 P(N/A) min = 0.0 P(N/A) min = 0.0 P(N/A) min = 0.0 P(N/A) min = 0.0 Daniel J. Tyrrell, P.E. Consulting Engineer 10405 8th Street East Edgewood, WA 98372 (253) 568-7991 e-mail: dantyrrell@att.net PROJECT: Keimig-Tahoma Terra Coffee JOB #: 23- 51?2 PAGE 8 OF ZB BY: DT DATE 6/24/2023 SHEAR TABLE Wind Shear Seismic Shear Wall Length Vw Vs SW Type LA 2361 2202 10.00 236.1 220.2 1 LB 2842 2202 7.67 370.8 287.3 2 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 TA 1378 2819 17.50 78.7 161.1 1 TB 1459 1586 28.92 50.5 54.8 1 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 7 I I 7_19- Wall Line Wind Shear Seismic Shear Wall Length Vw Vs SW Type LA 2361 2202 10.00 236.1 220.2 1 LB 2842 2202 7.67 370.8 287.3 2 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 TA 1378 2819 17.50 78.7 161.1 1 TB 1459 1586 28.92 50.5 54.8 1 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 N/A 0 0 0.00 0.0 0.0 0 Daniel J. Tyrrell, P.E. Consulting Engineer P.O. BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail: dantyrrell@att.net PROJECT Ve" Mi - Ta- wtnoL trr-a.�e JOB # 23-S172 PAGE I_ OF 29 BY DT DATE 9-G -.2,3 ■■■■■■■ ■■■■■■ENE ■��_I��M . ■■■ ■■ OMEN No EAe■■�N d MH ONE ■ NN■NN . ECJ © ■: ■ No mom ■ NNO■ N■M11101111M■IME a ■MNNmom No mom SNS!! N■N■■NNNONE No N■■M NNINN 0 M ME ME 0 ■N■■ N■N■ ■, ■■■■■IN■ ■ ■ ■■ ■■NMEMBE■ ■■ N9011MME■■ ■ ■ ■■■ ONNOMMMEN mom mom "N"Hys ■■ man MENE OEC!■ !SEM■■■■ ■ ■■ mom NENE Nago N■! N■EMNE■■ ON ■ ■ENE■NMEN NNE M■YE son NM■M■MMEE■ ■MME■■M■M■MENNMEMO NMOMM■M■MME■ ■■MME■MMEMM■MN NEON NOON■■■MMN MENEENEEMEMMEOEN■ME ■N■M■M■ON1 !■■■ ■EMS■EEE "EE E f ■ ON NONE" VNEM MM Hllp..z In 0 M EM !MN■CMN■■EMN®■�J■■E�l�S■:NN■NN■■■■ ■■NONE sign © M�JNSM,- ME■■■■N■■■ ■■ ■■NEM MR. -■-REME■■N■ ■■■ Je �ENM�INM!■■MNEMNIMEMENEE■ ■■■ ■NN■O■■■■■ON■ENOHomo ME URE■ ■■■m■m■■■■■■NN ■■■ ■E■EM■■■ M!EMINNERE■■M ^■■EMMINMEM ECJ■ ■■ ■■N■■ Ron" MEN ■ -7N■ �a��■HEN air ©!� � ■ ■ �■ ■ ■ ■ LZ No 0■■■M Daniel J. Tyrrell, P.E. Consulting Engineer P.O. BOX 537 Milton, Washington 98354 (253) 326-1081 e-mail: dantyrrell@att.net PROJECTe�m�g Take�.a.Tc�•�(o�e, JOB # 23- 57)77- PAGE l0 OF 28 By DT DATE 9 —!v -,Z3 '% SOUTHWEST ELEVTAION SCALE, vat - T -o' NORTHEAST ELEVTAION SCALE• V4' - 1-0' SOUTHEAST ELEVTAION SCALE V4' • 11-0' NORTHWEST ELEVTAION SCALE- V4' - 4-0' 13129 SHEARWALL SCHEDULE (HF STUDS @ 16" O.C.) MARK ALLOWABLE ALLOWABLE 7/16 APA RATED SHEATHING BOTTOM PLATE FRAMING ANCHORS SEE NOTES 3" HF WIND SEISMIC SHEATHING OR APA NAILING NAILING 4 x 10 HF 02 (RIDGE BEAM) ® b x 10 HF 02 (GROSS BEAM BELOW) SHEAR W/ SHEAR W/ RATED SIDING U.N.O. 31ii' x Tie' GLB 24F -V4 RAFTERS 6 FRONT PORCH: 4 x 8 HF 02 a 48' O.G. NEM/FIR STUDS NEM/FIR STUDS Q 337 241 ONE SIDE 8d @ 6" O.C. 16d @ 5" O.C. A35 @ 21" O.C. 1,2,3,4,8,9,10 a494 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 a833 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 1 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 I5 TO BE APA RATED 24/0 MINIMUM AND MAY BE 056 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'D. (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 THICKNESS SPECIE NAILS/BOLTS BOLT HI STHDIO 3" HF 28-10d - H2 STH014 3" HF 30-16d -- ANCHOR BOLT SCHEDULE NOTE: SEE DETAIL 'G/50I' MARK SILL PLATE ANCHOR REMARKS ABI 5/8' 0 a 72'O.C. P.T. 2x SILL REQUIRED AB2 5/8' 0 m 48O.G. P.T. 2x SILL REQUIRED AB3 5/8' 0 0 18 ' O.G. P.T. 2x SILL REQUIRED JOIST / BEAM / HDR SCHEDULE MARK JOIST / BEAM / HDR SIZE O1 31,V x TIIz' GLB 24F -V4 O2 4x 8 HF 02 O3 3t�' x 911' 20E PARALLAM 4� 3t,a' x 9lla' 20E PARALLAM O5 4 x 8 HF 02 m 48' O.G. (RAFTER) © 6 x 8 HF 02 O7 4 x 10 HF 02 (RIDGE BEAM) ® b x 10 HF 02 (GROSS BEAM BELOW) �9 4 x 10 HF 01 (SIDE BEAM) 10 31ii' x Tie' GLB 24F -V4 RAFTERS 6 FRONT PORCH: 4 x 8 HF 02 a 48' O.G. RAFTERS 6 STORAGE: 9/2' TJI 110 6 16' O.G. NOTE: INSTALL SIMPSON TIE 14ylS EACH TRUSS (1) -PLY USE SIMP. HI (2) -PLY USE SIMP. H10A-2 H1 H1 SIMPSON 5IMP50N L5SUI25 IUS1.81/9.5 W/ FILLERS 17'4" 15' WALLS: 2x6 HF#2 6 16' O.0 1 SEE DETAIL 'B/SI' ROOF FRAMING IS ADEQUATE TO SUPPORT 115# MA> HVAC UNIT 4x6 HF#2 O POST W/ SIMP. LPC(oZ BEAM(l) TO BEAM00) ---\ _- ; H1 n SIMP. HUC68, TYP. 2x6 T4G 1 DECKING, TYP. 2x10 HF#2 LEDGER W/ (3)-SIMPSON SDWS0.220x4.0 SCREWS (SDWS22400D5) IN EA. TRUSS (TYP.) - U 0�--- I 5 CUSTOM HANGER O O I q SIMPSON HU41OX SLD20 W/ 10dx1l/2" COMMON NAILS 8I © (TYP. 4x10 RAFTERS TO 8 LEDGER) I P.T. 6x6 HF#2 W/ 1 SIMP. LPC6Z 4 ABA66Z, TYP. P.T. 4x6 HF#2 12 POST W/ SIMP. LPC6Z BEAM(l) TO BEAM(S) MAIN FLOOR 5HEARUJALL 4 HOLDOUJN DESIGNATIONS 4 5EAme 0 2x10 HF#2 LEDGER W/ l2)-SIMP. u SDWSO.22Ox4.0' O (5DWS2240OD5) SEE DETAIL 2 IN EA. STUD So 51MPSON I 2 2x10 HF#2 LSSR41OZ ' LEDGER W/ - 4 O (3)-16d EA. STUD SIMP. HU41OX SLD20 SIMPSON 2 7'8' SKR 45 �io IU51.61/9.5 H2 - U 0�--- I 5 CUSTOM HANGER O O I q SIMPSON HU41OX SLD20 W/ 10dx1l/2" COMMON NAILS 8I © (TYP. 4x10 RAFTERS TO 8 LEDGER) I P.T. 6x6 HF#2 W/ 1 SIMP. LPC6Z 4 ABA66Z, TYP. P.T. 4x6 HF#2 12 POST W/ SIMP. LPC6Z BEAM(l) TO BEAM(S) MAIN FLOOR 5HEARUJALL 4 HOLDOUJN DESIGNATIONS 4 5EAme CA I ABi ABl ABl v 24 24 2 -24 �4 FOUNDATION i 4QLDQ UJN 6" 5TEMWALL DE6IGNATION5 12"x6" FOOTING 4 5EAt**15 TYR, U.N.O. TAHOMA TERRA COFFEE HOUSE PIER PAD @ FRONT PORCH [2018 International 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 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 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= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1226 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 3.57 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 6922 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1658 Ib Allowable Beam Shear: Vc1 = 11250 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 5413 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 49219 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 79688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 42188 Ib Controlling Allowable Punching Shear: vc2 = 42188 Ib Bending Calculations: Factored Moment: Mu = 20767 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) = 0.09 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 10 In 10 1 In II 9/6/2023 11:05:43 AM �--8 in ---� i 2 i-4 in --{ T 3 In T 3 in -j- Live L Live Load: PL = 2600 Ib * Dead Load: PD = 2302 Ib * Total Load: PT = 4902 Ib * Ultimate Factored Load: Pu = 6922 Ib Footing plus soil above footing weight: Wt = 322 Ib * Load obtained from Load Tracker. See Summary Report for details. � fof Project: TAHOMA TERRA COFFEE HOUSE 1500 Ib 1500 Ib Dead Load age 1465 Ib Total Load Carolyn Tyrrell 2965 Ib 17 Location: 1) REAR WINDOW HDR 1.30 in Tyrrell Engineering 5930 ft -Ib Base Values Roof Beam Fb = 2400 psi P.O. Box 537 Fb_cmpr = 1850 psi oft$ [2018 International Building Code(2018 NDS)] Shear Stress: Milton, WA 98354 Cd=1.15 3.5 INx7.5INx8.OFT E = 1800 ksi Comp. -L to Grain: Fc --L = 650 psi 24F -V4 - Visually Graded Western Species - Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:41 AM Section Adequate By: 26.8% Controlling Factor: Moment 3 ft Live Load 0.16 IN U615 Dead Load 0.15 in Total Load 0.31 IN U311 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1500 Ib 1500 Ib Dead Load 1465 Ib 1465 Ib Total Load 2965 Ib 2965 Ib Bearinq Lenqth 1.30 in 1.30 in Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 Moment of Inertia (deflection): MATERIAL PROPERTIES Roof Dead Load: DL= 24F -V4 - Visually Graded Western Species 5930 ft -Ib Base Values Bending Stress: Fb = 2400 psi 12 ft Fb_cmpr = 1850 psi Cd=1.15 C1=1.00 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. -L to Grain: Fc --L = 650 psi C6ntrolling Moment: 5930 ft -Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2550 Ib At a distance d from support. Created by combining all dead and live loads. A _ 8 f B Comparisons with required sections: Side One: Provided Section Modulus: 25.88 in3 32.81 in3 Roof Live Load: LL = 25 psf 26.25 int Moment of Inertia (deflection): Adjusted Roof Dead Load: DL= 20 psf 5930 ft -Ib 7517 ft -Ib Controlled by: Tributary Width: TW = 12 ft Fb' = 2749 psi Side Two: Roof Live Load: LL = 25 psf Fv' = 305 psi Roof Dead Load: DL= 20 psf Tributary Width: TW = 3 ft E' = 1800 ksi Fc --L' = 650 psi Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 375 plf Beam Uniform Dead Load: wD_adj = 366 pif Total Uniform Load: WT = 741 olf Comparisons with required sections: Rea'd Provided Section Modulus: 25.88 in3 32.81 in3 Area (Shear): 12.55 in2 26.25 int Moment of Inertia (deflection): 71.15 in4 123.05 in4 Moment: 5930 ft -Ib 7517 ft -Ib Shear: 2550 lb 5333 lb Project: TAHOMA TERRA COFFEE HOUSE 319 Ib 319 Ib Dead Load 667 Ib page Total Load 986 Ib Carolyn Tyrrell Bearing Length 0.70 in l8 Location: 2) GABLE END HDRS Cd=1.15 Tyrrell Engineering Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Roof Beam Fc - I = 405 psi P.O. Box 537 Controlling Moment: 2094 ft -Ib of GAS (2018 International Building Code(2018 NDS)] DL= Milton, WA 98354 Created by combining all dead and live loads. Tributary Width: Controlling Shear: 3.5 IN x 7.25 IN x 8.5 FT ft At a distance d from support. #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 55.1 % Section Modulus: 19.77 in3 Controlling Factor: Moment Area (Shear): 7.37 in2 Live Load 0.06 IN L/1673 Dead Load 0.13 in Total Load 0.19 IN U541 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 319 Ib 319 Ib Dead Load 667 Ib 667 Ib Total Load 986 Ib 986 Ib Bearing Length 0.70 in 0.70 in Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Side One: Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1271 psi 25 Cd=1.15 CF= 1.30 A Shear Stress: Fv = 150 psi Fv' = 173 psi Tributary Width: Cd=1.15 1 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc - I = 405 psi Fc - -L' = 405 psi Controlling Moment: 2094 ft -Ib psf 4.25 ft from left support DL= 20 Created by combining all dead and live loads. Tributary Width: Controlling Shear: -847 Ib ft At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 19.77 in3 30.66 in3 Area (Shear): 7.37 in2 25.38 in2 Moment of Inertia (deflection): 36.96 in4 111.15 in4 Moment: 2094 ft -Ib 3247 ft -Ib Shear: -847 lb 2918 lb Side One: LENGTHS AND LOA Roof Live Load: LL = 25 B A 8.5 ft Side One: LENGTHS AND LOA Roof Live Load: LL = 25 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 1 ft Side Two: wD_adj = 157 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 2 ft Wall Load: WALL = 80 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOA Adjusted Beam Length: Ladj = 8.5 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 75 plf Beam Uniform Dead Load: wD_adj = 157 plf Total Uniform Load: wT = 232 Of Project: TAHOMA TERRA COFFEE HOUSE Base Values Adjusted Bending Stress: ' ye Fb' = 3244 psi Area (Shear): Carolyn Tyrrell Shear Stress: Fv = 290 psi Location: 3) ROOF BEAM1 250.07 in4 Tyrrell Engineering 6390 ft -Ib Modulus of Elasticity: Roof Beam E'= 2000 ksi P.O. Box 537 Fc - -L = 750 psi Fc - -L' = 750 psi [2018 International Building Code(2018 NDS)] 6390 ft -Ib Milton, WA 98354 5.75 ft from left support or 3.5 IN x 9.5 IN x 11.5 FT Created by combining all dead and live loads. Controlling Shear: 2.0E Parallam - iLevel Trus Joist StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 122.7% Controlling Factor: Moment Created by combining all dead and live loads. Live Load 0.19 IN U731 Dead Load 0.12 in Total Load 0.30 IN U454 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1380 Ib 1380 Ib Dead Load 843 Ib 843 Ib Total Load 2223 Ib 2223 Ib Bearing Length 0.85 in 0.85 in Span Length 11.5 ft Unbraced Length -Top 11.5 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Comparisons with required sections: Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 3244 psi Area (Shear): Cd=1.15 C/=0.95 CF= 1.03 Shear Stress: Fv = 290 psi Fv' = 334 psi 250.07 in4 Cd=1.15 6390 ft -Ib Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - -L = 750 psi Fc - -L' = 750 psi Controlling Moment: 6390 ft -Ib 2 5.75 ft from left support WT = 387 Created by combining all dead and live loads. Controlling Shear: 1956 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 23.64 in3 52.65 in3 Area (Shear): 8.8 int 33.25 int Moment of Inertia (deflection): 99.19 in4 250.07 in4 Moment: 6390 ft -Ib 14233 ft -Ib Shear: 1956 lb 7393 lb A" 11.5 ft -- B Side One: 40 plf Roof Live Load: LL = 60 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 2 ft Side Two: 10 plf Roof Live Load: LL = 60 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 2 ft Wall Load: WALL = 40 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOAI Adjusted Beam Length: Ladj = 11.5 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 240 pif Beam Uniform Dead Load: wD_adj = 147 plf Total Uniform Load: WT = 387 Of Project: TAHOMA TERRA COFFEE HOUSE Page Carolyn Tyrrell Z� Location: 4) ROOF BEAM2 Tyrrell Engineering Roof Beam P.O. Box 537 (2018 International Building Code(2018 NDS)] Milton, WA 98354 3.5 IN x 9.5 IN x 4.75 FT 2.0E Parallam - iLevel Trus Joist StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 146.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2130 Dead Load 0.01 in Total Load 0.04 IN U1397 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 2509 Ib 2291 Ib Dead Load 1293 Ib 1160 Ib Total Load 3802 Ib 3451 Ib Bearing Length 1.45 in 1.31 in BEAM DATA Span Length 4.8 ft — -- - - Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 2.0E Parallam - iLevel Trus Joist Roof Live Load: LL = 60 psf Base Values Ad'usted Roof Dead Load: DL = 20 psf Bending Stress: Fb = 2900 psi Fb' = 3402 psi Tributary Width: TW = 6 ft Cd=1.15 C/=0.99 CF= 1.03 Side Two: Shear Stress: Fv = 290 psi Fv' = 334 psi Roof Live Load: LL = 60 psf Cd=1.15 Roof Dead Load: DL = 20 psf Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Tributary Width: TW = 6 ft Comp. -L to Grain: Fc -1= 750 psi Fc --I' = 750 psi Wall Load: WALL = 40 plf Controlling Moment: 5477 ft -Ib 2.375 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj = 4.75 ft Shear: 2997 Ib Beam Self Weight: BSW = 10 plf At a distance Ata distanced from support. Beam Uniform Live Load: wL = 720 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj = 339 plf Total Uniform Load: WT = 1059 plf Comparisons with required sections: Read Provided POINT LOADS - CENTER SPAN Section Modulus: 19.32 in3 52.65 in3 Load Number One " Area (Shear): 13.48 int 33.25 int Live Load 1380 Ib Moment of Inertia (deflection): 32.22 in4 250.07 in4 Dead Load 843 Ib Moment: 5477 ft -Ib 14927 ft -Ib Location 2 ft Shear: 2997 Ib 7393 Ib "Load obtained from Load Tracker. See Summary Report for details. NOTES Project: TAHOMA TERRA COFFEE HOUSE 500 Ib 720 Ib `'aye 462 Ib 692 Ib Carolyn Tyrrell Z j Location: 5) RAFTERS @ FRONT PORCH Bearing Length Tyrrell Engineering 28 Roof Rafter 2357 ft -Ib P.O. Box 537 or [2018 International Building Code(2018 NDS)] 2918 lb Milton, WA 98354 L-Eave-adj = 3.5 IN x 7.25 IN x 12.0 FT (10 + 2) @ 48 O.C. #2 - Hem -Fir - Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 37.8% wL-adj = Controlling Factor: Moment plf Live Load 0.22 IN L/641 0.03 IN 21J2178 Dead Load 0.20 in 0.00 in Total Load 0.42 IN U343 0.00 IN 2L/Infinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U160 Live Load 500 Ib 720 Ib Dead Load 462 Ib 692 Ib Total Load 962 Ib 1412 Ib Bearing Length 0.66 in 1.00 in Live Load 125 plf 180 plf Dead Load 116 plf 173 plf Total Load 241 plf 353 plf MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1271 psi Cd=1.15 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: 2357 ft -Ib 4.901 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -767 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: Rea'd Provide Section Modulus: 22.25 in3 30.66 in3 Area (Shear): 6.67 in2 25.38 int Moment of Inertia (deflection): 58.31 in4 111.15 in4 Moment: 2357 ft -Ib 3247 ft -Ib Shear: -767 lb 2918 lb NOTES A loft Zg_i Span Length 10 ft 2 ft Rafter Pitch 8 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 Uniform Roof Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 12.02 ft Eave Span: L-Eave-adj = 2.4 ft Interior Live Load: wL-adj = 69 plf Eave Live Load: wL-Eave-adj = 69 plf Interior Dead Load: wD-adj = 67 plf Eave Dead Load: wD-Eave-adj = 67 plf Interior Total Load: wT-adj = 136 plf Eave Total Load: wT-Eave-adi = 136 olf Project: TAHOMA TERRA COFFEE HOUSE page Carolyn Tyrrell Z� Location: 6) FRONT PORCH ROOF BEAM -CASE 1 Tyrrell Engineering Multi -Loaded Multi -Span Beam P.O. Box 537 of (2018 International Building Code(2018 NDS)] Milton, WA 98354 IN x 7.5 IN x 16.0 FT (2.5 + 6.8 + 6.8) #2 -Hem-Fir -Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM #2 Section Adequate By: 12.1% Controlling Factor: Moment Live Load -0.05 IN 2U1218 0.04 IN U2190 0.03 IN U2422 Dead Load -0.03 in 0.02 in 0.02 in Total Load -0.08 IN 2U794 0.06 IN U1440 0.05 IN U1673 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1015 ib 1799 Ib 1098 Ib Dead Load 831 Ib 1616 Ib 924 Ib Total Load 1846 Ib 3415 Ib 2022 Ib Bearing Length 0.83 in 1.53 in 0.91 in Span Length 2.5 ft 6.75 ft 6.75 ft Unbraced Length -Top O ft O ft O ft Unbraced Length -Bottom 2.5 ft 6.75 ft 6.75 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values AdA lusted Bending Stress: Fb = 575 psi Fb' = 659 psi Cd=1.15 C1=1.00 CF= 1.00 Shear Stress: Fv = 140 psi Fv' = 161 psi Cd=1.15 Modulus of Elasticity: E = 1100 ksi E'= 1100 ksi Comp. -L to Grain: Fc -1= 405 psi Fc --L= 405 psi Controlling Moment: -2528 ft -Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -1855 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: Rea'd Provided Section Modulus: 46 in3 51.56 in3 Area (Shear): 17.28 1n2 41.25 int Moment of Inertia (deflection): 43.89 1n4 193.36 in4 Moment: -2528 ft -Ib 2833 ft -Ib Shear: -1855 lb 4428 lb U 2 1 2 I-2.5ft -A. 6.75 ft - -- -- --6,75 ft • Uniform Live Load 50 plf 50 pif 50 plf Uniform Dead Load 30 pif 30 pif 30 pif Beam Self Weight 8 plf 8 pif 8 pif Total Uniform Load 88 Of 88 Of 88 Of Load Number One Two Live Load 720 Ib 720 Ib Dead Load 692 Ib 692 Ib Location 1 ft 5 ft RIGHT SPAN Load Number One Two Live Load 720 Ib 720 Ib Dead Load 692 Ib 692 Ib Location 2.75 ft 6.75 ft Project: TAHOMA TERRA COFFEE HOUSE 2.5 ft 6.75 ft Unbraced Length -Top page Unbraced Length -Bottom 2.5 ft 6.75 ft Carolyn Tyrrell 1.15 Location: 6) FRONT PORCH ROOF BEAM - CASE 2 0.00 Tyrrell Engineering E'= 1100 ksi Multi -Loaded Multi -Span Beam Fc --L' = 405 psi P.O. Box 537 Total Uniform Load [2018 International Building Code(2018 NDS)] Of Milton, WA 98354 of IN x 7.5 IN x 9.25 FT FT (2.5 + 6.8) 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 #2 #2 -Hem-Fir -Dry U StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 11.5% 51.56 in3 Controlling Factor: Moment 41.25 in2 Live Load -0.07 IN 2U912 0.05 IN L/1508 Dead Load -0.05 in 0.05 in Total Load -0.12 IN 21J502 0.10 IN L/807 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1117 Ib 809 Ib Dead Load 1008 Ib 725 Ib Total Load 2125 Ib 1534 Ib Bearing Length 0.95 in 0.69 in Span Length 2.5 ft 6.75 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 2.5 ft 6.75 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIE #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 575 psi Fb' = 661 psi Cd=1.15 CF= 1.00 Uniform Dead Load Shear Stress: Fv = 140 psi Fv' = 161 psi Cd=1.15 pif Modulus of Elasticity: E = 1100 ksi E'= 1100 ksi Comp. -L to Grain: Fc --L = 405 psi Fc --L' = 405 psi Controlling Moment: 2549 ft -Ib Total Uniform Load 4.99 Ft from left support of span 2 (Center Span) Of Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1852 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: 46.26 in3 51.56 in3 Area (Shear): 17.26 int 41.25 in2 Moment of Inertia (deflection): 69.32 in4 193.36 in4 Moment: 2549 ft -Ib 2841 ft -Ib Shear: 1852 lb 4428 lb 0 - 2.5 ft 6.75 ft 2 Uniform Live Load 50 pif 50 pif Uniform Dead Load 30 plf 30 pif Beam Self Weight 8 pif 8 pif Total Uniform Load 88 Of 88 Of Load Number One Two Live Load 720 Ib 720 Ib Dead Load 692 Ib 692 Ib Location 1 ft 5 ft Project: TAHOMA TERRA COFFEE HOUSE 229 Ib Dead Load 866 Ib 219 Ib page 448 Ib Bearing Length 1.28 in Carolyn Tyrrell BEAM DATA Left Center Location: 7) RIDGE BEAM 3 ft 8.75 ft Tyrrell Engineering 0 ft 0 ft Unbraced Length -Bottom Multi -Loaded Multi -Span Beam Live Load Duration Factor P.O. Box 537 Notch Depth 0.00 [2018 International Building Code(2018 NDS)] Milton, WA 98354 of 3.IN x IN x 11.75 FT (3 + 8.8) #2 #2 -Hem-Fir -Fir -Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 138.3% Controlling Factor: Moment Live Load -0.04 IN 21J1706 0.04 IN L/2639 Dead Load -0.03 in 0.03 in Total Load -0.07 IN 21J976 0.07 IN U1406 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 947 Ib 229 Ib Dead Load 866 Ib 219 Ib Total Load 1813 Ib 448 Ib Bearing Length 1.28 in 0.32 in BEAM DATA Left Center Span Length 3 ft 8.75 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 3 ft 8.75 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adffiusted Bending Stress: Fb = 850 psi Fb' = 1173 psi Cd=1.15 CF= 1.20 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: 2048 ft -Ib 4.03 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 589 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: 20.95 in3 49.91 in3 Area (Shear): 5.12 in2 32.38 in2 Moment of Inertia (deflection): 42.6 in4 230.84 in4 Moment: 2048 ft -Ib 4879 ft -Ib Shear: 589 lb 3723 lb 2 — W —3ft 8.75 ft 13 Uniform Live Load 50 plf 0 plf Uniform Dead Load 30 plf 0 plf Beam Self Weight 6 plf 6 pif Total Uniform Load 86 olf 6 Of Load Number One Two Live Load 500 Ib 500 Ib Dead Load 462 Ib 462 Ib Location 0 ft 4 ft Project: TAHOMA TERRA COFFEE HOUSE Tyrrell Location: 8) CROSS BEAM @ FRONT PORCH Tyrrell EngineeringRoof LCarolyn Beam P.O. Box 537 [2018 International Building Code(2018 NDS)] Milton, WA 98354 5.5 INx9.5INx10.OFT #2 -Hem-Fir -Dry Use StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM Section Adequate By: 14.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1522 Dead Load 0.08 in Total Load 0.16 IN U769 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 474 Ib 474 Ib Dead Load 482 Ib 482 Ib Total Load 956 Ib 956 Ib + Bearing Length 0.43 in 0.43 in BEAM DATA Span Length 10 ft Unbraced Length -Top 5 ft Unbraced Length -Bottom 0 ft A T +oft--- ---- B Roof Pitch 8 :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 = 675 psi Fb' = 774 psi Tributary Width: TW = 0 ft Cd=1.15 C1=1.00 CF= 1.00 Side Two: Shear Stress: Fv = 140 psi Fv' = 161 psi Roof Live Load: LL = 0 psf Cd=1.15 Roof Dead Load: DL = 0 psf Modulus of Elasticity: E = 1100 ksi E'= 1100 ksi Tributary Width: TW = 0 ft Comp. -L to Grain: Fc -1= 405 psi Fc --L= 405 psi Wall Load: WALL = 0 plf Controlling Moment: 4654 ft -Ib 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 948 Ib At a distanced from support. Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS Adjusted Beam Length: Ladj = Beam Self Weight: BSW = Beam Uniform Live Load: wL = Beam Uniform Dead Load: wD_adj = Total Uniform Load: wT = AND LOADS 10 ft 10 plf 0 plf 10 plf 10 plf Comparisons with required sections: Reg'd Provided POINT LOADS - CENTER SPAN Section Modulus: 72.19 in3 82.73 in3 Load Number One " Area (Shear): 8.84 in2 5225 in2 Live Load 947 Ib Moment of Inertia (deflection): 122.64 in4 392.96 in4 Dead Load 866 Ib Moment: 4654 ft -Ib 5334 ft -Ib Location 5 ft Shear: 948 Ib 5608 Ib ` Load obtained from Load Tracker. See Summary Report for details. NOTE Project: TAHOMA TERRA COFFEE HOUSE Location: 9) SIDE BEAMS @ FRONT PORCH Multi -Loaded Multi -Span Beam [2018 International Building Code(2018 NDS)] 3.5 INx9.25INx11.OFT(3+8) #2 - Hem -Fir - Dry Use Section Adequate By: 90.4% Controlling Factor: Moment Live Load -0.04 IN 21J1646 0.04 IN U2501 Dead Load -0.03 in 0.03 in Total Load -0.07 IN 21J974 0.07 IN L/1382 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1028 Ib 350 Ib Dead Load 906 Ib 295 Ib Total Load 1934 Ib 645 Ib Bearing Length 1.36 in 0.45 in Span Length 3 ft 8 ft Unbraced Length -Top 0 ft 4 ft Unbraced Length -Bottom 3 ft 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1012 psi Cd=1.00 C1=0.99 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 -1' = 405 psi Controlling Moment: 2211 ft -Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 680 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: 26.22 in3 49.91 in3 Area (Shear): 6.8 int 32.38 in2 Moment of Inertia (deflection): 56.84 in4 230.84 in4 Moment: 2211 ft -Ib 4210 ft -Ib Shear: 680 lb 3238 lb Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 9/6/2023 11:05:42 AM 2 2(0 of 2B Uniform Live Load 50 plf 25 plf Uniform Dead Load 30 15 plf aft---8ft A plf g Uniform Live Load 50 plf 25 plf Uniform Dead Load 30 plf 15 plf Beam Self Weight 6 plf 6 pif Total Uniform Load 86 Of 46 olf Load Number One Two Live Load 500 Ib 500 Ib Dead Load 462 Ib 462 Ib Location 0 ft 4 ft Project: TAHOMA TERRA COFFEE HOUSE Location: 10) FRONT DOOR HDR Roof Beam [2018 International Building Code(2018 NDS)] 3.5 IN x 7.5 IN x 6.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 82.2% Controlling Factor: Moment Live Load 0.07 IN U1128 Dead Load 0.07 in Total Load 0.14 IN U571 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 1171 Ib 1171 Ib Dead Load 1144 Ib 1144 Ib Total Load 2315 Ib 2315 Ib Bearing Length 1.02 in 1.02 in Span Length Unbraced Length -Top Unbraced Length -Bottom Roof Pitch 8 Roof Duration Factor 1.15 6.5 ft 2 ft 0 ft :12 1. -1. ^v�a�� ov MATERIAL PROPERTIES 25 psf 24F -V4 - Visually Graded Western Species 20 psf Base Values Ad'uste Bending Stress: Fb = 2400 psi Controlled by. 6 plfBeam Fb_cmpr = 1850 psi Fb' = 2749 psi psf Cd=1.15 C1=1.00 20 Shear Stress: Fv = 265 psi Fv' = 305 psi ft Cd=1.15 Created by combining all dead and live loads. Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc -1' = 650 psi Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 Side One: 1. -1. ^v�a�� ov Roof Live Load: LL = 25 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 12 ft Side Two: BSW = 6 plfBeam Roof Live Load: LL = 25 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 I 9/6/2023 11:05:42 AM Controlling Moment: 4125 ft-Ib 1. -1. ^v�a�� ov �c��a i n� r�rw wfa 3.25 ft from left support Adjusted Beam Length: Ladj = 6.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW = 6 plfBeam Shear: -1938 Ib Uniform Live Load: wL = 325 plf At a distance At a distance d from support. Beam Uniform Dead Load: wD_adj = 318 plf Created by combining all dead and live loads. Total Uniform Load: WT = 643 plf POINT LOADS - CENTER SPAN Comparisons with required sections: Rea'd Provided Load Number One ' Section Modulus: 18 in3 32.81 in3 Live Load 229 Ib Area (Shear): 9.54 in2 26.25 in2 Dead Load 219 Ib Moment of Inertia (deflection): 38.79 1n4 123.05 in4 Location 3.25 ft Moment: 4125 ft -Ib 7517 ft -Ib ' Load obtained from Load Tracker. See Summar Shear: -1938 lb 5333 lb for details. 27 of B Project: TAHOMA TERRA COFFEE HOUSE Location: RAFTERS @ STORAGE Roof Rafter [2018 International Building Code(2018 NDS)] TJI 110 / 9.5 - iLevel Trus Joist x 14.0 FT (12 + 2) @ 24 O.C. Section Adequate By: 1.2% Controlling Factor: Moment Live Load 0.41 IN L/355 0.02 IN 2U2020 Dead Load 0.13 in 0.00 in Total Load 0.53 IN U271 0.00 IN 2L/Infinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 720 Ib 980 Ib Dead Load 233 Ib 327 Ib Total Load 953 Ib 1307 Ib Bearing Length 1.75 in 3.50 in Web Stiffeners No No Live Load 360 pif 490 pif Dead Load 117 pif 164 plf Total Load 477 plf 654 pif 1 -JOIST PROPERTIES Read TJI 110 / 9.5 - iLevel Trus Joist E.I.: Base Values Moment Cap: Mcap = 2500 ft -Ib 2840 ft -Ib Cd = 1.15 Shear Stress: Vcap = 1220 Ib 1403 lb Cd = 1.15 Reaction A: Rcap = 910 Ib Reaction B: Rcap = 1220 Ib E.I.: EI = 157 Ib-in2 Carolyn Tyrrell Tyrrell Engineering P.O. Box 537 Milton, WA 98354 StruCalc Version 10.0.1.6 9/6/2023 11:05:43 AM A - - 12 ft - - =B= 2 ft Span Length 12 ft 2 ft Adjusted Rafter Pitch 0 :12 Mcap' = 2875 ft -Ib Roof sheathing applied to top of joists -top of rafters fully braced. Sheathing/sheetrock applied to bottom of joists -bottom of rafters fully braced. Vcap' = 1403 Ib Roof Duration Factor 1.15 Rcap' = 1047 Ib Rcap' = 1403 Ib EI' = 157 Ib-in2 Controlling Moment: 2840 ft -Ib 6.0 Ft from left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -987 Ib 12.0 Ft from left 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 E.I.: 106 in2-Ib E6 157 in2-Ib xE6 Moment: 2840 ft -Ib 2875 ft -Ib Shear: -987 lb 1403 lb Uniform Roof Loading Roof Live Load: LL = 60 psf Roof Dead Load: DL= 20 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 12 ft Eave Span: L-Eave-adj = 2 ft Interior Live Load: wL-adj = 120 plf Eave Live Load: wL-Eave-adj = 120 pif Interior Dead Load: wD-adj = 40 plf Eave Dead Load: wD-Eave-adj = 40 pif Interior Total Load: wT-adj = 160 pif Eave Total Load: wT-Eave-adi = 160 olf