The URL can be used to link to this page

Specifications (42) Ms-t�P-�` .-ttS kat" , st. S. r — - i , I,/kii�ivAvy%CASCADE AUG 2 9 2019 ®: ENGINEERING, INC i ' y ;-. ---;),,c,!,'., 209 NE Lincoln Street, Suite. A �'' '' Hillsboro, OR 97124-3043 503-846-1131 Calculations For Summer St. Addition OFFICE COPY 12130 SW Summer st. Tigard, OR 97223 Job No: 19157 Client: Nick Locke 8/29/2019 Index to Calculations Item Sheet Design Criteria and Loads D1 - D3 Roof and Floor Framing R1 - R3 Foundations Fl Lateral Analysis L1 \RU CTURAL 444 58926 PE 9 i0,---- /4. 4111, OREGON L � ° s'iTtY9, 2G, . RI s. W�� EXPIRES: 6/30/20 Digitally signed by Dmitri Wright Date:2019.08.29 15:23:26-07'00' These calculations apply to specific structural framing elements and foundations subjected to the gravity and lateral loads required by the Building Code. Analysis is only for structural elements specifically addressed in these calculations. The Owner is responsible for the all other structural elements and the overall structural integrity of the building. ,,,rl,��,CASCADE rr: ®®®ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 STRUCTURAL DESIGN CRITERIA Location: Tigard, OR Latitude: 45.4371 Longitude: -122.801 Elevation: 200 ft Occupancy: Residence Risk Category II Applicable Codes: 2014 Oregon Structural Specialty Code 2017 Oregon Residential Specialty Code (for Braced Wall Analysis) 2012 International Building Code ASCE7-10 Minimum Design Loads for Buildings and Other Structures NDS-12 National Design Specification for Wood Construction ACI 318-11 Building Code Requirements for Structural Concrete Project Narrative: Gravity & Lateral design of an addition to an existing wood framed residence Live Loads: Floor: (ASCE7 Table 4-1) Concentrated Residential 40 psf Snow Loads: Ground Snow Load p9: 10 psf Importance Factor Is: 1.0 Exposure: B Exposure Factor Ce: 1.0 Minimum Roof Snow Load pf: 20 psf Thermal Factor Ct: 1.1 Wind Loads: Ultimate Wind Speed V„it: 120 mph Exposure: B Enclosure Classification: Enclosed Topographic Factor KZt: 1.0 Seismic Loads: Mapped Short Period S5: 0.965 Site Class: D Mapped 1 Second S1: 0.423 Importance Factor Is: 1.0 Seismic Design Category: D1 Foundations: Allowable Bearing Pressure: 1500 psf Design Frost Depth: 12 in Job# 19157 By STP Date 8/29/19 Sheet# D 1 A(iiiili,t,,,\CA SCA b E r -�' ®�ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 MATERIALS SPECIFICATIONS Steel Reinforcing: Fy psi Fu psi Rebar: ASTM A615, Grade 60 60,000 Rebar(to be welded):ASTM A706, Grade 60 60,000 Anchorage to Concrete: Fy psi Fu psi Cast Anchors: F1554 Grade 36 Galvanized 36,000 58,000 Adhesive Anchors: Simpson SET-XP Epoxy Adhesive (Installed temp. above 50 deg.) Simpson AT-XP Acrylic Adhesive (Below 50 deg.) (If Used) F1554 Gr. 36 (Threaded Rod) Galvanized 36,000 58,000 (Continuous Special Inspection Required) Concrete: fc' psi Foundations, slabs: 2500 Framing Lumber: (NDS-12) Fb psi Fc psi Fv psi E psi Dimension Lumber(Grades as Noted on Plans): Doug Fir-Larch No. 2, 2" to 4" thick 900 1350 180 1.60E+06 Timbers: 6X10+: Doug Fir-Larch No. 2 875 600 170 1.30E+06 Plates, Blocking: Doug Fir-Larch Standard Grade 575 1400 180 1.40E+06 Wall Studs: Doug Fir-Larch No. 2, 2"to 4"thick 900 1350 180 1.60E+06 Solid Posts: 4X4 &4X6: Doug Fir-Larch No. 2 900 1350 180 1.60E+06 Plywood: (APA Rated) Roof: 1/2" Rated Sheathing (15/32" Minimum.) Exp. 1 Span 32/16 Walls: 7/16" Rated Sheathing Exp. 1 Span 24/16 Floor: 3/4" T&G Rated Sheathing Exp. 1 Span 48/24 OSB substitution allowed with equivalent rating. Statement of Special Inspections: THIS PROJECT MAY BE CONSIDERED "CONSTRUCTION OF A MINOR NATURE" AND NEED NOT REQUIRE SPECIAL INSPECTION BY IBC 2012 SECTION 1704.2 EXCEPTION 1. Job# 19 157 By STP Date 8/29/19 Sheet# D2 . „�I�I�.,��,�CASCADE ®®®� ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Dead Load Calculation Roof: Shingles on Rafters (Min. 3:12 Slope) (psf) Asphalt shingle system 3.0 1/2” Plywood/OSB sheathing 1.5 2X12's at 24" O.C. 2.2 10" +/- Blown-in Insulation 1.0 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 4.1 Total Dead Load 15.0 psf Floor: Carpet on Wood Framing (psf) Carpet and Pad 1.0 3/4" T&G Plywood/OSB sheathing 2.3 2X6's at 16" O.C. 1.7 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 3.8 Total Dead Load 12.0 psf Walls: Framed with Wood Siding (psf) Wood siding 3.0 7/16" Plywood/OSB sheathing 1.4 2X6's at 16" O.C. 1.7 5" +/- Glass Batt Insulation 0.5 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 0.2 Total Dead Load 10.0 psf Walls: Interior Framed (psf) 2 Layers of 1/2" Gypboard 4.4 2X4's at 24" O.C. 0.7 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 1.9 Total Dead Load 8.0 psf Job# 19 157 By STP Date 8/29/19 Sheet# D3 . ii iii CASCADE r ,--1®�\ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Worksheet for Beam Gravity Loads Beam Ridge Beam Rafters Grid D Hdr. - Floor Joists Fndtn. Hdr. Beam Length (ft) 8.25 12 3 1 8 4 Unbraced Length Lu (ft) 2 0.5 3 1 0.5 4 Left End Trib. Width 1 (ft) 8 2 2 0 1.3 0.67 Right End Trib. Width 1 (ft) 8 2 2 0 1.3 0.67 Trib. DL (psf) for 1 15 15 15 0 12 12 Trib. LL (psf) for 1 20 20 20 0 40 40 Left End Trib. Width 2 (ft) 0 0 0 0 0 9.25 Right End Trib. Width 2 (ft) 0 0 0 0 0 9.25 Trib. DL (psf) for 2 0 0 0 0 0 15 Trib. LL (psf) for 2 0 0 0 0 0 20 Uniform DL (plf) 0 0 0 0 0 88 Uniform LL (plf) 0 0 0 0 0 0 Point DL (Ib) 0 0 495 0 0 0 Point LL (Ib) 0 0 660 0 0 0 Point Dist. from Left (ft) 4.125 6 2.42 0.5 4 2 Member Description 2X12 2X12 2-2X6 - 2X6 2-2X6 Timber Grade DFL#2 DFL#2 DFL#2 DFL#2 DEL#2 DFL#2 Load Duration Factor CD 1.15 1.15 1.15 1 1 1.15 Left DL. Reaction (Ib) 495 180 141 0 64 469 Left LL. Reaction (Ib) 660 240 188 0 213 423 Left Total Reaction (Ib) 1,155 420 330 0 277 892 Right DL. Reaction (Ib) 495 180 444 0 64 469 Right LL. Reaction (Ib) 660 240 592 0 213 423 Right Total Reaction (Ib) 1,155 420 1,035 0 277 892 DL Moment(lb-ft) 1,021 540 266 0 128 469 Total Moment(lb-ft) 2,382 1,260 621 0 555 892 Size Factor CFb/Cv 1.00 1.00 1.30 1.00 1.30 1.30 Shear Stress Fv (psi) 180 180 180 180 180 180 Bending Stress Fb (psi) 900 900 900 900 900 900 Elastic Modulus E (psi) 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 Slenderness Rb (<50) 15.723 0.000 13.464 0.000 5.497 15.218 Beam Stabilty CL 0.9729 1.0000 0.9747 1.0000 0.9973 0.9635 Allowable Shear Fv' (psi) 207.0 207.0 207.0 180.0 180.0 207.0 Allowable Bending Fb' (psi) 1,007.0 1,035.0 1,311.5 900.0 1,166.9 1,296.3 Member Shear fv (psi) 102.7 37.3 94.1 0.0 50.4 81.1 Member Bending fb (psi) 903.5 477.9 493.1 0.0 880.1 707.6 Dead Load Deflection (in) 0.044 0.049 0.006 0.0 0.044 0.02 Total Load Deflection (in) 0.102 0.115 0.015 0.0 0.192 0.039 Max DL/LL Defl. Ratio 1690 2197 4164 - 650 2367 Total Load Deflection Ratio 966 1256 2380 - 500 1244 Total Stress Ratio 0.9 0.46 0.45 0.0 0.75 0.55 Beam Callout 2X12 2X12 2-2X6 - 2X6 2-2X6 Left Support/Hanger - - - - - - Right Support/Hanger - - - - - - Job# 19157 By STP Date 5/29/19 Sheet# R 1 . A ,,��I��,\CASCADE ✓ ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Worksheet for Beam Gravity Loads Beam Grid E H Grid E Fndtn H - - - Beam Length (ft) 3 5 1 1 1 1 Unbraced Length Lu (ft) 3 5 1 1 1 1 Left End Trib. Width 1 (ft) 3.25 3.25 0 0 0 0 Right End Trib. Width 1 (ft) 3.25 3.25 0 0 0 0 Trib. DL (psf) for 1 15 15 0 0 0 0 Trib. LL (psf) for 1 20 20 0 0 0 0 Left End Trib. Width 2 (ft) 0 4 0 0 0 0 Right End Trib. Width 2 (ft) 0 4 0 0 0 0 Trib. DL (psf) for 2 0 12 0 0 0 0 Trib. LL (psf) for 2 0 40 0 0 0 0 Uniform DL (plf) 0 0 0 0 0 0 Uniform LL (plf) 0 0 0 0 0 0 Point DL (Ib) 495 0 0 0 0 0 Point LL (lb) 660 0 0 0 0 0 Point Dist. from Left (ft) 1.5 2.5 0.5 0.5 0.5 0.5 Member Description 2-2X6 2-2X6 - - - - Timber Grade DFL#2 DFL#2 DFL#2 DFL#2 DFL#2 DFL#2 Load Duration Factor Co 1.15 1.15 1 1 1 1 Left DL. Reaction (lb) 321 242 0 0 0 0 Left LL. Reaction (Ib) 428 563 0 0 0 0 Left Total Reaction (Ib) 748 804 0 0 0 0 Right DL. Reaction (Ib) 321 242 0 0 0 0 Right LL. Reaction (Ib) 428 563 0 0 0 0 Right Total Reaction (Ib) 748 804 0 0 0 0 DL Moment (lb-ft) 426 302 0 0 0 0 Total Moment (lb-ft) 994 , 1,005 0 0 0 0 Size Factor CFb/Cv 1.30 1.30 1.00 1.00 1.00 1.00 Shear Stress Fv (psi) 180 180 180 180 180 180 Bending Stress Fb (psi) 900 900 900 900 900 900 Elastic Modulus E (psi) 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 Slenderness Rb (<50) 13.464 16.715 0.000 0.000 0.000 0.000 Beam Stabilty CL 0.9747 0.9499 1.0000 1.0000 1.0000 1.0000 Allowable Shear Fv' (psi) 207.0 207.0 180.0 180.0 180.0 180.0 Allowable Bending Fb' (psi) 1,311.5 1,278.2 900.0 900.0 900.0 900.0 Member Shear fv (psi) 68.0 73.1 0.0 0.0 0.0 0.0 Member Bending fb (psi) 788.8 797.7 0.0 0.0 0.0 0.0 Dead Load Deflection (in) 0.01 0.02 0.0 0.0 0.0 0.0 Total Load Deflection (in) 0.024 0.068 0.0 0.0 0.0 0.0 Max DL/LL Defl. Ratio 2603 1262 - - - Total Load Deflection Ratio 1487 883 - - - - Total Stress Ratio 0.6 0.62 0.0 0.0 0.0 0.0 Beam Callout 2-2X6 2-2X6 - - - - Left Support/Hanger - - - - - - Right Support/Hanger - - - - - - Job# 19 157 By STP Date 8/29/19 Sheet# R2 . � �,,,,ili��\CA5CA DE ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Worksheet for Wood Ledgers Description Fasteners: Simpson 1/4"X3" SDS screws Main Member: 2X Rim Board Side Member: 2X6 DF P.T. Ledger Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Floor Load 3.84 12 40 46 154 200 Uniform Load Total 46 154 200 Fastener Spacing (in) 12 Fastener Shear Load (Ib) 200 Eccentricity of Load (in) 2.25 Resisting moment arm (in) 2.75 Fastener Tension (lb) 163.5 Check Shear in Fasteners: Allowable Shear(Ib) 280 Load Duration Factor CD 1 Wet Service Factor CM 1 Adjusted Allowable Shear(Ib) 280 Stress Ratio 0.71 Check Withdrawal of Fasteners: Allowable Withdrawal (lb/in)) 172 Penetration (in) 1.5 Load Duration Factor CD 1 Wet Service Factor CM 1 Adjusted Allowable Withdrawal (Ib) 258 Stress Ratio 0.63 Check Withdrawal for Out-of-Plane Load: Out-of-Plane Load (plf) 44 Fastener Tension (Ib) 44.0 Allowable Withdrawal (lb/in)) 172 Penetration (in) 1.5 Load Duration Factor CD 1.6 Wet Service Factor CM 1 Adjusted Allowable Withdrawal (Ib) 412.8 Stress Ratio 0.11 Use 2X6 DF P.T. Ledger with Simpson 1/4"X3" SDS screws at 12 in. O.C. Job# 19 157 By STP Date 8/29/19 Sheet# R3 . ,,,�►I,.��,\CASCA DE ��P® ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 Continuous Footing Worksheet Wall Label South Wall - - - - - Uniform Load 1 Label Roof - - - - - Tributary Width 1 (ft) 9.25 0 0 0 0 0 Tributary DL (psf) for 1 15 0 0 0 0 0 Tributary LL (psf) for 1 20 0 0 0 0 0 Uniform Load 2 Label Wall - - - - - Tributary Width 2 (ft) 10 0 0 0 0 0 Tributary DL (psf) for 2 10 0 0 0 0 0 Tributary LL (psf) for 2 0 0 0 0 0 0 Uniform Load 3 Label Floor - - - - - Tributary Width 3 (ft) 0.7 0 0 0 0 0 Tributary DL (psf) for 3 12 0 0 0 0 0 Tributary LL (psf) for 3 40 0 0 0 0 0 Uniform DL 4 (plf) 0 0 0 0 0 0 Uniform DL 5 (plf) 0 0 0 0 0 0 Point Load 1 Label Fndtn. Hdr. - - - - - Point DL 1 (Ib) 469 0 0 0 0 0 Point LL 1 (Ib) 423 0 0 0 0 0 Point Load 2 Label - - - - - - Point DL 2 (Ib) 0 0 0 0 0 0 Point LL 2 (Ib) 0 0 0 0 0 0 Footing Width (in) 12 16 16 16 16 16 Footing Thickness (in) 10 10 10 10 10 10 Stem Height (in) 48 14 0 0 0 0 Stem Thickness (in) 6 6 0 0 0 0 Uniform Total DL (plf) 547 88 0 0 0 0 Uniform Total LL (plf) 212 0 0 0 0 0 Uniform Load Total (plf) 758 88 0 0 0 0 Point Load Total (Ib) 892 0 0 0 0 0 Effective Length (ft) 9.667 4.000 1.667 1.667 1.667 1.667 Equivalent Uniform (plf) 92 0 0 0 0 0 Total Net Load (plf) 851 88 0 0 0 0 Footing Weight (plf) 125 167 167 167 167 167 Gross Bearing (psf) 976 191 125 125 125 125 Net Soil Bearing (psf) 851 66 0 0 0 0 Footing Mark FX12 Mark Width Thickness Stem Reinforcing (in) (in) Ht.(in) FX12 12 10 48+/- (2) #4 Cont. at Bottom Job# 19 157 By STP Date 8/29/19 Sheet# F I . /ftIIlI*,CASCA DE r 1114 ENGINEERING, INC Client Nick Locke 209 NE Lincoln Street, Suite. A Project 12 130 SW Summer St. Addition Hillsboro, OR 97124-3043 Location Tigard, OR 97223 503-846-1131 IRC Braced Panel Calculations Seismic Zone: D1 Number of Stories: 1 Wind Speed: 120 Wind Exposure: B Braced Wall Line D E 2 3 - - - - Level (1st Floor, 2nd Floor, etc) 1 1 1 1 - - - - Bracing Method CS CS CS CS - - - - Seismic Factors: Braced Wall Line Length (ft): 27 17 8.5 8.5 - - - - Story Height (ft): 9 9 9 9 - - - - Wall Dead Load (psf): 10 10 10 10 - - - - Roof/Ceiling Dead Load (psf): 15 15 15 15 - - - - Story Height Factor 1 1 1 1 1 1 1 1 BWL Spacing Factor 1 1 1 1 1 1 1 1 Wall Dead Load Factor 1 1 1 1 1 1 1 1 Roof/Ceiling Dead Load Factor: 1 1 1 1 1 1 1 1 Stone/Masonry Veneer Factor: 1 1 1 1 1 1 1 1 Cripple Wall Factor: 1 1 1 1 1 1 1 1 GWB on Inside Factor: 1 1 1 1 1 1 1 1 GWB Construction Factor: 1 1 1 1 1 1 1 1 Nominal Required Length (ft) 4.59 2.89 1.445 1.445 0 0 0 0 Total Seismic Adjustment Factor: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Required Bracing Length (ft) _ 4.59 2.89 1.45 1.45 0.00 0.00 0.00 0.00 Wind Factors: Braced Wall Line Spacing (ft): 15 8.5 17 17 - - - - Eave to Ridge Height(ft): 5 5 5 5 - - - - Number of Braced Wall Lines: 4 4 2 2 - - - - Wind Exposure Factor: 1 1 1 1 1 1 1 1 Eave to Ridge Height Factor: 0.85 0.85 0.85 0.85 1 1 1 1 Wall Height Factor: 0.95 0.95 0.95 0.95 1 1 1 1 Number of BWL Factor: 1.45 1.45 1 1 1 1 1 1 GWB on Inside Factor: 1 1 1 1 1 1 1 1 GWB Construction Factor: 1 1 1 1 1 1 1 1 Hold-down Factor: 1 1 1 1 1 1 1 1 Nominal Required Length (ft) 2.75 1.775 3.05 3.05 0 0 0 0 Total Wind Adjustment Factor: 1.17 1.17 0.81 0.81 1.00 1.00 1.00 1.00 Required Bracing Length (ft) 3.22 2.08 2.46 2.46 0.00 0.00 0.00 0.00 Bracing Provided: Minimum Panel Length (ft) 2.25 2.25 2.25 2.25 2 2 2 2 Total Length Provided (ft) 24 17 7 5.25 0.00 0.00 0.00 0.00 Acceptance Ratio 0.19 0.17 0.35 0.47 0.00 0.00 0.00 0.00 Job# 19 157 By STP Date 81221 19 Sheet# L I .