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RECEIVED .JUL 11 2019 CITY OF TIGARD BUILDING DIVISION McNamee Residence Addition Structural Calculations For Melvin McNamee CDN „co\ G PN0F`9/ 7943 tir OREGON 20 � Q 4' 1/1/ \-A. e� EXPIRES: 12/31/2019 Prepared by: Matthew A. Bullard, PE Project Number: 19-102 For: Tigard Building Department Date: July 10, 2019 Total 15 pages including cover sheet Matthew A. Bullard, PE 11633 SE 33rd Ave, Milwaukie, OR 97222 (503)819-9682 Matthew A. Bullard, PE Project No: 19-102 Page: SN-2 of SN-4 11633 SE 33rd Ave Project: McNamee Res. Addition Rev: Milwaukie, Oregon 97222 Title: STRUCTURAL NOTES Date: 07/10/19 Tel: 503-819-9682 Originator: MAB STRUCTURAL NOTES (cont.) STRUCTURAL NARRATIVE 1. THE PURPOSE OF THIS PROJECT IS TO PROVIDE GRAVITY AND LATERAL DESIGN OF THE ADDITION TO THE RESIDENCE AT 15134 SE 96T"AVE,TIGARD,OREGON 97224. DIVISION 2—SITE WORK GENERAL FOUNDATIONS 1. FOUNDATION SIZES ARE BASED UPON AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF FOR DEAD AND LIVE LOADS WITH AN ALLOWABLE ONE-THIRD INCREASE FOR WIND AND SEISMIC LOADS. 2. PLACE FOOTINGS ON FIRM, UNDISTURBED ORIGINAL SOIL. 3. LOCATE BOTTOM OF FOOTINGS AT MINIMUM OF 1'-0" BELOW FINAL GRADE OR EXISTING GRADE, WHICHEVER IS LOWER. 3. REMOVE ALL DISTURBED SOIL FROM FOOTING EXCAVATION TO NEAT LINES PRIOR TO PLACEMENT OF CONCRETE. DIVISION 3—CONCRETE AND REINFORCING FORMWORK 1. FORMWORK SHALL CONFORM WITH ACI 347. 2. FORM ALL VERTICAL CONCRETE SURFACES. DO NOT USE EARTH CUTS AS FORMS FOR VERTICAL SURFACES. 3. FORMS MAY BE REUSED IF THEY WILL PRODUCE THE SAME SURFACE QUALITY AS NEW FORMWORK. CONCRETE MIX/MATERIAL 1. MINIMUM MIX REQUIREMENTS: CONCRETE USE MIN STRENGTH MAX W/C RATIO TARGET SLUMP SLAB&FTGS 2500 PSI 0.58 4" 4. SLEEVES, PIPES OR CONDUITS OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE UNLESS EFFECTIVELY COATED. 5. CONCRETE TEMPERATURE AT TIME OF PLACEMENT SHALL BE BETWEEN 55 AND 80 DEGREES FAHRENHEIT. REINFORCING 1. ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. 2. WELDED WIRE REINFORCEMENT(DEFORMED OR PLAIN)TO BE ASTM A1064. 3. PROVIDE 2'-0"X 2'-0" CORNER BARS TO MATCH HORIZONTAL REINFORCING IN POURED-IN-PLACE WALLS AND FOOTINGS AT ALL CORNERS AND INTERSECTIONS. 4. LAP ALL BARS IN CONTINUOUS AND INTERSECTING FOOTINGS 2'-0"OR(48) BAR DIAMETERS,WHICHEVER IS GREATER. 3 Matthew A. Bullard, PE Project No: 19-102 Page: SN-3 of SN-4 11633 SE 33rd Ave Project: McNamee Res.Addition Rev: Milwaukie, Oregon 97222 Title: STRUCTURAL NOTES Date: 07/10/19 Tel: 503-819-9682 Originator: MAB STRUCTURAL NOTES (cont.) 5. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL MEET OR EXCEED THE FOLLOWING UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH 3.0 IN CONCRETE PERMINANTLY EXPOSED TO WEATHER 2.0 IN ALL OTHER CONDITIONS 1.5 IN DIVISION 5—METAL GENERAL 1. ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF AISC STANDARDS. MATERIALS 1. STRUCTURAL STEEL MATERIALS SHALL MEET THE FOLLOWING CRITERIA: A. ANGLES, CHANNELS AND PLATE: ASTM A36 B. ANCHOR BOLTS: ASTM F1554, GRADE 36 2. ANCHOR BOLTS SHALL BE PROVIDED WITH STANDARD WASHERS AND HEAVY-HEX NUTS. 3. PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOPING SURFACES. DIVISION 6—WOOD GENERAL 1. PROVIDE MEANS OF BRACING AT WOOD BEARING WALLS TO PREVENT STUD BUCKLING PRIOR TO INSTALLATION OF GYPSUM WALLBOARD OR PLYWOOD SHEATHING. ROUGH CARPENTRY 1. LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS: A. STUDS,JAMBS, HEADERS DOUGLAS FIR OR HEM FIR#2 B. BUCKS, BLOCKING, BRIDGING,AND MISC. DOUGLAS FIR OR HEM FIR#3 C. SILLS, LEDGERS, PLATES,STRIPPING, ETC. PRESSURE TREATED HEM FIR#2 IN CONTACT WITH CONCRETE AND WOOD CURBS D. ROOF AND WALL SHEATHING TO BE APA RATED SHEATHING, EXPOSURE I, CONFORMING TO APA PERFORMANCE STANDARD PS 1-95 AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED THICKNESS OF SHEATHING AND/OR SPAN RATING. INSTALL ROOF AND FLOOR SHEATHING WITH _LONG DIMENSION PFRPENAC.ULAR TO SUPPORTS UNLESS OTHERWISE NOTED.US€SPAC-ER TO PROVIDE 1/8 INCH END AND EDGE JOINTS(1/4 INCH FOR JUMBO PANELS)WHENEVER SHEATHING IS EXPOSED TO WET WEATHER. FILL ANY JOINT SPACING OVER 3/8 INCH UNLESS OTHERWISE APPROVED BY ENGINEER. INSTALL 2x4 OR THICKER BLOCKING AT UNSUPPORTED JOINTS IN WALL SHEATHING. BLOCK ROOF OR FLOOR SHEATHING WHERE NOTED ON DRAWINGS. 2. CONNECTORS: A. NAILS AND STAPLES SHALL COMPLY WITH ICC-ES REPORT ESR-1539. B. TIE STRAPS, FRAMING ANCHORS, HANGERS,STIRRUPS, COLUMN CAPS, COLUMN BASES, ETC.,TO BE SIMPSON AS DETAILED,OR AS APPROVED. 4 Matthew A. Bullard, PE Project No: 19-102 Page: SN-4 of SN-4 11633 SE 33rd Ave Project: McNamee Res.Addition Rev: Milwaukie, Oregon 97222 Title: STRUCTURAL NOTES Date: 07/10/19 Tel: 503-819-9682 Originator: MAB STRUCTURAL NOTES (cont.) C. FULLY NAIL ACCORDING TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN. D. NAILING-ALL NAILS SPECIFIED IN THE DRAWINGS TO BE COMMON NAILS UNLESS OTHERWISE NOTED.ALL NAILING SHALL COMPLY WITH OSSC TABLE 2304.9.1, NAILING SCHEDULE. OBTAIN ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS. E. NAILS AT ROOF AND WALL DIAPHRAGMS TO BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESINK IF NEEDED, IMMEDIATELY BEFORE ROOFING. G. CORROSION PROTECTION: MINIMUM CORROSION PROTECTION ON METAL CONNECTORS EXPOSED TO THE ENVIRONMENT OR PRESSURE TREATED WOOD TO BE PER ASTM A653 CLASS 185 (SIMPSON ZMAX)OR ASTM A123. ii. FASTENERS FOR PRESSURE TREATED LUMBER MUST BE MINIMUM HOT-DIP ZINC COATED GALVANIZED,STAINLESS STEEL,SILICON BRONZE OR COPPER. iii. ZINC COATED HOT-DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTM A153.STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316. v. HARDWARE AND FASTENERS USED TOGETHER MUST BE THE SAME TYPE(EG. HOT-DIP GALVANIZED NAILS WITH HOT-DIP GALVANIZED HANGERS). 4. DELIVERY AND STORAGE: A. ALL LUMBER AND SHEATHING DELIVERED TO THE SITE SHALL BE PILED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER. 7. PRESSURE TREATED LUMBER SHALL BE TREATED ACCORDING TO AWPA STANDARD C-2. FIELD TREAT ALL CUTS AND HOLES WITH A COPPER NAPHTENATE SOLUTION PER AWPA M4 STANDARD. LIGHT METAL PLATE-CONNECTED WOOD ROOF TRUSSES 1. ALL LIGHT METAL PLATE-CONNECTED WOOD ROOF TRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED TO THE FOLLOWING LOAD REQUIREMENTS UNLESS OTHERWISE NOTED ON THE PLANS: A. 20 PSF LIVE LOAD B. 25 PSF SNOW LOAD ON PROJECTED PLANE C. 10 PSF DEAD LOAD TOP CHORD D. 5 PSF DEAD LOAD BOTTOM CHORD E. 10 PSF NET WIND UPLIFT 2. ALL BRIDGING, BEARING HARDWARE, BLOCKING, HANGERS, ETC.,THAT ARE REQUIRED TO MEET TRUSS DESIGN CRITERIA SHALL BE INCLUDED IN THE TRUSS SHOP DRAWINGS AND SHALL BE PROVIDED BY THE TRUSS MANUFACTURER. 3. TRUSS ERECTOR TO INSTALL TRUSSES IN ACCORDANCE WITH TRUSS SUPPLIER DRAWINGS AND INSTALLATION 4. BRACE PER BUILDING COMPONENT SAFETY INFORMATION (BCSI)AS PUBLISHED BY THE STRUCTURAL BUILDING COMPONENTS ASSOCIATION. 5 6/27/2019 U.S.Seismic Design Maps 4Z *. OSHPD OPMp McNamee Residence 15134 SW 96th Ave, Tigard, OR 97224, USA Latitude, Longitude: 45.4111243, -122.77466290000001 SW Pinebroo\( ;W Murdock St SW Murdock St 9 James Templeton Elementary School 01 07 0) CO jilk ,, Bonaventure of Tigard - m sW Lady Mari > > fdY 1)0r r° a puss St tlyNa SW Hoodview Dr SW Settler St Z <6 SW Ka $� side Dr SW Lodi In � � SW Bellflower St Google Map data©2019 Google Date 6/27/2019, 10:23:29 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.962 MCER ground motion.(for 0.2 second period) i Si 0.42 MCER ground motion.(for 1.0s period) SMs 1.073 Site-modified spectral acceleration value 1 SM1 0.664 Site-modified spectral acceleration value SDs 0.715 Numeric seismic design value at 0.2 second SA sot 0.442 Numeric seismic design value at 1.0 second SA Type Value Description - m_ -- - -- - SDC D Seismic design category Fa 1.115 Site amplification factor at 0.2 second Fv 1.58 Site amplification factor at 1.0 second PGA 0.421__ MCEG peak ground acceleration ___ 1__— FPGA 1.079 Site amplification factor at PGA PGAM 0.454 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.962 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.073 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.924 Factored deterministic acceleration value.(0.2 second) S1RT 0.42 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.482 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. SID 0.639 Factored deterministic acceleration value.(1.0 second) 6 PGAd 0.703 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 6/27/2019 U.S.Seismic Design Maps Type Value Description CR1 0.871 Mapped value of the risk coefficient at a period of 1 s 7 https://seismicmaps.org 2/3 6/27/2419 U.S.Seismic Design Maps MCER Response Spectrum 1.5 1.0 0.5 i 3 0.0 0 5 10 15 Period, T(sec) — Sa(g) Design Response Spectrum 1 0.4 __ _ I 0.0 0 5 10 15 Period, T(sec) — Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application 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.SEAOC/OSHPD do 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 seismic data provided by this website.Users of the information from this website assume all liability arising `s , -•• - . ` e governing YSUitdin`g code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. 8 https://seismicmaps.org 3/3 • 1 2 3 ' SC ' ?-. : i i:.r, II4 : 02.. 1 "_ „.. 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