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2020.0002 Ooms duplex #20-001oma, 5ecri �RoV ► � �o� / At l `\ s �q o . 2xtvf;T�511L WA L°D 5Pyp "99°x(0 V4`ko - E�L-&,V �c� 9"Sauo `i�IFN o �cK ELe,\JA-TlC)2 f D1 LA P RiUN-r ELEv t�aa►aw�f.aa����aa I � u m jjl�illillill—, ME• �r'r ♦ir L4 A w; wl' Ko 0 S I t J�i.om I/ rr.7'd -1, u\i! -,keak M1 --r0 FL, F poe 5 e:A-P&. HAI" FL F �iv EE SHEETS S1 -S3 FOR STRUCTURAL PLANS, NOTES & DETAILS - G Btu�tc'is• gam", Z12, STRUCTURAL NOTES CONTRACTOR, OWNER, AND FRAMER ARE TC THOROUGHLY REVIEW THESE DOCUMENTS AND THEIP RELATIONSHIP TO THE ARCHITECTURAL PLANS. IE THERE ARE ANY QUESTIONS, OR DISCREPANCIES ABOUT THE NOTES, DETAILS, OR PLANS, CONTACT THE ENGINEER OF RECORD AT THOMPSOI� ENGINEERING (360) 918-8079. These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site'conditione shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor': risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work os fabrication. The Contractor is responsible for all bracing anc shoring during construction. All construction shall conform to the applicable portions of the latest edition of the 2015 Internationa] Building Code except where noted. Construction Stability: The design, adequacy and safety of erection bracing, shorinc and all temporary supports is the sole responsibility of the Contractor, and has not been considered by the Engineer of Record. The Contractor shall provide the bracing necessary tc provide stability to the structure prior to the completec application of the lateral resisting system. Durinc construction, the Contractor shall keep loads within the design roof and floor load limits indicated below. Design Criteria: 1. Live Load = 25 PSF (Snow) = 40 PSF (Floors) 2. Dead Load = 15 PSF (Roofs) 12 PSF (Floors) 10 PSF (Partition Load) 10 PSF (Wood Walls) 150 PCF (Concrete) 3. Wind : 2015 IBC a. Basic wind speed = 110 mph b. Ultimate design wind speed = 85 mph (3 -sec gust) C. Risk category = "II" d. Exposure category = "B" e. Internal pressure coefficient = +0.55 - 0 .55 4. Earthquake: 2015 IBC a. Risk category = II b. Importance factor "I" = 1.0 c. Spectral response acceleration parameter Ss = 1.248 d. Spectral response acceleration parameter S1 = 0.497 e. Site classification = "D" f. Spectral response acceleration parameter Sds = 0.833 g. Spectral response acceleration parameter Shc = 0.498 h. Seismic design category "D2" i. Seismic response coefficient CS = 0.127 j. Response modification factor = 6.5 k. Basic force resisting system = bearing walls -"K" 1. Design procedure = Simplified analysis 5. Soil = 1500 PSF, Assumed Bearing Capacity 1. All footings shall be founded on native undisturbed soil. 2. Optional: A continuous 4" diameter perforated footing drain shall be placed around the entire perimeter of the foundation and installed as shown on the drawings. The footing drain shall be sloped and terminated at an approved location down hill of the structure. 3. Pressure -treated Mud -sills: Use 1/2" diameter X 10" ASTM A307 anchor bolts at 72" on center with pressure treated 2x nominal thickness plates, unless otherwise noted on the foundation plan. 4. All anchor bolts shall use 3" square x 1/4" thick steel plate washers. 5. Contractor may step foundation footings, but shall not step foundation walls short of floor diaphragm unless otherwise noted/detailed on the foundation plan. NOTE: WITH THE EXCEPTION OF APPROPRIATE BRACING MEASURES, DO NOT BACKFILL AGAINST CONCRETE WALLS FOR A MINIMUM OF 14 DAYS AND ONLY AFTER THE CONCRETE SLAB FLOOR IS IN PLACE, FLOOR FRAMING SYSTEM IS INSTALLED, SHEATHED, AND COMPLETELY NAILED OFF! SHORING, BRACING, AND COMPACTION DURING THE BACKFILL PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR! Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. Tolerances shall be per IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. Cement: ASTM C150, normal -Type I or I-II. 3. Coarse or fine aggregate: ASTM C33. 4. All reinforcing shall be ASTM A615 Grade 40 for #4 bars or smaller and Grade 60 for #5 bars or larger. S. Use 24" elbow bars at all footing and stemwall corners and intersections at horizontal continuous reinforcement. 6. Admixtures: Water reducers -ASTM C494, Type A. Air entrainment -ASTM C260 and ASTM C494, with no chlorides. 7. Concrete shall be in accordance with ASTM 150. Do not use calcium chloride, fly ash or related materials. f'c = 2500 PSI @ 28 day -5-1/2 sack mix -3/4" maximum size aggregate. Slump = 5" maximum, 6% max Air entrained. Carpentry: 1. Structural 4X framing shall be #2 Doug -Fir. 2. Floor joists shall be by Trus -joist, Boise Cascade, Louisiana Pacific, or other approved manufacturer. 3. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Contractor and Truss Manufacturer are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. 4. Floor sheathing shall be 34" T&G. Sheathing at floors shall be laid with the face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space between panel edges as 'required by sheathing manufacturer's specifications. Floor sheathing shall be nailed with 10d box nails at 6" o.c. edges and 10" o.c. in the field unless otherwise noted on plans. 5. Sheathing at roofs shall be laid with 'face grain perpendicular to supports and end joints staggered V-0" on center. Provide 1/8" space between panel edges as required by sheathing Manufacturer's. Roof sheathing shall be nailed with 8d box nails at 6" o.c. edges and 12" o.c. in the field unless otherwise noted on plans. CAUTION PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER RECOMMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED DURING PLACEMENT OF TRUSSES. 8d'5 @ G" O.C. EDGES OVER DOORWAY -� GARAGE HEADER EXTENDED TO CORNER 5t1EAR WALL W/ EDGE NAILING A5 SHOWN PER CALLOUT5 ON PLANS #4 HORIZ. BAR ---- -----*- -- 4" VERT5 @ t1.D.'5 J`; PIP -III-I 1I- 4" CONC. SLAB i I #4 VERT5 @ 4 8" O.C. #4 5AR5 CONT. I Il ° DROP SLAB TO (I) #4 BAR CONT. t ;' a { ACHIEVE S.W. (1) @ MID _ !! FRAMING REQ'MT. ---_-___-------- L -------------- --- =----------------- ------------- STRAPPING STRAPPING DETAIL GARAGE SHEAR WALL L M 5T 27 STRAPS ---.STRAPS @ BOTTOM OF t1DR. HOLDDOWN5 PER CALLOUT ON PLANS ----- TOP OF CONCRETE STEMWALL: V -01 - INCREASE HT. TO MEET Lj! 3" MAX tIT. TO BOTTOM OF HEADER (2) 8d'5 @ EACH JOIST FLOOR JOISTS \ (SEE PLAN) 2Y. P.T. SILL PLATE W/ A.B.s PER PLAN ` W/ 3x3x 114" PLATE UJASHER TYP. -11 III= FOUNDATION VENTS 1=11 I i; � il- (2) 1 Gd's @ I G" O.C. MANUFACTURED RIM BOARD EDGE NAILING (PER CODE) 1/ 150 a #4 VERT5 @ 32" O.C. rp (1) #4 BAR CONT. #4 BARS CONT. ° (1) BELOW VENTS W/ 24" LAPS (1) @ MID -HT. _ ° ° a ° 4" O PERFORATED 0 =111 III-1!1-III=11! III III I' FOOTING DRAINS i i 1=1 I I I i. III=1 1 1= 1=1 I _lii Ili=iu=ln_u __lii lil NATIVE UNDISTURBED 15" SOIL nl FOUNDATION / FLOOR SECTION DETAIL TWO-STORY W/ RIM I -JOISTS 2 4 P.T. SILL PLATE W/ A. 5.5 PER PLAN EXTERIOR WALL FRAMING W/ 3x3x 1/4" PLATE WA5t1ER TYP. SEE BUILDING SECTIONS GXGX I OX 10 W.W.M.F. or EDGE NAILING FIBER ME5t1 EDGE NAILING (OWNERS OPTION) FINISHED GRADE W/ 5% SLOPE AWAY ---------- ONE-STORY FOUNDATION W/ INTERIOR SLAB gg P. SILL FLAT re% - W/ A.B.s PER PLAN ( z WALL FRAPA!NG `r"✓/ 3x3x 1/4" PLA LATE �v^✓ASn TYF. � = BUILDING SECTIONS { ✓L�. ILINS GXGX I OX 10 W.1N. M . F. or 3 EDGE NA!LING FIBER M E 5 H (O',VNER5 OPTION) -- ------------ 777 �Zr � ,.-R-L:C- -✓ @ 32" O.C. (I i #4 BAR CONT. #4 BARS CONT. `t,11'2-4` LAPS (1) BELOW VENTS E s 41 O PER CKR ,,TED r= Ii- ! � i I,' "1 1-1 F 0 OTI !NG DRAINS ! I. 8„ NATIVE UNDIS I URBED 1 5, 501 FOUNDATION / SLAB SECTION DETAIL V `J TWO-STORY FOUNDATION W/ INTERIOR SLAB -2x STUDS @ I G" O.C. 15t1EAKWALL - SEE PLAN I FOR SIZE AND LOCATION I 3/4" TSG SHEATHING j I Gd's @ ��'�(.) ROV 5 GLUED AND SCREWED ,PANEL EDGE NAILING FLOOR JOISTS SEE FRAMING PLANS LTP4 or A -35F CLIPS @ liO'0D.4,,•. EA. 51DE OF Gx STEM _I 11_111-I l -I I I -I 11_111-I i l_I I I_I MAIN FLOOR FRAMING DETAIL FLOOR SHEAR TRANSFER P.T. PLATE w/ 0A-$ •`s @..twttp.G G"x24" STEM WALL G"x 12" FOOTING T `19 rt_ / 0 o) LGA 5 I II i 1 4 ffi 1(itt� }; 30 A 2-1-1 644 -Ail t,.. A W ©I _ � . 'l ZL X ASM- i....., t --;5t, lot V7.t -� 'Ci -� - C�► Ile t , STRUCTURAL DETAIL D5 ON THIS SHEET. ATTENTION: ALL ENGINEERING CALLOUTS ON THESE PLANS MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEER OF RECORD! THOMPSON ENGINEERING, INC. THO 8270 28TH COURT, STE. 201 LACEY, WA 98516 Q,�,Val WAS71 PHONE: (360) 918-8079 email: rthompsonengineering@yahoo.com 20 `� SCALE: t DRAWN BY: e Z DATE: PROJECT #20-001 REVISED: OOMS RESIDENTIAL DUPLEX 834471 , ECIsr��° FOUNDATION PLAN, NOTES & DETAILS SHEET S1 OF 3 ---- -----*- -- I I_I l I ;? -III-I 1I- #4 VERT5 @ 4 8" O.C. #4 5AR5 CONT. ° (I) #4 BAR CONT. (1) BELOW VENTS ;' a { W/ 24 LAPS (1) @ MID e"FRI 4" O PERFORATED I 11-1' FOOTING DRAINS III: III II 11=111 I=III-I I III _iTI lit I III=1 I 11=11I l i i i' NATIVE UNDISTURBED G 501 L 12" FOUNDATION / SLAB SECTION DETAIL ONE-STORY FOUNDATION W/ INTERIOR SLAB gg P. SILL FLAT re% - W/ A.B.s PER PLAN ( z WALL FRAPA!NG `r"✓/ 3x3x 1/4" PLA LATE �v^✓ASn TYF. � = BUILDING SECTIONS { ✓L�. ILINS GXGX I OX 10 W.1N. M . F. or 3 EDGE NA!LING FIBER M E 5 H (O',VNER5 OPTION) -- ------------ 777 �Zr � ,.-R-L:C- -✓ @ 32" O.C. (I i #4 BAR CONT. #4 BARS CONT. `t,11'2-4` LAPS (1) BELOW VENTS E s 41 O PER CKR ,,TED r= Ii- ! � i I,' "1 1-1 F 0 OTI !NG DRAINS ! I. 8„ NATIVE UNDIS I URBED 1 5, 501 FOUNDATION / SLAB SECTION DETAIL V `J TWO-STORY FOUNDATION W/ INTERIOR SLAB -2x STUDS @ I G" O.C. 15t1EAKWALL - SEE PLAN I FOR SIZE AND LOCATION I 3/4" TSG SHEATHING j I Gd's @ ��'�(.) ROV 5 GLUED AND SCREWED ,PANEL EDGE NAILING FLOOR JOISTS SEE FRAMING PLANS LTP4 or A -35F CLIPS @ liO'0D.4,,•. EA. 51DE OF Gx STEM _I 11_111-I l -I I I -I 11_111-I i l_I I I_I MAIN FLOOR FRAMING DETAIL FLOOR SHEAR TRANSFER P.T. PLATE w/ 0A-$ •`s @..twttp.G G"x24" STEM WALL G"x 12" FOOTING T `19 rt_ / 0 o) LGA 5 I II i 1 4 ffi 1(itt� }; 30 A 2-1-1 644 -Ail t,.. A W ©I _ � . 'l ZL X ASM- i....., t --;5t, lot V7.t -� 'Ci -� - C�► Ile t , STRUCTURAL DETAIL D5 ON THIS SHEET. ATTENTION: ALL ENGINEERING CALLOUTS ON THESE PLANS MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEER OF RECORD! THOMPSON ENGINEERING, INC. THO 8270 28TH COURT, STE. 201 LACEY, WA 98516 Q,�,Val WAS71 PHONE: (360) 918-8079 email: rthompsonengineering@yahoo.com 20 `� SCALE: t DRAWN BY: e Z DATE: PROJECT #20-001 REVISED: OOMS RESIDENTIAL DUPLEX 834471 , ECIsr��° FOUNDATION PLAN, NOTES & DETAILS SHEET S1 OF 3 A-35 CLIP5 @,° O.0 NOTE: A-35'5 NOT 5HEATHING * _EDGE5 @ PFR S W S( SECTION W/ SOLID RIM MEMBER UPPER WALL d'5 @ 1(,o" O.C. EDGE NAILING 8d NAILS ---' EA. 51DE Off WEB g" O.C. 5t1EAR WALL UPPER FLOOR FRAMING DETAIL FLOOR - SHEAR WALL CONNECTION SECTION W/ TJI RIM MEMBER UPPER Sf-!EAR WALL j� i (2) 1 Gd'5 @ I G" O.C. f TO RIM JOISTS 1 EDGE NAILING i (2) 8d NAILS PER J015T i LOWER 5tlEAR WALL UPPER FLOOR FRAMING DETAIL FLOOR - SHEAR WALL CONNECTION I Od'5 @ (p" O.C. ALIGNED 5NGL I -JOIST (2) ROWS 8,15 @ �p " O.C. EDGE NAILING St1EARWALL SEE PLANS WPPER FLOOR FRAMING DETAIL LOOR - SHEAR WALL CONNECTION TYPICAL SHEARWALL NAILING AND HOLDOWN CALLOUTS. SEE THIS SHEET FOR NOTES/SCHEDULE; TYPICAL AT ALL EXTERIOR - WALLS UNLESS OTHERWISE NOTED! TYPICAL SHEAR -WALL NOTES All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB, or as called out below, with exterior exposure glue and span rated "SR 24/0" or better. (5/8" T1-11 siding is an acceptable substitution except where 5/8" or thicker sheathing is specifically called out in the schedule below). Sheathing may be installed either horizontally or vertically. Wall studs must be spaced at 16" on center. All nails shall be per table below. Nail size and spacing at all sheathing edges shall be as required in shear -wall schedule below. Nail Type Diameter (inches) Length (inches) 8d box 0.113 2-1/2 10d box 0.128 3 16d sinker 0.148 3-1/4 8d common 0.131 2-1/2 lod common 0.148 3 ALL SHEARWALL FRAMING LUMBER SHALL BE DOUG -FIR SPECIES MATERIAL. SHEAR -WALL SCHEDULE sheathing nailed with 8d box at 6" on center all edges \17 = 260 plf. 2 sheathing nailed with 8d at 4" on center all edges. Use 3X (MINIMUM nominal thickness) material for framing members receiving edge nailing from abutting vertical panel edges = 380 plf. Wsheathing nailed with 8d box at 3" on center all edges. Use 3X (MINIMUM nominal thickness) material for framing members receiving edge nailing from abutting vertical panel edges 490 plf. ADDITIONAL SHEAR WALL NOTES: * Blocking is required at all horizontal free -edges of sheathing. Sheathing edge nailing is required at all holdown posts. * Intermediate framing is to be minimum 2x members with nailing at 12" on center. * Double 2x studs nailed together with (2) rows of 10d's at 4"o.c. may be used in place of a single 3x stud, unless otherwise required in holdown schedule below. HOLDOWN SCHEDULE Hold-downs shall be Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company "Kant -Sag" that have ICBO approval may be substituted in lieu of Simpson holdowns. All floor systems shall be blocked below member that holdowns are attached to. This block shall be equal to or larger than the member the holdown is attached to and be placed as a "squash block". All double OR triple studs (ALLOWED PER HOLDOWN SCHEDULE BELOW) shall be nailed together with (2) rows 10d's staggered at 4" on center each row for each layer. HTT4 attaches to concrete foundation with a Simpson SSTABI6 bolt 12" minimum into concrete. HTT4 attaches to double 2X studs with (18) 16d SINKER nails in wall above. Capacity = 4235# DF/SP, 3640# SPF/HF LSTHD8/LSTHD8RJ--embeds a minimum of 8 inches into concrete foundation and to a 4X6 stud with (20) 16d sinker nails in wall above. Q43) Ld'5 EA. 51DE OF 5PLICE ZfN N TOP VIEW I I I I I I I I 1 I ! I I 51DE VIEW NOTE: 1 �� MINIMUM BETWEEN SPLICES FRAMING DETAIL 84A'NFLOOR CAL TOP PLATE SPLICE UPPER FLOOR FRAMING PLAN MAIN FLOOR SHEARWALLS & HOLDOWNS PLAN ATTENTION: ALL ENGINEERING CALLOUTS ON THESE PLANS MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEER OF RECORD! THOMPSON ENGINEERING, INC. 8270 28TH COURT, STE. 201 LACEY, WA 98516 PHONE: (360) 918-8079 email: rthomnsonen¢ineerinanvn} SCALE: DATE: I PROJECT #20-001 OOMS RESIDENTIAL DUPLEX FRAMING/SW/HD PLANS, NOTES & DETAILS DRAWN BY: REVISED: DRAWING NUMBER: SHEET S2 OF 3 T No OF 1►ASgf� ti+ O 95