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2021.0120.SF0014 Deering plan 2609 #21-0347/1 t, 5/4-x Z �c� o�c. � UZ /a 1F� M�r�° @Q � � 7 �- �.o►�o gas e �oc,. IN -71 eW,uxiag f oQcN - PT& i�7 AJ _f 44e -Ig! �e lip 9. ssl� S sS� r 112 - (fit ----- - IF 62:7 5Q. FT - ....r,..�,._.._..........,._._�__ a _. ,,..,,._.._..e...�....,�._... _ ___ __._ ___ ....... .....�...a.,....__._.... JI' i f �� -�--- ---� SEE SHEETS S1 -S3 FOR F] STRUCTURAL PLANS NOTES & DETAILS! Lllvl�4c A I S rcoI Z q WGtL enex� TdT/-\Ll /' A r4 � ^775 STRUCTURAL NOTES NOTE: Contractor is responsible for aligning solid blocking/posts directly below all imposing point load locations above at floor framing. Where additional posts are called out at CONTRACTOR, OWNER, AND FRAMER ARE TO beam lines the Contractor is responsible for installing matching THOROUGHLY REVIEW THESE DOCUMENTS AND THEIR solid blocking/posts between the top of the floor beam and the RELATIONSHIP TO THE ARCHITECTURAL PLANS. IF underside of the floor sheathing at the load locations above. THERE ARE ANY QUESTIONS, OR DISCREPANCIES CAUTION ABOUT THE NOTES, DETAILS, OR PLANS, CONTACT PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER THE ENGINEER OF RECORD AT THOMPSON RECOMMENDATIONS. ENGINEERING (360) 918-8079. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING These structural notes supplement the drawings. Any discrepancy REQUIRED DURING PLACEMENT OF TRUSSES. found among the drawings, these notes, and the site conditions CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL CONDITIONS AND ALL shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after ELEVATIONS. discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the 2018 International Building Code except where noted. Construction Stability: The design, adequacy and safety of erection bracing, shoring 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 to provide stability to the structure prior to the completed application of the lateral resisting system. During construction, the Contractor shall keep loads within the design roof and floor load limits indicated below. Design Criteria: 1. Live Load = 25 PSF (Snow -Pg) 40 PSF (Floors) 2. Dead Load = 15 PSF (Roofs) 12 PSF (Floors) 10 PSF (Wood Walls 10 PSF (Partition Load) 150 PCF (Concrete) 3. Wind 2018 IBC a. Basic wind speed = 110 mph b. V-asd wind speed = 85 mph C. Risk category = "II" d. Exposure category = "B" e. Internal pressure coefficient = +0.55/-0.55 4. Earthquake: 2018 IBC a. Risk category = II b. Importance factor "I" = 1.0 c. Spectral response acceleration parameter Ss = 1.288 d. Spectral response acceleration parameter Sl = 0.465 e. Site classification = "D" f. Spectral response acceleration parameter Sds = 1.030 g. Spectral response acceleration parameter Shc = 0.465 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 Foundation 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 2018 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. 5. 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. �arpentry: 1. Structural 4X framing shall be #2 Doug -Fir. 2. 6X columns/beams/headers shall be #1 Doug -Fir. 3. 2X rafters/joists shall be #2 Douglas -fir, kiln dried, and stored in a dry area prior to installation. 4. Floor joists shall be by Trus -joist, Boise Cascade, Louisiana Pacific, or other approved manufacturer. 6. 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. Girder trusses shall have a minimum of bearing studs equal to the number of plies of girder truss. All girder trusses shall have LGT ties each end of truss that matches the number of plies in truss unless otherwise noted in plans or truss package. 6. Manufactured beams/columns (PSL/LVL) shall have the following properties: (Fb = 2,800 psi) (Fv = 285 psi) (E = 2,000,000 psi) (Fcl = 650 psi) 7. Glue laminated beams shall be 24F -V4 for simple spans, and 24F -V8 for cantilevered or continuous beams and have the following properties: (Fb = 2,400 psi) (Fv = 240 psi) (E = 1,800,000 psi) (Fcl = 650 psi) 7. Continuous and cantilevered beams shall not be cambered. All other Glu -laminated beams shall be cambered for L/480. See framing plans for any exceptions. 8. Floor sheathing shall be 39" 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 the drawings. 9. Sheathing at roofs shall be laid with 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. 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 the drawings. (2) 1 Gd'5 @ O.C. MANUFACTURED K1I\4 BCARD EDGE NAILING Q� #4 V=LFT5 @ 48" O.C. - - ( 1) 1#4 BAR CONT. - - W/ 24" LAP5 4" 0 PERFORATED FOOTING DRAINS NATIVE UNDISTJRBED SOIL EXTEPJCR 1VALL FRAMING SEE BUILDING SECTIONS EDGE NAILING EDGE NAILING FIN'I51­1ED GRADE V✓/ 5% 5LOPE AIA/AY #4 VERT5 @ 48" O.0 (1) #4 DAR CONT. '% V/ 24" IAF5 4" 0 PEF.FCRATED FOOTING DF�AIN5 NATIVE UNDISTURBED S OIL F.T. PCST �, V/ POST BASE PcR PJ=,t`� 3 T1=5 @ 3" O.C. "OPTIONAL"-� 2"O "Si�NO" j�� i -1N151 IED GR ,DE OF, Ti FBF pi !N T r i I / CONC. SLAB _ _ (^-) =4 VERT 5. EQUALLY "'ACED _ Tr (3) #4 BARS BA. V AY , TOP $ 50TT0�%9 CF FTG5. D3 _ LL - TI -! POST/ FTG DETAIL NIAT1VE UN DISTUK5L=D I SOIL - cAIYA_y'�-t STRUCTURAL, DETAIL DI ON THIS SHEET. FOUNDATION & FLOOR FRAMING 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! III �I IIIII THOMPSON ENGINEERING, INC. 541 JORDAN LN RICHLAND, WA 99352 of wASy T Q' A PHONE: (509) 987-1599 email: rthompsonengineering@yahoo.com 4 PSF' r SCALE: DRAWN BY: Q PROJECT #21-034 DATE: REVISED:" RESIDENTIAL PLAN 2609-RON DEERG HOMES` c44 "'� IN ' �SS�ONAL 6\� -DRAWING NUMBER: FOUNDATION PLAN, NOTES & DETAILS ISHEETS1 OF 3 FA UPPER StiEAR WALL 1 (2) 1 Gd'5 @ I G" 0. C. TO RIM JOISTS 1 ) — EDGE NAILING / I (2) 8d NAILS PER JC1ST i LOWER SHEAR INA.LL I UPPER FLOOR FRAMING DETAIL FLOOR -SHEAR WALL CONNECTION TJI BLOCKING 3/4" T*G SHEATHING I 0d'5 @ C.C. (2) 8d'5 PER JOIST (1) EA SIDE OF WEB EDGE NAILING S H EAR`v1/ALL UPPER FLOOR FRAMING DETAIL FLOOR BLOCKING - SHEAR WALL CONNECTION ALIGNED MEh45ER SEE PLAN STRAPPING DETAIL BEAM TO WALL PLATE STRAP Fi_416 (_ I Od NAILS EACH HOLE r WALL FRAMING SIP,/;PSCN STRAP NAIL UP INTO ALIGNED MEM15ER � DO'S/N INTO TOP WALL PLAT LS �— TOP PLAT ES OF WALL or BEAM SEE PLAN OF STPAP ' r7- - L A 55 ALIGNED w/ WALL EQUAL EQUAL (t -_,-7i STRAPPING DETAIL <V f SHEAR WALL STRAP`- WALL TO TRUSS 51MP50N STRAP TYPICAL AT ALL EXTERIOR `FALLS UNLESS OTHRWISE NOTEI TYPICAL SHEAR -WALL NOTES All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB (with studs at 16"o.c.), 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. ,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 10d common 0.148 3 ALL SHEARWALL FRAMING LUMBER SHALL BE DOUG—FIR SPECIES MATERIAL. SHEAR -WALL SCHEDULE 2-1 sheathing nailed with 8d box at 6" on center all edges \ = 260 pl£. 4" 4" YP ,L sheathing nailed with 8d box at 4" on center all edges SIDE VIEW = 380 plf. . P5 MAIN FLOOR FRAMING DETAIL TYPICAL TOP PLATE SPLICE ADDITIONAL SHEAR WALL NOTES: * Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs. CIO—> � G�- - �'� r' CT-- � * Blocking is requied at all horizontal 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 other wise required in holdown schedule below. Z HOLDOWN SCHEDULE Hold-downs shall be Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. 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 intot HTT4 tt h �► x rA o concre e. a ac es to double 211A, r a f studs with (18) 16d SINKER nails in wall above. j LSTHD8/LSTHD8RJ--embeds a minimum of 8 inches into concrete foundation and to a 4X6 stud with (16) 16d sinker nails in wall above. 51_7_ C. ✓;'LiCr 2-1 I O F' V Iv 4/ 4" 4" YP SIDE VIEW 1dOTc: ��' IU,IN;MUM 5ff_1VVitN SIL L_ P5 MAIN FLOOR FRAMING DETAIL TYPICAL TOP PLATE SPLICE z CIO—> � G�- - �'� r' CT-- � \�� 2 � 53 ,` � Tom..- ....._.�-__....... .. _.-.-.-... JL -- F- Zjc4 t'�cT'-� M t- - U ) LAZ_ -'t;, �..- int= LOW ROOF FRAMING PLAN UPPER FLOOR FRAMING PLAN SHEARWALLS & HOLDOWNS PLAN tt` i ) F x, t I L ATTEiNTION: me � it ve- -(3) teyL- Ie- le 5'S TYPICAL SHE ARWALL NAILING AND HOLD ONVNLO-/-� CALLOUTS. SEE THIS SHEET FOR NOTES/SCHEDULES. 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. 541 JORDAN LN RICHLAND, WA 99352 rVoYVT H ©tii WAS PHONE: (509) 987-1599 email: rthompsonengineering@y'ahoo.com �tiOSCALE: DRAWN BY• Z PROJECT #21-034 r DATE: REVISED: 'dd RESIDENTIAL PLAN 2609-RON DEERING HOMES FSS DRAWING NUMBER: FRAMING/SW & HD PLAN, NOTES & DETAILS SHEET S2 OF 3 l 71 4 z � it ve- -(3) teyL- Ie- le 5'S TYPICAL SHE ARWALL NAILING AND HOLD ONVNLO-/-� CALLOUTS. SEE THIS SHEET FOR NOTES/SCHEDULES. 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. 541 JORDAN LN RICHLAND, WA 99352 rVoYVT H ©tii WAS PHONE: (509) 987-1599 email: rthompsonengineering@y'ahoo.com �tiOSCALE: DRAWN BY• Z PROJECT #21-034 r DATE: REVISED: 'dd RESIDENTIAL PLAN 2609-RON DEERING HOMES FSS DRAWING NUMBER: FRAMING/SW & HD PLAN, NOTES & DETAILS SHEET S2 OF 3 l 71 4 �I S1MI:::SON STRAF (SEE PLAN FOR SIZE LOCATIONS _ FLOOR MEMBER SEE PLAN �12 STRAPPING DETAIL HOLDDOWN STRAP TO RIM / BEAM / JOIST OPTIONAL t1-2.5 PLACEMENT @ O.C. TOP OF TRUSS / BLKG t SIDE OF STUD 2xG BLKG. BTWN. h-2.5 PLACEMENT @ 48" D.C. - TRUSS TO BLKG. STUDS @ h-2.5"5 + (SLOT 5f EATt1!NG TO PASS) w/ LLA ZCv 5 t1ANGEK5 BY TRUSS Mf GK. LING TO 2xx VENTED BLK5.. 2x4 FLAT BLKG.— BTWN. TRUSSES �8d'5 @ & " O.C.- A-35 CLIPS @ INTO 2x LEDGER/ WALL �t�ROOF FRAMING DETAIL ROOF - PORCH SOFFIT SHEAR TRANSFER TRUSSES @ 24" O.C. SIMPSON h-1 CLIPS @ " D.C. aK .6 GG ROOF FRAMING DETAIL TRUSS - WALL CONNECTION SIMP50N A-35 CLIPS @410," D.C. -� NOTE: ONLY FOR GABLE ShEATtIING ThAT DOES NOT OVERLAP AND EDGE NAIL TO WALL PLATES \— BM. - SEE PLAN H- I CLI PS CP,- �iZLi►�-S (PLACE BEFORE BLKG.) ROOF 51-iEATf11NG ROOF FRAMING DETAIL END TRUSS - WALL CONNECTION EDGE NAILING _--VENTED 2x BLKG. BRG / SI1EAR WALL or BEAM - SEE PLAN ROOF 51-1EATt11NG EDGE NAILING J— 1 x2 TRIM 2x FLY RAFTER EDGE NAILING :GABLE TRUSS 5t1EATt1iNG JOINT TO OVERLAP TOP PLATES 1- 1/2" MINIMUM A-34 CLIP EA. RAFTER OVER FRAMING 2x8 NAILER PLT. RAFTERS � Gd's KA17EIRPER OVER -FRAMED RAFTERS: 10' SPAN or LESS = 2x6'5 @ 24" O.C. OVER 10' SPAN TO 12'-G" SPANS = (2) 2xG's @ 24" O.C. OVER 12'-G" SPAN TO 14'-G" SPANS = (3) 2xG's @ 24" D.C. OPTION: #2 D.F. 2x 12'5 MAX. SPAN = 1 7-G" (r, I I � ROOF FRAMING DETAIL `V I I j OVER FRAMING RAFTERS - ROOF CONNECTION 4" O.C. UPPER ROOF FRAMING PLAN 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. 541 JORDAN LN RICHLAND, WA 99352 T H 0 - Q` j PHONE: (509) 987-1599 email: rthompsonengineeringC$ pF WAS yahoo.com 2� ��P� Tim O SCALE: PROJECT #21-034 DRAWN BY: - DATE: REVISED. RESIDENTIAL PLAN 2609-RON DEERING HOMES s¢471 SS,�AL E DRAWING NUMBER— FRAMING/SW & HD PLAN, NOTES & DFTAILS SHEET S3 OF 3 ___'1�'1