1428 W 2nd St & Unit 2 - Plan - Laserfiche WebLink

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CITY OF SANTA ANA GENERAL NOTES' FRAMING NOTES: 1. "Code" where referred to herein refers to 2022 CBC. 1. Roof sheathing to be 1/2" CDX plywood or OSB (INDEX 24/0) with 2. All work shall conform to the requirements of the code. 8d common nail atl 6„ O.C. in boundary, 3. All materials and workmanship shall conform to the drawing and specifications. „ 12 O.C. in intermediated (field), 4. The contractor shall be responsible for the safety of the building during construction and shall provide adequate shoring, bracing and guide during 2. Floor sheathing to be 5/8" CDT & G plywood or OSB (INDEX 32/16) construction. Safety and bracing requirements shall be in accordance with all National State and Local safety ordinances. with 10d common nail at: 6" O.C. in boundary, 5. The contractor shall be responsible for coordinating the work of all trades and 10 O.C.in intermediated (field), shall check all dimensions. 6. See mechanical, plumbing and electrical drawing for size and location of all 3. Wood diaphragm to be inspected and approved by Building openings required for ducts, pipes and for all pipe sleeves, electrical conduits Department prior to covering. and other items to be embedded in concrete or otherwise incorporated in 4. See detail 5/S-1 for typical wall sheathing detail. t t I k 5 S d t 'I 4/S-1 f t I d' h d t 'I d t STUDS MAX. UNSUPPORTED HEIGHT* BEAR'G WALL NON BAR'G WALL 2 X 4 @ 16" 10'-0" 14'-0" 2 X 6 @ 16" 14'-0" 20'-0" 2 X 8 @ 16" 18'-0" 24'-0" s rue ura wor ee e al or yplca lap ragm e al an no es. 7. In all cases where a conflict may occur, such as between items covered in 6. See detail on framing plan for shear wall indicated by 0 * MAX. DISTANCE BETWEEN FLOOR & ROOF. specifications and notes on the drawings or between general notes and specific 7. See shear wall 0 denote full length and full height of the walls. details, the Architect shall be notified and he will interpret the intent of the 8• Structural observation will be performed when required by the Building Official. 2X STUDS @ 16"❑,C, U.N.O. contract documents. 9. A certificate of compliance will be provided for the laminated beams. 8. Where construction materials are temporarily stored on roof or floor framing, 10. The max. depth of notching shall not exceed 1/6 the depth of the member, 16d @ 12"❑,C, TYP. they shall be distributed so that the load does not exceed the design live load. and shall not be located in the middle 1/3 of the span. NOTE: WOOD FRAMING: of thespan. SEE PLAN FOR L❑CATI❑N 1.1 All Douglas -Fir Larch shall comply with DOC PS20 standards. 11. The meax. depth of notching shall not exceed 1/4 the depth at end of spans. OF PLYWOOD SHEATH'G 1. All horizontal load carrying members and posts to be Douglas Fir Larch north. a. 2x grade No. 2 typical U.N.O. 12. 13. Provide solid 2x blocking under partitions perpendicular to floor joist Provide double joist under parallel bearing partitions 16d @ 12" O.C. b. 4x, 6x grade No. 1 typical U.N.O. 14. Roof sheathing requires nailing inspection before covered. C. post grade NO. 1 typical U.N.O. 15. Holdown shall be tight before covered plywood sheathing. 2. Studs, plates, sills and blocking to be grade #2 Douglas Fir or better. 16. 2-layer #15 black paper covered plywood sheathing for shear wall. 3. Sills under stud partitions in contact with Concrete shall pressure treated 17. Stucco lath& drywall shall be nailed to all studs & to top & bottom PL. Douglas Fir bolted to concrete with 5/8" x10" anchor bolts spaced not more 18. roof plywd shall be bond w/ INT. & EXT. glue & be of EXT. type where than 4'-0" O.0 unless noted otherwise, there shall be one bolt within 9" of each exposed to weather. end of each sill piece. Minimum of 2 bolts per piece. FOUNDATION NOTES: WOOD T T � STUD SCHEDULE 4. The bridging shall be provided as per code. 1. For floor dimension, curbs, under floor ducts, conduits, etc. 11 ►J lJ 5. A.B into wood framing require 3X3XO.229" plate washers 2. Verify all conditions in field. 6 Framin members shall not be notched in any manner exce t where s ecificall 3 See detail on Ian/S-1 for shear wall indicated b NAILING SCHEDULE (CBC 2022 TABLE 2304.10.2 9 P P Y detailed or approved by the Architect. 7. Minimum nailing for all wood members shall be as per code unless specifically noted. 4. 5. P Y See detail 1/S-1 for typical slab on grade, control joints, and slab depression details. Shear waIISO denote full length and full height of the wall or hip rafters; or roof rafter to 2" ridge beam 3-10d box 3-3"xO.131" nails 3-3" 14 gage staples, 7/16" crown 3-10d common 3-16d box 4-lOdbox 4-3"xO.131" nails 4-3" 14 gage staples,?/16" crown 8. Structural plywood shall be DEPA grade, Structural CDX, thickness as noted on plans with exterior glue conforming to product DOS PS1 or PS2. Each sheet shall be identified by a registered stamp or brand. 9. Edges of all openings through roof or floor shall be nailed per boundary of plywood diaphragm nailing requirements. 10. All wood bearing on concrete or masonry shall be pressure treated Douglas Fir. 11. All wood framing Max. moisture content to be 19%. 12. Joist hangers and other connectors shall be Simpson strong ties or equal. 6. Anchor bolts are 5/8"0 ©32"O.0 with galvanized plate washer 3"x3"xO.229". A bolts shall be 12" at each end with 7" Min. embeddment©6' o.c TYP. 7. All Holdown hardware, anchor bolts & rebars to be secured in place prior to call for inspection. 8. Saturate the soil 18" deep before placeing the concrete slab. 9. Grading & footing to be inspected & certified by the soil engineer prior to pouring the concrete. P 9 10. Fasteners in preservative treated wood or fire retardant treated wood shall b hot dipped zinc coated galvanized steel or stainless steel. in accordance w/ASTV CONCRETE: hor WALL 8. of A153 Stud to Stud (not at braced wall panels) 16d common 10 d box 3"xO.131" nails STRUCTURAL GLUE LAMINATED TIMBER: 1. Cement: Type V conforming to A.S.T.M. C-150 C.B.C. 3" 14 gage sta les, 7/16" crown 9. Stud to stud and abutting studs at in tersecting wall corners (at braced wall panels) 16d common 1. Materials, manufacture and quality control shall be in conformance with 2. All concrete unless otherwise noted on plans will be regular weight hard rock commercial standard, CS-253, "Structural Glued Laminated Timber". type (150 1 b/cu.ft.). Aggregate shall conform to A.S.T.M. C-33 with proven 2. Glued laminated beams shall be combination 24F-V8, Douglas Fir and Larch per shrinkage characteristics of less than 0.04% as per A.S.T.M. C-157. AITC 117 or combination 24F-V8 with hem fir lamination per AITC. 3. Strengths: Ultimate compressive strength at 28 days F'c=2500 psi.ACI 318-19 16d box 3"0.131" nails 3. All structural glued laminated timber shall be inspected during lamination by an 4. Maximum slump of concrete used in floor slab at flat work shall be four(4) 1 3" 14 gage staples, 7/16" crown approved inspection agency. A certificate of inspection shall be provided for the inches. 10. Built-up header 16d common 16d box Architect & building department prior to erection. 5. Vibration: Vibration of concrete shall be in accordance with the general 4. Each glued laminated beam shall be stamped with identification number and shall be accompanied b a Certificate of Inspection. P Y P 5. The glued laminated beams shall be furnished by a licensed fabricator specializing in this type of work. The fabricator shall submit complete shop drawings to the Architect for approval prior to fabrication. 6. 7. provisions outlined in Portland Cement Association Spec. ST26. Curing: Concrete shall be maintained in a moist condition for minimum of five days after its placement. Approved curing compounds may be used in lieu of moist curing. Strength tests of concrete shall be required as per code and as outlined in 11 • Continuous header to stud 4-8d common 4-10d box 12. Top plate to top plate 16d common IOd box 3"xO.131" nails Anchorrage: specification reports to be forward to the structural engineer. 1 1 3" 14 gage staples, 7/16" crown 13. Top plate to top plate, at end joints 8-16d common 12-lOd box 12-3" " nails a e staples, 7/16" crown 1144 gage 1.Min. Two bolts per piece of sill plate and one located within 12-inch and not less than 7 bolt diameter or 4 inch of each end of each sill plate. 2.Min. of 5/8" diameter A.B. embeded 7 inch into footing and spaced not more than 6' on center for one-story buildings or 4 feet on center two-story buildings. 3. 3"x3"XO.229" plate washer shall be used on each A.B. 4.all anchor bolts and holdowns shall be tied in place prior to foundation inspection. 8. Anchor bolts, dowels, inserts, etc. shall be securely tied in place prior to foundation inspection. 9. Location of construction and pour joints shall be approved by the Architect pouring concrete. 10. Continuous inspection required for concrete F'c greater than 2500 psi. SOIL INFO.: 1. The foundation designed is based on the recommendations by CBC 2022 TABLE 14. Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) 166dd common 16d box 3"0.131" nails WIND & EARTHQUAKE & DESIGN DATA: g, SEISMIC DESIGN CATEGORY D 1. BASIC WIIND SPEED=110 MPH 2. WIND IMPORTANCE FACTOR I=1.0, RISK CATEGORY II 9. BASIC SEISMIC -FORCE -RESISTING 3. WIND EXPOSURE=C SYSTEM: WOOD SHEAR WALL SYSTEM 4. ROOF DL=14 PSF, ROOF LL=20 PSF, 10. DESIGN BASE SHEAR: V=Cs*Wt 4.1 FLOOR DL=14 PSF, FLOOR LL=40 PSF, 11. SEISMIC RESPONSE COEFFIENT: Cs=0.261 5. MAPPED SPECTRAL RESPONSE ACCELERATIONS 12. RESPONSE MODIFICATION FACTOR: R=6.5 Ss=2.54, S1=0.848 13. ANALYSIS PROCEDURE USED: LATERAL DESIGN 6. SITE CLASS E 14. REDANDUNCY FACTOR Rho=1.3 7. SPECTRAL RESPONSE COEFFIENTS, Sds=1.693, Shc=0.848 2. 3. 4. 1806.2 The soil bearing value used for design of footing upon undisturbed soils and 24" below lowest finished grade is: 1500 PSF for spread footings, 1500 PSF for continuous footings. Soil engineer must inspect and approve footing excavation prior to placing rebars and approval to be provided to the building inspector before City PP P g P Y approval of foundation. 90% min. compaction under new foundation. 3" 14 gage staples, 7/16" crown 15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels 2-16d common 3-16d box 4-3"x0.131" nails 4-3" 14 gage staples, 7/16" crown 16. Stud to top or bottom plate 4-8d common 4-10d box 4-3"x0.131" nails 4-3" 14 a e sta les, 7/16" crown Orange County DEPARTMENT OF PUBLIC WORKS BUILDING & SAFETY DIVISION REINFORCING STEEL: 1. a. All reinforced steel to conform to A.S.T.M. specification A615 Grade 60 b unless noted otherwise on plans. . Deformations shall be in accordance with A.S.T.M. A615. 2. Unless otherwise noted, all reinforcing steel shall be lapped 36 bar diameter or 2'-0" minimum whichever governs. All splices shall be located as 2-16d common 3-lOd box 3-3"x0.131" nails 3-3" 14 gage staples, 7/16" crown 17. Top or bottom plate to stud 2-16d common 3-10d box detailed on plans. 3-3"0.131" nails 3. certification and testing of reinforcing steel shall be in accordance with the 3-3" 14 gage staples, 7/16" crown STRUCTURAL OBSERVATION PROGRAM provision of A.S.T.M. standards. 18. Top plates, laps at corners 2-16d common AND DESIGNATION OF THE 4. All reinforcing steel shall be supported and tied in conformance with the latest edition of "The manual of Reinforcing Steel Practice for Reinforced and intersections 3-10d box 3-3"0.131" nails STRUCTURAL OBSERVER PERMIT APPL. NO.: Project Address: 5. Concrete Structures". Provide the following minimum protective covering of concrete unless otherwise noted: Deposited against earth 3" clear In contact with earth (formed) 2" clear SPECIAL fNSPECTION PROGRAM 3-3" 14 gage staples, 7/16" crown 19. 1" brace to each stud and plate 2-8d common 2-10d box 2-3"0.131" nails 2-3 14 gage staples, 7/16 crown 20. 1"x6" sheathing to each 2-8d common Description of Work: House addition This form to be attached to the construction plans prior to permit approval bearing 2-10d box 21 1" 8" and wider sheathin 3-8d common Owner: Architect: Engineer of Record: STRUCTURAL OBSERVATION (ONLY CHECKED ITEMS ARE REQUIRED) Firm or Individual to be responsible for the Structural Observation: Name: Dacheng David Li Phone: 626 288-1216 Calif. Registration: C 58075 FOUNDATION WALL FRAME DIAPHRAGM ❑ Footing, Stem Walls, Piers ❑ Concrete ❑ Steel Moment Frame ❑ Concrete ❑ Mat Foundation ❑ Masonry ❑ Steel Braced Frame ❑ Steel Deck ❑ Caisson, Piles, ❑ Wood ❑ Concrete Moment ❑ Wood Grade Beams Frame ❑ Retaining Foundation ❑ Others: ❑ Masonry Wall Frame ❑ Others: Hillside Special Anchors ❑ Others: ❑ Others: DECLARATION BY OWNER I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the Structural Observer. Signature Date DECLARATION BY ARCHITECT OR ENGINEER OF RECORD (required if the Structural Observer is different from the Architect or Engineer of Record) I, the Architect or Engineer of record for the project, declare that the above listed firm or individual is designated by me to be responsible for the Structural Observation. Signature License No. Date ITEMS DESCRIPTION individuals/Finns*to (only checked items are required) (only checked items are required) perform S. I. El Concrete ❑AIIConcrete ❑Allexcept ❑ Test:_ per_c.y.; _@ 7 days, _@ 28 days, _hold. ❑ Bolts installed in Concrete U Bolts in existing Concrete/masonry O bolts in shear walls ❑ Special Moment -Resisting ❑ Location as indicated El All concrete frames Concrete Frame ❑ El Test:_ per c.y.; �_ 7 days, @ 28 days, _hold. ❑ Reinforcing steel and ❑ Stressing and grouting of tendons Pre -stressing Tendons Steel placement: ❑ Periodic Inspection ❑ Continuous Inspection ❑ Structrual Welding ❑ All Welding Except Periodic: ❑ Single pass fillet welds ❑ Welded studs ❑ Cold formed studs ❑ Metal deck ❑ Stairs&RailinEl Reinforcing steel V1DT: ❑ UT ❑ Rg ❑ MPT ❑ PT ❑ High -strength Bolting Snug tight: El All ❑ as indicated ❑ Pretension: ❑ All ❑ as indicated ❑ ❑ Structrual Masonry ❑ Working Stress Design ❑ full- ❑ half -stresses ❑ as indicated ❑ Strength Design ❑ Empirical Design fill- _psi TESTING: Before During ❑ Other Remarks Prisms ❑ ❑ Grout ❑ ❑ Mortar ❑ ❑ Units ❑ ❑ ❑ Piling, Drilled piers and ❑ Inspection by Geotechnical Engineer in addition to S. 1. Caissons ❑ Load testing Driving ❑ Continuous Inspection ❑ Periodic Inspection Driving ❑ Continuous Inspection ❑ Periodic Inspection ❑ Shotcrete ❑ Pre -construction panel testing ❑ In -place cores testing ® Others ® Epoxy holdown and anchorage system (periodic. ® SW AND SSW Wall (periodic). g to each bearing 3-10d box FLOOR 22. Joist to sill, top plate, or 3-8d common girder 3-10d box 3-3"0.131" nails 3-3" 14 gage staples, 7/16" crown 23. Rim joist, band joist, or 8d common blocking to top plate, sill or 10d box other framing below 3"0.131" nails 3" 14 gage staples, 7/16" crown 24. 1 "x6" subfloor or less to 2-8d common eachjoist 2-10d box 25. 2" subfloor to joist or 2-16d common girder 26. 2" plank 2-16d common 27. Built up girders and beams, 20d common 2" lumber layers 8. Ledger strip supporting joists or rafters 9. Joist to band joist or rim joist 0. Bridging or blocking to 10d box 3"xO.131" nails 3" 14 gage staples, 7/16" crown And 2-20d common 3-10d box 3-3"0.131" nails 3-3" 14 gage staples, 7/16" crown 3-16d common 4-10d box 4-3"0.131" nails 4-3" 14 gage staples, 7/16" crown 3-16d common 4-10d box 4-3"xO.131" nails 4-3" 14 gage staples, 7/16" crown 2-8d common Toenail 24" o.c. face nail 16" o.c. face nail 3 16" o.c. face nail 12" o.c. face nail 12" o.c. face nail 16" o.c. each edge, face nail 12" o.c. each edge, face nail Toenail 16" o.c. face nail 12" o.c. face nail 3"0.131" nails Each side of end joint, face nail (min 24" lap splice Iength each side of end joint) 16" o.c. face nail 12" o.c. face nail 16" o.c. face nail Toenail End nail Face nail Face nail Face nail Face nail 11 6" o.c., toenail Face nail Face nail Each bearing, face nail 32" o.c. face nail at top and bottom staggered on opposite sides 24" o.c. face nail at top and bottom staggered on opposite sides Ends and at each splice, face nail Each joist or rafter, face nail End nail Each end, toenail 'LYW❑❑D SHEATH'G 2X6 @ 16' D.C.- 2X FULL WIDTH - NAILER W/ 2-16d NAIL EA. RAFTER I� B.N. 1 PLYWOOD SHEATH'( 2X RAFTER` @ 16' ❑.C. B TS U ti c M.B.@24" O.C. STAGG. TYP. A SPLICE AT LOWER PLATE 20-16d EA. 16d @ 16'❑,C, SIDE OF SPLICE PR❑VIDE STUD BELOW SPLICES PLYWD. AS NOTED STUD @ 16' O.C. U,N.O. 2-2X EXCEPT AS -� NOTED ON FOURPLAN EDGE NAIL'G - BOUNDARY NAILING STAGGERED PLYWD. SPLICES 2X BL❑CKING TOP OF CONC. SEE SHEAR WALL SCHER FOR A.B. N❑TE1 WHERE PLYWD. OCCUR @ EA. SIDE STAGG. PANEL J❑INT. NAI 0. 20-16cl EA. SIDE OF SPLICE NAIL @ 12' O.C. INTERM NAILING #4X 3'-0' @ 16' D.C. SMOOTH DOWELS e' 's =11I=III=111= •' III=1I1=111= 6 If ' �.. .•:p"ter• A M.. .r , •• ,,.... III,,-III,,-III,-111,�,111.-1•II ,III, ,III„ �I I II , TYP. 1 1/4' DEPTH SAWCUT OR SLAB REINF❑RC'G QUICK J❑IST @ 20'-0' EA. WHERE OCCURS WAY MAX, (GROUT FILL) 4' C❑NC, LAB W/ #4@16' o.c EA WAY 10 MIL VISQUEEN 4'-1/2'GRAVEL .• e •:. •�p,-.�.'. �^.mac. - - 4'SLAB REINF❑ •r.. o; .o " . t y � �� • -III-III-III-I I I-1 I lT-I 111 2-#4 C❑NT, SL NOTE; WF 2 SEE NOTE ON FOUNDATIONPLAN CONC. SLAB O N GRAD E WHERE SAND & VISQUEENEEN APPLY, rl /�I IAlrl rl\/ TYPICAL WALL SHEATHING 5O ST6224 STTRIP EA. SIDEi BSIMPS❑N DTC v-@ 4'-0'❑.C. L- 2X J❑IST 2X SILL PLATE W/16d NAIL 12- 16'0,C, R,M, SEE PLAN Vj-%%� HIP SEE PLAN TE BLK'G - A35 EA SIDE CA 4X4 K.P. A35 EA SIDE 2-2X BM SEE PLAN L- 2X C.J. SEE PLAN SIMPS❑N DTC v-@ 4'-0'❑,C, 1 2X J❑IST X STUDS 2X SILL PLATE W/16d NAIL @ - 16'0.C, --12X F.J. IAI x- ST 6224 STRIP@EA SIDE 4X4 K.P. H3 @ EA SIDE _ 2-2X STUDS @16' ❑.0 I /-- 4X4 K.P. I HIP SEE PLAN A -A SIMPS❑N DTC @ 4'-0'❑,C, 2X STUDS @ 16'0,C. 2X P.T. SILL PLATE W/,138' �-2-2X F.J. 0 HILTI X-C @ 8' ICC-ES ESR1663 .a T-2X F.J. 8 HTER 2X LG. BLK'G CLG, J❑IST ❑IS 2XDBL PLS, 2XSTUDS 2XLEDGER @ 16' O.C. w/2-16d @ EA. STUD CEILING J❑IST SCHEDULE CLG. J❑ISTS ARE DESIGNED FOR DRYWALL OR PLANT (D,L,=5 P.S.F. N,L,L,=10 P.S.F. ) SIZE SPACING J❑IST SPAN ( MAX.) REMARKS 2X4 12' O.C. 12'-0' 16' ❑.C. 10'-0' 12' ❑.C. 18'-0' THIS SCHEDULE APPLIES TO ALL 2X6 RMS. U.N.O. ON PLANS SEE ARCH'L 16, ❑.C. 16'-0' DRAWINGS FOR CLG. HEIGHT FIN. & SPECIFIC REQMTS, 12' ❑.C. 24'-0' 2X8 16, ❑.C. 21'-0' 2X10 12' ❑.C. 26'-0' 16' ❑.C. 24'-0' CEILING JOISTS SCHEDULE("-.., FLOOR JOIST SEE PLAN FOR SIZE SPACING PLYWOOD SHT'G INTERM NAILING 8d®10" O.C. EDGE NAILING 10d®6" O.C. OF PLYWOOD FLOOR OPENINGS BE BOUND NAIL. LYWOOD SHT. SHALL SPAN THREE BEARINGS (MIN.) TYPICAL DIAPHRAGM 4 5/8' MIN, EDGE DISTANCE TYP. ALL STUD NON BEARING STUDS 2-2X6 TOP PL, 1I I 2x6STUDS@16' ❑,C PLUMBINC�WAT WALLS DETAIL A -7 40% MAX STUD 25% MAX. STUD WIDTH NOTCH WIDTH NOTCH 60 % MAX. STUD WIDTH BORE 5/8' MIN, EDGE DISTANCE TYP. ALL STUD 40% MAX STUD WIDTH BORE EXT AND BEARING STUDS STUD WIDTH NOTE: 1. NOTCH AND BORING NOT TO OCCUR IN SAME STUD SECTION 2. NO MORE THEN 2 X SUCCESSIVE DBL. STUDS MAY HAVE 60% BORING HOLES. NOTCH / BORE 2X4 2X6 25% 7/8" 1 3/8" 40% 1 3/8' 2 1 /8" 607o 2" 3 1 /4" 1 ■ TYP. NOTCHING & BORING SEE SCHEDULE U.N.O. ON PLANS 2X TRIM W/16d @ 12'❑,C. HEADER OPEN 3-16d NAILS FOR 2X TRIMMER (2-2X TRIMMER AT ❑PENING WIDER THAN 6'-0') 4-16d NAILS FOR 4X HDR• HEADER SCHEDULE SPAN ROOF AND CEILING FIRST FLOOR W/CEILING ONLY & ROOF 4'-0' 4X4 4X6 6'-0 4X8 4X10 8'-0' 4X10 4X12 10'-0 4X12 4X14 2-2X TRIM 12' -0' 4X14 3 1/2X14 GLU LAM 2-2X TRIM TYPICAL HEADER 101 Building Ag rove IT ISSUNN Lam' '.4 CD to rd r-, CV v O � W td � O CO �� Q G 'd co o 0 acc)O �U) OC\2 r--t cn ko a) co 1 0C) MN cd O CO O .., �rcf Q�OFESSIp4, �4AG Dq�/0 co � No. C058075 <f'>gT�OFI AL\fO N MO Z N zIN=a O U I N a N Z a ova Co N Z oqqa Tom U) Date Scale Drawn Job: 25128 Sheet sm I Of Sheet encY CE