|
8'-0" CLG.
<br />12"W x 24'D
<br />W/(2)#4
<br />@TOP. &BOTT.
<br />TYP.
<br />I
<br />I
<br />4 5 AB32
<br />S-1 S-1
<br />y
<br />G, 12'-0" G
<br />-- ------
<br />w
<br />CD 6 I
<br />(I E) B E D R 8'-0" CLG.
<br />�,-0" CLG.
<br />�1,:'V
<br />CD
<br />w
<br />CITY OF SANTA ANA
<br />43. All plumbing walls are to be framed With a min 2X6 studs.
<br />44. Double Walls used as plumbing walls are to be a minimum of 8" Wide and no
<br />"flat" studs permitted Staggered studs are acceptable.
<br />45. Permissible notching and boring of joist are to be shown on the plans and
<br />shall not exceed CBC section 2308.10.4.2 allowances.
<br />46. Double joists are required under parallel bearing partitions
<br />47. Notching of exterior and bearing / non -bearing Walls shall not exceed
<br />25%/40% respectively. Bored holes in bearing/non bearing Walls shall not exceed
<br />40%/60% respectively. In no case shall the edge of the bored hole be nearer
<br />than 5/8 inch to the edge of the stud. (2308.9.10 and 2308.9.1 1)
<br />48. Header and trimmer details for doors and Windows are to be shown with full
<br />length trimmers.
<br />49. All stud bearing walls are required to comply with the minimum requirements
<br />for load bearing Walls
<br />T
<br />2
<br />2 AB 18 12"W x 24'D 1
<br />S-1 W/(2)#4 S-1
<br />CV �71
<br />>-0" cV @TOP. &BOTT.
<br />_ �TYP.
<br />S. r--------------- I
<br />ao 4'-0" 1
<br />m
<br />Q I n
<br />Nov2 I
<br />ZJ
<br />8'-0 CLG.
<br />i -
<br />(N)4" CONCRETE SLAB
<br />W/# 4 AT 18" O.C. E/W @ MIDDLE
<br />0/2" SAND 0/10MILVISQUEEN
<br />V O/2" SAND (TYP.)
<br />I
<br />S-1
<br />CS-
<br />--*�- ----------,
<br />�I
<br />II 6
<br />6 I
<br />S-1 S-1
<br />II
<br />-_�J
<br />I
<br />I I
<br />S6 1 I
<br />EXIST'G FOUNDATION
<br />8'-0" CLG.
<br />I
<br />------------
<br />-\--�� S�1 S�1
<br />(E) W.I.C. I j� I I / \ I (E) FOOTING
<br />- J TO VERIFY y
<br />L---------------------------------- m b3
<br />r------- - - - - -------------------- L------ -----------C-
<br />(E) CLOSET (E) CLOSET -
<br />-------L=----------------C
<br />2'-0"SQR. x 18" DEEP PAD
<br />g'-0CLG.
<br />FOOTING W/(2) #4 E/W. @ BOTT.
<br />I " I
<br />I
<br />4�
<br />8'-0" CLG. 8'-0" CLG. QQ (E) K I I C -11_ N
<br />8'-0" CLG.
<br />I
<br />_ I
<br />L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
<br />2'-0"SQR. x 18" DEEP PAD
<br />FOOTING W/(2) #4 E/W. @ BOTT.
<br />F - F - F -
<br />I
<br />L_J L_J L_J
<br />vm � vm
<br />3 3 3
<br />S-1 S-1 S-1
<br />PARTIAL FOUNDATION PLAN
<br />HOUSE scaLn : i/4" = r-o"
<br />S - 1
<br />-0" Q
<br />INMI.
<br />© �
<br />�I I- ,
<br />6
<br />SIZE
<br />TING
<br />TE
<br />USE'
<br />J1RED
<br />PER
<br />CITY OF S
<br />2.
<br />TERIORSFINISH " O.C.
<br />Planning a r
<br />1
<br />T
<br />2 10 4
<br />3.
<br />1
<br />X P.T.D.F. SILL (USE 3X
<br />ERE INDICATED ON PLANS)
<br />SYMBOLS LEGEND
<br />d
<br />°LY
<br />II
<br />a
<br />a
<br />'
<br />W% 5/8' 0 A.B. @ 48" O.C.
<br />& 12 MA FROM ENDS OF�
<br />N.0 0 PLANS)
<br />MUD SILL �O.
<br />SPAN AND DIRECTION OF ROOF MEMBER
<br />X
<br />DETAIL
<br />NUMBER
<br />°A"
<br />II
<br />USE 3 x3".229 WASHER.
<br />SPAN AND DIRECTION OF FLOOR MEMBER
<br />SDX
<br />DETAIL
<br />SHEET NUMBER
<br />y
<br />jl
<br />II
<br />JII.. a
<br />4.
<br />5.
<br />6.
<br />CONC. SLAB PER PLAN
<br />STEEL REBAR PER PLAN
<br />SAND & VISQUEEN PER
<br />H
<br />SPAN AND DIRECTION OF DECK MEMBER
<br />O
<br />BEAM
<br />UMBER
<br />Z
<br />I
<br />FOUNDATION PLAN
<br />SHEAR PANEL NUMBER, REFER
<br />�BEARI
<br />WALL
<br />Ap
<br />J
<br />On- 5
<br />9d I-.
<br />° ° INTERIOR FOOTING
<br />7.
<br />G.I. BASES REED @ EXTERIOR
<br />PLASTER. 4'� ABOVE EARTH,
<br />FOR PANEL TYPE, PANEL LENGTH NOTED
<br />ON FRAMING & FOUNDATION PLANS.
<br />CALIFORNIA
<br />FRAMING
<br />bi
<br />I. °
<br />° ' I
<br />8.
<br />2" ABOVE PAVED AREA
<br />EXTERIOR FINISH.
<br />C = _
<br />0
<br />EXISTING WALL TO REMOVE
<br />EXISTING WALL TO REMAIN
<br />- - - -
<br />- -
<br />-(E) F IN R
<br />PER
<br />° '
<br />2
<br />SEE PLAN 1 7/8"
<br />9.
<br />ISOLAT SLAB FROM STEM
<br />WALL (FU E 1/2 FIBERBOARD
<br />0
<br />NEW WALL
<br />- - - -
<br />- -
<br />_ -
<br />�= '
<br />-NEW FOOTING
<br />PAIERIAL�.®POST
<br />OR TRIMMER
<br />AB X
<br />A.B.
<br />PACING
<br />4
<br />6 1110.
<br />BARS @ 24"O.C. & BENT
<br />MIN 2' INTO SLAB & 1
<br />SHEAR WALL SCHEDULE
<br />3 7 NTO FOOTING. DOWEL
<br />UAYBI, OMITTED WHEN SLAB
<br />4 - 'ems- =.}F IS A MONOPOUR'
<br />z 10 i 1 1. VISQUEEN JOINTS LAPPED NOT
<br />r-n:�•"• �.II LESS THAN 6 INCHES
<br />�C
<br />5
<br />TOP OF NAT.
<br />°
<br />d I
<br />°.
<br />n
<br />GRADE OR
<br />°J'
<br />cn
<br />COMPACTED
<br />°
<br />FILL
<br />SEE PLAN
<br />EXTERIOR FOOTING
<br />M
<br />FOOTING1A
<br />TYPICAL
<br />EXT. 8c
<br />N T.
<br />FOOT N G
<br />"MI
<br />SIMPSON
<br />HOLDOWN
<br />de
<br />le
<br />ANCHOR 0
<br />AND TYPE
<br />HDU2
<br />1 3
<br />4
<br />15 3
<br />8
<br />8 0 SSTB16
<br />HDU4
<br />1 3
<br />4
<br />15 3
<br />8
<br />8 0 SSTB20
<br />HDU5
<br />1 3
<br />4
<br />16 5
<br />8
<br />8 0 SSTB24
<br />HDU8
<br />1 3
<br />4
<br />24 7
<br />8
<br />8 0 SSTB28
<br />HD9B
<br />1 3
<br />4
<br />24 7
<br />8
<br />7 8 0 SSTB28
<br />HDU11
<br />1 3
<br />4
<br />24
<br />1 0 SB1x30
<br />HDU14
<br />1 3
<br />4
<br />24
<br />1 0 SB1x30
<br />B E
<br />FT'G-
<br />N SLAB
<br />t JLHt3- IN r I l2 C
<br />EW
<br />TO
<br />EXISTING
<br />FOOTING
<br />6
<br />HOL-DOWN
<br />%0
<br />N
<br />1. E SLAB
<br />9 3.°. 2 1 2. N PAD FOOTING PER PL N
<br />°•
<br />11 3. 12" DOWELS -EXMITN�N(�2)
<br />M@
<br />CDW�SIMP50Tf�! SETS XP
<br />- - - - EPDXY ICC ESR#2508)
<br />4. E CONT. FOOTING
<br />�a
<br />°° T 5. �N4 PAD . 0 BE POURED
<br />° b 7 U DER �E CONT. FOOTING,
<br />°
<br />d CENTER D UNDER POST IN
<br />° Q WALL OR AS PER PLAN
<br />Z
<br />a � 6. NEW PAD FOOTING PER PLAN
<br />a
<br />6 w ^ 8. REBAR PER PLAN
<br />w °J 9. PROTECT (E) STEEL REBAR OR
<br />° N
<br />:° ° . °. 8 POST-TENSSION CABLE WHERE
<br />' ° Z OCUR
<br />10.P R ABOVE BC F E FT'
<br />z
<br />a
<br />. 11. I P 8' NAB (U.NJ.O 4. INTO
<br />5 8 0 BOLT W I� 4.5 INT
<br />SEE PLANET -XP EPDXYRETE W�CC#SIMP2608)
<br />a
<br />4 0 11 �E SLAB
<br />0
<br />LL
<br />a
<br />. z
<br />M7
<br />_ NOTE: UNDER PIN PAD: DIG
<br />y GG
<br />CENCF7E7E�FS°LABNWHEN
<br />b NEEDED,
<br />° 10 Z N PROTECT (E)STEEL BAR OR CABLE
<br />SPECIAL INSPECTION IS REQUIRED
<br />UNDER PIN PAD
<br />Nw
<br />°•
<br />�E) FOOTING
<br />°° 5
<br />DT67 SEE PLANA
<br />NEW PAD AT EXISTING FOOT N G
<br />SHEAR AT OPEN N G
<br />DBL. TOP PLATES
<br />2x BLOCKING
<br />SHEAR WALL E.N.
<br />CA
<br />SILL PLATE
<br />FRAMING
<br />SHEAR
<br />SHEATHING
<br />EDGE
<br />FIELD
<br />PLF
<br />CONNECTION
<br />CLIPS
<br />ANCHOR
<br />PANE
<br />NAILI G
<br />NAILING
<br />S W IND
<br />� 6d s 1 4 0 6
<br />A35's,LS50
<br />BOLT
<br />TYPE
<br />(COM ON)
<br />(COMMON)
<br />IC x1.4
<br />SINKER S S SC
<br />OR LTP4'
<br />SPACING
<br />3 8 APA
<br />rated
<br />@ 6" O.C.
<br />0 1'2" O.0
<br />260
<br />364
<br />4" O.C.
<br />4" O.C.
<br />® 16" 0.
<br />�..
<br />A3
<br />8 APA
<br />rated
<br />8 ' O.C.
<br />@ d S" O.0
<br />350
<br />490
<br />3" O.C.
<br />16 0.0
<br />@ 12' 0.
<br />5 "O x 12"
<br />A3
<br />8 APA
<br />rated
<br />8 d's
<br />@ 3" O.C.
<br />8 d's
<br />@ 12" O.0
<br />490
<br />686
<br />®
<br />.5 O.C.
<br />®
<br />2" 0.0
<br />@ 10" 0.
<br />5 8"0 x 12"
<br />/
<br />@ 18" O.C.
<br />15 32" AP
<br />/
<br />1
<br />10 d's
<br />'
<br />10 d's
<br />@
<br />@
<br />@ 8" O.0
<br />5 8 0" x 12
<br />3X sill in
<br />contact W/
<br />*
<br />structural I
<br />3" O.C.
<br />@ 1 O.0
<br />600
<br />840
<br />2" O.C.
<br />8" O.C.
<br />(U.N.O.)
<br />concrete
<br />1
<br />15/32" AP
<br />rated
<br />s ructural I
<br />10 d's
<br />@ 2" O.C.
<br />10 d's
<br />@ 12" O.0
<br />870
<br />1218
<br />2 rotas
<br />sta99 ®
<br />3" O.C.
<br />®
<br />6" O.C.
<br />@ 6" O.C.
<br />(U.N.O.)
<br />( )
<br />5 8 O.0
<br />/ 3X sill in
<br />contact W/
<br />*
<br />()
<br />**
<br />concrete
<br />(*)PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED.
<br />(**)SEE SHEAR TRANSFER DETAIL. USE MIN. 3 1/2" WIDE FRAMING MEMBERS TO RECEIVE SILL PLATE NAIL.
<br />112" RIM 0� BLOCKING IS Ij�QUIRED TO RECEIVE SD$ SCREyyS. PLACE SCREWS AT CE ER
<br />'NAGGER USE A35 ®6 O.C. ON SIMPSON STRONG WALL &HARDY PANEL
<br />STAGGERED BY 1/2
<br />; (U.N.O
<br />(*)SPECIAL INSPECTION IS REQUIRED AT SHEAR WALL #11, # 12, #13, #14
<br />GENERAL REQUIREMENTS: Work performed shall comply With the following:
<br />de 1. All framing shown is new (U.N.0). Contractor is responsible for providing adequate
<br />i i� shoring of the existing or new structure during construction. Contractor is responsible
<br />and liable for any damages incurred as result of proceeding Without caution.
<br />Q li 2. Existing structural: At design phase, engineer provided design base on assumption of
<br />Doi existing framing. When under construction, contractor is responsible and liable for any
<br />discrepancies between the existing structure and the structural plans. Contact engineer
<br />' of record if any discrepancies arise between the existing structure and the structural
<br />SB1 x30 plans for revised drawings.
<br />II BOLT 3. All dimensions Were referenced from Architectural drawings, Contractor is responsible to
<br />let engineer of record know for any different between architect drawings, as built,
<br />° structural drawings
<br />.. I 4. Site Observations are required for foundation With rebars and anchor bolts, roof & floor
<br />1 12" MIN. framing, shear Walls With nailing, exsiting framing...
<br />NOTES: 5. All new & existing beams, headers, posts and hardware called out on plans must be
<br />* DEEPEN FOOTING AS REQ'D. verified at site during construction.
<br />TO ACHIEVE le + 4" 6. Engineer of record is to be notified by the contractor or owner should any questions
<br />arise or discrepancies are found pertaining to Work drawings and/or specifications.
<br />FOUNDATION NOTES:
<br />1. All holdoWns and post anchors to be installed according to most current Simpson Strong
<br />Tie specifications and requirements of ICC report
<br />2. Min. concrete cover for reinforcing: Concrete, placed against earth not formed: 3";
<br />Concrete formed or troweled: 2"; Walls and curbs: 1 1/2"; Slab on grade: at center
<br />3. All continuous exterior footing to have 5/8"dia. x min. 12" anchor bolts. 7" embedment
<br />into concrete (6" With epoxy ICC ESR # 2508), at 48" o.c. unless noted otherwise on
<br />plans. one anchor bolt should be located max. 12" away from the end of the sill
<br />plates. min. (2) A.B.'s per sill plate / shear panel. Steel Washer plate size min.
<br />2 3"sq.xO.229"and shall be placed between the the foundation sill plate and the nut. Note:
<br />HDHOL OWN 6" stud or larger and staggered studs Would need 4 1/2" square Washers. Allow
<br />1. WOOD POST diagonally slotted plate washers. The plate Washer shall extendto Within J"of the edge of
<br />the bottom plate on the sheathing side. A properly sized nut & Washer shall be
<br />2. SIMP ON OLU N BASE tightened on each anchor bolt to the plate.
<br />CB%SCBQ�LCB%MCB PER PLAN 4. Foundation anchor bolts or Fasteners in pressure -treated and fire -retardant, treated
<br />3. #3 OR 4 BAR "V" BENT Wood shall be of hot -dipped, zinc -coated galvanized steel, stainless steel, silicon bronze
<br />12^ 2" or copper.
<br />4. REINFORCING PER PLAN 5. All shear hardware and anchor bolts With non standard spacing are to be fixed in place
<br />for the foundation inspections. Indicate hold-down locations, anchor bolts With
<br />5. CONCRETE SLAB non-standard, length or spacing.
<br />6. Hold-down connectors bolt holes shall not be more than A,, oversized at the connector
<br />of the hold-down to the post.
<br />7. Shear Wall anchor bolts and hold-down hardware must be secured in place prior to
<br />foundation inspection and re -tightened just prior to covering the Wall framing.
<br />m 1 8. All foundations shall bear upon beared material.
<br />Q 9. Foundation sill plate shall be preservative -treated wood or foundation redwood.
<br />2 10. Field cutting ends, notches and drill holes of preservative -treated wood shall be treated
<br />in the field in accordance with AWPA M4.
<br />11. All interior non -shear Walls to have HILTI X-DNI (ICC-ES-ESR 2379), (With a minimum
<br />° 5 penetration of 1-1/4" into slab ) at 24" on center unless noted otherwise. Actual slab
<br />D n D
<br />thickness to be minimum 4".
<br />° FRAMING NOTES:
<br />° 12. Roof & Floor diaphragm nailing to be inspected before covering. Face grain of plywood
<br />shall be perpendicular to support. 5. Plywood roof panels shall be bonded With
<br />3 t . , M w intermidiate or exterior glue Where exposed to the Weather.
<br />0 13. All joist hangers shall be Simpson U hanger, All TJI joist hangers shall be Simpson ITS
<br />4 ° , hange, all beam hangers shall be Simpson HU hangers U.N.O. on plan or detail. Follow
<br />P manufacturer's recommendations for installation.
<br />- 3• 14. Non Bearing and interior walls: Use 2x4 stud at 16"o.c for max height 14ft. Use 2x6
<br />CLR stud at 16" o.c. for Max. height 20ft
<br />INTERIOR PAD PER PLAN 15. Bearing Walls or Exterior Walls: Use 2x4 stud at 16"o.c for max. height 10'. for Wall
<br />higher than 10ft must be designed case by case.
<br />16. Top plate splice:Use Min(12)16d's W/4ft plate lap or st22 strap. U.N.O. per plan
<br />7 COLUMN BASE &cINT./EXT. PAD 3 17• All diaphragm & shearwall nailing shall utilize "commond" nails or galvanized box.
<br />MATERIAL SPECIFICATIONS:
<br />erID:
<br />SEE FRAMING PLAN, TYP.
<br />HOLDO P PLAN
<br />ROD 0
<br />EMBEDMENT
<br />HDU2 - SDS2.5
<br />5/8"
<br />12"
<br />HDU4 - SDS2.5
<br />5/8"
<br />12"
<br />HDU5 - SDS2.5
<br />5/8"
<br />12"
<br />18. TYPICAL ROOF: (DOC PS1 OR PS2)L 15/32" STRUCTURAL RATED SHEATHING, EXPA, WITH
<br />MINIMUM PANEL INDEX 24/0. USE 8d COMMON NAILS AT 6" O.C. BOUNDARY, 6" O.C.
<br />EDGE AND 12" O.C. FIELD.
<br />19. TYPICAL FLOOR: (DOC PS1 OR PS - 23/32" STRUCTURAL RATED STURD-I-FLOOR, T & G
<br />EXPA, WITH MINIMUM PANEL INDEX OF 48/32. USE 10d COMMON NAILS AT 6" O.C.
<br />BOUNDARY, 6" O.C. EDGE, AND 12" O.C. FIELD. GLUE SHEATHING TO FRAMING USING
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01. WHERE IT APPLIES.
<br />1. 4X4 POST, U.N.O. SEE PLAN
<br />20. Lumber Grades: 6x & 8x beams/posts/headers: #1 DFL; 4x beams/posts /headers: #1
<br />2. STRAP, SEE TABLE
<br />DFL; 2x joists/rafters: #2 DFL; Studs: 2x Stud Grade; Plates: DFL Construction Standard;
<br />3. EMBEDMENT IS FROM TOP OF
<br />All mud sills must be pressure treated DFL.
<br />21. Satan lumber: DOC PS20. Special and Ispecies; Wood Structural Panels: DOC PS1
<br />SLAB AT MONO POU�2
<br />grade
<br />FOUNDATION SYSTEMMS
<br />or DOC PS2.; Wood Fastener: Table 2304.10.1; Prefabricated I joist: ASTM D5055;
<br />NOTES:
<br />Structural glued laminated timber: ANSI/AITC A190.1 & ASTM D3737. Special grade and
<br />lamination species; Particleboard-ansi A208.1. Special grade mark.; Preservative -treated
<br />USE SIMPSON SET-XP(ICC-ESR#2508)
<br />Wood-aWpa standard U1 and M4. Specify identification of treating manufacture, type of
<br />REFER TO ICC AND MANUFACTURER'S
<br />preservative used and min. preservative retention (pcf).; Nail & staple-ASTM F1667.
<br />SPECIFICATIONS FOR INNSTALLA11ON
<br />Specify nail length & shank diameter, staple gage, crown Width and leg length.
<br />PROCEDURES.
<br />22. Concrete F'c= 2500psi, Cement Type II. Water -Cement ratio=0.5
<br />SPECIAL INSPECTION IS REQUIRED BY
<br />23. Reinforcement steel is grade 40 ASTM A615; Bolt: A307
<br />SECTION 1704 DURING ALL
<br />24. Welding to be done by licensed contractors. AWS D1.1, E70XX electrodes
<br />INSTALLATIONS
<br />SPECIAL INSPECTION AND OBSERVATION. Inspect by Engineer of Record or Special Inspector:
<br />MIN. CONC. STRENGTH f c = 2500 psi
<br />25. Periodic Special Inspection are required for wood shear Walls, shear panels, diaphragms
<br />Where the fastener spacing of sheathing is 4" on center or less; Periodic Special
<br />ADEQUATE SIZE �(ASHER REQUIRED
<br />WHEN ANCHOR BOLD SIZE IS SMALLER
<br />Inspection is required for bolting, anchoring and other fastening of components of the
<br />THAN HOLE IN HOEDOWN.
<br />seismic force resisting system. Continuous Special Inspection is required for Anchor
<br />9 Y P P q
<br />Bolt With Epoxy.
<br />CONTRACTOR SHALL SPECIFY
<br />OVERALL LENGTH OF ANCHOR.
<br />26. Soil Inspection per section & table 1705.6: + Periodic inspection: 1. Verify soil bearing
<br />capacity below footing; 2. Verify footing depth; 3. Verify compaction; 4. Observed sub
<br />grade & verify site prepare properly. + Continuous inspection: 1.Verify use of proper
<br />THREADED ROD W/NUT/ WASHER/ NUT ATTACHMENT materials, densities lifts
<br />27. DESIGN DATA:
<br />SCALE: 1" _ 1,-0, HOLD OWN @EXISTING FOOTING - Swiss: 2022 nal CBC and as amended o City Ordinance
<br />g 4 -Seismic Analysis: Equivalent Lateral Force Procedure, ASCE 7-22; Risk Category II, Site
<br />@ RAISED FLOOR
<br />zr � I I II 11�
<br />c W � •
<br />v0 2
<br />" @ CONCRETE SLAB
<br />�(E)12" MIN
<br />TO VERIFY
<br />ANCHOR BOLT
<br />HU06-HD
<br />Class D-default, Seismic Design Category D; Ss= 1.336; S1= 0.477; 1= 1; R=6.5; p=1.3,
<br />Sd 1= 0.572; Sds=1.069; Cs=0.16, V=0.15*W
<br />- Roof L.L.= 20psf; Max. Weight of roof = 14 psf;
<br />- Allowable soils bearing pressure = 1000psf
<br />- Wind: Method 2 Analytical Procedure; Basic wind speed = 95 mph; Wind Exposure= C ;
<br />NOTE: ALL PLATE WASHER
<br />Internal pressure co-efficient=f0.18; Risk Category II
<br />3" SQR.xO.229" @ ALL BOLTS
<br />28. LAMINATED VENEER LUMBER & PARALLEL STRAND LUMBER:
<br />1. Manufactured Laminated Veneer Lumber Parallel Strand Lumber (PSL) grade 2.0E DF, and
<br />Laminated Strand Lumber (LSL), grade 1.55E shall be the following.
<br />1. 5/8" 0 ANCHOR BOLT. @ 48"
<br />MAX.
<br />Trus Joist MacMillan Products, Boise, Idaho (ICC ESR 1387).
<br />O.C. OR PER
<br />SHEAR WALL SgCHEDU E
<br />29. TJI WOOD FLOOR I JOIST
<br />ALT1 USE 3/4 0 W/SAME
<br />1. TJI WOOD FLOOR I JOIST: Trus Joist MacMillan, Boise, Idaho (ICC-ESR#1153:
<br />SPACING
<br />2. Installation of I -joists in the structure shall be in accordance with the more restrictive
<br />2. 1 3/4" MIN. FROM EDGE OF
<br />of the manufacturer's direction or the Construction Documents.
<br />FTG. CONDITION & CENTERED
<br />@ INTERIOR WALL CONDITION
<br />3. Bracing, bridging and blocking of joists shall be in accordance With manufacturer's
<br />directions.
<br />3. MIN 7" DEEP @ EPDXY
<br />30. PREFABRICATED ROOF TRUSSES:
<br />4. 301_11<' BTW. STUD @ S.W. #
<br />Submit (2) sets of truss calculation and plan to the city for plan check; The truss
<br />13 & 14
<br />calculations and plans shall include review of roof, mechanical and lateral load (chord/strut
<br />NOTES:
<br />& brace loads) also include review of top chord and bottom chord for for axial + flexure
<br />SE SIMPS N S XP
<br />between panel joist; The truss calculation and plans shall be wet stamped, signed and
<br />ICC-ESR 2508
<br />dated by a licensed civil/ structural engineer; The truss plan shall be "review stamped" and
<br />PECIAL IN PECTTON IS REQ'D.
<br />FOR THIS SYSTVM. REFER TO
<br />"Wet" signed by the engineer of record; Truss loading: Live load (20) + Dead load (15) _
<br />MANUFACTURERS SPECS. FOR
<br />35 psf on top chord; Dead load = 7 psf on Bottom chord; Total load= 42 psf. Bottom
<br />INSTALLATION PROCEDURES.
<br />chord check for 10 psf live load. Top and Bottom chord live loads act non -concurrently.
<br />MIN. CONCRETE COMPRESSIVE
<br />Uninhabitable attics With storage shall be designed for 20 psf live load
<br />STRENGTH f c = 2500psi TO BE
<br />CONFIRMED BY SPECIAL INSPECTOR
<br />5
<br />ANTA ANA
<br />genco
<br />' Restrictive `
<br />Notice
<br />THESE DESIGNS, DRAWINGS &
<br />EXCLUSIVE PROPERTY OF TMC
<br />ENGINEERS INC..
<br />ALL INFORMATION SHOWN IS
<br />CONFIDENTIAL TO ALL
<br />RECIPIENTS. NO PART OF
<br />THESE DRAWINGS CAN BE
<br />COPIED, TRANSFERRED, OR
<br />!EPRODUCED WITHOUT WRITTEN
<br />CONSENT OF TMC ENGINEERS
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<br />Exp. 6/30/24
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<br />(SCALE: AS -SHOWN
<br />DATE: 03102124
<br />DESIGNED BY: T.C.
<br />CHECKED BY: T.C.
<br />SHEET
<br />S-1
<br />JOB NO.
<br />8824VL
<br />
|