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01.2 - Engineering Design (issue 2) · OPW18/0008
Attached to the e-mail Operational Works Application OPW18/0008 - Domestic Marine Structure at 6 Mermaid Quay NOOSAVILLE.
PROPOSED NEW RESIDENCE
at LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY,
NOOSAVILLE
BUILDER: RYAN DESIGNER HOMES
Job No.: 17-0417
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5 | 6 | 7 | 8 9 [0 1 2 13 | 14 | 15 | 16 GENERAL NOTES: 1.0 These drawings shall be read in conjunction with HR Design Group specification ond certification, all architectural and other consultants drawings and specifications. Any discrepancies shall be referred to the architect or project manager for o decision before proceeding with the work. 1 Dimensions SHALL NOT be obtained by scaling off the drawings. 1.2 All dimensions shall be checked by Builder prior to commencement of works. 1.3 Prior to the commencement of construction the Builder shall check and co-ordinate with the Architect and other consultants all steps, falls, rebates, setdowns, chases and penetrations. Any discrepancies with our drawings shall be referred to us for clarification and/or revision. Under no circumstances shall the Builder proceed with the works until all discrepancies have been satisfactorily resolved. 1.4 All workmanship and materials shall be in accordance with the relevant Australian Standards, the BCA and local council regulations. 1.5 The contractor shall be responsible for the maintaining the structure and adjacent structures in a stable condition, ensuring no port is overstressed during the works. SAFETY RISK & HAZARDS 2.0 It is essential that an adequate safety plan is prepared by the contractor for the works. HR Design Group may not be aware of all safety risks and hazards involved in this project and the absence of comment does not imply that there are no risks or hazards. 3 — LOADINGS: 3.0 The structural work as shown on these drawings has been designed for the following cases : i) General floor live load of 1.5 kPa uniform distributed load i!) General floor live load of 1.8 kN point load ii) Balcony and stair floor live load of 2.0 kPa uniform distributed load 3.1 Load combinations have been calculated in accordance with AS1170.1 requirements. FOUNDATIONS: 4.0 Refer to the attached soil report for reference to the required founding material for the footings and soil profile for the site. 4.1 The founding material and steel reinforcement to the footings and slab shall be inspected by the Engineer prior to the pouring of concrete. 24 hours notice is required for inspection. 4.2 The Engineer shall be notified immediately should foundation material differ from that stated in the soils report. 4.3 Topsoil containing plant roots and any organic material shall be removed from the area prior to filing and compaction. 4.4 For sites where cut and fill is required, the fil shall continue post the edge of the building at least 1 metre ond shall be retained or battered beyond this point by a slope not steeper than 2 horizontal to one vertical. The interior of the slab shall be founded on compacted material and the edge beams shall be founded on natural soil or controlled fill (refer soil report). 4.5 The ground around the slab is to be well drained at all times by placing a gravel drain around the perimeter or by sloping the soil (1:10 maximum) away from the slab area, Ponding of water around the slab area is to be prevented during ond after onstruction of the slab. All water is to be drained to either the sireet frontage or to existing or new field drainage pits connected to a stormwater line. Spoon drains are to be located at top and bottom of all batters. 4.6 Edge footings shall be founded on material with on allowable bearing pressure not less than 100 kPa, The slab shall be founded in material with an allowable bearing pressure not less than 50 kPo. 4.7 Excavation adjacent to existing footings shall not extend below the underside of existing footings unless instruction is obtained from the engineer. 4.8 — Notwithstanding that existing services may or may not be shown on these drawings, no responsibility is taken by the engineer for this information which has been supplied by others. The contractor shall asertain the position of all underground services prior to excavation. LAP SCHEDULE: MINIMUM REINFORCEMENT LAP FOR SLAB SWE FABRIC N12 N16 N20 LENGTH NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions prior to commencement of work. 5- 5.0 51 5.2 5.3 5.4 5.5 5.6 5.7 5.8 5.9 5.10 5.1 5.12 S13 5.14 5.15 5.16 5.17 5.18 5.19 5.20 5.21 5.22 5.23 REINFORCED CONCRETE: All work shall be in accordance with all current Australian Standards as a MINIMUM work standard. Concrete shall have a characteristic compressive strength after 28 days of not less than that listed below for the various concrete elements UNO.: i) FOOTINGS - 25 MPa il) INTERIOR GROUND SLABS = - 25 MPa il) EXTERIOR GROUND SLABS - 32 MPa iv) BLOCKWORK CORE FILL — 20 MPa v) SUSPENDED SLABS — 40 MPa Minimum clear cover to reinforcing bar shall be in accordance with the following table. However cover to reinforcing noted on the plans shall take precedence over those stated in the table. i) FOOTINGS — 50mm TO ALL SIDES ii) INTERIOR GROUND SLABS = — 30mm TOP & BOTTOM iil) EXTERIOR GROUND SLABS - 45mm TOP & BOTTOM All concrete shall be mechanically vibrated. Vibrator shall not be used to spread concrete. All conerete surfaces shall be cured using an approved method for seven (7) days immediately after concrete is hard. Confirm method of curing with Engineer prior to use. Following concrete placement and as required during the finishing process, aliphatic alcohol or approved curing compound shall be applied to exposed surfaces to limit moisture loss from the fresh concrete. Sizes of concrete elements do not include thickness of applied finishes. Construction joints where not shown shall be located to the Engineer's approval. No holes, chases, blockouts, ducts or embedment of pipes other than those shown on the structural drawings shall be made in concrete members without prior approval of the Engineer. No additives shall be added or applied to the concrete mix without the opproval of the Engineer. All steel reinforcement in concrete elements shall be inspected by the Engineer and passed prior to pouring of any concrete All reinforcement shall be supported on plastic chairs, generally at not greater than 800mm centres in both directions. Bars shall be tied at alternate intersections. Conduits, pipes etc ... shall not be placed in the cover of the concrete. All reinforcement shall comply with the requirements of the relevant Australian Standards. Concrete to have a maximum aggregate size of 20mm with 80mm maximum slump and a water/cement ratio of not greater than 0.65. The maximum permissible transport time for concrete between batching and placement on site shall be in accordance with the following table. AMBIENT AIR MAX. BATCHING TO TEMPERATURE PLACEMENT TIME. 10° - 24°C 120 minutes 25° - 27C 90 minutes 28° - 30°C 60 minutes 3 - 33C 45 minutes uM - 36C 30 minutes 37 C+ No placement of concrete unless chilled water or ice in mix A leveling sand layer (50mm minimum in thickness) shall be placed under slab on ground. The sand shall be salt free and compacted to 65% Density Index. ‘A vapour borrier (200m thick polythene sheet) shall be placed beneath the slab on ground so that the ground surface under the slab and thickenings is entirely covered in accordance with AS3610 ond AS2870. Slab fabric shall be lapped one full panel of fabric plus 25mm so that the two outermost transverse wires of one sheet overlap the two outermost transverse wires of the sheet being lopped by 25mm. Where brittle floor coverings such as ceramic tile shall be used, an additional layer of SL62 Mesh shall be added to the existing slab reinforcement. If no extra reinforcement is added covering should be delayed until 90 days after the slab has been placed. Where service pipes penetrate the floor and or walls provision should be made for movement of the floor/walls. All concrete shall be sampled ond tested in accordance with AS 3600 adopting project assessment method for compressive strength and slump compliance, The results of al tests shall be promptly submitted to the Engineer for review. Diagonal reinforcement shall be placed at all re~entrant corners. 2/N12 or 3-L11TM 1500mm Min. long. Typical. The edge rebate shall be flashed and drained by weep holes at not more than 1m spacing. Weep holes shall be located above the finished ground level any portion of a deepened rebate that cannot be drained shall be mortar filled. Approved steel reinforcement systems may be used in lieu of that stated on our plans (eg. Aquilo steel "L” cage, Neumans F652 fabric etc ... ), provided the overall size of the footings and ground slab as detailed by us remains the some. All props and formwork under suspended concrete shall be removed before construction of brickwork or blockwork above UNO. 6- 6.0 61 6.2 6.3 6.4 6.5 6.6 67 6.8 6.9 6.10 6.11 6.12 7 712 73 74 715 76 V7 78 719 7.10 WW 712 713 STRUCTURAL STEEL: All steelwork shall be constructed in accordance with code of practice AS4100 Steel Structures Code, AS1554, AS1163, AS3679, AS4600 and all other codes of practice referred to therein. Steel quality shall conform with the following Australian Standards UNO: — Steel Plates & Sections AS3679 Grade 300 — Rectangular Hollow Sections AS1163 Grade C350 LO — Circular Hollow Sections AS1163 Grade C350 — Square Hollow Sections AS1163 Grade C350 — Purlins/Girts AS1397 Grade G450 2350 Unless noted otherwise all welds shall be 6mm continuous fillet E41XX electrode, all bolts M16 4.6/5, all plates 10mm thick. Unless noted otherwise, bolt holes shall be 2mm greater than specified bolt size. The steelwork sub—contractor’s shop drawings shall be submitted to the Engineer for review before fabrication commences. Fabricator to check all dimensions on site with contractor. Internal steelwork shall be blast cleaned to class 1 and coated with minimum 100um high build Alkyd primer before erection. External steelwork shall be blast cleaned to class 2.5 ‘and hot dipped galvanised to AS4680 with a coating mass of 600g/m2 (average). The structural steel framework and bracing members shown on the plans ore those required in the design for the completed structure only and the contractor shall be responsible for providing any necessary temporary connections, supports and bracing during the erection process to maintain the stability and safety of the steelwork throughout construction. Encased steelwork shall not be painted and shall be wrapped with F41 fabric, 50 cover. The steel fabricator shall provide all bolts necessary for the erection of the steelwork cond bolt holes and cleats necessory for the erection of timber works as shown, noted cr implied on these drawings or architects drawings and specification. The roof structure has been designed for normal roof loads only and does not allow for any extraneous loads such as hoists, monorails etc ... except where shown on drawings. When shop splices are necessary in beams, the position of the splice shall be opproved by the Engineer. Provide protective coating on all steelwork partially embedded in concrete UNO. The coating should be non-conductive and extend o minimum of 200mm into the concrete in accordance with AS2312-2002 and a minimum of 100mm above the concrete. MASONRY BLOCKWORK é& BRICKWORK: Materials and workmanship shall comply with the requirements of AS3700 and AS2733 as a minimum standard. All masonry blocks shall have a min unconfined compressive strength of 15 Mpa. All loadbearing bricks shall have a min unconfined compressive strength of 10 Mpa Mortar shall have the following mix proportions, 1 part cement : 0.5 part lime : clean sand. Sond shall be clean, well graded and free of silt ond clay. 4.5 parts Provide medium duty galvanised wall ties at 600mm crs. vertically & horizontally. Embedment of ties in the mortar joint shall be a minimum of 50mm into each leaf. Stainless steel ties shall be used in locations < 1 km from the coast. Hollow blocks to be filled with concrete shall have cleanout blocks laid at the base course. Additives shall not be added to the grout or mortar without the specific permission of the Engineer. All mortar dags and protrusions into the block or brick cores shall be removed prior to the placement of any concrete into the cavities. Loose material and debris shall be also removed from the base of the masonry cores. Fully bed solid units, face bed hollow units and fully fil vertical joints. No raking of mortar joints is permitted. Grouting shall not commence until the mortor joints have gained sufficient strength to resist blowout and grout spaces have been cleaned out. Compaction of concrete shall be by vibrator or by rodding with rod not less thon 24mm diameter. Moximum 6 course height to be filled and compacted in one pass. The concrete used to fil the masonry cores shall have a compressive strength of not less than 20 MPa ofter 28 days. The concrete shall have a maximum aggregate size of 3 10mm and a maximum slump of 23030mm and a minimum cement content of 300kg/m All cores with reinforcement bars shall be filled with concrete, unless noted otherwise. Where masonry blockwork is acting os a retaining structure then all cores shall be filed with concrete. Reinforcement shall be placed accurately ond tied securely before placement of concrete. Unless noted otherwise vertical control joints shall be provided in blockwork at 12m crs. nd at 6m from corners, and in brickwork at 5.0m crs and at 2.0m to 4.5m from comers. Joints to be a minimum of 10mm wide and in accordance with Cement Concrete & ‘Aggregates Australia Technical Note TN61 No holes or chases shall be cut into blockwork/brickwork without prior approval of the Engineer. Bricks shall exhibit a max. 5 year expansion of 1.0mm/m or less, and the brick supplier shall provide a recent test certificate confirming the above. 7- 715 7.16 8.0 81 8.2 83 84 85 8.6 g9- 9.0 91 9.2 9.3 9.4 9.5 9.6 °o | 10.2 10.3 10.4 10.5 10.6 10.7 MASONRY BLOCKWORK & BRICKWORK (CONT.): All wall intersections shall be of bonded construction or tied with medium duty ties at 400mm max. crs. Moximum height of core-filing :— 140mm wide blockwork — 1.8m max 190mm wide blockwork - 3.4m max TIMBER FRAMING: The timber roof and floor framing layouts shown on these engineering drawings form the basis for the design of the structural support elements and the footings Alternative roof and floor framing layouts will only be permitted with the written approval of the structural Engineer. All timber roof, wall and floor structural members that are designed by the Contractor shall be designed in accordance with Engineering principles, AS1684 and AS 1720.1 and shall be handled, erected, installed and braced in accordance with AS 1860 ond AS 4440. At the time of the frome inspection, the Contractor shall provide all engineering design, checking and inspection certification required by the statutory authority, duly signed by a Registered Professional Engineer of Queensland (RPEQ), for all of the timber roof, wall and floor structural members that have been designed by the Contractor. In addition, the Contractor shall inspect and certify that the roof wall and floor framing that are designed by the Contractor, have been constructed in accordance with their design. Except where otherwise shown on these Engineering drawings, all timber connection, tiedown and bracing details shall comply with AS 1684 and AS 1720.1. Al timber members used in the construction shall have o minimum level of durability as specified in AS 1604.2 Appendix C. The Contractor shall provide protection of the construction against termite attack in accordance with NCC and AS 3660.1 and QMBA technical circular T -01-02/2001. The Contractor shall provide certification of treatment. COMPACTION OF FILL: Craweer plant track rolling is usually inadequate for compacting fil to approved standards and if fil compaction is not of a suitable standard, then footings and the slab ore to be supported on bored piers. After the site has been stripped of all topsoi, organic material and debris, proof rolling with o vibrating roller of 5 to 10 tonne capacity shall be carried out. If neighbouring structures ore likely to be affected by vibration of the roller, a static sheepsfoot roller may be used in clay soils by reducing the depth of fill layers to 150mm, Soft spots under rolling should be excavated and filled, then rerolled. Controlled fill is material that has been satisfactorily compacted to provide adequate strength without excessive settlement. Compaction requirements for fill material is as follows :- i) Sand fill up to 800mm deep is to be compacted in 200mm layers by a vibrating plate or vibrating roller. The fil is to have an n value of 7 using a standard penetrometer test. Density index is to be not less than 75% in accordance with AS 1289, il) Non-sand fill up to 450mm deep shall be compacted in not more than 150mm layers by a mechanical roller, cloy fill shall be moist during compaction. Standard compaction index is not to be less than 95% in accordance with AS 1289. Testing of density index shall be done in accordance with Australian standard AS 1288. Reactive clay should be avoided as fill but if used should be placed at a moisture content which approximates the fixed equilibrium moisture content. UNCONTROLLED SHRINKAGE CRACKING: To minimise uncontrolled shrinkage cracking the following procedures should be strictly adhered to; Under no circumstances shall any water be added to the concrete truck after it leaves the batching plant. Slabs on ground shall be poured over a vapour barrier or compacted road base gravel as detailed on the drawings. The concrete shall be vibrated during placement. Niiphatic alcohol or approved curing compound shall be applied to the surface of the concrete immediately after the initial screed ond again immediately after the bull floating. The surface of the newly placed concrete shall be protected from excessive wind by erecting a wind barrier such os hessian fencing when required. Once the slab is finished it shall be continuously cured for 7 days by either keeping continuously wet or covering with weighted down plastic or approved equivalent method such as application of a curing compound. When early signs of plastic settlement cracks are visible, re—compact or re—trowel the concrete surface. Where polished concrete finishes are specified, concrete to be 40MPa minimum with ‘SL81 mesh UNO. REVISION Issue|Made By} Date DESCRIPTION 0 BDK | 16/11/17] Preliminary Issue — Not for Construction 1 BDK | 04/12/17] Preliminary Issue — Not for Construction 2 BDK | 11/12/17] Preliminary Issue — Not for Construction PROPOSED NEW RESIDENCE at LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE BUILDER: RYAN DESIGNER HOMES Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Certified By : B.R. CROMAR Beng (Civil) MIEAust CPEng RPEQ NER CONSULTING STRUCTURAL & CIVIL ENGINEERS Suite 8/137 Brisbane Road, Mooloolaba Sippy Downs, QLD. 4556 Office: Postal: P.O. Box 7117 i Ph: (07) 5444 5578 Date: 16/1/17 Crear Waripg Concting races Pyke T™A | Wey: hrdesigngroup.com.au Date: 16/11/17 Email: [email protected] N.T.S. Scale : Job No.: 17-0417 Dwg No.: SO1 GENERAL NOTES 5 | 6 | 7 | 8 g | 10 | 11 | 12 13 | 14 | 15 | 16
Page 3
Class 'P'
Recommended Foundation Material
SAND (FILL)
[OCR of page images]
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16
SITE CLASSIFICATION: FOOTINGS:
The site classification for this block, based on the attached soil 1. All footings are to be deepened though and soft spots and bear
| oq \ report, is Class 'P' as per AS2870. ‘Residential Slabs and Footings’. a minimum of 300mm into Recommended Founding Material with
- ae a minimum bearing capacity of 100kPa
aN | —!l | The Recommended Foundation Material is: 2. Construct footings under all load bearing walls
oo 4
Gy | al | Dense silty SAND (FILL), (yellow brown) SLAB: (UNO
| I | , 1. To be o minimum of 100mm thick
Typical SBI SBI EARTHWORKS: . To | mm thick. |
(Typical) PI LTP! 1. Prepare the existing foundation below by removal of any top-soil 2. Reinforcement to be o minimum of SL82 Mesh with 30mm cover.
hosts 4pccccft containing organic matter which could inhibit compaction 50mm compacted sand bed with 0.2mm Visqueen Moisture barrier
NI | | 2. Proof roll the foundation and remove and reconstruct areas that to AS 3360.1 required under slab. |
Ww | break up or show evidence of movement under proof loading. 3. Deepen slab to 150mm thick under all bracing walls or position
| 3. Sand filling under slabs or footings shall be placed in 200mm where Chemical or Mechanical anchor bolts are to be used.
<l | max layers, (Uncompacted), Compacted in accordance with AS1289
| Or | E5.1 (Density to be greater than 65% in accordance with AS1289 SUE MANTENANCES ‘ + be shaped to direct wat
E6.1) . Finished ground surface must be shaped to direct water away
| 1 | 4. Fill material other than sand (ie gravel, decomposed rock or from building area in accordance with the BCA requirements.
| I | SBI broken rock, free from organic material and lumps of clay) under Refer to attached CSIRO BIF18: Foundation Maintenance and
a NN slabs or footings to be compacted to achieve an density ratio Footing Performance and Homeowners Guide for further Guidance
ase Zi ___ (calculated by AS1289 £4.1) of not less that 95% at maximum on site Maintenance
| dry density as determined by AS 1289 1.1 .
F4 FA | Alternatively fill is to be placed an machine track rolled and piers GENERAL: P * ea .
driled/installed as per the layout plan. Compaction testing is then 1, These drawings are to be read in conjunction with HR Design Group
P| | not required due to the presence of supporting piers. Specification FS.01.
co | 5. All Earthworks to be carried out in accordance with AS 3798
L *
1 N
Re-entrant bars (1.5m— | aad . a .
ae 450@ mass concrete bored piers . F2* similar without 2 Ss |
long) to be 2/N12, a1 I a to found 300mm below base of i timber clad over. Property Boundary = 2
typical all corners. F2 | | pool excavation. Typical. ; ~ ~ 7 ~ ~ ~ ~ ~ ~ - 5 - = g|
S
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505 SBI L {ii ~~ -____
— Fa Wa 503 so? | I
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1 a 4 | = | F5 __f2__F4 al .
fo | mm. slab | L VIZ. —_— TZ. ot LF 2* |
Nyc SL82 mesh | eae +7 5 =I we |
im 1 0 —
| Set | | 98> ly LI | LI | |poxte 1
$03 | why, oo 8 rhea tag os 1 | |
| Let gas 4 ae Irs |
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| ri - TE | | | L | | V\ | |
flo ool! | | ~s+=lr> = = Lew = = fs ——-SBl__-__4 L__~S8L___4} S81 L__s8l__4
Le fan) Lou 7 AS —— kas — sta —a/ Heo EEE EES EE Poo _|
1 2 yt | = aT ey 7S 7 Te TTT Al
| | I | BI Sop, BI | Go) HH spt IY | Jue VV | wh
F4— F1 l~a (lL .. VI Lop se! YL MIKI YF NG —tIfe ii sbl a 100mm slab | | \\
J U 43 ayes — aang —— — — aeeeenere — — — — — — 7 SL82 mesh I sti | \\ | |
e|
| a i] F2 | <I | 2 \ ZB | I ||
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| I 03 cA A yo F2 r
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F2 i ; | | F2 /Co\ Footing toe required \
| / | {3 Denotes load bearing \s04/ at F5 footing beam. |
= | TT \ S037 & bracing wall. Typical. ; | \
ii (Typical) Property Boundary 1
| | F2 - - - - - - - - - - - * 9 - --L_-
| /B\ -
AN | | \w04/ L
LAL FA LL (Typi
(S03) ypical) =
7 a
Le Denotes sh - Proposed internal stormwater drainage details have not
eno Sty en, ~ been provided to HR Design Group at the time of design.
recess. lypicdl. All footings and slabs within the zone of influence must be
deepened via piers to ensure building loads are transferred
FOOTING & SLAB LAYOUT to competent motel bow any serie rerches, Contact
Do not scale drawings.
i Ch " . HR Design Group for details as required.
. Check and verify all dimensions
prior to commencement of work. FOR OVERALL DIMENSIONS OF SLAB AND FOOTINGS, REFER ARCHITECTURAL DRAWING
Issue|Made By| Date — DESCRIPTION _ PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|Scale: 1:100
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
SIT aoK | 04/12/17) Preliminary Issue — Not for Construction LOT 1<0 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 D N : S02
my Desi - — ; , Ph: (07) 5444 5578 wg No.:
te esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Web: hrdesigngroup.com.cu
Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 = Email: [email protected] FOOTING & SLAB LAYOUT
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Page 4
Reinforced block walls Reinforced block walls
Wall starters Wall steel Wall starters Wall steel
min 600mm lap as specified min 600mm lap as specified
100mm cog 100mm cog
Timber Clad walls 1/N12 bar extra tied to the slab mesh, Timber Clad walls
1/N12 bar extra tied to the slab mesh, 1/N12 bar extra tied to the slab mesh, in areas where the footing beams are ‘
Vi areas where the footing beams are in areas where the footing beams are required to span between bored piers. 400mm lap
required to span between bored piers. required to span between bored piers. amew, TI
SLAB MESH, 30mm TOP COVER SLAB MESH, 30mm TOP COVER SLAB MESH, 30mm TOP COVER VNI2 bar
a [-4’—— g ||2—— Je gq (7 —_/s ————
= = |= = |= = —— FY F8
€ E 4. E 4. € b= ——— =
E . £ @: 7 . £ G: ¢ . e] Y YE: L
8 4 50mm min 8s fi =¢— 50mm min 8 fi =— 50mm min 8s \ L %— 50mm min
m = fA: compacted m pf. compacted ml fa: compacted 2 = Ke compacted
sand bed PSSA sand bed sand bed / Pyssaess sand bed
g | | Continuous moisture barrier € | Continuous moisture barrier € | Continuous moisture barrier Construction — | Continuous moisture barrier
g 4 7—SLAB TIES: N12 at 900 or £ SLAB TIES: N12 at 900 or g — SLAB TIES: N12 at 900 or joint E f —SLAB TIES: N12 at 900 or
& | | R10 at 600mm crs & | R10 at 600mm crs & | R10 at 600mm crs E | | R10 at 600mm crs
= =, (min 100mm cog) + = (min 100mm cog) + =, (min 100mm cog) 8 =; (min 100mm cog)
_ Lap TM a min 500mm or Sy Lap TM a min 500mm or i Lap TM a min 500mm or TT Lap TM a min 500mm or
300mm min 1 full panel at ends of runs. 300mm min 1 full panel at ends of runs. 300mm min 1 full panel at ends of runs. 300mm min 1 full panel at ends of runs.
Use 50mm min cover. Use 50mm min cover. Use 50mm min cover. Use 50mm min cover.
Footing Steel Footing Steel Footing Steel Footing Steel
3-L11TM 3-L11™ 3-LI1TM 3-L11™
bottom only bottom only bottom only bottom only
Fl FOOTING BEAM Fl FOOTING BEAM F2 FOOTING BEAM F3 FOOTING BEAM
(200 Series Blockwork location) (300 Series Blockwork location) SECTION <3 SECTION <>)
SECTION SECTION Scale 1:20 Scale 1:20
Timber Clad walls
1/N12 bar extra tied to the slab mesh,
SLAB TIES: N12 at 900 in areas where the footing beams are .
‘ * 10mm Compressible Filler: required to span between bored piers. Loaded wall/bracing wall
R10 at 600mm crs SLAB FABRIC q P pI
{min 100mm cog) SLAB MESH, 30mm TOP, COVER Slab mesh as detailed 30mm TOP COVER Slab mesh as detailed
a 2 — ! co ne _ ef 8
e E EEN Ee) EZ ZoN
& & r N\ E Slab mesh TCG “vopour barrier
my el Ss 500 50mm min compacted
Oe a — — pf ~ sand bed
E i SLAB TIES: N12 at 600 or < 1 DB
Sle <
% LS f | R10 at 450mm ers SLAB TIS: N12 ot 900 ort L-siag TIES: N12 at 900 or TK1 — SLAB THICKENING BEAM
x ! (min 100mm cog) gf ! 300mm min
RRRRERREREEO 9, E | | R10 at 600mm crs SECTION (8
in 1001
SL82 mesh | set, j—F2 footing R10 at 600mm crs es | = | (min 100mm cog) Footing Steel Sele 130
50mm cover Le | refer detail (min 100mm cog) +t Ly 3-LI1TM , \s02/
\ . . 3501 in 4— Lap TM a min 500mm or bottom only
600mm max 300mm min | Continuous moisture ee 1 full panel at ends of runs.
barrier Footing Steel Use 50mm min cover. SB1 STIFFENING BEAM
STEP OUT BEAM 3-L1TTM SECTION (7)
bottom only
SECTION (5 \ Scale 1:20
Seale 120 \ $02 CJ1 CONSTRUCTION JOINT
SECTION (“6 \
Scale 1:20
NOTES:
1. Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS]Scale: NTS
=m | 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
& 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY é& MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
S| 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 .
a i wi Ph: (07) 5444 5578 Dwg No.: S03
Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 cone Viney Corsair tronars yar | Waly: hrdesigngroup.com.qu
Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date: 16/7 | een Email: [email protected] FOOTING & SLAB DETAILS
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 5
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 1 | 12 | 13 | 14 | 15 | 16
Reinforced block walls
Reinforced block walls
5 100 Extrusions neglected
Wall steel 300 Series: Wall steel Typical.
as specified i Blockwork as specified ——S
Wall starters 1 Wall starters 199 25
min 600mm lap ° min 600mm lap
100mm cog 8mm base plate— y—2/mi2 chemset anchors 1/N12 bar extra tied to the slab mesh, 5 200
6mm CFW to C3. 150mm min embedment. 50 in areas where the footing beams are ee
Epoxy = Ramset Chemset 801. mm _cover required to span between bored piers.
eo
I SLAB MESH, 30mm TOP COVER 200 25
a = —_ SS J/9
ss oo At Z sq
€ *—R6 ligs at 900mm crs € —R6 ligs at 900mm crs € —R6 ligs at 900mm crs € fod 25 200
for trench mesh spacing. for trench mesh spacing. for trench mesh spacing. & AL . eee ine
E £ e S 4 =7— 50mm min > = =
& An equivalent cage & An equivalent cage & An equivalent cage my T —r Kk compacted
2 option may be substituted 2 = option may be substituted 2 option may be substituted cone bed 190
for steel specified. for steel specified. for steel specified. < EERE - .
+t ; +t ; + ; € |-NI6 bors at 400mm crs EB] ‘Continuous moisture barrier Slab_mesh lapping details
Lap TM a min 500mm or Lap TM a min 500mm or Lap TM a min 500mm or E I each face of blockwork SIS
300mm min 1 full pane! at ends of runs. 300mm min 1 full panel at ends of runs. 300mm min 1 full panel at ends of runs. § I
Use 50mm min cover. Use 50mm min cover. Use 50mm min cover. g — i SLAB TIES: N12 at 900 or
5 5 S R10 at 600mm crs
Footing Steel Footing Steel Footing Steel — | (min 100mm cog)
3-L11TM top 3-L11TM top 3-L11T™M top Lap TM a min 500mm or = E
& bottom & bottom & bottom 1 full panel at ends of runs. |_300mm_ min 3
Use 50mm min cover. 1000mm E 2 E i
F4 FOOTING BEAM F4 FOOTING BEAM F4 FOOTING BEAM 8 ° & Slob febric
. . Footing Steel = —
SECTION (<9) (at blockwork location) (at column location) — = Foo al
Scale 1:20 bottom only |
\s02/) SECTION (10>) SECTION (111) ‘oom uh woomm nn
Scale 1:20 \ $027 Scale 1:20 \ $027 F5 FOOTING BEAM [*00mm min [*00nm min_|
SECTION (12 Slab fabric
Scale 1:20 \ S02) E
& E
2 5
a
5 3
‘1 i 2 layers of
Tie bars to internal : : yers 0
stiffening beam steel Slab edge over Slab ties |-—__®00mm _,| [.*00mm min_| }.*00mm min | SL82 fabric,
Slab mesh as detailed “| Footing 30mm cover
_—— oo ee a — — _ - SHOWER RECESS DETAILS
— A I —-—+4—-4#———-—-\Y~ Continue F4 footing steel
L \ through & lap 1000mm Min x (IF REQUIRED)
Stitfening beam \ with F2 footing steel. 2
= — 4 L , E N12 bar tied to N12 bor tied to
3 4 . —_— —_ —_— 7 3 footing steel footing steel
= a F2 Footing}Beam 600x600mm legs . 600x600mm legs .
SB1 reinforcing LL le ~~ L } Footing } \ Footing
[At all locations, 2/N12 .
Footing beam bars, min 600x300mm legs f — F4 Footing Beam _ PLAN L
TYPICAL FOOTING/STIFFENING vd y fang st _|
/ bottom only 1000mm min steel lap 3-LITTM top <— > reauee ok Footing
BEAM JUNCTION |___tetn ni stn _| Tali comer toting tel
: 2/N12 'Z’ bars tied to ‘
DETAIL LA\ F2/F4 STEEL LAP (elevation) a mesh, min 600mm Footing required at Footing
Scale 1:20 laps each end.
\s02/ DETAIL = 7B \ ° -
Seale 1:20 \$02/ FOOTING STEP—OUT DETAIL (plan) FOOTING CORNER DETAIL FOOTING T DETAIL
DETAL __-/C\ (plan) (plan)
NOTES: Scale 1:20
1. Do not scale drawings. \302/
2. Check and verify all dimensions
prior to commencement of work.
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|scale: NTS
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
S 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
Sy] 2 BDK | 11/12/17 | Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw. No . S04.
a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Who: eosgnepouy m.au FOOTING ke SLAB DETAILS
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected]
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 [to 1 Poo tt tt
Page 6
NOTES: 1. Do 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | | 10 11 | 12 | 13 | 14 | 15 | 16 Continue truss top chords . [to to frame raked ceiling. ROOF FRAMING SCHEDULE: WALL FRAMES: (2700mm high) FN CATER. determined for this site is N2 e wind category determined for this site is 1 T \ MARK | SIZE DESCRIPTION EXTERNAL: in accordance with AS4055 and AS1170.2. MN fi Ribbon plate: 35x90 MGP12 = SS LES SES SS SS x ‘afters ai mm crs. . . ieee + Rt 190x35 MGP12 Rafters at 900 Top plate: 35x90 MGP12 TIE_DOWN DETAILS: Il! 4 ll [A\ Studs: 90x35 MGP10 at 450mm crs. All walls to be tied down with M12 anchor rods | ll BI Minimum 200 PFC | Beam (single span) Bottom plate: 35x90 MGP10 (Direct on slab) at the ends of each wall, at side of openings, | To -StCT \s07/ Similar to B2 260x65 GLI7C Beam (cont. 2 spans) and then between at maximum of 1800mm I (Typical) yo i B3 | 190x35 MGP12 Beam (single span) INTERNAL LOAD BEARING: centers UNO. a | L B4 | 195365 GLI7C | Beem (single spon) Ribbon plate: 35x90 MGP12 TRUSSES a a RIUR': eam Top plate: 35x90 MGP12 TRUS obs. a ze a1 I ; Studer. ° 90x35 MGP10 at 450mm crs. HWD or SWO trusses at 900mm max centers. \ " wet 200x100x4.0 RHS Wind Beam Bottom plate: 35x90 MGP10 (Direct on slab) Truncated Girder (16) and Girder locations shown I] —— SESS | J WB2 | 195x85 GL17C Wind Beam are nominal only. Final positions (including truss Similar to || | ll [8 \ - Tr INTERNAL Non-LOAD BEARING: tie-down) are to be in strict accordance with Detail B | ! ll \s07/ il C2 75x75x4.0 SHS Column Top plate: 35x90 MGP10 the Truss Manufacturer's specifications. it T => —_—= S| = | (7 ical) I | I C3 200 PFC Column Studs: 90x35 MGP10 at 600mm crs. The Lintels and Beams shown have been designed [C\ | lI Similar to Outriggers to truss yp ll C4 150x50x4.0 RHS Column Bottom plate: 35x90 MGP10 (Direct on slab) to this girder layout. Please contact office for \s07/ UI | Detail R ’, ificatic I ss J| 89x89x5.0 SHS Column lintel re-designs if the Truss Manufacturer's I> | | manufacturer's specification 5 1 . (Typical) i} 7 T _ | _ i a a layout differs from the one shown herein. — = >- = I a NOTE: [0\ I q ll Roof bracing (Speedbrace or similar) and trusses —Tt Zt l iA — in accordance with the manufacturer's ll = — = \so7/ Il Tt Similar to (Typical) fp PT it il ms ) specifications Detail B I ll —~ +. ~ ~~. ~ JY I Bll uf Ll a il = | ed _ ll ' Similar to II —-+4 Detail B ll / SS SS OSs = Similar to FA \ Detail C — \ Il — a re ==4 Similar to || Z| \ BS (below) WIA VA VA VL LLLLLLLLN Detail B \ [| J — eee RR RIES SE SES SS SE SH SS i petal & 7} 7] 7 a i B5 (below) all —._—. — ll ' Similar tom II a | o = _ = _ _ B5 (below) Detail B NM —; 7d TF _t_t_t—_ ff a I I ce VI “Howl den bow! lol I | LBW LBW Sv MV (ot ee fe 1 sai it Lk\ I if 11 (Typical 3 i—| lll —|-\- | Girder not scale drawings. 2. Check and verify all dimensions prior to commencement of work. Support & tie-down girder at this location LL LL L LZ A TRUSS & FRAME LAYOUT (Ground Floor) Issue|Made By| Date _ DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS]Scale: 1:100 =| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba g 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417 g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dwg No : S05 a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BOK Date: 16/11/17 Ws eosetepoup m.cu TRUSS ke FRAME LAYOUT Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | | 10 11 | 12 | 13 | 14 | 15 | 16
Page 7
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 14 | 15 | 16
NOMINAL FIXING DETAILS FOR TIMBER MEMBERS: WINDOW SILL TRIMMERS:
For opening widths up to 1500mm the window trimmer may be
A Ay Member i Supporting Member Fixing Required the same size ond the grade as the common studs in that wall,
T \ x e te For opening widths greater than 1500mm, the window sill trimmer
1 Plates Studs Plates up to 38mm thick - 2/75mm nails through plate shall _be as specified below:
\ Plates 38 to 50mm thick - 2/90mm nails through plate Opening Width (mm) Trimmer Size (F5) Trimmer Size (F8)
-— \ a ! Noggings Studs 2/75mm noils skewed or through nailed 1800 70x35. or 90x35 70x35 or 90x35
\
| | Timber braces Studs 2/50x2.8mm dia nails at each joint 2100 70x45 or 90x35 70x35 or 90x35
H \ Baliom ola - - 2400 27 70x35 or 90x35 _| 70x35 or 90x35
B ' g| o i jottom plates Joists 2/75mm (35mm plates) or 2/90mm (45mm plates) nails 2700 2/70x45 or 2/90x35 | 2/70x35 or 90x35
ai Y Bottom plates | Concrete Slabs |One masonry nail (hand driven at slab edges), screw or bolt 3000 3/70x35 or 2/90x35 | 2/70x35 or 90x45
2! | E| at 1200mm maximum centres. 3300 3/70x45 or 2/90x45 | 2/70x45 or 2/90x35
Ly 1 a Multiple studs Studs 1/75mm nail at 600mm maximum centres 3600 3/80x35 3/T0x45 or 2/90%35
\ zl =
| s NOTES: 4200 3/90x45
I I 1. Details are in accordance with Table 9.4 AS1684-2010. NOTE:
1 \ \ 2. Framing for non—loadbearing internal wall are in accordance with Table 5.2 AS1684—2010. 1. Openings may be 70mm wider than nominal widths given above.
C \
> | | ROOF BATTENS (TRUSSES AT 900crs): LINTEL SPECIFICATIONS:
te [ y All lintels are to be MGP12 Unless noted otherwise.
k iS - - | \ Sheet roof, w4 General Roof Area Within 1200mm of Roof Edges The number of Jamb Studs required for openings is specificed in
LI Ped 1 \ Batten size (FI4 HWD) | 75x38 at 900mm crs 75x38 at 900mm crs brackets beside the Lintel/Beam ie. 190x35 (2)
2 1 — - Refer to table below for jamb stud requirements.
S_140x35(2) Fixing required 1/75mm No.14 Type 17 1/75mm No.14 Type 17
batten screws batten screws Total No. of Jamb Studs] Full Length Stud | Secondary Stud
NOTE Specified beside Lintel
D 1 [i\ 1. Screws must have a minimum 38mm penetration into receiving member (truss/rafter) 2 1 1
\S08/ 2. Alternatively, metal roof battens may be used in accordance with the Manufacturer's specifications 3 2 1
and details. Batten size and fixing to be determined subject to Wind Classification, roof sheeting 4 2 2
(Typical) gauge or roof tile composition and batten spacing.
i \
g Denotes block lintel.
E oF Refer SO9 for reinforcing
I Rin ok tequirements. Typical.
ale q
“ w/e
PY Se BL BLL ee:
t— = Bis EZZA_ VA VA A Ve VL
a 2
Block between rafters - =
if required for door & -—~
F | window fixing. ' /M\ /N\ /P?\
oi \s08/ \s08/
Continue lintel through over- (Typical) (Typical) (Typical)
| "1
master bed room door \ 200x63 LVL E13
| | (22,62)(cont. 2 spans) _ _ & _ _ _ _ 200x63 LVL E13
11 \ i & 20x65 LVL F13 a & (C2,C2,block)
G \ I (C2,C2,C2)(cont. 2 spans)
> || !
f¢ 4 LBW Beam __ LBW oh ov
=a AL AL
|_| I 90x35(2)
\ 20045 LVL EIS _
| \ (2,C2,C2,2) Cont. 3 aan
ay \ 5 &
H 3) 3 1 \ Beam (cont. 2 spans)
z| X\ ~ i 190x35 (biock) [BL __—_—_Structural Joist =)
| s 2 S =i YZ LL 2 ee TT, 7. TTT
=
-— \ a aa IR _— 1—190x35 (lintel, block)
a S | °
HH, f 1.8m backspan
* M0x35(2) \ ~ _ _ _ rn) Oe) Loom Pocket _
200x45 LVL E13 (cont. 2 spans |
i _— ' Lintel (cantilevered):
a, 35(2) \308/ 200x45 LVL E13 (2, Lintel) \s08/
low = -—_- (Typical) (Typical)
—_ 3 a
gS s
~ ree
R11
8
J \ on COLUMN SCHEDULE: J
490x35(2,¢2) MARK | SIZE DESCRIPTION
J C2 75x75x4.0 SHS Column L_
LINTEL SPECIFICATIONS cS | 200 Pre Caan
NOTES: , C4 | 150x50x4.0 RHS | Column
i bo not Seale rawinge | C5 | 89x89x5.0 SHS Column
K . ec and verily al imensions (G d FI ) . . . ” ” , K
prior to commencement of work. fOUN OO/, NOTE: All timber specifications shown herein are designed for N2 wind areas.
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|Scale: 1:100
Lj | 0 BDK | 16/11/17] Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
& 1 | BDK | 04/12/17] Preliminary Issue - Not for Construction LOT 1<0 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
S| 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw No : S06
L a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Ws (07) 5444 5578 cu 8 -
Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date 16/11/17 ‘ie ae ccan LINTEL SPECIFICATIONS
ertified By : BR. ng (Civi us| ng ate : Email: _engineersGhrdesigngroup.com.au
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 8
Trusses to manufacturer's
specifications. Continue truss
top chords through to frame
raked ceiling.
I 1000mm_max 1000mm_max |
10mm web stiffeners Locate bolted connection 10mm web stiffeners
6mm CFW within 000mm max of 6mm CFW Window glazing as Block between trusses
welded connection per manufactures for window fixing.
X X specifications \
aa \
BI a ZB Bho7~ BI Bho
6mm cay
p plate 100max 100max
i \ VY 6mm CFW to WB1 1B =
| Mousehole Wel
> ; 8mm end plate. "2 . A [i required | ~| > |
o C3 fixed to bottom flange 6mm CFW to B1 o C3 fixed to bottom flange | a a ie r r
of lintel with 6mm CFW 2/M16 4.6/S bolts of lintel with 6mm CFW 4 j | | |
\ \ TP
E | | t— 4/146 Tek |}
\ DETAIL = /B\ \ § A Y WI | | screws ||
Scale 1:10 \S05/ x =p j | |
+7— 10mm base plate +j— 10mm base plate A i C a Wd '
” 2/M16 chemset anchors ° 2/M16 chemset anchors y v j— M16 rod —»
° 150mm min embedment. ° 150mm min embedment. 22 chemset anchors | |
Epoxy = Ramset Chemset 801 Epoxy = Ramset Chemset 801 125mm min embedment. | |
fomn edae dist . Bore, edo act : A \ Epoxy = Powers PF Pro 1 Full length stud,—+ : : 1 Full length stud,
mm edge aistance. mm edge alstance. or Ramset Chemset 801. 2 studs under | | 2 studs under
pela _¢ 0. DET /E\
Scale 1:10
Scale 1:10 \S05/
DETAL = ZA \ DETAIL = 7 C\ Lb eal & Lb
Scale 1:10 Scale 1:10 Bt sc! we2
\805/ \805/ fi 42
| 2
JL | if yy ©
| art cap & fin plate
6mm CFW to WB1
\ 2/M12 bolts
Mitl t and full 6mm end plate: 6mm cap & fin plate
83/84 2/No.14 Type 17 Batten RI strength butt weld 6mm CFW to BS 6mm CFW to C2 VIEW
screws (100mm long) 60 (FSB) 2/M12 hex head bolts mm Scale 1:10
| ile Rp oo po =
+ (= BS B5 | BS
y 8 } B= | Aa 4A e a _h
+ 4p J NL a Lif 4 OL J 8
3 | _] | I]
{_y ‘ | a 2 ° 2
T L | s+ | T | oT 4 eL oO | | Q Le
100x6.0 EA one side ; © Smm clect plate =e g (+ <tintel Z lintel g |! gl lintel 7
DETAIL /F\ 2/M12 bolts each way j | 6mm CFW to B5 over | * | ime I| |! 3) bine
Seale 1:10 \§05/ J 2/12 4.6/S bolts f= sr : tte a | Orr
‘ Z\—Fix RI to blockwork /' as_—/ 8 | 3 ei 8
similar to Detail K { ——j “6mm cleat plate | |
6mm CFW to C2
Z , DETAIL LH\ | gy | 2/M12 bolts ||
(T Reinforced 200 Scale 1:10 \S05/ | | | |
A Series Blockwork . ! '
DETAIL = /6.\ DETAIL __/J.\ we OY
Scale 1:10 \S05/ . \S805/
NOTES:
1. Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
Issue|Made By| Date _ DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS] Scale : 1:10
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
g 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY é& MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 .
yy Desi - — - - Ph: (07) 5444 5578 Dwg No.: S07
esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Web: hrdesigngroup.com.qu
Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] CONNECTION DETAILS
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 9
1 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16 70x45 MGP12 late t back over first stud “pm ‘\ fe me . I Solid pack__| . 150x90x8 UA i 60min as required oo 2/M12 bolt fF | “ \|-— Lintel Lintel 7 BA Spats T7 L- ™ 60 60_min 60_min Sle as specified j+— Refer lintel specification for > = ale a number of studs supporting 2/12 HEX = S Tr T ~ head bts | ° LE ce re-Pa A Non-LB wall = ———p —_1 8 . ZZ ind | | Oshtinte_ = Vv j + 1/M12 chemset anchor ° Lintel 7 | sl A | 150mm min embedment. | o me! | o — o | oO Oto Ll Epoxy = Powers PF Pro “ | Lintel | a e im] LSE or Ramset Chemset 801. ! ! | ] I | 6mm cap & fin plate Ty P p | | |p Reinforced 200 100x6.0 EA both sides 6mm CFW to C2 ~ Series Blockwork 4/M12 bolts VIEW 4/M12 bolts 1s | A \ ia Concretel]stab Scale 1:10 | DETAIL / M\ ” Ln DETAIL [K\ DETAIL /\ Scale 1:10 \S06/ Seale 110 \S05/ sine 120 (506 / DETAIL = /7N\ Scale 1:10 \S06/ 7 v Gt Truss tie-down in accordance Reinforced 200 —") with manufacturer's spec. Series Blockwork , 100 max 1 WZ T 2/M12 chemset anchors. y Z 125mm min embedment. A * Epoxy = Powers PF nt | VY Lintel/Beam * or Ramset Chemset 801. | 60 pe [£9.| | V Tie-down rod—=y =e o TI 7 as specified o ZI Ll Ay ® ph SL ZZ lintel | & lols <7 ZH lintel 8 A T + ZZ Lintel a dt & _ Ze +] 0 dy += Refer lintel specification for imal | - I 3 = 3 + Z number of Btuds supporting i 3 i t 6mm cap & fin plate I | Lyoos6.0 EA one side 100x6.0 EA one wise 6mm CFW to C2 Is | 2/M12 bolts 2/M12 bolts each way 2/M12 bolts ° || DETAIL ~—s / R\/R\ DETAL = /T \ I \ | Scale 1:10 \S05/\S06/ Concrete slab Scale 1:10 \S06/7 DETAIL = /P \ DETAIL /S\ Scale 1:10 \S06/ Scale 1:20 \S06/ NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions prior to commencement of work. Is Made Bi Dat DESCRIPTION . . . =m > 7 * 7a Preliminary Issue — Not for Construction PROPOSED NEW RESIDENCE at oe ay ohn “oN ENGINFERS| Seale: I: 10/1: <0 — ice: uite 8/1 risbane Road, Mooloolaba & 1 | BDK | 04/12/17] Preliminary Issue - Not for Construction LOT 1<0 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417 S| 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw No : S08 a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Ws eosenepouy com cu 8 “ Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] CONNECTION DETAILS 1 | 2 | 3 | 4 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 10
1 | 2 | 3 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16
COLUMN SCHEDULE: BLOCKWORK SCHEDULE:
\ i = MARK | SIZE DESCRIPTION MARK | SIZE DESCRIPTION
° C2 | 75x75x4.0 SHS | Column BWI | 200 Series Blockwork | Reinforced with N12 vertical bars at
C3 200 PFC Column 1800mm max crs. Provide 2 course bond
s C4 150x50x4.0 RHS | Column beam at top of wall as detailed on S11.
2 cS 89x89x5.0 SHS Column
BW2 | 200 Series Blockwork | Reinforced with N12 vertical bars at
800mm max crs. Provide 2 course bond
beam at top of wall as detailed on S11.
BW3 | 300 Series Blockwork | Reinforced with N16 vertical bars at
400mm max crs. Provide 2 course bond
= beam at top of wall and at first floor
ao height as detailed on S11.
BW4 | 300 Series Blockwork | Reinforced with N16 vertical bars at
400mm max crs each face. Provide 2
& course bond beam at top of wall as
JE -— { detailed on S11.
BWI BWI / ,
\ BLI 1090x190 Block Lintel | Reinforced with 1/N16 bar top and bottom.
R10 ligs at 200mm crs. Refer to S11.
a ———— ———_————————l
BL2 390x190 Block Lintel | Reinforced with 1/N16 bar top and bottom.
L8 stirrups at 200mm crs. Refer to S11.
BL3 390x290 Block Lintel | Reinforced with 2/N12 bar top and bottom.
; : L8 stirrups at 200mm crs. Refer to S11.
BL4 590x190 Block Lintel | Reinforced with 1/N20 bar top and bottom.
R10 ligs at 200mm crs. Refer to S11.
Ry
¢ Bing BW4 BWA Ba | BW3
LN VAD LLL VLLLLLLLLLL LLL LL LL
a 3U BL3 BLS BL3 BL3
&
Bwi
C
Vv V SV
po r z fo
a
BW! LBW Lew ov &
A 4 fe t Fi Ht —
Denotes block lintel.
—— Refer S10, S11 & S12 for reinforcing
requirements. Typical.
———————— S|
_ = V1 | BL3
4 = _ 7 TZ, ~ Ee TD 7]
5 | a @ 1d] BWA BWS
— 3
KH es
b
Noxs MASONRY REINFORCING LAYOUT
1. Do not scale drawings.
2. Check and verify all dimensions (G d FI )
prior to commencement of work. foun OOL
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|Scale: 1:100
=| 0 BDK | 16/11/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY. NOOSAVILLE Office: Suite 8/137 Brisbane Road, Mooloolaba
& 1 BDK | 04/12/17] Preliminary Issue — Not for Construction Q Q , Postal: P.O. Box 7117 Job No.: 17-0417
S| 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw No : S09
a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Ws eosenepouy com cu 8 -
Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email; [email protected] MASONRY REINFORCING LAYOUT
1 | 2 | 3 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 11
14 | 15 | 16 Se SS SSS SSS SSS LBW Fo NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions prior to commencement of work. LBW LBW & LBW ‘ MASONRY REINFORCING LAYOUT (Ground Floor) BLOCKWALL REINFORCING LEGEND: @ indicates N12 bor @ indicates N16 bar © indicates N20 bar or 2/N12 bors NOTES: 1. All horizontal steel and lintel reinforcing in accordance with the details on S11 & S12. 2. M12/M16 anchor bolts to bond beams for truss tiedown not shown for clarity. Locations to be determined on site in accordance with truss layout. COLUMN SCHEDULE: MARK | SIZE DESCRIPTION c2 75x75x4.0 SHS Column C3 200 PFC Column C4 150x50x4.0 RHS Column cS 89x89x5.0 SHS Column [OIOIOIOIOIOIOIOINC) _ _ OOOO OOO®O Issue|Made By| Date DESCRIPTION o | pox | 16/11/17 Preliminary Issue — Not for Construction 1 | Box | 04/12/17 Preliminary Issue — Not for Construction 2 | Box | 11/12/17 Preliminary Issue — Not for Construction PROPOSED NEW RESIDENCE at LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE BUILDER: RYAN DESIGNER HOMES REVISION Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Suite 8/137 Brisbane Road, Mooloolaba P.O. Box 7117 Sippy Downs, QLD. 4556 (07) 5444 5578 hrdesigngroup.com.au [email protected] CONSULTING STRUCTURAL & CIVIL ENGNEERS|scale: 1: 100 Job No.: 17-0417 5 | 6 | 7 12 | 13 Dwg No.: S10 MASONRY REINFORCING LAYOUT 14 | 15 | 16
Page 12
1 | 2 | 3 | 4 MASONRY BLOCKWORK NOTES: Materials and workmanship shall comply with the requirements of AS3700 and AS2733 as a minimum standard. All masonry blocks shall have a min unconfined compressive strength of 15 Mpa. Mortar shall have the following mix proportions, 1 part cement clean sand. Sond shall be clean, well graded and free of sit and clay. Hollow blocks to be filled with concrete shall have cleanout blocks laid at the base course, Additives shall not be added to the grout or mortar without the specific permission of the Engineer. All mortar dags and protrusions into the block or brick cores shall be removed prior to the placement of any concrete into the cavities. Loose material and debris shall be also removed from the base of the masonry cores. Fully bed solid units, fce bed hollow units and fully fill vertical joints. No raking of mortar joints is permitted. Grouting shall not commence until the mortor joints have gained sufficient strength to resist blowout ond grout spaces have been cleaned out. Compaction of concrete shall be by vibrator or by rodding with o rod not less than 24mm diameter. Moximum 6 course height to be filled and compacted in one pass. 0.5 part lime : 4.5 parts 60 to bottom of bar 1/N24 bar R10 ligs at 200mm crs. 1/N16 bar j 960 to bottom of bor 1/N24 bar Is ly Ui: 1090 BLOCK LINTEL — BL1 NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions prior to commencement of work. 9. The concrete used to fil the masonry cores shall have a compressive strength of not less than 20 MPa after 28 days. The concrete shall have a maximum aggregate size of 10mm and a maximum slump of 23030mm and a minimum cement content of 300kg/m . All cores with reinforcement bars shall be filled with concrete, unless noted otherwise. Where masonry blockwork is acting as a retaining structure then all cores shall be filled with concrete. Reinforcement shall be placed accurately ond tied securely before placement of concrete. . Unless noted otherwise vertical control joints shall be provided in blockwork at 12m crs. and at 6m from corners. Joints to be a minimum of 10mm wide and in accordance with Cement Concrete & Aggregates Australia Technical Note TN61. . No holes or chases shall be cut into blockwork without prior approval of the Engineer. . All wall intersections shall be of bonded construction or tied with medium duty ties at 400mm max. crs. . Maximum height of core-filing :- 140mm wide blockwork — 1.8m max 190mm wide blockwork — 3.4m max 60 to bottom -+-—=—| of bar iy) A) 7] 3 1 flys N16 bar top 5 & bottom S 3 A i 2} 3 8 stirrups ot —1 v s ” 200mm crs. lo) Z J S77 YW BLOCK LINTEL — BL2 Continue blockwork up where required. Provide 2 course bond beam at top of wall as detailed. L. | \ i | | 60 to bottom x; 190_ of bar | | Y 5 1/N16 bor ——+- +e 2 Y o Ty & Knock out —= 2 bond beam 3 blocks a L 2 71 v 2 1/N16 bar —1 ~» “ ann? Knock out —* bond beam 4 iy blocks A A V Standard —-~ blocks iN 2 COURSE BOND BEAM (190mm thick wall) Reinforced block work over similar to BW4 \ oT Vv ~~ TT I | | | 60 to bottom jap —_—280_i. of bar | | y 7 ) S Z t WY ° 2/N12 bar top: 4 5 & bottom A 3 ‘A L 2| 3 8 stirrups ot 4 y s ” 200mm crs. 7 44 4 Z ta BLOCK LINTEL — BL3 MASONRY REINFORCING DETAILS Continue blockwork up where Tequired. Provide 2 course bond beam at top of wall as detailed. TTT TI il 290 | | 60 to bottom k=?" of bar | | y ro 8 2/N12. bar —1- +o e 3 we ° — TTT & Knock out —=4 2 bond beam 3 blocks 1 L 2 7] g 2/N12 bar —4 ~o . S Ad VY Knock out —*} bond beam A blocks a | V Standard ——~| blocks A \ 2 COURSE BOND BEAM (290mm thick wall) Reinforced block work over similar to BW1 _\ Ll 490 Ll 60_to bottom of bar A V7 N20 bar top + LC & bottom 3 ZA i 6 7, 5 3 R10 ligs at A 2 3 200mm crs. g A L yy iW BLOCK LINTEL — BLA Issue|Made By} Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|scale: 1:10 2 0 BDK 16/1/17 Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT UAY & MERMAID UAY NOOSAVILLE Office: Suite 8/137 Brisbane Road, Mooloolaba § 1 BDK | 04/12/17] Preliminary Issue — Not for Construction Q Q , Postal: P.0. Box 7117 Job No.: 17-0417 = 2 BDK 11/12/17 | Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 . my Desi - — - - Ph: (07) 5444 5578 Dwg No.: Sil oe esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date : 16/11/17 Web: hrdesigngroup.com.au Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] MASONRY REINFORCING DETAILS 1 | 2 | 3 | 4 5 | 6 | 7 | 8 9 | 10 | 11 | 12 13 | 14 | 15 | 16
Page 13
1 2 3 4 9 6 7 8 9 10 ul 12 13 14 15 16 Bond beam steel as noted a = == = = == == = = 2 eS ———— —————— me Block lintel steel as noted oe eee _ DF a | | 4 | . } t = ji _| Lf Sa a E € § N16 bars at N16 bars at Ss q 400mm max crs. q 400mm max crs. + each face central AN\E\\|7 Wy i i HK | I Ih | C\E EL CL LL Cc L CL LL Cc J 1/N16 bar each face 1/N16 bar each face 2/N16 bars each face of blockwork at corners of blockwork of blockwork ELEVATION (“‘A-A\\ Scale 1:50 \St0/ Bond beam steel as noted C — P — J pti, Block lintel steel as noted Ct | | 4 | . L_ oS _—__ __1 Ee E § L N16 bars at N16 bars at Ss 7 400mm max crs. q 400mm max crs. + each face Ye central Cc Cc Cc Cc L a 1/N16 bi h fe 1/N16 be hf u blockwork at comers ELEVATION uf blockwork “ Scale 1:50 ep NOTES: 1. Do not scale drawings. 2. Check and verify all dit i heck ord vey mensions MASONRY WALL ELEVATIONS Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS] scale: 1:50 2| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba x 1 BDK 04/12/17) Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417 g 2 BDK 11/12/17 | Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 . my Desi - — - - Ph: (07) 5444 5578 Dwg No.: Sle oe signed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 | Web: hrdesigngroup.com.cu Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: _ [email protected] MASONRY WALL ELEVATIONS 1 | 2 | 3 | 4 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 14
1 12 13 16 4BKN 74.5KN XXX SSSSSASASASSSSANSSSAT Z SSkN 25kN Z 15kN a # & 25kN Z Z 25kN 1.7m LBW 3.0m 3.3m [ Ply Sheet ceiling to hatched area. & 92kN 3.0kNR & 15kN 3. ZA 3OkN NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions 2.1m fo prior to commencement of work. BRACING PLAN IZ LL. A Bracing Required — Limit State Values Direction _A Direction B Required = 87.7kN Achieved = 100+kN BRACING AND TIE—DOWN LEGEND: e Indicates M12 rod x Indicates M12 bolt to bottom plate Required = 53.2kN Achieved = 100+kN Structural Ply Sheet fixed in accordance with the attached details and Table 8.18 (h). AS1684-2010. Moximum Capacity: 6.4kN/m # Denotes internal top plate to be strapped to external top plate. Refer to Table 8.22 (k). AS1684-2010. TIN SS 8 KKXZXXXXZE I “7).,__ SL 2 Ne (Ground Floor) NOTE: All bracing to be in accordance with AS1684 — 2010. 100+kN NOTES: 1. Internal bracing wall to be tied to roof/floor structure using shear blocks. Refer to Bracing Details sheet attached herein and Table 8.22, AS1684—2010. 2. This drawing must be read in conjunction with the Bracing Details sheet attached herein. COLUMN SCHEDULE: MARK | SIZE DESCRIPTION c2 75x75x4.0 SHS C3 200 PFC C4 150x50x4.0 RHS cs 89x89x5.0 SHS Column Column Column Column Issue|Made By| Date DESCRIPTION o | BoK | 16/11/17 Preliminary Issue — Not for Construction 1 | Box | 04/12/17 Preliminary Issue — Not for Construction 2 | aox | 11/12/17 Preliminary Issue — Not for Construction PROPOSED NEW RESIDENCE at LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE BUILDER: RYAN DESIGNER HOMES DESIGN GROUP REVISION Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BOK Date: 16/11/17 (Cromer Winning Consulting Engineers Pry Lid T/A Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date: 16/11/17 ABN 90 189 626 957 CONSULTING STRUCTURAL & CIVIL ENGINEERS Suite 8/137 Brisbane Road, Mooloolaba Office: Postal: Ph: Web: Email: P.O. Box 7117 Sippy Downs, QLD. 4556 (07) 5444 5578 hrdesigngroup.com.au [email protected] 1: 100 Scale : Job No.: Dwg No.: S13 BRACING PLAN 17-0417 5 | 6s | 7 | 8 9 | 10 | 11 12 | 13 | 14 | 15 |
Page 15
1 Te
12 | 13 | 14
15
FLOOR FRAMING SCHEDULE:
MARK | SIZE DESCRIPTION
BRI 295x65 GLI7
BR2 | 300 PFC
Bearer (single span)
Bearer (single span)
Ful $J30070 SmartFrame |-Joist or
HJ30090 CHH HyJoist
Floor Joist (single span)
SJ 250 PFC Structural Joist (single span)
cS 89x89x5.0 SHS Column
NOTES:
All floor joists to be at 450mm crs UNO.
* Indicates timber to be minimum H3 treated.
All timber used in external conditions to be durability class 1
or 2 in accordance with AS 1684-2010 “Timber Selection Guide’.
4. Ensure a stepdown is created (min 50mm) from the house
onto the deck.
eN_s
BEARER NOTES:
1, Where a beam is to be supported by a SHS post, the post is
to have capping plates welded to each end, min 6mm plates
and fillet welds, UNO.
. All steelwork to be hot dipped galvanised if used in exposed
conditions, otherwise cold galvanised or painted finish is adequate.
. The number beside the fixing method indicates the number of
studs required under the bearer to support, ie (3) specifies the
bearer with 3 studs under. Refer connection details for tie down.
won
JOIST NOTES:
1. Where there is only a single joist span in a house, every
second joist shall be fixed at its ends with 1 Trip—L-Grip.
. Joist hangers and Trip—L—Grips to be installed in strict
specifications.
. Use double joists where specified and under all loadbearing
accordance with the manufacturer's specifications.
. Blocking at supports is to be provided to all joists in
accordance with AS 1684-2010 ond the relevant manufacturer's
walls, UNO.
. Joists supporting load bearing walls to be tied-down to
supports with 1/Trip—L-Grip UNO.
F won
o
Reinforced 300
[ Series Blockwork
;\N—
1 A 4)
a
TV,
1-6-6 6
|
y
100x6.0 EA one side L \
3/M12 bolts 3/M12 chemset anchor
DETAIL
\=/
150mm min embedment.
Epoxy = Powers PF Pro
Scale 1:10
NOTES:
1. Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
or Ramset Chemset 801.
Similar to
Detail D
eam (cont. 2 spans)
—
a YA
2/M12 rl
an
8mm Web stiffener — Sul
6mm CFW to 125 PFC
2
S
I
|
1— 6mm cap plate
6mm CFW to C5
+— Reinforced 300
a Series Blockwork
gh
8mm Web stiffener.
6mm CFW to Sul
12
3
BRI
1 i
gh
4/6 chemset anchor
| 150mm min embedment.
Epoxy = Powers PF Pro
or Ramset Chemset 801.
125 PFC
8mm bearing plat
150x90x8 UA 6mm CFW to PFC
2/M12 bolts
__[50 | 60
F 1/M12 chemset anchor
Z 150mm min embedment.
Epoxy = Powers PF Pro
or Ramset Chemset 801.
———= ==
6mm CFW to C5
_t \
DETAIL l c S
Scale 1:10
DETAIL
Scale 1:10
Non Structural framing
to builders specifications
an po flanges
z fp” PFC {°
j=—Reinforced 200
Series Blockwork
N\
DETAIL
Scale 1:10
BEARER
8mm web stiffener
6mm CFW to Sul
2/M16 4.6/5 bolts
& JOIST LAYOUT (Firat Floor)
e
BR2
DETAIL { \
Scale 1:10
REVISION
Issue|Made By} Date DESCRIPTION
0 BOK | 16/11/17] Preliminary Issue — Not for Construction
PROPOSED NEW RESIDENCE at
1 BOK | 04/12/17] Preliminary Issue — Not for Construction
LOT 120 CNR SEAMOUNT QUAY
2 BOK | 11/12/17] Preliminary Issue — Not for Construction
BUILDER: RYAN DESIGNER HOMES
& MERMAID QUAY, NOOSAVILLE
Designed By : J. SWEET BEng (Civil) (hons)
Drawn By: BDK Date: 16/11/17
Certified By :
B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER
Date: 16/11/17
CONSULTING STRUCTURAL & CIVIL ENGINEERS
Office:
Postal:
Ph:
Web:
Email:
Suite 8/137 Brisbane Road, Mooloolaba
P.O. Box 7117
Sippy Downs, QLD. 4556
(07) 5444 5578
hrdesigngroup.com.au
[email protected]
Scale :
1:100 UNO
Job No
17-0417
Dwg No.: S14
BEARER & JOIST LAYOUT
| 5 | 6 | 7
| 8 | 9 |
i
12 | 13 | 14
15
| 16
Page 16
1 | 2 |
i
12 | 13 |
WIND_CATEGORY:
The wind category determined for this site is N2
in accordance with AS4055 and AS1170.2.
TIE DOWN DETAILS:
All walls to be tied down with M12 anchor rods
at the ends of each wall, at side of openings,
and then between at maximum of 1800mm
centers UNO.
TRUSSES:
HWD or SWD trusses at 900mm max centers.
Truncated Girder (7G) and Girder locations shown
are nominal only. Final positions (including truss
tie-down) are to be in strict accordance with
the Truss Manufacturer's specifications.
The Lintels and Beams shown have been designed
to this girder layout. Please contact office for
lintel re-designs if the Truss Manufacturer's
layout differs from the one shown herein.
NOTE:
Roof bracing (Speedbrace or similar) and trusses
in accordance with the manufacturer's
specifications
WALL FRAMES: (2700mm high)
EXTERNAL:
Ribbon plate:
Top plate:
Studs:
Bottom plate:
35x90 MGP12
35x90 MGP12
90x35 MGP10 at 450mm crs.
35x90 MGP10 (with solid blocking
below, or 2/35x90 MGP12 otherwi
INTERNAL LOAD BEARING:
Ribbon plate: 35x90 MGP12
Top plate: 35x90 MGP12
Studs: 90x35 MGP10 at 450mm crs.
Bottom plate: 35x90 MGP10 (with solid blocking
below, or 2/35x90 MGP12 otherwise)
INTERNAL Non—LOAD BEARING:
Top plate: 35x90 MGP10
Studs: 90x35 MGP10 at 600mm crs.
Bottom plate: 35x90 MGP10
10mm web stiffeners
/\ 6mm CFW
‘
6
\
PFI
CI fixed to bi
of lintel with
DETAIL
Scale 1:10
NOTES:
1. Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
a
ROOF FRAMING SCHEDULE:
MARK | SIZE
PI 300x45 LVL E13
DESCRIPTION
Purlins at 900mm crs
RI 300x45 LVL E13 Structural Rafter
PFA 180 PFC Portal Frame
Ct
C2
180 PFC
75x75x4.0 SHS
Column
Locate purlin over:
portal frames and fix
as per Detail F
Backspan
Column
or
I tT
|
rN |
i oN
i -
i |
i |
IL IL
T T T T T Tt T T
Io oF TNT \
bo
bod te A tS
I I | fo I I I
by” Il I I I
IN est Il I Il I
JN | 7 | LL I LL
o|
\
ll} A
} oo
-i
ey |
|
Id
|
ly
7 |
A |
ise)
Il ie
iN tr i tf to
Ih bo
ii No I
A I IN ool I I I
7 I Il 1 NI I Il I
het ll
Io tO
|
|
|
|
(Typical)
10mm web stiffeners
/\ 6mm CFW
*
/ \
&
\
PFA
7 intel
60 | 70 , 60
Oo
|
Po
=|
jottom flange 6mm cleat |
6mm CFW 6mm CFW to Ct
2/M12 bolts
C1 fixed to bottom flange
of lintel with 6mm CFW
DETAIL
Scale 1:10
TRUSS &
f0\ Backspan
(Typical) (Typical)
3/No.14 Type 17
RI Batten screws
(100mm long)
Pt
LL soto looped G.I. strap
fixed with 4/2.80 nails
‘soto looped G.I. strap
fixed with 4/2.89 nails
at each end of each strap
DETAIL é ,
Scale 1:10
DETAIL
Scale 1:10
FRAME DETAILS
(Firat Floor)
at each end of each strap
f
‘6mm cap & fin plate
6mm CFW to C2
2/M12 bolts
min | min
r
| 60
f
Lintel—
behind
td
Lintel ~~
60| 70 | 60
[
I
| >
|
| &
Loo
Le cleat plate
6mm CFW to C1
2/M12 bolts
DETAIL { \
Scale 1:10
Pras
1/No.14 Type 17 batten
screws (75mm long)
at 300mm crs.
PFA
DETAIL é i ,
Scale 1:10
Issue|Made By} Date
DESCRIPTION
o | Box | 16/11/17
Preliminary Issue — Not for Construction
1 | BoK | 04/12/17
Preliminary Issue — Not for Construction
2 | BoK | 1/12/17
Preliminary Issue — Not for Construction
PROPOSED NEW RESIDENCE at
LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE
BUILDER: RYAN DESIGNER HOMES
REVISION
Designed By : J. SWEET BEng (Civil) (hons)
Drawn By: BDK Date: 16/11/17
Certified By :
B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER
626 057
Date: 16/11/17
ring Consulting Engineers Pry Lid TIA
CONSULTING STRUCTURAL & CIVIL ENGINEERS
Office: Suite 8/137 Brisbane Road, Mooloolaba
Postal: P.O. Box 7117
Sippy Downs, QLD. 4556
(07) 5444 5578
hrdesigngroup.com.au
[email protected]
Ph:
Web:
Email:
Scale :
1:100 UNO
Job No.:
17-0417
Dwg No.: S15
TRUSS
& FRAME LAYOUT
3 | 4 | 5 | 6 7
| 8 | g | 10 | 11
12 | 13 | 14
15 | 16
Page 17
NOMINAL FIXING DETAILS FOR TIMBER MEMBERS: Member to Supporting Member Fixing Required COLUMN, SCHEDULE: MARK | SIZE DESCRIPTION Plates up to 38mm thick - 2/75mm nails through plate Plates Studs Plates 38 to 50mm thick - 2/90mm nails through plate C1 180 PFC Column Noggings Studs 2/75mm noils skewed or through nailed C2 _|_75x75x4.0 SHS Colurnn Timber braces Studs 2/50x2.8mm dia nails at each joint Bottom plates Joists 2/75mm (35mm plates) or 2/90mm (45mm plates) nails Bottom plates Concrete Slabs [One masonry nail (hand driven at slab edges), screw or bolt at 1200mm maximum centres. Multiple studs Studs 1/75mm nail at 600mm maximum centres NOTES: 1. Details are in accordance with Table 9.4 AS1684-2010. 2. Framing for non-loadbearing internal wall are in accordance with Table 5.2 AS1684—2010. ROOF BATTENS (TRUSSES AT 900crs): Sheet roof, JD4 General Roof Area Within 1200mm of Roof Edges Batten size (F14 HWD) 75x38 at 900mm crs 75x38 at 900mm crs Fixing required 1/75mm No.14 Type 17 1/75mm No.14 Type 17 batten screws batten screws NOTE: 1. Screws must have a minimum 38mm penetration into receiving member (truss/rafter) 2. Alternatively, metal roof battens may be used in accordance with the Manufacturer's specifications and details. Batten size and fixing to be determined subject to Wind Classification, roof sheeting gauge or roof tile composition and batten spacing. 190x35(2,C2) WINDOW SILL TRIMMERS: ~ = For opening widths up to 1500mm the window trimmer may be 5 iC o s the same size and the grade as the common studs in that wall. | | S For opening widths greater than 1500mm, the window sill trimmer 3 shall be as specified below: | | Ss S Opening Width (mm) Trimmer Size (F5) Trimmer Size (F8) H ~ 1800 70x35 or 90x35 70x35 or 90x35 S 2100 70x45 or 90x35 70x35 or 90x35 | 2| | 2400 2/70x35 or 90x35 70x35 or 90x35 | & | | 2700 2/70x45 or 2/90x35 | 2/70x35 or 90x35 2|l 3|l ell s 2 s 3000 3/70x35 or 2/90x35 | 2/70x35 or 90x45 ill él Ell 3300 3/70x45 or 2/90x45 | 2/70x45 or 2/90x35 Sil | B]l 3600 3/90x35 3/70x45 or 2/90x35 Ef | Ell 4200 = 3/90x45 | | | NOTE: 1. Openings may be 70mm wider than nominal widths given above. 8 Ht IS & LINTEL SPECIFICATIONS: Nv All lintels are to be MGP12 Unless noted otherwise. | S The number of Jamb Studs required for openings is specificed in | 2 . . brackets beside the Lintel/Beam ie. 190x35 (2) iS Truss tie-down in accordance Refer to table below for jamb stud requirements. oO 7 ii with manufacturer's spec. Total No. of Jamb Studs] Full Length Stud | Secondary Stud 330x65 GLI7C (4) 190x35(2,C2) Specified beside Lintel A of pa 100 moe 2 1 1 = | 3 2 1 - ; 4 2 2 (Typical) Lintel /Bearn Tie-down rod—=} as specified ~ ~ +— Refer lintel] specification for number of|studs supporting Timber floor ot scale drawings. Seale 1:20 \-/ 2. Check and verify all dimensions (Firat Floor) prior to commencement of work. NOTE: All timber specifications shown herein are designed for N2 wind areas. Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS] scale: 1:100 UNO =m | 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba g 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY é& MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417 g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 . yy Desi - — - - Ph: (07) 5444 5578 Dwg No.: S16 esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Web: hrdesigngroup.com.qu Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 va rer Email: [email protected] LINTEL SPECIFICATIONS 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 18
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | B A A B Direction A Direction B Required = 14.8kN Required = 23.0kN Achieved = 25.1kN Achieved = 30+kN BRACING AND TIE~DOWN LEGEND: e Indicates M12 rod © Indicates M16 rod x Indicates M12 bolt to bottom plate Structural Ply Sheet fixed in accordance with the 1.8m attached details and Table 8.18 (h). AS1684—2010. —_—— Maximum Capacity: 6.4kN/m x e * . . 2.7m # Denotes internal top plate to be strapped to external top plate. Refer to Table 8.22 (k). AS1684—2010. | | NOTES: | 1, Internal bracing wall to be tied to roof/floor structure using Z| 2 on shear blocks. Refer to Bracing Details sheet attached herein io tl 2 and Table 8.22, ASI684—2010. | ° " 2. This drawing must be read in conjunction with the Bracing ||| 5 lle Details sheet attached herein. Ell | 5 = 3 a =I|l 5 Is COLUMN SCHEDULE: 2 || s 5 3 2 ~ MARK | SIZE DESCRIPTION sll S lle 5 ||| a \8 C1 180 PFC Column a &S C2__ | 75x75x4.0 SHS___| Column | Yt | ky S | | 3.2m 2.8m BRACING PLAN — Ne I Do not scale drawings. (F Il 5f F | OOF, ) 2. Check and verify all dimensions prior to commencement of work. wee | a Pie iit | oinnay be ht or Gort PROPOSED NEW RESIDENCE at Sth Gate ia? theme Raat Waseca [Sette:__L: 100 & 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY é& MERMAID QUAY, NOOSAVILLE Postal P.O. Bow nT me OOS Job No.: 17-0417 S| 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw No : S17 a Designed By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Ws (07) S444 5978 g 7 Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email engineer [email protected] BRACING PLAN 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 19
1 | 2 | 3 4 | 5 | 6 | 7 | 8 | 9 | 10 | "1 | 12 | 13 | 14 | 15 | 16
PLYWOOD BRACING FIXING TABLE: Nailing plates or framing Ply bracing sheet fixed to
anchors (legs not bent) the bottom of the truss
METHOD |WALL TYPE| NAIL SPACING (mm) FIXING CAPACITY to either end of nogging chord on the joke, Naling
atten as per brace sheet
EDGE ] INT | EDGE (kn/m) 6/2.80 mm nails each face. , ,
VERT VERT HOR Shear blocks nailed oo. |
as per table Provide timber frame nogging
METHOD A| PLY 150 300 150 |M12 RODS each end & M12 bolts at 1200mm crs 6.4 between trusses to trim
METHOD B| PLY 150 | 300 | 50 [M12 Bolts each end & at 1200mm mox crs 6.0 edge of sheet,
NOTES: | . Le Loe Copacities of Shear Blocking
1. All walls are to be fixed in accordance with manufacturer's specifications. Refer to manufacturer's specifications for Gap must be provided — —
bracing capacities of walls less than 900mm long. to allow for truss Fixing No. | Copacity (kN)
2. If stud wall is sheet braced both sides then bottom place is to be 45mm min. Tiedown at bottom of each end deflection 3.05 Nails 6 5.0kN
of the panels is to be doubled. 3.33 Nails 6 S.5KN
(le single side 1/M12 Bolt - Double 2/M12 Bolts) Shear bocks M12 Bolt 1 5.1kN
(le single side 1/M12 Rod — Double 1/M12 Rod + 1/M12 bolt) nailed or bolted No. 14 Type 17 Screw} 2 6.9kN
3. Ensure the correct number of shear blockings ore provided for the capacity of the bracing wall. (ie 12kn wall brace
required 12kN of shear blocking)
* Indicates these bracing panels if in roof load bearing walls, they will require rods at each end designed at specific
centers for top plate tie-down. (1800mm max centers)
Rod or bolt
as per table
above.
om
et é &
ee
or 2/30x2.8mm¢ nails for metal brace
to each stud and plate.
2/50x2.8mm¢ nails for timber ee
}—— Provide double studs
at panel joins to allow
sufficient edge distances
to both studs and panels.
Typical.
Horizontal butt joints are
permitted. Provide nails fixed
at 150mm centers for Method A
and 50mm centers for Method B
Bolts or Nails as per table:
below. Blocks are required
either side of rafter or
truss bottom chords
Forces must be:
transferred in Ww
Capacities of Shear Blocking
Fixing No. | Capacity (kN)
3.05 Nails 6 5.0kN
3.33 Nails 6 S.5KN
M12 Bolt 1 ‘S.1kN
No. 14 Type 17 Screw 2 6.9kN
TRUSSES PARALLEL TO BRACING WALL
‘Truss bottom
chord
this direction Bracing Wall deflection
Blocking large
enough to prevent Walls at
splitting Right Angles
fo on bolt at ! Capacities of Shear Blocking
mm max centers Fixing No. | Capacity (kN)
3.05 Nails 6 5.0kN
Plywood Minimum Thickness (mm) 3.33 Nails 6 5.5kN
Stress Grade | 450 | 600 M12 Bolt } oun
No. 14 Type 17 Screw 2 6.9kN
F8 7 9
a ; ; WALL TO TRUSSES / CEILING AND FLOOR
F27 4 45
PLYWOOD BRACING THINCKNESS
I
NOTES:
1. Do not
2. Check and verify all dimensions
prior to commencement of work.
Fix bottom plate ——
to floor frame or
slab with nominal
fixing only
scale drawings.
1800mm_min to _2700mm_max.
ANGLE BRACE
No end splits allowed; drill if
necessary
Min 75x15mm F8 brace or
metal angle of min. nominal
section 20x18x1.2mm
Bracing Capacity of 1.5kN/m
Internal Bracing Wall
Top Plate
External Wall S
30x 0.8mm G.l. Straps
with nails each end.
Refer to table below for
quantity of required
A
studs!”
as per table below
30x0.8mm galv. metal strap looped over
plate and fixed to stud with 3/30x2.8mm¢
galv. flat-head nails (or equivalent) to each
end. Alternatively provide single straps to
both sides, with nails per strap end, or
equivalent anchors or other fasteners.
nails.
Capacities of Shear Blocking
No of Straps | No of Nails | Capacity (kN)
1 Strap 4/2.86 3.3kN
1 Strap 6/2.86 4.9kN
2 Strap 2/2.86 6.6kN
2 Strap 6/2.86 9.8kN
INTERNAL BRACING WALL TO EXTERNAL FRAME
BRACING DIAPHRAGM IN STEP—OUT
2 Nai
of br
Gap must be provided
to allow for truss
2 Nailing
of bridgin
with 6/2.86 mm nails to
each face.
——Frame as per
Bolts as per- Framing specifications
Toble. yr packer
\ ia
al [ EJ
90mm = } , —
lls each end f \ 90x45 Seasoned Timber
idging piece Ba bridging piece on edge
Capacities of Fixings
Fixing No. | Capacity (kN)
M12 Bolt 1 18kN
M10 Bolt 1 15kN
BRACING WALL TO I-JOISTS
—+—Frame as per
Framing specifications
Bolts as per-
Toble. ‘Solid packer
fo
90mm , j
plates each end—-
g, legs not bent
Capacities of Fixings
Fixing No. | Capacity (kN)
M12 Bolt 1 18kN
M10 Bolt 1 15kN
BRACING WALL TO SOLID FLOOR JOISTS
Frame as per-—*t
Framing specifications
It
r—Bolts as per
Table.
Double joists or 450mm long full depth cleat:
Nailed to joist with 6/75 x 3.15mm nails
Capacities of Fixings
Fixing No. | Capacity (KN)
M12 Bolt 1 20kN
M10 Bolt 1 15kN
BRACING WALL TO FLOOR JOISTS
Shear blocks
nailed as per
table.
T— 90x45 Seasoned Timber
bridging piece on edge
Issue|Made By| Date _ DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS]Scale: NTS
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
g 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY é& MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417
g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 .
yy Desi = - Ph: (07) 5444 5578 Dwg No.: S18
esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date: 16/11/17 Web: hrdesigngroup.com.qu
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] BRACING DETAILS
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 20
NOTES:
600
1— Hydrostatic valve
— 20mm gravel
600sq
HYDROSTATIC VALVE
SECTION { )
Scale 1:20
each way (1000mm long)
Horizontal bars as per-—
reinforcing schedule
V
200,
Typical
of ground, provide thickening
below the box and S12 bars
at 200mm crs each way.
Typical as shown dashed.
NOTE: The skimmer box is to be an approved
pre-fabricated assembly, (meeting safety standards),
installed by the pool builder, prior to the connection
of the pump/filter.
SKIMMER BOX
1. Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
SECTION f )
Scale 1:20
| 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 11 | 12 | 13 | 14 | 15 | 16
400 max REINFORCEMENT SCHEDULE:
50_cover 3/S12 bars
WALL FLOOR
NOTE: | .
NO INFORMATION REGARDING EXISTING UNDERGROUND > a. ecw . — VERTICAL | HORIZONTAL LONGITUDINAL LATERAL
SERVICES HAS BEEN PROVIDED TO HR DESIGN GROUP S < edie Ss
AT TH TME. DAL BEFORE YOU O16 AND ANY a ° Zit cs | Zofmm cs_| 200mm ers | 2Ofmm cr
RELEVANT SEARCHES SHOULD BE COMPLETED PRIOR 5
IVORED AND ARE NGY AQHERSELY IMPACYEG BYE = 4 NOTE: Steel applies to pools up to 7.3m long x 2.8m wide.
6
PROPOSED POOL. CONTACT HR DESIGN GROUP FOR s
PIERING DETAILS WHERE THE POOL IS FOUNDED IN e
THE ZONE OF INFLUENCE OF ANY UNDERGROUND E | Vertical bi INTERMEDIATE BAR REQUIREMENTS
SERVICES. 8 ertica’ Dars as per (wall reinforcement only)
Ss reinforcing schedule
x . , VERTICAL HORIZONTAL
= 200 Typical e
FT & 1. Where pool depth > 1400mm 1. Nil
Ss 2. Where out of ground > 600mm
a
LA\ CG :
Skimmer box = $20 ~ =
\-/ + Competent Natural Material | Horizontal bors as per 8
(Typical) | b reinforcing schedule 3S
=
Lo LD) Ot ——a|
I Seat | Intermediate bars as per
| | reinforcing schedule
all
I Orain and |
YZ ' hydrostatic
| valve |
SAI |
| |
LL _|
J - 3
/ . ——T ee
p + Dw Py yeeL EE Minimum 50mm thick layer
roposed Uweting of 20mm gravel
Pool to found in competent natural material Extend intermediates past wall
POOL LAYOUT wom safe allowable bearing capacity TYPICAL POOL WALL corner a minimum of 1000mm
SECTION
Main drain with © -— 3/s12 bars Seale 1:20
[ grill top (horizontal)
; = 5 > Intermediate steel
C = - = a 8 Additional 2/N12. bors — tote [ 1000x1000mm legs
TT 4 across front of recess
2 sa ORI (2m long)
SL SE
x OSX - Vertical bars as per —— 3/512 b
NP Additional 2/S12 bars reinforcing schedule tems
Provide additional 2 metre length of S12 bar,
bent to suit reinforcement and placed
intermediate to horizontal steel to
strengthen pool wall to handle the
a4 concentration of stress at the sharp
corner.
SHARP CORNERS
DETAIL ss ZA \
Scale 1:20 \-/
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS] scale : 1:100 UNO
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
on BOK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.0. Box 7117 Job No.: 17-0417
g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 D N : S19
ia Desi “ — - - Ph: (07) 5444 5578 wg NOo.:
esigned By : J. SWEET BEng (Civil) (hons) Drawn By: BDK Date : 16/11/17 Web: hrdesigngroup.com.au
Certified By : BR CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date: 16/11/17 Emil: [email protected] POOL DETAILS
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 1 | 12 | 13 | 14 | 15 | 16
Page 21
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | | 10 | 11 | 12 | 13 | 14 | 15 | 16
500 max NOTES
1. Design
50_cover 3/S12 bars a) The limits of this pool design are:—
— the maximum size shall not exceed 12m in length, and 6m in width UNO. The maximum water surface area is 100sq metres.
7 — the pool is to be founded into competent natural material having a minimum safe bearing capacity of 100kPa.
a facet a — b) The pool has been designed in accordance with AS2783 - 1992, "Use of Reinforced Concrete for Small Swimming Pools”, AS3735 — 1991, "Concrete
x 4 — Structures for Retaining Liquids”, and AS3600, "Concrete Structures”.
e ° x
2g . 2 2. Foundations
+ ° o a) Remove topsoil and all organic material from the pool area, in order to expose competent natural material.
3 b) The pool base must be prepared with a min 50mm layer of 20mm gravel, in order to relieve any build up of water pressure under the bose.
c) Where the pool is supported on soft/loose ground, or uncontrolled fill, contact this office for specific engineering design.
d) Where the process of excavation has created an irregular base surface, or substantial cavities in the base material, the surface is to be made good
€ Competent Natural by the placement of compacted working base material.
Material I
2 <
8 3. Materials
a) Concrete shall have a minimum compressive strength of 25MPa, with on effective cement content of not less than 280kg per cubic metre. Fly ash
shall comply with AS 3582.1. Slag shall comply with AS3582.2. Admixtures shall comply with AS1478. Reinforcement shall comply with AS1302,
Pool to found in competent natural material
with minimum safe allowable bearing capacity
of 100kPa.
Intermediate bars as per}
reinforcing schedule
Vertical bars as per
reinforcing schedule
Horizontal bars as per
reinforcing schedule
Coving varies from 300mm minimum at shallow
end to 600mm minimum at deep end
Typical
200,
Typical
“ Vertical bars as per
reinforcing schedule
reinforcing schedule
S12 bars at 400mm crs—*
(cog and lap 450)
—Extend intermediates past wall
corner a minimum of 1000mm
TYPICAL SEAT
SECTION (4)
Scale 1:20
1— Horizontal bars as per
200
Typical
THERES
Competent Natural
Material
2/S12 bars
300 min
300
Pool to found in competent natural material
with minimum safe allowable bearing capacity
of 100kPa.
EDGE BEAM OR FOOTING
I=
OTES:
1, Do not scale drawings.
2. Check and verify all dimensions
prior to commencement of work.
(where required)
AS1303 and/or AS1304.
b) Concrete shall be moist cured for a minimum of 7 days. Do not use curing admixtures to speed curing periods.
c) The minimum concrete thickness’ shown do not include the applied finish.
d) Concrete placement is to be a single, continuous operation using pneumatic placement procedures, with competent equipment and building practice.
4. Reinforcement
}) All S bars (structural deformed with grade 250S), and N bors (structural deformed with grade 500N), shall be in accordance with AS1302.
) Minimum laps of N12 bars to be 500mm, and are to be staggered where possible.
c) All reinforcement is to be securely held in place until the concrete is placed. Tie wires must be turned towards the centre of sections, and/or cut
short to ensure required cover is not reduced.
d) Minimum clear distance between parallel bars in a layer shall be 50mm, or 4 times the bar diameter, whichever is greater.
) Where two mats are required the clear distance between parallel bars in the mats shall be a minimum 40mm.
f) The reinforcement cage is to be electrically bonded and earthed.
}) The minimum horizontal reinforcement is S12 at 200mm crs below ground, and S12 at 100mm crs above ground.
) All steel spacings noted on the attached plans are based on a design section thickness of 155mm. Spacings are to be reduced for shrinkage and
temperature effects, where the gross cross sectional thickness increases.
1) The reinforcement is to be clean and free of loose rust, mud or grease when concrete is placed.
5. Formwork
a) For pneumatically applied concrete shall be as follows: —
i) vertical formwork to walls formed one side only and horizontal formwork up to 900mm wide shall be sufficient to resist loads due to the
application of the pneumatically applied concrete but need not comply with AS3610.
ii) horizontal formwork in excess of 900mm wide shall comply with AS3610.
iii) formwork for beams, columns and slabs shall comply with AS3610.
6. Durability and concrete protection
a) For sites less than 1km from salt water, the minimum concrete strength is to be 32MPa, with the cover to reinforcement increased
by 10mm both internally and externally.
b) For all other sites with non-aggressive soils, and not subject to variable water table subject to tidal activity, the minimum cover is to be
50mm (inside pool), and 60mm (to ground surface).
c) All reinforcement is to be placed centrally to the wall and slab thickness, unless noted otherwise.
d) All reinforcement is to be accurately bent, and to follow the radius of all covings as shown.
e) Horizontal and vertical layers may be reversed from those shown, provided minimum covers are maintained.
7. Backfilling
a) The pool is not to be backfilled until 14 days after concrete placement.
b) Backfill the surrounding pool edges with a sandy or equivalent non-reactive material, and flood with water to compact. Do not use mechanical
vibration equipment near the pool edges.
8. Plumbing
a) A hydrostatic valve is to be placed as per the attached drawings. The drainage layer of gravel is to drain freely into this valve.
b) The embedment of pipes, conduits and fittings in concrete shall comply with section 14 of AS3600.
c) Circulation pipework is to be uPVC, not less than 40mm diameter, (class 9).
9. General
a) Regular checks of the operation of the hydrostatic valve must be carried out.
b) All runoff and surface water should be directed away from the pool area.
c) During flooding or excessive rises in the water table, the pool is to be kept filled to equalise pressure.
d) The codes used to prepare these designs were current at the time of producing these drawings. These details may require updating as time will
vary the relevancy of these codes.
Issue|Made By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS]Scale: 1:20
=| 0 BDK 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba -
& 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE DESIGN GROUP Postal: P.O. Box 7117 Job No.: 17-0417
g 2 BDK | 11/12/17] Preliminary Issue — Not for Construction BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw, No : S20
a Designed By : _ J. SWEET BEng (Civil) (hons) Drawn By: 8K [Date : 16/1/17 | co vwmowsarseunes musa Wes losrenosp com. g “
Certified By : 8.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date: 16/1/77 Je Email: _ [email protected] POOL DETAILS
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | | 10 | 11 | 12 | 13 | 14 | 15 | 16
Page 22
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | g | to "1 Poo Ta ttt
NOTE:
1. All steel work to be Grade 316 Stainless Steel
_ or equivalent coating for extreme corrosive
2 environment.
= 2. All bolts, nuts, washers, screws, nails etc.
2 to be Marine Grade Stainless Steel (Grade 316L)
3s (BY or an approved equivalent for use in extreme
2 corrosive environment.
= Ye? 3. All concrete to be Min. S50
& 310mm¢ Formed 4. All cover to steel in concrete footings/piers
Concrete Pier. Typical, to have minimum 65mm cover.
5. All FRP Members to assume minimum mechanical
n nm nm nm nm nm nm n nm 7 pri nm nm nm n n nm nm nm nm nm properties as follows.
ESDSI5 Somib Simo SE SWE SI Se ge PSSE SRS SE SESeSSeSeSy Tensile Strength: 380 MPo
TANT TAM TT TIN TM ART TTR RT RST raat Flenurl Strength; 450 Po
HPPA PI PM MIE RE TER PRAT Modulus of Elasticity. 22,000 MPa
Durability of FRP Product in wet and dry saltwater
Ld LI LI Lint I Lt I LI Wid =i} 1 || LI LI LI LI LI LI LI LI LI LJ conditions to be confirmed by manufacture.
iI HO! CET | Ph Tn iI Wit 1 Ul | Ul Ul i i Ul Ul Ul | Ul
Ezz LeUW LIL IL IW IL I LLL 3 MEMBER SCHEDULE
SPSS ESSMSS SPAMS SE SBE SSSE ERS ESSE SRSSSSESRSSESS= wark | SIZE DESORPTION
u u u 4 — py BRT u u u u u u u u u
Tr Trem BRI 300x150x15 FRP |-Beam Bearer
db I
1) ee Jt 100x100x6 FRP SHS at 450crs | Joist
— uw
CAN — Typical Typical
x ax BRI (below) BRI (below) BRI (below) (ical) (Typical
fr" lr
Bi |
1+ 1 141 141 -
iol i+ il oo
= t
= ELEVATION
Scale 1:50
30mme Formed on ==
Concrete Pier. Typical. _
BRI
J02
Min 3000 t L
Depth aH 4
Design Live Loads: Lan 4.6/8 bolts
UDL — 3.0kPa
Point Load — 1.8kN Min 3000
Depth BRI
NOTE:
LEVEL OF DECK TO BE 300mm ABOVE
HIGHEST ASTRONOMICAL TIDE. ALTERNATIVELY, ELEVATION (“A-A\ Min 3000, |_J
PILES OR MARKERS TO EXTEND ABOVE DECK Seale 150 =) Depth
TO INDICATE THE PRESENCE AND EXTENT OF VIEW (Bi
THE JETTY WHEN INUNDATED. Scale 1:10 Ye /
NOTES:
1. Do not scale drawings.
2. Check and verify all dimensions JE TT Y LA YO UT
prior to commencement of work. Oo
Issue|Made By} Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS] Scale: 1: 50/1: 10
=| 0 BDK | 16/11/17 | Preliminary Issue — Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba
S 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.0. Box 7117 Job No.: 17-0417
S12 BDK | 11/12/17 | Step down piers removed, bearers added, markers amended BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 Dw No . JO1
a Designed By : J. KERSWILL Drawn By: BOK Date: 16/11/17 Web: aoseetocp com ou g -
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 16/11/17 Email: [email protected] JETTY LAYOUT
1 | 2 3 4 | 5 | 6 | 7 | 8 9 | 10 | "1 | 12 | 13 14 | 15 | 16
Page 23
+-+—— Pile contractor to install piles to 1 2 3 4 5 6 7 8 9 10 i 12 13 14 15 16 310 outer diameter tube. ' 7 TV T tube. Filled with concrete, | | | Provide 6/N12 bars and | | | R10 helix with 150mm pitch. | | | | | \ —4 1 — 310mm ¢ > | BRI | -& | S10mme Formed No SR eS Concrete Pier | | ace | SECTION (LE | | Scale 1:50 (wor) | | | |_2/M8 (min) bolts | te—SHS Joist Ie | though SHS joists j | rs ~ | to FRP Bearer. j | | | | L | } | 2/M16 Stainless Reo 502 | j | Chemsets 150mm min embedment. | DETAL = /C\ DETAIL /D\ Scale 1:10 \ J01/ Scale 1:10 \ J01/ SHS sist) approx oe 4 = + Th ! ll ] 310 outer diameter tube. | | | | | | | tube. Filled with concrete, Lt Lo Provide 6/N12 bars and = = — 7 ow w R10 helix with 150mm pitch. | | ~~ ee |. SN “Hy © Ww we fa BRI | | | | Full depth spacers BRI PPR L to suit bo) | | | | j | | L L | | | < [7,4 ~~ | « | g| | - a . | &] ; I 310mm¢ Formed I. 8 “TI 310mm¢ Formed (01 38 7 “4 a 2 Concrete Pier ‘ * 4 | Concrete Pier VIEW m a 3 a | Scale 1:10 boc eI ol —_ | “4 | | 4 . | |_ <4 //' ! /' | VIEW Scale 1:10 NOTES: 1. Do not scale drawings. 2. Check and verify all dimensions prior to commencement of work. VIEW Scale 1:10 JETTY DETAILS achieve minimum working loads: Vertical load capacity - 18kN Horizontal load capacity - 7kN 3106 PIER REINFORCEMENT VIEW Scale 1:50 é Hssve}iade By| Date DESCRIPTION PROPOSED NEW RESIDENCE at CONSULTING STRUCTURAL & CIVIL ENGINEERS|scale: 1:10 /1: 20 =| 0 BDK 16/11/17 | Preliminary Issue - Not for Construction Office: Suite 8/137 Brisbane Road, Mooloolaba S 1 BDK | 04/12/17] Preliminary Issue — Not for Construction LOT 120 CNR SEAMOUNT QUAY & MERMAID QUAY, NOOSAVILLE Postal: P.O. Box 7117 Job No.: 17-0417 g 2 | Box | 11/12/17] Detoils & markers amended BUILDER: RYAN DESIGNER HOMES Sippy Downs, QLD. 4556 : 3 Desi : : : Ph: (07) 5444 5578 Dwg No.: J02 fe esigned By : J. KERSWILL Drawn By: BDK Date: 16/11/17 cone viet ava | Web: hrdesigngroup.com.au Certified By : BR. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date: 6/7 |" Emil: _ [email protected] JETTY DETAILS 1 | 2 | 3 | 4 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 | 16
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