general notes - himmelman construction...dead loads: roof main roof mechanical well live loads:...

Dead Loads:Roof

Main roofMechanical Well

Live loads:Floor

AssemblyLobbyStorageStairs and Exit

Roof snow load

Risk Category III

Snow Criteria:Pf =35 psf, Pg = 35 psf, Ce =1.0, Ct = 1.0, Is =1.10

Wind Criteria:120mph (3 second gust ultimate), Exposure C (ASCE7-10)Building Category = Enclosed

Seismic Criteria:Site Class D, Design Category B Seismic Force Resisting System =XXXXXXXXR=X Fa= 1.6, Fv=2.4, Ss=0.181, S1=0.059, SDS =0.193, SD1 =0.094, Cs =XXX,

Ie = 1.25

psfpsf

psf (non-reducible)psf (non-reducible)psf (non-reducible)psf (non-reducible)

psf (+drift non-reducible)

2570

100100125100

35

Footnotes: [1] Air entraining admixture[2] Normal weight aggregate unless noted otherwise[3] Range indicates minimum and maxium limits

SlumpLimits

[3]

AEA [1]

AEA [1]

AEA [1]

RequiredAdmixtures

5%-8%

5%-8%

AirContent

[1]

5%-8%

I / II

I / II

I / II

I / II

I / II

CementType

3-5"

3-5"

3-5"

3-5"

3-5"1"

Max. Agg.Size

Footnote[2]

0.50

0.50

0.45

0.53

0.53

Max.W/CRatio

CompressiveStrength(28 days)

4000psi

3000psi

4500psi

3500psi

3000psiOther

concrete

Topping slabover metal deck

Exteriorslab-on-grade

Interior slab-on-grade

Foundationwalls, grade

beams & footings

IntendedUse of

Concrete

CONCRETE MIX MATRIX

E

D

C

B

A

MixType

3/4"

3/4"

3/4"

3/4"

Concrete exposed to earth without forms.....................................................................Concrete poured in forms but exposed to earth or weather:

#5 bars or smaller...........................................................................................Bars larger than #5..............................................................................................

Concrete not exposed to earth or weather:Slabs, walls and joists..........................................................................................

Beams and column bars........................................................................................(principal reinf., ties and stirrups)

See plans for additional coverage requirements

3"

1 ½"2"

1"1 ½"

COMPONENTS AND CLADDING WIND PRESSURES(SERVICE LOADS= ULT * 0.6)

Area

Zone

Corner

Typical

10 sf 20 sf 50 sf 100 sf

XX psf XX psf XX psf XX psf

XX psfXX psfXX psfXX psf

ActiveAt restPassiveCoefficient of Friction

51 psf/ft 71 psf/ft

284 psf/ft0.3

Tops of walls and columns............................................................................Plumbness...............................................................Plan alignment.........................................................Cross-sectional dimension........................................................................Size and location of sleeves and blockouts.........................................................Slab and beam soffits...........................................

-3/4", +0"1/4" in 10 feet, 1" maximum total1/2" in 20 feet, 1" maximum total

- 1/4", +1/2"±1/4"

1/4" in 10 feet, 3/4" maximum total

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Copyright 2014 Lee Architects / Interior Designers

AUTHORIZATION OF LEE ARCHITECTS/INTERIOR DESIGNERS.

Revisions / Submittals:

Date

Drawn by Checked by

Title

Job No:

THIS DRAWING IS THE SOLE PROPERTY OF LEE ARCHITECTS/INTERIOR DESIGNERS. DO NOT REPRODUCE WITHOUT WRITTEN

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No. Date Description

Clydesdale Rd.Castle Pines

Colorado 80108

D:\Revit local files\20151007 - Journey Church_R2016_bky.rvt 1/26/2016 3:59:43 PM

GENERAL NOTES

S-0

20151007

1/26/2016

CheckerAuthor

CONCRETE:GENERAL NOTES:

SPREAD FOOTING FOUNDATIONS:

GENERAL NOTES

3 All omissions or conflicts between the various elements of the working drawings and/or specificationsshall be brought to the attention of the Architect/Engineer before proceeding with any work so involved.

4 Contractor must check all dimensions, framing conditions, and site conditions before starting work.Architect/Engineer shall be notified immediately of any discrepancies or possible deficiencies.

5 A detail, section, elevation, etc. reference may be indicated only once on a structural constructiondrawing, but is to be used at all like and similar construction conditions.

6 No modification shall be made to any structural member without the approval of the Architect/Engineer.This also applies to any openings for plumbing, electrical and mechanical trades.

7 Stability of the structural frame during construction is the responsibility of the General Contractor. Thestructural frame is not complete until all connections to lateral force resisting elements have been made,inspected as required by the building official and accepted by the SER. This includes all diaphragmelements such as metal deck, plywood and gypsum board sheathing, metal straps, concrete topping, tierods and the like. All concrete elements must have reached their required strength. Temporary bracing ofthe structure during construction should be provided by the General Contractor and their Sub-Contractorsas necessary.

8 Design, materials, equipment, and products other than those described below or indicated on thedrawings may be considered for use, provided prior approval is obtained for the Owner,Architect/Engineer, and the applicable governing code authority.

9 Nothing contained within the contract documents shall relieve the general contractor and thesubcontractors of: a. the responsibility to determine any aspect of how the work is to be performed. b. dealing with matters of safety of personnel c. safety of property. d. superintending of the work. e. construction means and methods.

10 The contractor shall be responsible for all excavation procedures and protection of adjacent property,structures, utilities, etc. in accordance with all national, state and local ordinances.

11 The Contractor shall coordinate, review and submit shop drawings that identify all penetrations for alltrades through structural walls, slabs, beams and columns. A single drawing of each portion of thestructure identifying locations and sizes of all sleeves and blockouts shall be submitted for review andapproval two weeks prior to placing concrete in these structural elements. Penetrations not shown on theapproved shop drawings will not be permitted in the field.

12 Shop drawings and calculations where applicable shall be submitted to the Architect/Engineer forapproval prior to fabrication or construction of all structural items including the following: concrete andmasonry reinforcement, embedded steel items, structural steel, metal decking, shear stud layout, stairs,pre-engineered wood and pre-engineered cold-formed steel. Approved shop drawings shall be submittedto the local building department by the contractor for record only. Allow 2 weeks for review of shopdrawings.

13 Special inspection, in accordance with the International Building Code or as required by the constructiondocuments, shall be performed by a qualified inspector from an approved agency. Reports shall beissued to the Architect/Engineer and the Building Department at the completion of each type of workstating whether the work was performed in conformance with the approved plans and specifications. Seeinspection schedules for specific requirements.

14 Do not place backfill against basement walls until basement and first floors are in place or wall has beenadequately shored.

1 All work shall conform to the minimum standards of the International Building Code, 2012 edition and anyother regulatory agencies that have authority over any portion of the work.

2 Design Loads

1 All foundation design and construction shall be accomplished and performed in accordance with the SoilsReport as prepared by Ground Engineering, report number 15-3660 dated November 5, 2015. This SoilsReport is hereby made a part of these General Notes and all recommendations therein shall beconsidered as minimums.

2 All foundation excavations, compaction, fill material, testing and inspection of foundation bearing stratashall be performed under supervision of a licensed Geotechnical Engineer. Inspections shall beperformed prior to placement of reinforcement and pouring of concrete.

3 Contractor shall provide for de-watering of excavations to remove water from any source prior to pouringconcrete.

4 Do not place concrete for foundation on frozen soil.

5 Allowable bearing pressure used in design is 2000 psf.

6 Allowable bearing pressure used in design of load combinations involving wind or seismic forces is 2667psf.

7 Lateral earth pressure used in the design of retaining walls:

19 Forms shall be removed in such a manner as not to impair safety and serviceability of the structure. Allconcrete to be exposed by form removal shall have sufficient strength not to be damaged thereby.Reshore until 28 days after placement , and for full duration where construction loads exceed specifiedservice loads. Reshoring shall conform to ACI 347

9 Water-reducing admixtures shall conform to ASTM C494, and be used in strict accordance with themanufacturer's recommendations. An air-entraining agent conforming to the ASTM C260 shall be used inall concrete mixes for work which is exposed to weather.

10 Cracking of concrete slabs due to shrinkage is expected. The general contractor shall anticipate repairingcracks in all slabs but particularly at the parking levels. Rout and seal all cracks 0.01 inch wide andgreater as described in the specifications.

11 Pipes may pass through structural concrete in sleeves, but shall not be embedded therein. Conduits orducts exceeding one-third the slab or wall thickness shall not be placed in the structural concrete unlessspecifically detailed.

12 All concrete shall be consolidated by vibration, spading, rodding, or forking so that concrete is thoroughlyworked around the reinforcement and embedded items and into corners of forms without segregation ofmaterials.

13 Provide 3/4" chamfers at all exposed corners.

14 Provide 2-#5 bars (1 each face) with 2'-0" projection around all openings greater than 10" in anydimension in concrete slabs and walls, unless noted otherwise.

15 Slabs, walls, footings and beams shall not have joints in a horizontal plane. Any stop in concrete workmust be made at quarter point of span with vertical bulkheads and horizontal keys, unless otherwiseshown. All construction joints shall be as detailed or as approved by the Engineer.

16 Refer to Architectural drawings for reveals, areas of textured concrete or special finishes, items requiredto be cast into the concrete, curbs and slab depressions.

17 Concrete tolerances shall be as specified in ACI 117 and as follows:

18 The Contractor shall design all forms and supporting shores in conformance with ACI 347. Design shallinclude rate and method of placing concrete and construction loads, including vertical, horizontal, andimpact loads. Forms shall be substantial and sufficiently tight to prevent leakage of mortar and properlybraced or tied to maintain position and shape.

3 Use accelerating admixtures in cold weather only when approved by Architect/Engineer. Use ofadmixtures will not relax cold weather placement requirements. Do not use calcium chloride. Use setretarding admixtures during hot weather only when approved by Architect/Engineer.

4 Prepare concrete mix designs for each type and strength of concrete, using either laboratory trial batch orfield experience methods as specified in ACI 301. If trial batch method is used, use an independenttesting facility acceptable to Engineer for preparing and reporting of proposed mix designs.

5 Submit written reports to Engineer of each proposed mix design at least 15 days prior to start of work. Donot begin concrete production until Engineer has reviewed mix designs.

6 Portland Cement shall conform to ASTM C150, Type I / II. Aggregate for normal weight concrete shallconform to all requirements and tests of ASTM C33. Concrete mixing operations, etc., shall conform toASTM C94 and ACI 304.

7 Clear concrete coverage for reinforcing bars shall be as follows:

8 Non-shrink grout shall conform to ASTM C1107.

1 Concrete work shall conform to all requirements of the International Building Code and ACI 318, BuildingCode Requirements for Structural Concrete, latest approved editions.

2 Design mixes shall provide concrete with the following properties as indicated on drawings andschedules:

REINFORCING STEEL:

1 Reinforcing steel shall conform to ASTM A615, Grade 60. Reinforcing to be welded or field bent shall beASTM A706, Grade 60.

2 Welded wire reinforcement (WWR) shall conform to ASTM A185, Fy=65 ksi. WWR must lap one full meshplus 2" at side and end laps, but not less than 6" and shall be wired together. WWR shall be placed in thecenter of slabs-on-grade or in the center of the concrete thickness above the deck for slabs on form deck

3 Welding of reinforcing steel shall conform to AWS D1.4, using proper low hydrogen electrodes. All bars tobe welded shall conform to ASTM A706.

4 Dowels for walls and columns shall be the same size and spacing as the wall/column reinforcing, unlessnoted otherwise.

5 All reinforcing bar bends shall be made cold with a bar bender at the ACI 318 specified minimum radius.

6 Detail bars in accordance with the latest editions of the ACI Detailing Manual and ACI Building CodeRequirements for Structural Concrete.

7 Provide all accessories necessary to support reinforcing at positions shown on the plan.

8 All stirrups shall have a minimum of 2-#4 horizontal reinforcing bars provided as spacers when no otherhorizontal reinforcing is provided.

1 All masonry shall develop a minimum compressive strength, f'm of 1500 psi at 28 days.

2 Concrete block shall be hollow, load-bearing concrete masonry units conforming to ASTM C90, Grade Nlightweight units, unless noted otherwise.

3 All masonry shall be reinforced grouted masonry. Grout solid all cells specified on plans. As a minimum,grout all cells which contain rebar, bolts, etc. Grout solid all cells below grade. Grouting shall be stopped11/2" below top of course so as to form a key at the pour joint.

4 Mortar shall conform to ASTM C270, Type S with a minimum compressive strength of 1900 psi at 28days.

5 Mortar strength tests shall be as set forth in ASTM C109 or C780.

6 Grout shall conform to ASTM C476 with a minimum compressive strength of 2000 psi at 28 days.

7 Grout strength test shall be as set forth in ASTM C1019.

8 Aggregates for mortar and grout shall be natural sand and rock conforming to ASTM C144 (mortar) andC404 (grout).

9 Cement shall be Portland Cement conforming to ASTM C150, Type I or II, low alkali.

10 All reinforcement, bolts, etc. shall have minimum grout coverage of 3/4". Reinforcing steel shall besecured in place and inspected prior to grouting.

11 Unless otherwise noted, place continuous bond beam at top of all walls, at suspended floors and at roofs.Reinforce bond beam with 2-#5's. At floor and roof levels, bond beam reinforcing shall be continuousthrough control joints. Elsewhere, bond beam reinforcing shall be discontinuous at control joints. Hookreinforcing at end of wall and make continuous around corners. Step bond beam as required to align withfloors and roofs. Lap bond beam 4'-0" at vertical steps.

12 Unless otherwise noted, place 1-#5 in each of first two cells at end of wall, at all door and window jambsand around all openings greater than 12" in any dimensions. Place 1-#5 in all corners of wall. Extendreinforcing 2'-0" past edge of opening.

13 Horizontal joint reinforcing in all masonry walls shall be 9 gage minimum ladder type spaced @ 16"o.c.,unless noted otherwise.

14 See the architectural drawings for finish surface, height of units, laying pattern and joint types. Unlessspecifically shown otherwise, all concrete block shall be laid in running bond.

15 Cleanouts shall be provided for all grout pours over 5 feet in height. All grout pours greater than 12"require internal mechanical vibration and reconsolidation. Grout pours 12" or less shall be mechanicallyvibrated or puddled.

16 High lift grouted construction may be used in conformance with IBC requirements.

17 Continuous special inspection shall be provided during preparation and taking of any required prisms ortest specimens, at the start of laying of masonry units, after the placement of reinforcement, grout spaceprior to each grouting operation, and during all grouting operations.

18 Concrete block shall have attained full design compressive strength prior to placement. Date ofmanufacture shall be stapled to pallets.

19 Concrete block shall be dry at time of placement. Wet or frozen masonry units shall not be placed.

20 Provide 1" soft joint between C.M.U. partitions and all vertical concrete surfaces. See architecturaldrawings for caulking and fire safing requirements of soft joints.

1 All metal decking shall conform to ASTM 1008 or ASTM A653 and have minimum yield strength of 33 ksi.All composite deck and any deck permanently exposed to weather or moisture shall be galvanized. Thegalvanized coating shall conform to ASTM A653, G60 or G90.

2 Minimum deck gages are shown on plans and are based on 3-span, unshored conditions. Heavier deckgage may be required for conditions other than these, depending on manufacturer's layout.

3 Deck welding shall be in accordance with AWS D1.3, "Structural Welding Code-Sheet Steel". Weldersshall be qualified by WABO Light Gage Certification.

4 Contractor shall provide closure plates, flashing and all miscellaneous light gage metal shapes necessaryto complete the work. Deck supplier shall provide closures to match adjacent deck gage as required tocomplete all diaphragm connections.

5 Minimum bearing of decking on supports shall be 1½".

6 Sheets shall be attached to all supporting steel members by welding as indicated on the drawing and inaccordance with manufacturer's recommendations.

7 See plans for deck type, gage and fastening. Steel deck shall be fastened to develop a minimumdiaphragm shear of plf.

8 Do not suspend hangers for conduit, sprinklers, light fixtures, etc. from the metal decking.

9 Metal decking shall be continuous on main roof below all overframed areas.

MASONRY:

METAL DECKING:

#3 (10)

#11 (36)

#10 (32)

#9 (29)

#8 (25)

#7 (22)

#6 (19)

#5 (16)

#4 (13)

17 13 6

8

10

12

14

16

19

22

24

NOTES:1. TABULATED VALUES ARE BASED ON NON-EPOXY COATED GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE. LENGTHS ARE IN INCHES.2. TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE CALCULATED PER ACI 318-08.3. CLEAR SPACING OF BARS MUST BE AT LEAST DOUBLE THE CONCRETE COVER.4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.5. FOR LIGHT WEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.33.6. DEVELOPMENT LENGTH ( d) = TENSION LAP SPLICE LENGTH DIVIDED BY 1.3.7. MINIMUM COVER FOR dh IS 2 1/2" MEASURED NORMAL TO THE PLANE OF THE HOOKED BAR (SIDE COVER).

23 17

33 26

46 35

74 57

93 72

113 87

137 106

162 125

17 13

23 17

28 22

34 26

55 43

70 54

86 66

105 81

126 97

17 13

23 17

28 22

34 26

49 38

56 43

69 53

85 66

102 79

#3 (10)

#11 (36)

#10 (32)

#9 (29)

#8 (25)

#7 (22)

#6 (19)

#5 (16)

#4 (13)

15 12 6

8

10

12

14

16

19

22

24

20 15

29 22

40 31

64 50

81 62

98 76

119 92

141 108

15 12

20 15

24 19

29 23

48 37

61 47

75 57

91 70

109 84

15 12

20 15

24 19

29 23

42 33

49 37

60 46

74 57

89 68

#3 (10)

#11 (36)

#10 (32)

#9 (29)

#8 (25)

#7 (22)

#6 (19)

#5 (16)

#4 (13)

13 12 6

8

10

12

14

16

19

22

24

18 14

26 20

36 27

57 44

72 56

88 68

107 82

126 97

13 12

18 14

22 17

26 20

43 33

54 42

67 51

82 63

97 75

13 12

18 14

22 17

26 20

38 29

43 33

54 41

66 51

79 61

CONCRETE REINFORCING TENSION LAP SPLICE LENGTH (CLASS B)

OTHERBARS

TOP BARSOTHERBARS

TOP BARSOTHERBARS

TOP BARS

TOP BARS TOP BARS TOP BARS

TOP BARS TOP BARS TOP BARS

BAR SIZEf'c=3000 psi (1" COVER) STD

HOOKLENGTH

f'c=3000 psi (2" COVER)


HOOKLENGTH

f'c=4000 psi (1 1/2" COVER) f'c=4000 psi (2" COVER)


HOOKLENGTH

f'c=5000 psi (2" COVER)f'c=5000 psi (1 1/2" COVER)

f'c=3000 psi (1 1/2" COVER)

l

dh(f'c = 3000psi)

dh(f'c = 4000psi)

dh(f'c = 5000psi)

l

l

l

l

6

8

10

12

14

16

18

20

22

6

7

9

10

12

14

15

17

19

6

6

8

9

11

12

14

16

17

ENGLISH (METRIC)

ENGLISH (METRIC)

ENGLISH (METRIC)

OTHERBARS

OTHERBARS

OTHERBARS

OTHERBARS

OTHERBARS

OTHERBARS

TYPICAL_DETAILS_

STD

HOOK

LEN

GTH

· dhl

CRITICALSECTION

2" MIN COVER

LAP

SPLI

CE

SPLICED BARSCOVER FOR

STANDARD ABBREVIATIONSABACIADDLADJAFFALTAPAARCHB, B/, BOTBETWBLBLDGBLKGBRGBWCFSCIPCJCJPCLRCMUCONCCONSTCONTCONTRDDASDLDNDWFDWGEAEJELELEVEQEXISTEXPEXTFDFDNFTGFVGAGCGETGLGTHASHGHGRHKHORIZHSSHTIBCJBJSTJTkLARRLLLLHLLVLTLVLMOMATLMAXMECHMFRMINMISCMTLNICNTSOCOHOPNGPAFPCPJPPLQTYPLWDRRDREINFREQDROSCHEDSHTSHTHGSIMSLSLBBSOGSPSPECSSTDSTFRSTLSYMTCTDPTFTHKTLTMTPTPLTSTWT&BTYPUNOVERTVGW/WDWPWTWWR

ANCHOR BOLTAMERICAN CONCRETE INSTITUTEADDITIONALADJACENT, ADJUSTABLEABOVE FINISH FLOORALTERNATEAMERICAN PLYWOOD ASSOCIATIONARCHITECT / ARCHITECTURALBOTTOMBETWEENBRICK LEDGEBUILDINGBLOCKINGBEARINGBOTTOM OF WALLCOLD FORMED STEELCAST-IN-PLACECONTROL JOINT, CONSTRUCTION JOINTCOMPLETE JOINT PENETRATIONCLEARCONCRETE MASONRY UNITCONCRETECONSTRUCTIONCONTINUOUSCONTRACTORDEEP, DEPTHDEFORMED ANCHOR STUDDEAD LOADDOWNDEFORMED WIRE FABRICDRAWINGEACHEXPANSION JOINTELEVATIONELEVATOREQUALEXISTINGEXPANSIONEXTERIORFLOOR DRAINFOUNDATIONFOOTINGFIELD VERIFYGALVANIZEDGENERAL CONTRACTORGABLE END TRUSSGLULAM BEAM OR COLUMNGIRDER TRUSSHEADED ANCHOR STUDHIP GIRDERHANGERHOOKHORIZONTALHOLLOW STRUCTURAL SECTIONHEIGHTINTERNATIONAL BUILDING CODEJOIST BEARINGJOISTJOINTKIPSLOS ANGELES RESEARCH REPORTLIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLIGHTLAMINATED VENEER LUMBERMASONRY OPENINGMATERIALMAXIMUMMECHANICALMANUFACTURERMINIMUMMISCELLANEOUSMETALNOT IN CONTRACTNOT TO SCALEON-CENTEROPPOSITE HANDOPENINGPOWDER ACTUATED FASTENERPRECASTPARTIAL JOINT PENETRATIONPLATEQUANTITYPLYWOODRADIUSROOF DRAINREINFORCINGREQUIREDROUGH OPENINGSCHEDULESHEETSHEATHINGSIMILARSTONE LEDGESHORT LEGS BACK-TO-BACKSLAB-ON-GRADESPACE(S)SPECIFICATIONSSTANDARDSTIFFENERSTRUCTURALSYMMETRICALTOP OF CONRETETOP OF DRILLED PIERTOP OF FOOTINGTHICKNESSTOP OF LEDGETOP OF MASONRYTOP OF PILASTERTOP OF PLATETOP OF STEELTOP OF WALLTOP AND BOTTOMTYPICALUNLESS NOTED OTHERWISEVERTICALVALLEY GIRDERWITHWOODWORK POINT, WEATHERPROOFWEIGHTWELDED WIRE REINFORCEMENT

DEFERRED SUBMITTALS_THE DESIGN OF THE FOLLOWING BUILDING COMPONENTS SHALL BETREATED AS DEFERRED SUBMITTALS. ALL ASSOCIATED DRAWINGSAND CALCULATIONS SHALL BE STAMPED AND SIGNED BY THEENGINEER RESPONSIBLE FOR THEIR PREPARATION. AFTER REVIEW,THE ENGINEER-OF-RECORD SHALL FORWARD THE DEFERREDSUBMITTAL DOCUMENTS TO THE BUILDING DEPARTMENT.DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIRDESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BYTHE BUILDING OFFICIAL:

1. STEEL BAR JOISTS2. PRE-ENGINEERED STEEL STAIRS

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Date

Drawn by Checked by

Title

Job No:


252

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Colorado 80108


GENERAL NOTESABBREVIATIONS AND

SCHEDULES

S-0.1

20151007

1/26/2016

CheckerAuthor

1 All fabrication and erection shall conform to the latest edition of the AISC Manual of Steel Construction.

2 A Certified Welder approved by the local Building Department in accordance with AWS, StructuralWelding Code D1.1, shall perform all welding.

3 Wide flange shapes shall be ASTM A572, Grade 50, ASTM A36 / A572-50, or ASTM A992.

4 Round hollow structural sections shall be ASTM A500 Grade B (42 ksi).

5 Square and rectangular hollow structural sections (HSS) shall be ASTM A500 Grade B (46 ksi).

6 Miscellaneous structural steel such as plates, angles and channels shall conform to multigrade steel (50ksi).

7 All welding electrodes shall conform to ASTM E70XX. The minimum fillet weld size shall be 3/16".

8 Headed anchor studs shall conform to ASTM A108 (60 ksi).

9 Anchor bolts and unfinished bolts shall conform to ASTM F1554, Grade 36.

10 Bolted connections are to be of high-strength ASTM A325-N bolts, unless noted otherwise. A minimum oftwo bolts is required for all beam connections. Minimum required connection capacity is 12 kips LRFDfactored load unless noted otherwise.

11 High-strength bolts shall conform to the provisions of the "Specification for Structural Joints Using ASTM A325 or A490 Bolts", latest edition, as approved by the Research Council on Riveted and Bolted

Structural Joints.

12 For slip-critical bolted assemblies the assembly surface, including those adjacent to the washer, shall befree of mill scale, oil, paint or other coatings.

13 All high-strength bolts in bearing type connections shall be snug tight. The snug tight condition is defined as the tightness that exists when all plies in a joint are in firm contact. A few impacts of an impact wrench

or the full effort of a man using an ordinary spud wrench may attain this. All high-strength bolts shown on the drawings as slip critical or subject to tension loads shall be tightened to a bolt tension not less than

that given in Table 8.1 for the RCSC Specification for Structural Joints using ASTM A325 or A490 bolts.Tightening shall be done by the turn-of-nut method, by a direct tension indicator, or by properly calibratedwrenches. Provide hardened washers under the nut or bolt head, whichever is the element turned intightening. Bolts not indicated as slip critical shall not be pre-tensioned.

14 Shop drawings for all structural steel indicated on the structural drawings shall be submittedfor review to the Structural Engineer prior to fabrication.

15 All structural steel shall be shop coated with an approved rust inhibitive primer. Do not prime beams thatare to receive fireproofing. See specifications for additional galvanizing information.

16 No holes other than those specifically detailed shall be allowed through structural steel members. Nocutting or burning of structural steel shall be permitted without written consent from theArchitect/Engineer.

17 All welding of reinforcing steel bars to structural steel members will require continuous inspection by aqualified Inspector.

18 All members are to be erected with natural mill camber or induced camber up, unless noted otherwise onthe plans.

19 Steel joists shall be designed, fabricated and erected in accordance with Steel Joist Institute (SJI)Specification. Where steel joists bear on structural steel framing the joist nearest each column on eachside of the beam shall be bolted to the beam. Joist bridging shall conform to SJI specifications unlessotherwise shown on plans. Joist supplier shall verify that the metal deck, joists, and joist girders meet anysize, spacing, support, and/or bridging restrictions imposed by Underwriters Laboratories designated flooror roof systems listed in the architectural drawings.

20 Joist Supplier shall submit calculations for all non-uniformly loaded joists.

21 Install all required bridging and miscellaneous steel prior to installing deck.

22 Connections shall be as shown in schedules and sections in the drawings. Any changes to theconnections proposed by the contractor shall be submitted with the structural steel shop drawings. Thisconnection submittal shall include calculations stamped and signed by the contractor's engineer.

STRUCTURAL STEEL:

1 All metallic coated metal studs 16 gage and heavier shall be formed from steel that corresponds to theminimum requirements of ASTM A1003, Grade 50 Type H. All metallic coated 16 gage tracks and heaviershall be formed from steel that corresponds to the requirements of ASTM A570 or A611, Grade 33.

2 All metallic coated 18 gage studs and lighter, all painted track, bridging, end closures and accessoriesshall be formed from steel that corresponds to the requirements of ASTM A1003, Grade 33, Type H.

3 All galvanized metal studs 16 gage and heavier shall be formed from steel that corresponds to theminimum requirements of ASTM A653, Grade 50. All galvanized 16 gage and heavier tracks shall beformed from steel that corresponds to the requirements of ASTM A653, Grade 33.

4 All galvanized 18 gage studs and lighter, all painted track, bridging, end closures, and accessories shallbe formed from steel that corresponds to the requirements of ASTM A653, Grade 33.

5 All painted material and accessories shall be primed with rust inhibitive paint meeting the performancerequirements of TT-P-626C.

6 Provide bridging as required by the manufacturer's recommendations.

7 Splices in metal studs will not be permitted.

8 All corners shall be framed with a minimum of 3 studs of the same gage as wall studs, unless notedotherwise.

9 Multiple studs shall be secured together with either #10 screws at 18" o.c. staggered or 1½" of weld ateach flange @18"o.c.

10 Load bearing studs shall be square cut and bear on both upper and lower tracks. Maximum allowable gapis 1/8".

11 No holes shall be cut in structural studs, joist or headers without written approval from structural engineer.

12 Web stiffeners shall be constructed of unpunched studs or track, gage to match stud below, unless notedotherwise. No holes are allowed in web stiffeners.

13 Holes in studs are not allowed within 12" of the top or bottom of the stud.

14 Do not bend or cut flanges of studs, joist or headers. Any damaged members shall be replaced.

15 The joist web shall be located directly above the stud web unless noted otherwise.

16 Bracing straps shall be flat with no bows or splices. They shall be attached to all intermediate studs with3-#10 screws.

17 Coordinate joist locations with plumbing and mechanical penetrations. Provide additional joists asrequired to maintain joist spacing.

18 Minimum effective section properties of metal studs shall be as shown in the current Steel StudManufacturer's Association (SSMA) Publication: Fy=50 ksi for 16 gage and heavier section, Fy=33 ksi for18 gage and lighter sections.

19 Metal stud contractor shall submit structural calculations and drawings for all framing members andconnections to the Engineer prior to fabrication. <only on non-load bearing projects>

COLD FORMED METAL FRAMING:

SINGLE ANGLE W/ 3/4"Ø A325-N BOLTS - LRFDBEAM TO GIRDER CONNECTION

TOP COPED ONLY - BEAM UPSET 2 1/2"

L5×3 1/2×3/8 W/"#"-A325-N BOLTS IN HORIZSHORT SLOTTED H0LES

"#"- 3/4"ØA325-NBOLTS

BEAM SIZESMIN BEAM

WEBTHICKNESS

MAX COPELENGTH

LRFDCAPACITY

(KIPS)

3 W14's, W16's, W18's 0.230 6" 23

4 W18's, W21's, W24's, C18's 0.300 6" 38

5 W21's, W24's, W27's, W30's 0.350 10" 54

6W24's, W27's, W30's, W33's,

W36's0.395 10" 71

7W27's, W30's, W33's, W36's,

W40's0.460 10" 88

8 W30's, W33's, W36's, W40's 0.470 10" 105

9 W33's, W36's, W40's 0.550 10" 122

10 W36's, W40's 0.600 10" 139

NOTES:1. LRFD CAPACITIES ARE BASED ON THE AISC MANUAL FOR STEEL CONSTRUCTION - THIRTEENTH EDITION FOR STRENGTH (LRFD) LOADS.2. Fy OF BEAMS AND GIRDERS = 50 ksi.

Fy OF CONNECTION ANGLES = 36 ksi.3. GIRDER WEB THICKNESS MUST BE > BEAM WEB THICKNESS.4. INTERPOLATION BETWEEN WEB THICKNESSES GIVEN IS NOT PERMITTED.

TABLE T7

1 3/

4" M

AX2

1/2"

MAX

COPE LENGTH

1 1/

2"EQ

SP

@3"

OC

1 1/

2"

3"

3 1/2"

1/2" 1 1/4" 1 1/4"

11 W40's 0.630 10" 156

5"

2 W12's 0.200 6" 11

SHEAR TAB W/ 3/4"Ø A325-N BOLTS - LRFDBEAM TO GIRDER OR COLUMN CONNECTION

UNCOPED AND TOP COPED

2 3/4" 1 3/4"

1 1/

2" M

IN2"

MAX

1/2"LENGTH

COPE

1 1/

2"

@3"

OC

EQ S

P1

1/2"

SHEAR PL3/8×4 1/2" WITH"#"-A325-N BOLTS IN SHORTSLOTTED H0LES

1/2"

2 3/4" 1 3/4"

"#"- 3/4"ØA325-NBOLTS

2

BEAM SIZES

MC8's, MC10's, MC12's, W8×10, W10×12

2C8's, C10's, W8×13 AND HEAVIER,

W10×15 AND HEAVIER, W10's, W12's

MIN BEAMWEB

THICKNESS

0.170

0.230(W12's>0.20)

UNCOPEDCAPACITY

(KIPS)

29

31

3" COPECAPACITY

(KIPS)

25

4" COPECAPACITY

(KIPS)

20

5" COPECAPACITY

(KIPS)

16

6" COPECAPACITY

(KIPS)

14

8" COPECAPACITY

(KIPS)

11

31 28 23 19 15

3 W12×14, W12×16 0.200 47 42 42 38 32 22

3W12×19 AND HEAVIER, C12's, C15's,

W14's, W16's, W18's0.230 47 47 47 47 42 32

4 W16's, W18's, W21's, W24's, C18's 0.250 63 63 63 63 63 58

5 W18's, W21's, W24's, W27's, W30's 0.300 79 - 79 79 79 79

6 W21's, W24's, W30's, W33's, W36's 0.350 95 - 95 95 95 95

7 W24's, W27's, W30's, W33's, W36's, W40's 0.395 111 - - 111 111 111

8 W27's, W30's, W33's, W36's, W40's 0.460 127 - - - 127 127

9 W33's, W36's, W40's 0.550 143 - - - 143 143

10 W36's, W40's 0.630 159 - - - 159 159

NOTES:1. LRFD CAPACITIES ARE BASED ON THE AISC MANUAL FOR STEEL CONSTRUCTION - THIRTEENTH EDITION FOR

STRENGTH (LRFD) LOADS.2. Fy OF BEAMS AND GIRDERS = 50 ksi.

Fy OF CONNECTION ANGLES = 36 ksi.3. GIRDER WEB THICKNESS MUST BE > BEAM WEB THICKNESS.4. INTERPOLATION BETWEEN WEB THICKNESSES GIVEN IS NOT PERMITTED.5. BEAMS MAY BE SKEWED UP TO 15°.

HSS MIN THICKNESS~SEE CHART

TABLE T8

3" (2

1/2

" AT

W8)

HSS MINWIDTH

MIN WALLTHICKNESS

HSS3× - HSS6× 0.1875

HSS7× - HSS8× 0.25

HSS10× 0.3125

HSS12× 0.375

HSS14× - HSS16× 0.50

IF WALL THICKNESS < REQ'DFOR HSS10 AND UP, USEANGLE CONNECTIONS

SHEAR TAB W/ 3/4"Ø A325-N BOLTS - LRFDBEAM TO GIRDER CONNECTION

TOP COPED ONLY - BEAM UPSET 2 1/2"

SHEAR PL3/8×4 1/2" WITH"#"-A325-N BOLTS IN SHORTSLOTTED H0LES

"#"- 3/4"ØA325-NBOLTS

BEAM SIZESMIN BEAM

WEBTHICKNESS

MAX COPELENGTH

LRFDCAPACITY

(KIPS)

2 W12×14, W12×16 0.200 6" 19

2W12×19 AND HEAVIER, C12's, C15's,

W14's, W16's, W18's0.230 6" 24

3 W16's, W18's, W21's, W24's, C18's 0.250 6" 47

4 W18's, W21's, W24's, W27's, W30's 0.300 6" 63

5W21's, W24's, W27's, W30's, W33's,

W36's0.350 10" 79

6W24's, W27's, W30's, W33's, W36's,

W40's0.395 10" 95

7 W27's, W30's, W33's, W36's, W40's 0.460 10" 111

8 W33's, W36's, W40's 0.550 10" 127

9 W36's, W40's 0.630 10" 143


Fy OF CONNECTION ANGLES = 36 ksi.3. GIRDER WEB THICKNESS MUST BE > BEAM WEB THICKNESS.4. INTERPOLATION BETWEEN WEB THICKNESSES GIVEN IS NOT PERMITTED.

TABLE T10

1 3/

4" M

AX2

1/2"

MAX

1/2" COPE LENGTH

1 1/4" MIN

1 1/

2"EQ

SP

@3"

OC

1 1/

2"

3"

DOUBLE ANGLE W/ 3/4"Ø A325-N BOLTS - LRFDBEAM TO GIRDER OR COLUMN CONNECTION & BEAM SPLICE

UNCOPED AND TOP COPED ONLY

"#"- 3/4"ØA325-NBOLTS

2

BEAM SIZES

MC8, MC10, MC12, W8X10, W10X12

2C8, W8X13, W8X15, W8X18, W8X21,

W12X14

MIN BEAMWEB

THICKNESS

0.170

0.220

3" COPECAPACITY

(KIPS)

26

4" COPECAPACITY

(KIPS)

20

5" COPECAPACITY

(KIPS)

17

6" COPECAPACITY

(KIPS)

14

8" COPECAPACITY

(KIPS)

11

36 28 23 19 15

2W8X28 AND HEAVIER, W10X15,

W10X17, W10X19, C10's

W8 = 0.285W10 = 0.230

49 38 31 26 20


W12X19, W12X22, W12X26, W12X30

W10 = 0.300W12 = 0.220 58 55 45 38 29

2 W12X35 AND HEAVIER 0.300 63 63 63 63 49

3 W12X14, W12X16 0.200 59 49 40 34 23


W14X26 0.230 71 63 52 44 33

3W14X30 AND HEAVIER, W16's,

W18's 0.250 92 92 83 70 54

4 W16X26, W16X31, W16X40 0.250 102 102 98 83 60

4W16X45 AND HEAVIER, W18's,

W21's, W24's 0.300 123 123 123 123 99

5 W18X35, W18X40 0.300 - 140 140 130 99


Fy OF CONNECTION PLATES = 36 ksi.3. GIRDER WEB THICKNESS MUST BE > BEAM WEB THICKNESS.4. INTERPOLATION BETWEEN WEB THICKNESSES GIVEN IS NOT PERMITTED.

TABLE T12

5W18X46 AND HEAVIER,

W21's, W24's, W27's, W30's 0.350 - 159 159 159 159

1/2" CLEAR COPE LENGTH

3 1/2"

(2 1

/2" A

T W

8's)

3"

1 1/

4"

@3"

OC

EQ S

P1

1/4"

1 1/4" MIN 1 1/4" MIN

2-L4X3 1/2X3/8 W/ HORIZSHORT SLOTTED HOLES.SHORT LEG BACK TO BACK

1 3/

4" M

AX (1

" AT

W8'

s)

"#"-A325-N BOLTSEACH SIDE

3 1/2" 3 1/2"

1/2" 1/2"

3" (2

1/2

" AT

W8'

s)

UNCOPEDCAPACITY

(KIPS)

39

53

60

58

63

69

83

95

114

127

155

159

6 W21's, W24's, W27's, W30's, W33's, W36's 0.350

7 W24's, W27's, W30's, W33's, W36's 0.395

8 W27's, W30's, W33's, W36's, W40's 0.460

9 W30's, W33's, W36's, W40's 0.470

10 W33's, W36's, W40's 0.600

11 W36's, W40's 0.630

- 191 191 191 159191

- - 222 222 222222

- - - 254 254254

- - - 318 318318

- - - 286 286286

- - - 350 350350

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Colorado 80108


SCHEDULES

S-0.2

20151007

1/26/2016

CheckerAuthor

1 1/26/2016 DD

1. Verify compliance with the approved submittals

Inspection Task Continuous Periodic

TMS 602 /ACI 530.1 /

ASCE 6

TMS 402 /ACI 530 /ASCE 5

LEVEL B QUALITY ASSURANCEFOR MASONRY CONSTRUCTION - 2012 IBC

Frequency Reference for Criteria

X- Art. 1.5-

2. As masonry construction begins, verify that the following arein compliance:

a. Proportions of site-prepared mortar

b. Construction of mortar joints

c. Location of reinforcement, and connectors

3. Prior to grouting, verify that the following are in compliance:

a. Grout space

b. Grade, type, and size of reinforcement and anchor bolts.

c. Placement of reinforcement and connectors.

d. Proportions of site-prepared grout

e. Construction of mortar joints

X-Art. 3.2 D,

3.2F-

X- Art. 2.4, 3.4Sec. 1.16

X- Art. 3.2 E, 3.4Sec. 1.16

X-Art. 2.6 B,2.4 G.1.b

-

X- Art. 3.3 B-

X-Art. 2.1,

2.6 A-

X- Art. 3.3 B-

X- Art. 3.4-

4. Verify during construction:

a. Size and location of structural elements X- Art. 3.3 F-

b. Type, size, and location of anchors, including otherdetails of anchorage of masonry to structural members,frames, or other construction.

X- -Sec. 1.16.4.3,

1.17.1

c. Welding of reinforcement -X -

d. Preparation, construction, and protection of masonryduring cold weather (temperature below 40°F (4.4°C))or hot weather (temperature above 90°F (32.2°C))

X-Art. 1.8 C,

1.8 D-

5. Observe preparation of grout specimens, mortarspecimens, and / or prisms

X-

Art. 1.4 B.2.a.3,1.4 B.2.b.3,1.4 B.2.c.3,

1.4 B.3, 1.4 B.4

-

Sec. 2.1.8.7.2,3.3.3.4 ( c ), 8.3.3.4 (b)

X -

AISC 360,Section A3.3 andapplicable ASTM

material standards

1. Material verification of high-strength bolts, nuts and washers:

a. Identification markings to conform to ASTM standardsspecified in the approvedconstruction documents

AISC 360, SectionM2.5

1704.3.3

X

2. Inspection of high-strength bolting:

3. Material verification of structural steel and cold-formed steeldeck:

4. Material verification of weld filler materials:

5. Inspection of welding:

-

-

VERIFICATION AND INSPECTION CONTINUOUS PERIODICIBC

REFERENCE

REQUIRED VERIFICATION AND INSPECTIONFOR STEEL CONSTRUCTION - 2009 AND 2012 IBC

b. Manufacturer's certificate of compliance required.

a. Snug-tight joints.

a. Identification markings to conform to AWS specification inthe approved construction documents.

X- --

b. Pretensioned and slip-critical joints using turn-of-nut withmatchmarking, twist-off bolt or direct tension indicatormethods of installation.

X-

c. Pretensioned and slip-critical joints using turn-of-nutwithout matchmarking or calibrated wrench methods ofinstallation.

-X

AISC 360, Section M5.5X-a. For structural steel, indentification markings to conform to

AISC 360.

b. For other steel, identification markings to conform to ASTMstandards specified in the approved constructiondocuments.

X-

c. Manufacturer's certified test reports. X-

Applicable ASTMmaterial standards

b. Manufacturer's certificate of compliance required.

X

-

X-

AISC 360,Section A3.5 andapplicable AWSA5 documents

-

1) Complete and partial joint penetration groove welds.

2) Multipass fillet welds.

3) Single-pass fillet welds > 5/16"

4) Plug and slot welds.

5) Single-pass fillet welds < 5/16".

6) Floor and roof deck welds.

-X

-X

-X

-

X

-X

- X

AWS D1.1 1704.3.1

AWS D1.3

a. Structural steel and cold-formed steel deck:

b. Reinforcing steel:

1) Verification of weldability of reinforcing steel otherthan ASTM A 706. X-

2) Reinforcing steel resisting flexural and axial forces inintermediate and special moment frames, boundaryelements of special structural walls of concrete andshear reinforcement.

-X

3) Shear reinforcement. -X

4) Other reinforcing steel. X-

6. Inspection of steel frame joint details for compliance:

a. Details such as bracing and stiffening.

AWS D1.4 ACI 318:Section 3.5.2

-

X-

b. Member locations. X-

c. Application of joint details at each connection. X-

- 1704.3.2

REFERENCEDSTANDARDª

ACI 318: 3.5,7.1-7.71. Inspection of reinforcing steel, including prestressing

tendons, and placement.

VERIFICATION AND INSPECTION CONTINUOUS PERIODICIBC

REFERENCEREFERENCEDSTANDARDª

REQUIRED VERIFICATION AND INSPECTIONFOR CONCRETE CONSTRUCTION - 2012 IBC

1910.4X-

AWS D1.4ACI 318: 3.5.2

2. Inspection of reinforcing steel welding in accordance withTable 1705.2.2, Item 2b.

---

ACI 318: 8.1.3, 21.2.83. Inspection of anchors cast in concrete where allowable loads

have been increased or where strength design is used.1908.5,1909.1

X-

ACI 318:3.8.6, 8.1.3, 21.2.8

4. Inspection of anchors post-installed in hardened concretemembers .

X- 1909.1

5. Verifying use of required design mix. X- 1904.2, 1910.2, 1910.3ACI 318: Ch. 4, 5.2-5.4

6. At the time fresh concrete is sampled to fabricate specimentsfor strength tests, perform slump and air content tests, anddetermine the temperature of the concrete.

1910.10-X

ASTM C 172ASTM C 31

ACI 318: 5.6, 5.8

7. Inspection of concrete and shotcrete placement for properapplication techiques. 1910.6, 1910.7, 1910.8-X ACI 318: 5.9, 5.10

8. Inspection for maintenance of specified curing temperatureand techniques.

1910.9X- ACI 318: 5.11-5.13

9. Inspection of prestressed concrete:a. Application of prestressing forces.b. Grouting of bonded prestressing tendons in the seismic

force-resisting system.

--XX

ACI 318: 18.20ACI 318: 18.18.4

10. Erection of precast concrete members. X- -ACI 318: Ch. 16

11. Verification of in-situ concrete strength, prior to stressing oftendons in post-tensioned concrete and prior to removal ofshores and forms from beams and structural slabs.

-X- ACI 318: 6.2

12. Inspect formwork for shape, location and dimensions of theconcrete member being formed. -X- ACI 318: 6.1.1

1. Verify materials below shallow foundations are adequate toachieve the design bearing capacity.

VERIFICATION AND INSPECTION TASKCONTINUOUS

DURING TASK LISTEDPERIODICALLY

DURING TASK LISTED

REQUIRED VERIFICATION AND INSPECTIONOF SOILS - 2012 IBC

X-

2. Verify excavations are extended to proper depth and havereached proper material.

X-

3. Perform classification and testing of compacted fill materials. X-

4. Verify use of proper materials, densities and lift thicknessesduring placement and compaction of compacted fill.

-X

5. Prior to placement of compacted fill, observe subgrade andverify that site has been prepared properly.

X-

1. Pre-fabricated cold-formed steel structuralelements and assemblies.

VERIFICATION AND INSPECTION CONTINUOUSIBC

REFERENCE

REQUIRED VERIFICATION AND INSPECTION FORCOLD-FORMED STEEL CONSTRUCTION - 2009 AND 2012 IBC

a. size, spacing

2. Site built assemblies

b. connections and welds

a. grade, size, spacing

3. Diaphragms

b. connections and welds

c. blocking

a. member size at panel edges

b. fastener diameter and length

c. fastener spacing

X Sec. 1704.2,1706.1.2., 1707.4

Sec. 1706.1.2,1707.4

Sec. 1706.1.2,1707.4

-

PERIODICREFERENCESTANDARD

-

-

-

X -

X -

X -

X -

X -

X -

X -

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Colorado 80108


INSPECTIONSCHEDULES

S-0.3

20151007

1/26/2016

CheckerAuthor

1 1/26/2016 DD

1/2" ISOLATION JOINT

MIN4"

CONTROL JOINT

CONCRETE OR STEEL COLUMN

TOP OF FOUNDATION

DRAIN SHOWN ISSCHEMATIC ONLY~COORDINATE ALLEMBEDS, ETC. W/ACTUAL DRAIN USED~ENCASE IN 6" THICKCONCRETE, MIN

#4×CONT ~ 4 PLACES

#4× @16"OC

1'-0"

MAX

12

T

2T

MINIMUM SLOPE

#4× @16"OCFOR STEPS GREATERTHAN 4"

2'-0"2'-0"

#4×CONT

3' - 0

" M

AXT

T

2T 2T

12

1' - 6"

T

#4× @16"OC

MINIMUM SLOPE

#4 @12"OC

2 - #4 T&B

TT

1' - 6"

2-#4

CONNECTION~SEE STAIR SUPPLIER

8" SLAB REINF. W/#5 @12"OC EACH WAY

#5x @16"OC

L3X3X1/4 W/ 1/2"ØX4"HAS @12"OC ~ 3SIDES TYP. DO NOTCONNECT AT CORNERS

SLOPE 1/2"

1

2

4"EXTERIOR GRADE BEAM

2' - 0"

TT

DOWELS TO MATCHPARTITION WALL REINF

#4×6'-0" @16"OC

8"

#4× ~A706(FIELD BEND) @16"OC

2'-0

" 2'-0"

EXTERIOR GRADE BEAM

1' - 0

"

#5 @16"OC EACHWAY TOP & BOTTOM

2' - 0" MIN

2' - 0" MIN

#4 @12"OC EACH WAY

1' - 6

" MAX

#4x @16"OC

#4xCONT

#4xCONT

#4 @16"OC EPOXYGROUTED INTO 5/8"Øx3"DEEP HOLE

2' - 0"

4" 8" 1' - 0"

5'-0"

MAX

2T1'

- 0"

#4× ~A706(FIELD BEND) @16"OC

2'-0

" 2'-0"

#4 @12"OC

#5× @16"OCCENTERED IN WALL

2- #5

T

NOTE:JOINTS MUST BE CUT AS SOON ASPOSSIBLE AFTER POUR

1/8"×(D/4)" DEEP CONTINUOUSSAWED JOINT OR PRE-MOLDEDJOINT. JOINTS SHALL BELOCATED AT ALL COLUMN LINESAND AT MAXIMUM SPACING OF12'-0" FOR 5" THICK SLAB AND10'-0" FOR 4" THICK SLAB.TYPICAL UNLESS NOTEDOTHERWISE ON PLAN

PREPARED SUBGRADE

T

NOTE:NOT ALL DETAILS APPLY

1/4"×4 1/2" DIAMOND DOWELBY PNA CONSTRUCTIONTECHNOLOGIES @18"OC.CONTRACTOR'S ALTERNATE:5/8"Ø×14" SMOOTH DOWEL @12"OC

TOOL JOINT

2 1/

2"

TT

2T 2T

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Date

Drawn by Checked by

Title

Job No:


252

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Colorado 80108


SLAB-ON-GRADETYPICAL DETAILS

S-0.4

20151007

1/26/2016

JHAStandard Sheets

SCALE: 3/4" = 1'-0"3SLAB-ON-GRADE ABUTTING VERTICAL CONCRETE

SCALE: 3/4" = 1'-0"4DIAMOND BLOCKOUT AROUND COLUMNS

SCALE: 3/4" = 1'-0"15TRENCH DRAIN

SCALE: 3/4" = 1'-0"5SMALL SLAB STEP

SCALE: 3/4" = 1'-0"6LARGE SLAB STEP - TYPE 1

SCALE: 3/4" = 1'-0"8THICKENED SLAB AT STAIR BASE

SCALE: 3/4" = 1'-0"14DOCK LEVELER

SCALE: 3/4" = 1'-0"12CMU WALL BEARING

SCALE: 3/4" = 1'-0"13THRESHOLD

SCALE: 3/4" = 1'-0"9EQUIPMENT PADS / FIREPLACE FOOTING

SCALE: 3/4" = 1'-0"10STAIR ON GRADE

SCALE: 3/4" = 1'-0"11CURBS / MONOLITHIC & POST-INSTALLED

SCALE: 3/4" = 1'-0"7LARGE SLAB STEP - TYPE 2

SCALE: 3/4" = 1'-0"1CONTROL JOINT

SCALE: 3/4" = 1'-0"2CONSTRUCTION JOINT

1 1/26/2016 DD

STANDARD HOOK

BOND BEAM REINF.~SEE SCHEDULEAND DETAILS

BOND BEAM REINF.~SEE SCHEDULEAND DETAILS

#5X LAP W/BOND BEAM REINF

3- #5 CONT VERTAT WALL CORNERS

2'-6"

2'-6

"

2-#5XCONT, VERT ATEND OF WALL, UNO

HOOK HORIZONTALREINFORCING AT END

FULL HEIGHT VERTICAL REINFW/ #3 CLOSED TIES @8"OC

SEE PLAN

SEE

PLAN

BOND BEAM W/ 2- #5. EXTEND 2'-0"BEYOND OPENING OR PROVIDE ST. HOOK

#3 X @ 8" OC FOR OPNGSGREATER THAN 3'-4"

LINTEL BLOCK BOND BEAM W/ 2-#5XCONT EXTEND 2'-0" BEYONDOPENING OR PROVIDE STD HOOKLI

NTE

L D

EPTH

JAMB BEYOND

MASONRY LINTEL SCHEDULEOPENING WIDTH DEPTH COMMENTS

3'-4" OR LESS 8" -

OVER 3'-4" TO 5'-4" 16" -

OVER 5'-4" TO 10'-0" 24" -

LOOSE LINTEL

OPENING SIZELINTEL REMARKS

BEARINGEACH END

11'-4" TO 19'-4"

10'-0" TO 11'-4"

8'-4" TO 10'-0"

6'-8" TO 8'-4"

4'-0" TO 6'-8"

4'-0" OR LESS

SEE PLANS

LLH

LLV

LLV

8"

6"

6"

6"

6"

STEEL LINTEL SECTIONS

3 ANGLE

LOOSE LINTEL SCHEDULE

ANGLE

NO SCALE

2 ANGLE BEAMWITH PLATE

L3×3 1/2×1/4

L3 1/2×3 1/2×1/4

L5×3 1/2×1/4

L6×3 1/2×5/16

W8×15 WITH 1/4PLATE BOTTOM

NOTES:1. PROVIDE 1 STEEL ANGLE FOR EACH 4" WIDTH OR LESS OF MASONRY.2. PROVIDE 1 STEEL BEAM FOR MASONRY WIDTH OF 8" TO 12".3. FOR OPENINGS 8'-0" WIDE OR LESS, BLOCKS AT BEARING MUST BE SOLID OR HAVE CELLS

GROUTED SOLID FOR A HEIGHT OF 16" BELOW BEARING ELEVATION.4. FOR OPENINGS OVER 8'-0" WIDE, REINFORCE WITH 1 - #5 AND GROUT THE MASONRY CELL UNDER

LINTEL BEARING SOLID ON EACH SIDE OF THE OPENING.5. FOR OPENINGS OVER 10'-0", PROVIDE 2 - 3/4"Ø×1'-0" ANCHOR BOLTS EACH END OF LINTEL. SLOT

HOLES IN BEAM.6. JAMB CELLS SHALL BE SOLID GROUTED AND REINFORCED IN ACCORDANCE WITH GENERAL NOTES,

PLANS AND DETAILS.7. DESIGN ASSUMES A 60 DEGREE LOADING TRIANGLE AND NO LEDGER LOADS OR CONCENTRATED

LOADS SUPPORTED BY THE LINTEL. f'm = 1350 psi MINIMUM.

TACKWELD

BEAMANCHOR

TACK WELD

2-61/4 2-6

3 5/8" 7 5/8" 3 5/8" 7 5/8"

1/4" TYP

BARSIZE

BOND BEAMREINFORCING

MASONRY REINFORCING LAP SPLICE SCHEDULE

#3 (10)

REINFORCINGCENTERED

EQEQ

6" 8" 10" 12"

REINFORCING OFFSETOR TWO BARS PER CELL

· 3

" ·

· 3

" ·

10" 12"

16" 16" 16" 16" 16" 16" 16"

#4 (13) 21" 21" 21" 21" 21" 21" 26"

#5 (16) 32" 26" 26" 26" 30" 30" 40"

#6 (19) 61" 43" 40" 40" 57" 57" N / A

#7 (22) NOTE 1 60" 46" 46" NOTE 2 NOTE 2 N / A

#8 (25) NOTE 1 NOTE 1 NOTE 2 61" NOTE 2 NOTE 2 N / A

#9 (29) NOTE 1 NOTE 1 NOTE 2 NOTE 2 NOTE 2 NOTE 2 N / A

NOTES:1. DO NOT USE.2. USE MECHANICAL COUPLER THAT DEVELOPS 125% OF THE BAR STRENGTH.3. LENGTH REQURED FOR BAR DEVELOPMENT IS THE SAME AS THE LAP SPLICE LENGTH.4. PLACEMENT TOLERANCE = ± 1/2". BAR POSITIONERS ARE REQUIRED.5. USE LAP SPLICE LENGTH OF SMALLER BAR WHEN LAPPING DIFFERENT SIZE BARS.6. MECHANICAL COUPLERS MAY BE USED INSTEAD OF LAP SPLICES AT ANY LOCATIONS.

#3

#4

#5

#6

#7

#8

#9

MASONRY REINFORCING HOOK LENGTH "L"

5"

7"

8"

10"

12"

13"

15"

"L"

BAR SIZE "L"

OPEN

OPEN

OPEN

2'-0" CJ CJ

CONT REINF THRU CJWHERE SHOWN

TOP OF WALL BONDBEAM W/ 2- #5 UNO

MASONRY CJ AT 2'-0" MAXFROM BUILDING CORNER

(TYP) UNO ON PLAN

2- #5 BELOW OPENINGS UNO

NOTES:1. PROVIDE STD GAGE LADDER TYPE HORIZONTAL JOINT REINFOREMENT EVERY COURSE

IN STACK BOND WALLS AND EVERY OTHER COURSE IN RUNNING BOND WALLS UNO.PROVIDE A 6" SPLICE LENGTH FOR HORIZONTAL REINF.

2. REINFOREMENT SHALL BE PLACED PRIOR TO GROUTING. REINFOREMENT SHALL BESECURED AGAINSTE DISPLACEMENT PRIOR TO GROUTING BY WIRE POSITIONERS OROTHER SUITABLE DEVICES AT INTERVALS NOT TO EXCEED 200 BAR DIAMETERS.

3. TOLERANCES FOR THE PLACEMENT OF REINFORCEMENT IN WALLS AND FLEXURALELEMENTS SHALL BE ±1/2" FOR d < 8", ±1" FOR 8" < d < 24", AND ±1 1/4" FOR d > 24". NOTE:d = DISTANCE FROM CENTERLINE OF REINFORCING STEEL TO THE OPPOSITE FACE OFMASONRY.

4. ALL MORTAR PROTRUSTIONS INTO CELLS TO BE GROUTED ARE REQUIRED TO BEREMOVED BY MASON AND ALL DEBRIS MUST BE VACUUMED FROM CORE

GROUT SOLID PIERS 4'-0" OR LESS IN WIDTH

#3 TIES @8'-0"(IN ALL PIERS 4'-0" ORLESS IN WIDTH)

SEE PLAN FOR REQUIRED # OFVERT. JAMB BARS AT EACH SIDEOF WALL OPENINGS (TYP)

GRADE BEAM DOWEL SIZEAND SPACING TO MATCHWALL VERT REINF UNO

VERT WALL REINF #5 @48"OC CENTERED UNO

FTG DOWEL SIZE AND SPACING ~ SEE DETAILS

TO FOOTING

100' - 0"

TO WALL

100' - 0"

5

S-0.5

6

S-0.5

1 1/

2" M

IN C

LR

POUR SLAB OVER THRESHOLD

HOOK BARS WHERE 2'-0" CANNOT BE MET

UNO

2'-0"

UNO

2'-0"

UNO

2'-0"

CONT BOND BEAM WITHREINF AS NOTED STEPWHERE REQ'D AS SHOWN

6'-0"

GROUT ADD'L CELLS AS REQ'DTO ACCOMODATE DECK EDGEANGLE ANCHORS W/ 3" CLREDGE DISTANCE

CJ

SEE ARCH FOR GASKETAND CAULK REQUIRED ATCONTROL JOINT

REINFORCE CELL AT ENDOF WALL ON EACH SIDE OFCONTROL JOINT, UNO

CONTROL JOINT BETWEEN BOND BEAMS

BOND BEAMS AT DIAPHRAGM LEVELS

BOND BEAMS BETWEEN FLOORS

REINFORCING ISCONTINUOUS ACROSSCONTROL JOINT

INTERRUPT BONDBEAM REINFORCING ATCONTROL JOINT

CJ

CJ

TEN

SIO

N L

AP S

PLIC

ETE

NSI

ON

LAP

SPL

ICE

DH

3" C

LR M

INl

PROVIDE DOWELS TOMATCH VERTICAL WALLREINFORCING

1 1/

2"

8" N

OM

TOP OF GROUT POURSHALL BE 1 1/2" BELOWTOP OF BLOCK COURSE

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Date

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Title

Job No:


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Colorado 80108


TYPICAL MASONRYWALL DETAILS

S-0.5

20151007

1/26/2016

CheckerStandard Sheets

SCALE: 3/4" = 1'-0"1MASONRY BOND BEAM AT WALL INTERSECTION

SCALE: 3/4" = 1'-0"2MASONRY BOND BEAM AT WALL CORNER

SCALE: 3/4" = 1'-0"3MASONRY JAMB

SCALE: 3/4" = 1'-0"4MASONRY COLUMN

SCALE: 3/4" = 1'-0"5MASONRY LINTELS

BOXED NOTES INDICATE ATYPICAL CONDITION EXISTSUNLESS NOTED OTHERWISE

SCALE: 3/8" = 1'-0"

TYP MASONRY WALL REINFORCING ELEVATION10

SCALE: 3/8" = 1'-0"

TYP BOND BEAM STEP DETAIL9

SCALE: 3/4" = 1'-0"

CONTROL JOINT DETAILS6

SCALE: 3/4" = 1'-0"7DOWELS TO WALL

SCALE: 3/4" = 1'-0"

GROUT KEY8

1 1/26/2016 DD

3

S-0.6

4

S-0.6

2

S-0.6

2

S-0.6

RTU OVERMULTIPLE JOISTS

RTU BETWEENTWO JOISTS

1. COORDINATE OPENING DIMENSIONS WITH MECHANICAL UNIT REQUIREMENTS.2. ONLY REMOVE DECK REQUIRED FOR DUCT PENETRATIONS.

MECHANICAL UNIT~SEE MECH

L3×3×1/4 DECK SUPPORTFOR SPANS UP TO 4'-0"L4×4×1/4 DECK SUPPORTFOR SPANS UP TO 8'-0"

C6×8.2HEADER

STEELROOFDECK

JOIST SPACE JOIST SPACE

~COORD W/ MECH

DECK PENETRATION

~COORD W/ MECH

DECK PENETRATION

TYP



L6×4×5/16 LLV HEADER

SHIM STACK

STEEL ROOF DECK



~COORD W/ MECH

DECK PENETRATION

~COORD W/ MECH

DECK PENETRATION


L3×3×1/4 DECK SUPPORT FOR SPANS UP TO 4'-0"L4×4×1/4 DECK SUPPORT FOR SPANS UP TO 8'-0"

L6×4×5/16 LLV HEADER

SHIM STACK

STEEL ROOFDECK

JOIST SPACE

JOIST SPACE

~COORD W/ MECH

DECK PENETRATION

~COORD W/ MECH

DECK PENETRATION

GIR

DE

R/B

EA

M

GIR

DE

R/B

EA

M

JOIST

JOIST

JOIST

1/8 1/2-6TYP ADJACENT TOEA CUT FLUTE

EXTEND ANGLE 1'-6" MINOR 3 RIBS BEYOND OPENING

DECK SPAN

NO REINFREQUIRED

6" OR LESS

L1 3/4x1 3/4x1/4 REINFORCING

L1 3/4x1 3/4x1/4 REINFORCING

8" T

O 12

"

1' - 6" MIN OR 3 RIBS

8" TO 12"

1'-0"

TO

5'-6

"

1'-0" TO 5'-6"

8" M

IN

6" TO 8"

16 GA PLATE. SCREWTO DECK W/ #10 TEKSCREWS @6"OC

SEE DETAILS1-10 THIS SHEET

C6 TO L3×3 ANDC6 TO JOIST


L3×3×1/4DECK SUPPORTFOR SPANS UPTO 4'-0"L4×4×1/4DECK SUPPORTFOR SPANS UPTO 8'-0"

C6×8.2 HEADER

STEEL ROOF DECK



STEELROOFDECK


DECK PENETRATION~COORD W/ MECH

DECK PENETRATION~COORD W/ MECH

CO

NC

EN

TR

AT

ED

LOA

D

CO

NC

EN

TR

AT

ED

LOA

D

1" M

INIM

UM

L2×2

×3/1

6 O

NE

SID

E

L2×2×3/16 ON

E SID

E

3/16

BRACE TO PANEL POINT

RTU OVERMULTIPLE JOISTS

RTU BETWEENTWO JOISTS

6

S-0.6

7

S-0.6

8

S-0.6

6

S-0.6

1. COORDINATE OPENING DIMENSIONS WITH MECHANICAL UNIT REQUIREMENTS.2. ONLY REMOVE DECK REQUIRED FOR DUCT PENETRATIONS.

0'-4" +

0'-4" + 4" MAX

4" MAX

PIPES EXCEEDING 10 plf PARALLELTO JOISTS SHALL BE CENTEREDBETWEEN JOISTS & A SPREADERMEMBER INSTALLED. FOR PIPINGEXCEEDING 20 plf OR EQUIV.GROUPINGS NOTIFY THE STRUCTURALENGINEER PRIOR TO INSTALLATION

STEEL JOIST

ROOF DECK

PIPE OR OTHER EQUIPMENT

NOTE:DUCTWORK SHALL NOT BE HUNGFROM THE STEEL ROOF DECKWITHIN 6'-0" OF AN OPENING

2-L1 1/4×1 1/4×1/8

ATTACH ALL CONCENTRATED LOADS(PIPING, MECH., ETC.) TO THE JOISTSWITHIN 4" OF THE JOIST PANEL POINTOR PROVIDE STIFFENER ANGLES ASSHOWN. FOR PIPING EXCEEDING 20 plfOR EQUAL GROUPINGS, NOTIFY THESTRUCTURAL ENGINEER PRIOR TOINSTALLATION

°TYP

VARI

ES 2

'-0" M

AXIM

UM4'

- 5"

CAP PL1/4"

GALVANIZED HSS6X4X1/4 @5'-0"OC MAX

L6X3-1/2X5/16 LLH ~COPE TOP FLANGETO PLACE FLUSHWITH DECK

L3X3X1/4 BRACE

L5X3 1/2X5/16 LLH

TYP

3 SIDES EA.END 3/16 2

7'-6

"

1/4TYP

1/4TYP

4"OC.L4X4X5/16 X 0'-10"

NTS ~ 4"

RTU

CAP PL1/4"

1/4 5

1/4 5

GALVANIZED HSS6X3X1/4@6'-0"OC MAX

7' -

6"

WF STEEL BEAM

VARI

ES 2

'-0" M

AXIM

UM4'

- 5"

CAP PL1/4"

GALVANIZED HSS6X4X1/4 @5'-0"OC MAX

L5X5 X5/16

L3X3X1/4 BRACE

3 SIDES EA.END 3/16 2

7'-6

"

1/4TYP

1/4TYP

4"OC.

NTS ~ 4"

RTU

L4X4X1/4 W/ 2-3/4"Ø X 5" TITEN HDANCHORS

1' -

2"7"

L4X4X1/4"

1' -

7 3/

8"

L5X5X5/16 DECK SUPPORTALIGN WITH W16 BEAM BEYONDCOPE VERT. LEG AT FRAME

3

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Title

Job No:


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Colorado 80108


STEEL BAR JOISTROOF TYPICAL

DETAILS

S-0.6

20151007

1/26/2016

CheckerStandard Sheets

SCALE: 3/16" = 1'-0"1MECHANICAL RTU - ANGLE SUPPORT

SCALE: 3/4" = 1'-0"7CHANNEL SUPPORT HEADER

SCALE: 1 1/2" = 1'-0"2STEEL ANGLE MECHANICAL UNIT SUPPORT

SCALE: 3/4" = 1'-0"3ANGLE SUPPORT HEADER

SCALE: 3/4" = 1'-0"4ANGLE HEADER AND DECK SUPPORT

SCALE: 3/4" = 1'-0"10GENERAL ROOF DECK PENETRATION REINFORCEMENT

SCALE: 1 1/2" = 1'-0"6STEEL CHANNEL MECHANICAL UNIT SUPPORT

SCALE: 3/4" = 1'-0"8CHANNEL HEADER AND DECK SUPPORT

SCALE: 3/4" = 1'-0"9JOIST REINFORCING AT CONCENTRATED LOAD

SCALE: 3/16" = 1'-0"5MECHANICAL RTU PLANS - CHANNEL SUPPORT

SCALE: 3/4" = 1'-0"

JOIST REINFORCEMENT AT PIPING11

SCALE: 3/4" = 1'-0"

ROOF SCREEN12 SCALE: 3/4" = 1'-0"

ROOF SCREEN13

SCALE: 3/4" = 1'-0"

ROOF SCREEN OVER ELEVATOR14

1 1/26/2016 DD

UP

95' - 0"

6" CONC SLAB ON GRADE

TSN FLAT STRAPSTIFF-WALL SYSTEM

100' - 0"

8" CIP CONCRETEELEVATOR PIT

RETAINING WALL BOXED NOTES INDICATE ATYPICAL CONDITION EXISTSUNLESS NOTED OTHERWISE

HSS8X8X

3/8

12" CIP CONCRETEBASEMENT WALL

2

S-1

6

S-1

3

S-1

5

S-1

9' - 0" MAX

FUTURE CONNECTION TO ADDITION

HSS X-BRACE

HSS X-BRACE

8" X 14 GA METALLOAD BEARINGSTUD WALL

4

S-1

2

S-1

E

D

C

B

A

1 2 3 4 6 87 9 105

2' - 7 3/8"

8' - 10"

HSS6X6X

5/16

HSS6X6X

5/16

HSS8X8X

3/8

HSS8X8X

3/8

HSS8X8X

3/8

HSS8X8X

3/8

HSS8X8X

3/8

HSS6X6X

5/16

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

SEE PLAN

#6 @ 10" O.C. VERT. I.F.

#5 @ 18" O.C.HORIZ. E.F.

4"4"

3" C

LR.

FDN DRAIN

1' - 0"

1' -

0"

TF ~ SEE PLAN

1 1/2" CLR

1 3/8" CLR.

#6 HOOKED DOWELS TO MATCHVERTICAL BARS

#5 @ 12" O.C. VERT. O.F.

TF~SEE PLAN

#5 x @ 48" O.C.

SEE PLAN

8"

STOREFRONT AT SIM

8"

2#5 TOP , BALANCE AT 12" OC

2#5 X CONT

1' - 0

"2'

- 8"

8" METAL STUD WALL

4"4"

8" CMU REINF W/#5 @ 24" O.C.VERT

ELEVATORPIT

7 5/8"

#5 DOWELS X 5'-0" PROJECT 2'-6"

1' - 0" 8"

1' - 4

"

VERI

FY

5' - 0

"

CONCRETE SLAB AT ELEVATORDOOR OPENING

ROTATE HOOK AS REQ'D FOR COVER

SEE PLAN & COLUMNSCHEDULE FOR SIZE& BASE PLATE

4- 3/4"Ø X 12"ANCHOR BOLTSW/ PLATE NUT &

WASHER

4"4"

PLAN

SEE

SEE PLAN AND SCHEDULE

TF~SEE PLAN

#5 x @ 48" O.C.

SEE PLAN

8"

2#5 TOP , BALANCE AT 12" OC

2#5 X CONT

1' - 0

"2'

- 0"

4"4"

DOOR THRESHOLD

STOREFRONT BEYOND

#5X5'-0" @16" OC

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LOWER LEVELFOUNDATION PLAN

S-1

20151007

1/26/2016

CheckerAuthor

1 1/26/2016 DD

1/8" = 1'-0"

LOWER LEVEL FOUNDATION PLAN1

KEYNOTES

N

3/4" = 1'-0"

BASEMENT FOUNDATION2

3/4" = 1'-0"

LOWER LEVEL FOOTING3

3/4" = 1'-0"

SLAB ON GRADE AT CORE WALL4

3/4" = 1'-0"

INTERIOR FOOTING5

3/4" = 1'-0"

6/S-16

DN

16K

5 @

40"

OC

10K

1 @

3' O

C

24K7 @ 40" OC

W24

X62

24K

6 @

40"

OC

W24

X62

W24

X62

W21X44 W21X44 W21X44

W24

X62

24K7 @ 40" OC 20K4 @ 40"OC

W21X44 W24X84 W21X44

3" NW CONCRETETOPPING ON 1"METAL DECK

8"X14 GA LOAD BEARINGSTUD WALL

STEEL STAIR WTIHCONCRETE FILLED TREAD

AND LANDINGS

5" HSS COLUMN, TYP

W27X84W18X35 W18X35

114' - 0"

8" CMU ELEVATORCORE

TSN FLAT STRAPSTIFF WALLSYSTEM

2

S-4

1

S-4

7

S-2HSS X-BRACE

HSS X-BRACE 4

S-2

7

S-26

S-2

5

S-2

3

S-2

2

S-2

HSS

SLOPING COLUMN

SLOPING COLUMN

OPEN

6

S-2

114' - 0"

E

D

C

B

A

1 2 3 4 6 87 9 105

HSS12X6X5/16

HSS12X6X5/16

33' - 3 1/2"

3 7/

8"

12' - 0"

CFS BOX HEADER ORSTEEL BEAM AT OPENINGS

INDICATES MOMENT FRAME

HS

S12

X6X

5/16

HSS12X6X5/162"

2 1/

2"

4"

8" METAL STUD

OPEN WEBSTEEL JOISTSEE PLAN

TSN FLAT STRAP

BENT PL1/4X .

HSS8X2DISTRIBUTION

HEADER

8" METAL STUD

4"

TS SEE PLAN

SEE SHEET S-001 FORCONNECTIONSCHEDULES

8" METAL STUD

L4X4X1/4 X CONT.

1' - 0"

HSS2 1/2X2 1/2X3/16 CONT

2-122-12

4"2

1/2"

8" METAL STUD

4"

L4X4X1/4 X CONT.W/ 1/2" Ø X 4" H.A.S@ 16"OC FOR BRG.FOR JOIST

1' - 0"

2 1/

2"

3/4"

CLR

#4X6'-0" @18"OC,CNTR'D OVER BEAM

2 1/

2"4"

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Title

Job No:


252

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9-4

511

INTE

RIO

R D

ESIG

NER

S

LEE A

RC

HIT

EC

TS/

DEN

VER

, C

OLO

RA

DO

PH

ON

E: 303

/98

9-4

50

0

80

22

7



Colorado 80108


UPPER LEVEL FLOORFRAMING PLAN

S-2

20151007

1/26/2016

CheckerAuthor

1/8" = 1'-0"

UPPER LEVEL FLOOR FRAMING PLAN1

N

3/4" = 1'-0"

2/S-22

3/4" = 1'-0"

3/S-23

3/4" = 1'-0"

UPPER LEVEL BEAM TO COLUMN4

3/4" = 1'-0"

DECK BRG / UPPER LEVEL5

3/4" = 1'-0"

JOIST BRG / UPPER LEVEL6

3/4" = 1'-0"

FLOOR GIRDER7

KEYNOTES

1 1/2" X 20 GA METALROOF DECK

SLOPE

DOWN

MECHANICAL WELL3" NW CONCRETE TOPPINGON 1" METAL DECK

1 1/2" X 20 GA METALROOF DECK

SLOPE

DOWN

SLOPE

DOWN

W18

X40

W18

X40

W24X68 LOW

W18

X40

5

S-3

6

S-3

6

S-3

5

S-3

W14

X22

4

S-3

W14X22 HIGH W14X22 HIGH W14X22 HIGH

W10X12 LOW W10X12 LOW W10X12 LOW

W18X40 LOW

W21X44 HIGH W16X26 HIGH

W27X84 LOW W18X40 LOWW18X40 LOW

W18X40 HIGH W18X40 HIGH W18X40 HIGH

6

S-3

3

S-3

2

S-3

SLOPED HSS COLUMN

HSS (114'-0")

SLOPED COLUMN

W10

X19

W10X30

W10

X19

W10X30

HSS8X8 CONTT.O. WALL

TSN FLAT STRAPSTIFF WALLSYSTEM

58' - 0"

15' -

8 1/

4"

12' -

8 5/

8"

13' - 10"

7' - 11 1/2"

52' -

3 5/

8"20

' - 10

"25

' - 0"

97' - 8 3/4"

3' - 3 1/4"

32LH

06 @

5' O

C

EQ 70' - 0" EQ

36LH GSP

SLO

PE

1/4"

/12"

(SLOPED)

10K1 @ 5'-0" OC 26K9 26K9 10K1 @ 5'-0" OC

TM 126' - 8"

W8X

15

22K

4 @

2' O

C

127' - 4"

(SLOPED) (SLOPED)

HS

S (

123'

-0")

HS

S (

124'

-0")

EQ5'

- 0"

5' - 0

"EQ

(SLOPED) (SLOPED) (SLOPED)

HSS8X8T.O. WALL

2.5K

2 @

2'-0

" O

C

HSS COLUMN

E

D

C

B

A

1 2 3 4 6 87 9 105

6' - 0

"

W16X26 HIGH

HO

IST

BE

AM

(SLOPED) W18X40 HIGH

W18X40 LOW

22K

4 @

2' O

C

INDICATES MOMENT FRAME

CFS BOX HEADERS OR STEEL BEAMS AT OPENINGS

CFS BOX HEADER

8" METAL STUD

4"

TOP OF PARAPETSEE ARCH

126'-11 1/2"

1" FORM DECK 3"NW CONCRETE

L4X4X1/4XCONT

8" METAL STUD


L4X4X1/4XCONT

HSS8X2XCONT

1 1/2" METAL DECK

2 1/

2"

JOIST BRGSEE PLAN


8" METAL STUD


VARIES

1 1/2" METALDECK

L4X4X1/4XCONT

8" METAL STUD


2.5K

1 1/2" METAL DECKL3X3X3/16XCONT

HSS8X8

2

L4X4X1/4XCONT

JOISTS RUNPARALLEL TOWALL AT SIM

8" METAL STUD

4"2

1/2"

COLUMN BEYOND

1" SLIP JOINT

COLUMN BEYOND

1" SLIP JOINT

OPEN WEB STEELJOIST ~ SEE PLAN

1 1/2" METAL DECK


2 3/16DECK CONN ATSIM

7000 E

B

elle

vie

w A

ve,

Suit

e 250

Gre

enw

oo

d

Villa

g e, C

O 80111

303.8

39.1

963 m

ain

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS




Date

Drawn by Checked by

Title

Job No:


252

5 S

. W

AD

SW

OR

TH B

OU

LEV

AR

D S

UIT

E #

21

FA

X: 3

03

/98

9-4

511

INTE

RIO

R D

ESIG

NER

S

LEE A

RC

HIT

EC

TS/

DEN

VER

, C

OLO

RA

DO

PH

ON

E: 303

/98

9-4

50

0

80

22

7



Colorado 80108


ROOF FRAMING PLAN

S-3

20151007

1/26/2016

CheckerAuthor

1/8" = 1'-0"

ROOF FRAMING PLAN1

N

3/4" = 1'-0"

MECHANICAL WELL2

3/4" = 1'-0"

WORSHIP CENTER ROOF3

3/4" = 1'-0"

WORSHIP CENTER ROOF4

3/4" = 1'-0"

OUTRIGGER5

3/4" = 1'-0"

HIGH ROOF / LOW ROOF STEP6

3/4" = 1'-0"

BEAM AT JOIST BEARING7

PLAN

SEE

4"

1/4" BENT PLATE

BENT PL1/4X .

PLAN

SEE

4"

1-4 2-6

7000 E

B

elle

vie

w A

ve,

Suit

e 250

Gre

enw

oo

d

Villa

g e, C

O 80111

303.8

39.1

963 m

ain

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS




Date

Drawn by Checked by

Title

Job No:


252

5 S

. W

AD

SW

OR

TH B

OU

LEV

AR

D S

UIT

E #

21

FA

X: 3

03

/98

9-4

511

INTE

RIO

R D

ESIG

NER

S

LEE A

RC

HIT

EC

TS/

DEN

VER

, C

OLO

RA

DO

PH

ON

E: 303

/98

9-4

50

0

80

22

7



Colorado 80108


DETAILS

S-4

20151007

1/26/2016

CheckerAuthor

3/4" = 1'-0"

SLAB EDGE1

3/4" = 1'-0"

SLAB EDGE2

general notes - himmelman construction...dead loads: roof main roof mechanical well live loads:...

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