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PERMIT SET

P: 541-772-7115F: 541-779-4079

1120 East JacksonPO Box 490

MAI Project Number: 18-1307

Medford, OR, 97501

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Material Thickness of

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To 1/4 inclusive 1/8

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Over 1/4 to 1/2 3/16

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Over 1/2 to 3/4 1/4

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Over 3/4 5/16

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a. Single-pass welds must be used.

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Minimum Leg Size of

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Fillet Weld (in.) (a)

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Thicker Part Joined (in.)

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Notes:

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Location

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(psi)

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Strength

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Minimum

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W/C Ratio

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Maximum [1]

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Slump [2]

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Maximum

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Size Req'd

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Aggregate

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Largest

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Entrainment

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Air

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MasterFiber

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BASF

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Shrinkage

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Maximum

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Footings &

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Stemwalls

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3000

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0.54

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4"

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3/4"

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2%

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NA

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NA

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Slab on

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Grade

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3500

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0.48

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3"

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1 1/2"

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2%

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NA

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Flatwork

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exposed to

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Weather

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4500

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0.45

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4"

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1 1/2"

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5% +/- 1%

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NA

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NA

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REINF. CONC

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A START ON STRUCTURAL WOOD

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Lap Splice Length (Ls)

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DRILLED ANCHORS

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2. Non-Shrink Grout Non-Shrink Grout Non-shrink grout shall be non-metallic, non-shrink grout conforming to requirements of ASTM C1107, Type B or C, with an ASTM C-109 compressive strength of 5000 psi in 7 days. Acceptable products are Masterflow 928, Sonogrout 10K and Five Star Instant Grout or approved alternative. 3. Reinforcing Steel (rebar) Reinforcing Steel (rebar) A. Fabricate, detail, and place in accordance with Building Fabricate, detail, and place in accordance with Building Code (Note A.1) supplemented by the following: ACI 315 Details and Detailing of Concrete Reinforcement. ACI 318 Building Code Requirements for Structural Concrete. AWS D1.4 Structural Welding Code-Reinforcing Steel. B. Materials UNO Deformed bar reinforcement Materials UNO Deformed bar reinforcement ASTM A615 GR 60 Deformed and plain bar reinforcement ASTM A706 GR 60 Weldable deformed bar reinforcement ASTM A185 Welded wire fabric (flat sheets) C. ASTM A615 reinforcing bars #5 and smaller may be field ASTM A615 reinforcing bars #5 and smaller may be field bent one time during construction. Bending a bar out of the way and back to the original position is not acceptable. ASTM A706 bars (#5 and smaller) may be bent two times maximum. Field bending for #6 and larger requires specific approval by Engineer. D. Do not weld steel, unless noted otherwise. Do not weld steel, unless noted otherwise. E. Support reinforcement with approved chairs, spacers, or Support reinforcement with approved chairs, spacers, or ties. All concrete slab reinforcing steel shall be supported at the required heights by approved bolsters. All reinforcement and embeds shall be securely tied in-place and shall be capable of supporting the weight of any worker without dislodging. F. All structural anchor bolts shall be secured in place All structural anchor bolts shall be secured in place and inspected prior to delivery of concrete. Insertion of embedded items into wet concrete (wet setting) is prohibited unless approved prior to construction. G. At wall and footing intersections and corners place At wall and footing intersections and corners place corner bars same size and spacing as horizontal bars and lap 40 bar diameters, but minimum 2'-0". H. See typical details for bends and hooks, hoops,ties and See typical details for bends and hooks, hoops,ties and corner bar conditions. 4. Reinforcing Protection (cover) A. Concrete deposited against earth: 3 inches. Concrete deposited against earth: 3 inches. B. Formed concrete surfaces exposed to ground and weather: Formed concrete surfaces exposed to ground and weather: #5 and smaller bar - 1-1/2 inches #6 and larger bar - 2 inches C. Concrete surfaces not exposed to weather or in contact Concrete surfaces not exposed to weather or in contact with the ground: #11 and smaller bar - 3/4 inches

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Notes: 1. Water cementitious materials ratio (W/C) includes Water cementitious materials ratio (W/C) includes all cement, fly-ash and other cementitious products used. Maximum flyash replacement is 15%. 2. Slump is the maximum allowed prior to the addition Slump is the maximum allowed prior to the addition of water reducing or plasticizing agents. 3. Cost of mid-range and high-range water reducers Cost of mid-range and high-range water reducers shall be included in bid price to increase workability as required.

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5. Construction Joints (CJ) Construction Joints (CJ) A. Construction joints shall be located where specified Construction joints shall be located where specified or as approved by the Engineer. B. Construction joints shall be made to transfer shear Construction joints shall be made to transfer shear across the construction joint by intentionally roughening the surface to full amplitude of approximately 1/4 inch in two directions. Intentional roughening may be made while the initial placement is still plastic. C. Keyed construction joints may be used only when Keyed construction joints may be used only when explicitly detailed. 6. Placement and Curing Placement and Curing A. Rebar placement shall allow for full concrete Rebar placement shall allow for full concrete consolidation and even aggregate dispersal. B. Concrete conveying, depositing and consolidation shall Concrete conveying, depositing and consolidation shall be performed in accordance with ACI-301. Mechanical vibration shall be mandatory for all elements 12" and deeper and in all post-tension slabs. C. Cure concrete with water for at least 14 days. Other Cure concrete with water for at least 14 days. Other curing methods may be submitted to the engineer for approval prior to concrete placement. Regardless of approved curing method, the GC retains responsibility for improperly cured concrete and agrees to repair or replace such concrete at the engineer or architects discretion. D. Concrete shall be maintained above 50 degrees F for at Concrete shall be maintained above 50 degrees F for at least the first 7 days after placement. E. Contractor shall protect curing concrete against hot Contractor shall protect curing concrete against hot or cold weather effects. When air temperatures exceed or are expected to exceed 85 degrees F, concrete shall be moist cured and kept continuously wet.

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STRUCTURAL STEEL 1. Codes and Specifications Codes and Specifications Detail, fabricate and erect in accordance with the following as adopted by the IBC (Note A.1): A. 2010 AISC "Specifications for Structural Steel Buildings". 2010 AISC "Specifications for Structural Steel Buildings". B. 2010 AISC "Code of Standard Practice for Steel Buildings and 2010 AISC "Code of Standard Practice for Steel Buildings and Bridges". C. AWS D1.1/D1.1M Structural Welding Code-Steel. AWS D1.1/D1.1M Structural Welding Code-Steel. 2. Structural steel material (UNO): Structural steel material (UNO): W shapes: ASTM A992 or ASTM 572 Grade 50 HSS tubing: ASTM A500, Grade B Pipe: ASTM A53 Grade B Angles & other shapes: ASTM A36 Plate & bar stock: ASTM A36 3. Bolts Bolts A. High strength bolts shall be ASTM A325N with threads not High strength bolts shall be ASTM A325N with threads not excluded from the shear plane. Heavy Hex Nuts shall be ASTM A563 with ASTM F436 hardened washers, grade and finish to match bolt. B. High strength bolts are bearing connections and should be at High strength bolts are bearing connections and should be at least "snug tight". C. F959 compressible-washer-type direct-tension indicators or F959 compressible-washer-type direct-tension indicators or alternative load indicator bolts equivalent in strength shall be used for all bolted joints noted as slip-critical (SC) or tension loaded. D. Machine bolts (MB) and all other bolts not designated as high Machine bolts (MB) and all other bolts not designated as high strength shall be: ASTM A307, Grade A bolts ASTM A563 Grade A hex nuts ASTM F844 steel washers E. Exterior bolts exposed to weather shall be zinc coated in Exterior bolts exposed to weather shall be zinc coated in accordance with ASTM A153 Class C. 4. Welds Welds A. Weld Procedure Specifications (WPS) shall be prepared and Weld Procedure Specifications (WPS) shall be prepared and submitted in accordance with AWS D1.1 for all welding subjected to Special Inspection requirements. B. Welding electrodes shall conform to AWS D1.1 table defining Welding electrodes shall conform to AWS D1.1 table defining prequalified base metal-filler metal combinations for matching strength. Weld filler metal shall be 70ksi minimum. C. End return fillet welds 2x nominal weld size wherever End return fillet welds 2x nominal weld size wherever practical, unless noted otherwise. D. Minimum fillet weld size: See AISC Table J2.4 reproduced Minimum fillet weld size: See AISC Table J2.4 reproduced below.

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5. Coatings Coatings A. Steel work concealed by interior building finish, or in Steel work concealed by interior building finish, or in contact with concrete need not be painted unless specified otherwise. In such cases, welding slag, dirt, and/or oil shall be removed by wire bushing or equivalent methods. Unpainted steel shall not be stored outside or allowed to rust before or during construction.

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B. Do not paint or coat welds until quality control inspections Do not paint or coat welds until quality control inspections are performed. C. Surface preparation shall be performed to a level of Surface preparation shall be performed to a level of cleanliness appropriate to the specified coating and consistent with coating manufacturer requirements. D. Where shop applied primer is required, the following areas Where shop applied primer is required, the following areas shall not be coated: 1. Within 2" of field weld locations. Coat after quality control inspections are completed. 2. Steel items to be galvanized. 7. Erection Erection A. Erection methods, sequencing and temporary support and Erection methods, sequencing and temporary support and bracing of structural steel shall be the Contractor's responsibility. B. Erection shall conform to the AISC "Code of Standard Erection shall conform to the AISC "Code of Standard Practice", Section 7. All steel frames shall be considered "non-self supporting" unless noted otherwise or verified by the contractor's/erector's engineer. C. Column baseplates and anchor bolts (fasteners) are designed Column baseplates and anchor bolts (fasteners) are designed for loads required of the completed structure after grouting. Column baseplates and anchor bolts are not designed to withstand wind or other lateral loads on a partially completed structure. D. Anchor bolts are designed for loading after specified Anchor bolts are designed for loading after specified non-shrink grout is placed and cured. Anchor bolts are designed for shear and/or tension forces and have not been engineered for compression loads associated with the use of leveling nuts.

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Bar Size [1]

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Ls Top [2] (inches)

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Concrete Stength (f'c):

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#3

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#4

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#5

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#6

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#7

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#8

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#9

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#10

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#11

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28

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38

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47

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56

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81

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93

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105

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118

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131

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22

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30

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37

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43

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63

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72

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81

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91

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101

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26

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35

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43

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52

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75

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86

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97

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109

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121

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20

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27

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34

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40

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58

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67

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75

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84

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94

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25

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33

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41

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49

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71

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81

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91

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102

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114

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20

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26

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32

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38

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55

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63

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70

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79

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88

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3000 psi

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3500 psi

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4000 psi

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Ls Top [2] (inches)

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Ls Other [3] (inches)

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Ls Top [2] (inches)

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Notes: 1. Bar shall be spaced at least three bar diameters center Bar shall be spaced at least three bar diameters center to center and shall have concrete cover at least one bar diameter. 2. "Top bars" are horizontal bars with more than 12" of "Top bars" are horizontal bars with more than 12" of fresh concrete below splice. 3. Where different bar sizes are lap spliced, the required Where different bar sizes are lap spliced, the required lap length is the Ls for the smaller bar and the required development length is the Ls for the bigger bar and clearance based on the larger bar diameter. 4. Increase lap splice length by 20% for epoxy-coated bars.Increase lap splice length by 20% for epoxy-coated bars.

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REINFORCED CONCRETE 1. Concrete Concrete A. The American Concrete Institute- ACI 318 "Building Code The American Concrete Institute- ACI 318 "Building Code Requirements for Structural Concrete" governs concrete materials and construction for this project. Acceptance of concrete is based on this code. B. Use concrete with properties listed in the following Use concrete with properties listed in the following table. All concrete strengths listed are the minimum specified 28 day laboratory cured compressive strength. Submit statistical backup for mix designs along with mix design proportions for review. The Contractor is expected to know and follow standards of practice for formwork, mixing, placing, curing, cold and hot weather concreting and other relevant practices as described by ACI in the most current "ACI Manual of Concrete Practice" C. Take a minimum of 4 concrete test cylinders as required by Take a minimum of 4 concrete test cylinders as required by the Special Inspection Program. Break one one cylinder after 7 days and two cylinders after 28 days. Take additional cylinders as required by the Special Inspection Program. Hold additional cylinders to be broken if problems arise with test strength at 28 days. D. Do not place concrete on frozen ground. Do not place concrete on frozen ground. E. Do not place electrical, mechanical, plumbing or similar Do not place electrical, mechanical, plumbing or similar conduits in slabs, walls or columns, or within 6 inches of the bottom of slabs on grade without prior approval from the Engineer. F. Roughen all construction joints to a minimum amplitude of Roughen all construction joints to a minimum amplitude of 1/4". Coarseness of amplitude shall be a 1/4" variation every 1 inch or less. Roughness may be applied when wet or dry by use of a bushing hammer or similar device.

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STRUCTURAL WOOD TRUCTURAL WOOD 1. All structural wood members shall be Coast Region Douglas Fir All structural wood members shall be Coast Region Douglas Fir No. 2 for studs and Douglas Fir No. 1 for posts and beams or better grade fb as noted in National Design Specifications for Stress Grade Lumber and its fastenings, unless noted otherwise. 2. The Contractor shall furnish and install all bolts, nails, and The Contractor shall furnish and install all bolts, nails, and plates shown, specified by the connector supplier, and otherwise required to complete the job. 3. Washers shall be used under all bolt heads and nuts bearing on Washers shall be used under all bolt heads and nuts bearing on wood. 4. All wood sill plates and wood in contact with concrete shall be All wood sill plates and wood in contact with concrete shall be pressure treated. 5. Bolts shall be ASTM A-307. Bolts shall be ASTM A-307. 6. Washers shall be malleable iron washers (MIW) for wood to wood Washers shall be malleable iron washers (MIW) for wood to wood contact and 3"x 3"sq.x 1/4" plate washers at the sill plate to conc. slab conn. of shear walls. 7. Nails shall be common, American or Canadian manufacturer only. Nails shall be common, American or Canadian manufacturer only. 8. See National Design Specification for lag screws and shear See National Design Specification for lag screws and shear plates. 9. Light-gauge metal wood connectors shall be Simpson Strong-Tie Light-gauge metal wood connectors shall be Simpson Strong-Tie or approved equal. Install per manufacturer's instructions unless noted otherwise. Use only the nails, bolts, or screws specified by the manufacturer to provide the maximum possible load capacity for that connector UNO. 10. Minimum fastenings per IBC Table 2304.9.1 fastening schedule. Minimum fastenings per IBC Table 2304.9.1 fastening schedule. 11. Plywood, oriented strand board, wafer board: each sheet shall Plywood, oriented strand board, wafer board: each sheet shall bear the trademark of the American Plywood Association. All panels shall be APA performance rated panels bonded with exterior glue. Thickness and layup are as shown on drawings. All panels shall be exposure 1 uno.

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12. WOOD I-JOISTS WOOD I-JOISTS A. Framing members shall be designed to support the specified Framing members shall be designed to support the specified loads and limit maximum total load deflection to 1/360 of the span and live load deflections to 1/480 of the span. B. The contractor shall install all components in accordance The contractor shall install all components in accordance with the manufacturer's installation guide, UNO. C. The joist manufacturer shall supply all joists, associated The joist manufacturer shall supply all joists, associated load transfer blocks, hangers, bracing, blocking and beveled plates as required to complete the floor & roof framing. D. Submit shop drawings for joists for approval prior to Submit shop drawings for joists for approval prior to fabrication. E. The quality standard for wood I-joist and rim boards are The quality standard for wood I-joist and rim boards are the Boise-Cascade BCI Joist series (NER-446 and NER-594) and Boise Versa-Rim Plus (NER-442) engineered wood products.

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GLULAM BEAMS 1. Beams to be built in accordance with "Standard Specification Beams to be built in accordance with "Standard Specification for structural Glued Laminated Members of the American Institute of Timber Construction", Architectural grade. 2. Glued-Laminated beams shall be laminated from Coast Region Glued-Laminated beams shall be laminated from Coast Region Douglas Fir lumber and shall be 24F-V4 structural grade for simple span members and 24F-V8 structural grade for continuous and cantilevered members. Glued-laminated columns shall be combination 5. 3. Provide 2000 ft. radius camber, unless otherwise noted. Omit Provide 2000 ft. radius camber, unless otherwise noted. Omit camber a cantilevered beams, unless noted otherwise. 4. NOTE: All cuts for kerf plates shall be clean, accurate and NOTE: All cuts for kerf plates shall be clean, accurate and snug-fitting. No field chainsaw cuts allowed.

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DRILLED ANCHORAGES 1. Install in strict accordance with ESR report and manufacturer's Install in strict accordance with ESR report and manufacturer's instructions, including hole clean out procedures, embedment, minimum spacing, and edge distance to obtain maximum capacity. 2. Contact engineer to relocate if existing cracks or reinforcing Contact engineer to relocate if existing cracks or reinforcing is encountered where anchor is to be placed. 3. Epoxy adhesive: Use Hilti Hit RE-500 V3 (ESR-3814) for Epoxy adhesive: Use Hilti Hit RE-500 V3 (ESR-3814) for embedment into solid concrete. 4. Screw Anchors shall be Hilti HUS-EZ (ESR-3027) or approved Screw Anchors shall be Hilti HUS-EZ (ESR-3027) or approved equal. 5. Anchor bolts/studs shall conform to ASTM A307 or A36 and shall Anchor bolts/studs shall conform to ASTM A307 or A36 and shall be free of oils or other contaminants.

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ABBREVIATIONS (UNO)

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architectural

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ARCH'L or ARCH

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beam

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BM

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block

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BLK

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blocking

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BLK'G

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boundary nailing

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BN

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both sides

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BS

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bottom

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BTTM

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building

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BLD'G

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cast in place

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CIP

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centerline

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CL

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clear/clearance

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CLR/CLRC

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column

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COL

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concrete

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CONC

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continuous

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CONT

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dead load

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DL

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detail

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DTL

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diagonal

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DIAG

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diameter

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DIA or

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dimension

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DIM

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double

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DBL

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drawing

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DWG

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each

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EA

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each way

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EW

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equal

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EQ

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exterior

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EXT

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finish floor

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FF

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flange

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FLG

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floor

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FLR

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foot/feet

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FT

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footing

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FTG

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foundation

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FND

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height

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HT

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horizontal

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HORIZ

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kip(s)

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K

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kips per square inch

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KSI

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location, locate

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LOC

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maximum

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MAX

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mechanical

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MECH'L

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metal

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MTL

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minimum

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MIN

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not to scale

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NTS

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on center

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OC

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opening

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OPN'G

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plate

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PL or ƒ

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pounds per square foot

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PSF

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pounds per square inch

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PSI

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pressure treated

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PT

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reinforce, ed, ing, ment

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REINF

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required

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REQ'D

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revise/revision

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REV

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schedule

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SCHED

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section

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SECT

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sheet

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SHT

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similar

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SIM

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slab on grade

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SOG

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spacing

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SPC'G

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square

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SQ

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staggered

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STAG

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standard

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STD

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steel

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STL

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top and bottom

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T&B

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typical

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TYP

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unless noted otherwise

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UNO

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vertical

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VERT

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with

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W/

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(E) WALL STUD

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(E) WALL SHT'G. DO NOT REMOVE, UNO.

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WALL SHT'G EDGE NAIL'G PER SW SCHED

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NEW STUD or POST PER PLAN or SW SCHED

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(2) ROWS 10d @ 6" OC, STAGGERED (NEW STUD to (E) STUD)

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SCALE:

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SHT'G MEETS (E) WALL SHT'G

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1

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1" = 1'-0"

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TYP DETAIL WHERE NEW WALL

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5. Equipment and Non-structural Components (See ASCE 7-10, Table 13.2-1): A. Determine actual equipment and non-structural component Determine actual equipment and non-structural component weights, locations, and sizes supplied for this project. Notify Engineer if weights exceed allowances noted on structural plans and if equipment footprints are reduced from that shown on plans. B. For equipment and non-structural components weighing For equipment and non-structural components weighing more than 400 lbs., prepare and submit seismic anchorage calculations and details sealed and signed by a Professional Engineer registered in the State where this project is built. C. Coordinate between subcontractors to insure that: Coordinate between subcontractors to insure that: 1. Additional secondary framing is provided as Additional secondary framing is provided as required. Design of equipment supports and secondary framing by the vendor's engineer shall conform to UBC requirements. 2. Edges of decking are supported at all openings. Deck Edges of decking are supported at all openings. Deck penetrations are made and reinforced to conform to deck vendors reinforcing recommendations. 3. Openings, penetrations and accessories are located Openings, penetrations and accessories are located to avoid interference with structural elements. 4. Pre-engineered elements are designed to support all Pre-engineered elements are designed to support all weights and forces.

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1. The GC and subcontractors hired by the GC have carefully The GC and subcontractors hired by the GC have carefully and thoroughly reviewed the drawings and structural notes and have found them complete and free from ambiguities and sufficient for the purpose intended; further that, 2. The GC has carefully examined the work site and that The GC has carefully examined the work site and that from those investigations is satisfied as to the nature and location of the work, as to the character, quality, quantities of material, and difficulties to be encountered, as to the extent of equipment and other facilities needed for the performance of the work, and as to the general and local conditions, and other items which may affect the work or its performance; further that, 3. The GC and all workers are experienced in the type of The GC and all workers are experienced in the type of construction represented by the drawings and documents; further that, 4. Neither the GC or their employees, agents, intended Neither the GC or their employees, agents, intended suppliers, or subcontractors, have relied upon verbal representations allegedly authorized or unauthorized from the owner or their employees or agents, including the Engineer of Record. B. Bring discrepancies to the attention of the Engineer of Bring discrepancies to the attention of the Engineer of Record at least 10 days prior to close of bid. 1. The GC warrants that construction cost for items not The GC warrants that construction cost for items not brought to the attention of the Engineer of Record (EOR) prior to bid, but that require clarification or EOR assistance during construction, will be covered by the bid amount agreed to by the GC. See item 2J above.

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INSPECTION AND TESTING 1. Construction A. One final Special Inspection is required for all One final Special Inspection is required for all structural work, and shall be performed as required by Building Code Section 1704.

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A. Roof Loads Roof Loads Total Dead Load Live Load Snow Load (Ps) Snow Importance Factor (Is) B. Floor Loads Floor Loads Total Dead Load Corridor Live Load General Live Load 1. Risk Category Risk Category 2. Importance Factor Importance Factor 3. Soil Site Class Soil Site Class 4. Spectral Response Coefficients: Spectral Response Coefficients: Sds = 0.650g Sd1 = 0.462g Sd1 = 0.462g 5. Seismic Response Coefficient (Cs) Seismic Response Coefficient (Cs) 6. Response Modification Factor (R)Response Modification Factor (R)

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= 21 psf 21 psf = 20 psf 20 psf = 25 psf 25 psf = 1.0 1.0 = 20 psf 20 psf = 80 psf 80 psf = 50 psf 50 psf = II II = 1.00 1.00 = D D = 0.1 0.1 = 6.56.5

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4.Design CriteriaDesign Criteria

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STRUCTURAL GENERAL NOTES GENERAL REQUIREMENTS 1. Codes and Standards Design of new elements conforms to the 2014 State of Oregon Edition Structural Specialty Code (OSSC) based on the 2012 Edition International Building Code (IBC). All reference to other codes such as ACI, ASTM, etc. shall be the edition as adopted by the OSSC. 2. Contractor Responsibilities Contractor Responsibilities A. The General Contractor (GC) is responsible for carrying The General Contractor (GC) is responsible for carrying out the requirements of these documents through the use of their own effort or that of sub-contractors. The GC is responsible for all construction methods, techniques, sequencing, and safety required to complete construction. All instructions contained in these documents are interpreted to be instructions to the GC and are the responsibility of the GC to fulfill. B. Verify existing conditions prior to proceeding with Verify existing conditions prior to proceeding with construction. Immediately bring discrepancies to the attention of the Engineer of Record (EOR). C. Measure dimensions of any existing structures associated Measure dimensions of any existing structures associated with the work and coordinate with required dimensions for new construction. Drawing scales are indicated for reference to assist with clarifying the work and providing proportions that resemble actual conditions. Do not measure drawings for construction. Use text dimension provided. Request unknown dimensions from the Architect or Engineer with sufficient lead time to prevent construction delay. D. Arrange for, and coordinate work by trades and Arrange for, and coordinate work by trades and suppliers. Facilitate required inspections, special inspections and tests specified by contract documents, Building Code and permit. Where coverings or work conceals items or areas to be inspected prior to satisfactory approval, the GC is responsible for removal and replacement of coverings or work as necessary without cost to the owner or engineer. E. Repair damage, where caused by construction activity, Repair damage, where caused by construction activity, to existing structures. F. Install items manufactured or supplied by others per the Install items manufactured or supplied by others per the manufacturers specifications. G. Where details of construction are not explicitly shown, Where details of construction are not explicitly shown, provide materials and construction of the same type and character as that of similar conditions used on the project. The actual details used shall be submitted to the Engineer for approval prior to ordering materials or beginning construction. H. Any conflict or discrepancy shall be brought to the Any conflict or discrepancy shall be brought to the attention of the Engineer of Record (ENGINEER) for clarification and resolution prior to ordering materials or beginning construction. 3. General Contractor Warranty Requirements General Contractor Warranty Requirements A. By acceptance of this project the General Contractor By acceptance of this project the General Contractor (GC) warrants that:

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D. Brace equipment and accessories per SMACNA Seismic Brace equipment and accessories per SMACNA Seismic Restraint Manual. Unusual ductwork, piping, or conduit configurations that fall outside of SMACNA minimum limits should be securely restrained to prevent movement. E. Brace suspended ceilings per ASTM E 580 as modified by Brace suspended ceilings per ASTM E 580 as modified by ASCE 13.5.6.2.2 (a through c), as amended by OSSC 1613.6, or the Northwest Wall & Ceiling Bureau - Technical Bulletin 401, 2013 Version.

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SCALE:

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1" = 1'-0"

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TYPICAL 2ND FLOOR PARTITION RUNNING PARALLEL TO JOISTS

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NON-SHEAR OR BEARING WALL BELOW (WHERE OCCURS)

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(E) O.W. FLR JSTS @ 16" OC

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SIMPSON DTC (TOP PL/4x4) W/ 8d, LEAVE 1/16" GAP BTWN NAIL HEAD & CLIP

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4x4 @ 48" OC

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(2) 1/4" LAG SCREWS (4x4/JST TOP CHORD)

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WD FILLER

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2x BTTM PL

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(2) 10d (PL/FILLER)

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NON-SHEAR OR BEARING WALL PER ARCH'L

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KAC

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STRUCTURAL GENERAL NOTES

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RCC

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2FORM ARCHITECTURE EXPRESSLY

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RESERVES ITS COMMON LAW

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COPYRIGHT AND OTHER

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PROPERTY RIGHTS IN THESE

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PLANS. THESE PLANS ARE NOT TO

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BE REPRODUCED, CHANGED, OR

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COPIED IN ANY FORM OR MANNER

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WHATSOEVER, NOR ARE THEY TO

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WITHOUT FIRST OBTAINING THE

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WRITTEN PERMISSION AND

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ARCHITECTURE. IN THE EVENT OF

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ARCHITECTURE HARMLESS.

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PROJECT TITLE

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SHALL BE STAGGERED.

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UNO IN DETAILS.

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NAILING NOT CALLED OUT SHALL BE 10d @ 4" OC MIN.

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SHEARWALLS SHALL BE SUPPORTED, BLOCKED AND EDGE NAILED.

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7. ALL ANCHOR BOLTS NOT CALLED OUT ON THE SHEARWALL

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SCHEDULE (ALL OTHER LOCATIONS) SHALL BE 5/8"%%129 @ 48" OC.

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6. INSTALL ADEQUATE MEMBER WIDTHS AS REQ'D TO RECEIVE

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W/ (2) ROWS 10d NAILING FULL LENGTH/CONT PER PLAN & DETAILS.

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5. FLOOR & ROOF SHT'G SHALL BE NAILED TO ALL DRAG STRUTS

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8. DIAPHRAGM NAILING IS AT FLOOR FRAMING LEVEL CALLED

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9. WHERE PANELS ARE APPLIED BOTH SIDES OF WALL AND

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NAIL SPACING IS LESS THAN 6" OC, THE PANEL JOINTS SHALL BE

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OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR

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FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EA

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WALL/FLR NAILING CALLED OUT.

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OUT ON PLAN.

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SIDE SHALL BE STAGGERED.

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16d @ 6" OC

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3. FRAMING MEMBERS SHALL BE 3x IF NAIL SPACING IS 2" OC. NAILS

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4. ALL HORIZONTAL AND VERTICAL EDGES OF PLYWD SHT'G ON

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2. ALL INTERMEDIATE NAILING SHALL BE 12" OC (UNO).

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SHEARWALL SCHEDULE

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A. 15/32" APA SPAN-RATED SHT'G, EXPOSURE 1

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1. EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS THESE DRAWINGS SHOW THEM TO BE PERMANENTLY REMOVED. DO NOT REMOVE AND REPLACE WALLS THAT ARE SHOWN AS EXISTING, FOR EXAMPLE IN ORDER TO SHIFT THEM SLIGHTLY OR FOR EASE OF CONSTRUCTION. 2. "SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY."SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY.

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%%USHEET NOTES:

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CONTINUE WALL SHT'G PAST (E) COL

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CONSENT OF 2FORM

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SHEET NOTE: ALL EXTERIOR EXPOSED STEEL TO BE HOT DIPPED GALVANIZED AND FINISHED PER ARCHTL.

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SIMPSON CS14x 5'-6" LONG, 2nd FLOOR to 1st FLOOR PER DTL . FILL EVERY OTHER NAIL HOLE W/ 10d. SIMPSON CMST12x 6'-6" LONG, SIDE of WOOD BEAM to SIDE of WOOD BEAM, CENTER OVER COLUMN, SET STRAP DOWN BELOW PERPENDICULAR STRAP. FILL ALL NAIL HOLES W/ 10d. TIE OR STRAP PER DETAIL. SIMPSON CMST12x 9'-9" LONG WITH 10d NAILS. 6'-6" of STRAP ON SIDE OF EXISTING DOUBLE TOP PLATE, FILL EVERY OTHER NAIL HOLE. 3'-3" ON SIDE of EXISTING BEAM, FILL EVERY NAIL HOLE. SIMPSON CMST12x 13'-0" LONG WITH 10d NAILS, DOUBLE TOP PLATE to DOUBLE TOP PLATE, CENTER OVER GRIDLINE. FILL EVERY OTHER NAIL HOLE. SIMPSON CMST14x 10'-0" LONG WITH 10d NAILS, DOUBLE TOP PLATE to DOUBLE TOP PLATE, CENTER OVER PERPENDICULAR WALL. SIMPSON CMST14x 10'-0" LONG WITH 10d NAILS, 2nd FLOOR to 1st FLOOR PER DTL . SIMPSON CMST12x 6'-6 LONG WITH 10d NAILS, EXISTING BEAM to NEW 4x6. CENTER STRAP ON COLUMN. FILL EVERY NAIL HOLE. SIMPSON CMST12x 6'-6 LONG WITH 10d NAILS, 4x6 to 4x6. CENTER STRAP ON GRIDLINE. FILL EVERY NAIL HOLE. CONTINUE SHEAR WALL SHEATHING OVER OPENING.

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1. EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS THESE DRAWINGS SHOW THEM TO BE PERMANENTLY REMOVED. DO NOT REMOVE AND REPLACE WALLS THAT ARE SHOWN AS EXISTING, FOR EXAMPLE IN ORDER TO SHIFT THEM SLIGHTLY OR FOR EASE OF CONSTRUCTION. 2. "SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY. "SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY. 3. SEE FIRST FLOOR PLAN FOR SHEAR WALL SCHEDULE. SEE FIRST FLOOR PLAN FOR SHEAR WALL SCHEDULE. 4. WALLS SHOWN ARE ABOVE THE 2ND FLOOR LEVEL. WALLS SHOWN ARE ABOVE THE 2ND FLOOR LEVEL. 5. BEAMS SHOWN ARE BELOW THE 2ND FLOOR LEVEL. BEAMS SHOWN ARE BELOW THE 2ND FLOOR LEVEL. 6. NOT ALL EXISTING FLOOR FRAMING IS SHOWN. REFERENCE NOT ALL EXISTING FLOOR FRAMING IS SHOWN. REFERENCE EXISTING DRAWINGS FOR FRAMING NOT SHOWN.

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(E) DOUBLE TOP PLATE TO REMAIN

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NEW CONT DBL TOP PL

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(E) 10 3/4x 30" GLB

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(E) 10 3/4x 30" GLB

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(E) 10 3/4x 27" GLB

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NEW W21x 68

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(E) 8 3/4x 27" GLB

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(E) 5 1/8x 19 1/2" GLB

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(E) 5 1/8x 24" GLB

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(E) OWJ @ 16" OC, REF (E) DWGS FOR SIZE & LOC'N

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DRAGS SHOWN ARE AT 2ND FLOOR LEVEL.

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(E) 10 3/4x 30" GLB

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AROUND ELEVATOR

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SIM

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HSS 6 x3 x1/4

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HSS 10 x4 x1/4

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HSS 10 x4 x1/4

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HSS 10 x4 x1/4 BM

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P.T. CEILING JSTS PER DTL

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3/4" THICK P.T. PLYWOOD w/ 10d NAILS @ 6" O.C. @ BOUNDARIES AND EDGES, 12" O.C. @ FIELD & METAL ROOFING PER ARCHITECTURAL

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TYP.

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HSS 6 x3 x1/4

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HSS 10 x4 x1/4 BM

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HSS 10 x4 x1/4 BM

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P.T. CEILING JSTS PER DTL

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TYP.

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3/4" THICK P.T. PLYWOOD w/ 10d NAILS @ 6" O.C. @ BOUNDARIES AND EDGES, 12" O.C. @ FIELD & METAL ROOFING PER ARCHITECTURAL

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SIM, USE (E) FRAMING

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WALL SHT'G SHALL BE CONTINUOUS ACROSS COL

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CANOPY NOTES: 1. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION.

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CANOPY NOTES: 1. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION.

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NEW 3 1/2x 16 1/2 GLB

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(E) DBL TOP PL BELOW 2ND FLR TO REMAIN FOR LENGTH of BUILDING

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SIM at BM/COL

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SIM at BM/COL

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4x4

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BEARING WALL PER DTL

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SIM.

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SIMPSON STRONG TIE HOLD DOWN

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2nd FLOR SHEAR WALL PER SHEAR WALL SCHEDULE

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6x6 WOOD COLUMN (2ND FLOOR to ROOF)

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SHEAR WALL BELOW

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KAC

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SECOND FLOOR FRAMING PLAN

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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DRAWING NUMBER

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18003

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OREGON

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2ND FLOOR FRAMING PLAN

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SHEET NOTE: ALL EXTERIOR EXPOSED STEEL TO BE HOT DIPPED GALVANIZED AND FINISHED PER ARCHTL.

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SIMPSON CMST14x 5'-0" LONG WITH 10d NAILS, EXISTING BEAM to NEW 4x6. CENTER STRAP ON COLUMN. FILL EVERY NAIL HOLE. SIMPSON CMST14x 6'-0" LONG WITH 10d, SIDE of WOOD BEAM to SIDE of WOOD BEAM, CENTER OVER COLUMN. FILL EVERY NAIL HOLE. STEEL STRAP PER DETAIL. SIMPSON A35 @ 24" OC W/8d INTO BM & #8 PAN HEAD SHT METAL SCREWS INTO RF SHT'G, SEE DETAIL . , SEE DETAIL . SIMPSON CMST14x 5'-0" LONG WITH 10d NAILS, 4x6 to 4x6. CENTER STRAP ON GRIDLINE. FILL EVERY NAIL HOLE. SIMPSON CMST12x 10'-0" LONG WITH 10d NAILS. 6'-6" of STRAP ON SIDE OF EXISTING DOUBLE TOP PLATE, FILL EVERY OTHER NAIL HOLE. 3'-6" ON SIDE of NEW 4x6, FILL EVERY NAIL HOLE.

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1. EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS EXISTING WALLS CLAD IN PLYWOOD SHALL REMAIN UNLESS THESE DRAWINGS SHOW THEM TO BE PERMANENTLY REMOVED. DO NOT REMOVE AND REPLACE WALLS THAT ARE SHOWN AS EXISTING, FOR EXAMPLE IN ORDER TO SHIFT THEM SLIGHTLY OR FOR EASE OF CONSTRUCTION. 2. "SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY. "SIMPSON" REFERS TO THE SIMPSON STRONG TIE COMPANY. 3. SEE FIRST FLOOR PLAN FOR SHEAR WALL SCHEDULE. SEE FIRST FLOOR PLAN FOR SHEAR WALL SCHEDULE. 4. WALLS SHOWN ARE ABOVE THE 2ND FLOOR LEVEL. WALLS SHOWN ARE ABOVE THE 2ND FLOOR LEVEL. 5. BEAMS SHOWN ARE BELOW THE 2ND FLOOR LEVEL.BEAMS SHOWN ARE BELOW THE 2ND FLOOR LEVEL.

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NEW 4x6 CONT

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(E) 6 3/4x 24" GLB

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NEW 6 3/4x 27" GLB

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(E) 6 3/4x 24" GLB

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(E) 6 3/4x 24" GLB

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(E) 6 3/4x 21" GLB

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(E) TJI JSTS @ 24" OC, REF (E) DWGS FOR SIZE & LOC'N

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CONT DBL TOP PL ACROSS RF AS SHOWN

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CONT DBL TOP PL ACROSS RF AS SHOWN

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SIM, HDU on BTTM of TOP PL

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SIMPSON HDU4-SDS2.5 EA SIDE of COL

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W8x 15

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TYP FOR PERIMETER of ELEVATOR

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NEW 2x6 RAFTERS @ 24" OC

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NEW 3 1/2x 16 1/2" GLB

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NEW 3 1/2x 16 1/2" GLB

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SIM

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SIM

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OPERABLE PARTITION (O.P.) PER ARCH

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ROOFTOP UNIT PER MECH'L (MAX 2400 LB)

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ROOFTOP UNIT PER MECH'L (MAX 1200 LB)

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NEW (2) 2x8 RAFTERS @ 16" OC

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NEW 3 1/2x 16 1/2" GLB

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SIM at BM ENDS

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BEARING WALL, STUDS PER DTL

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%%ULEGEND

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2nd FLOOR SHEAR WALL BELOW PER 2nd FLOOR PLAN

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NEW COLUMN BELOW at 2nd FLOOR PER 2nd FLOOR PLAN

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KAC

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ROOF FRAMING PLAN

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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DATE:

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18003

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03-22-2019

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ROOF FRAMING PLAN

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P: 541-772-7115F: 541-779-4079



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NEW WALL SHT'G PER PLAN

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WALL SHT'G EDGE NAIL'G

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(E) WALL SHT'G TO REMAIN

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(E) WD FRAMING TO REMAIN (TYP, UNO)

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SCALE:

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DETAIL

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1" = 1'-0"

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WALL SHT'G PER PLAN

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2x6 CONT DBL TOP PL

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WALL SHT'G PER PLAN

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2x6 WALL STUDS @ 24" OC

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10d" @ 6" OC (FLR SHT'G/ TOP PL), STAGGERED

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2

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1" = 1'-0"

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3

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1" = 1'-0"

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1" = 1'-0"

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REMOVE (E) JST

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WALL SHT'G PER PLAN

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WALL SHT'G PER PLAN

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2x6 BTTM PL

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2x6 CONT DBL TOP PL

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WALL SHT'G PER PLAN

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BTTM PL/FLR NAIL'G PER SW SCHED

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WALL SHT'G EDGE NAIL'G (TYP)

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2x6 BTTM PL

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WALL SHT'G PER SW SCHED (TYP)

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(E) STRUCTURE & FLR SHT'G

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WALL SHT'G PER PLAN

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5

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1" = 1'-0"

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INSTALL NEW 10d @ 6" OC (BTWN (E) 8d)

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WALL SHT'G PER PLAN

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TRIM (E) JST CHORD MAX 4" TO LET NEW SHT'G THRU

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INSTALL NEW SHT'G (SAME AS OPPOSITE SIDE) WHERE THERE IS NO (E) SHT'G

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1" = 1'-0"

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WALL SHT'G EDGE NAIL'G, STAGGER BTWN 2x's

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END of WALL PER PLAN

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DBL 2x CONT STUDS or COL PER PLAN

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WALL SHT'G PER PLAN

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END of SW SHALL BE SOLIDLY BLK'D

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FLR/FLR STL STRAP PER PLAN

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WALL SHT'G PER PLAN

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(E) FRAMING TO REMAIN

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WALL FINISHES PER ARCH

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(E) WD FRAMING TO REMAIN

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2x 6 T&B AND SIDES of OPEN'G W/ 10d @ 4" OC INTO (E) FRAMING

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1" = 1'-0"

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SHT'G PER SCHED & NOTES

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NEW WALL SHT'G EDGE NAIL'G

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(E) WD SILL TO REMAIN

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SW1

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NEW WALL SHT'G EDGE NAIL'G

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8

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1" = 1'-0"

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REMOVE (E) JST

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WALL SHT'G PER PLAN

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SIMPSON A35 @ ??" OC W/8d INTO TOP PL & #8 SHT METAL SCREWS INTO RF SHT'G

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1" = 1'-0"

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(E) STRUCT TO REMAIN (TYP, UNO)

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CONT DRAG PER PLAN

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10d @ 6" OC (EXISTING FLR SHT'G to DRAG), STAGGERED

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2x6 CONT DBL TOP PL

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WALL SHT'G PER PLAN WHERE 2 SIDES ARE REQ'D

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#4x 1'-0" @ 16" OC, DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB

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IN-SITU SOIL TO BE WELL GRADED & COMPACT

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#4x 1'-0", DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB

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2x 6 WALL STUDS @ 24" OC

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2

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1

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PT 2x6 BTTM PL W/ DRILL & EPOXY THREADED ROD W/ HILTI HIT-RE 500 V3, MIN 8" EMBED, DIA & SPC'G PER SW SCHED

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11

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1" = 1'-0"

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MAINTAIN (E) STEP IN CONC SLAB

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(3) #5 CONT LONGIT.

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#4 TRANSV. @ 10" OC

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1

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12

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2

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FOR CALLOUTS NOT SHOWN, SEE DTL .

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WALL SHT'G PER PLAN

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9

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10

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CONT DRAG PER PLAN

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SIMPSON A35 @ 24" OC W/8d INTO DRAG & #8 PAN HEAD SHT METAL SCREWS INTO RF SHT'G, ALTERNATE SIDE of DRAG

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AT 2ND FLOOR ONLY: 10d @ 6" OC FOR ENTIRE LENGTH OF BUILDING INTO TOPS OF BMS

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SIMPSON A34 @ 12" OC (TOP PL/BM)

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2x4 DBL TOP PL

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2x4 @ 16" OC

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WALL SHT'G PER SW SCHED

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AT ROOF ONLY: SIMPSON A35 @ 24" OC W/8d INTO BM & #8 PAN HEAD SHT METAL SCREWS INTO RF SHT'G, (APPLIES TO ENTIRE LENGTH OF BUILDING, SEE PLAN)

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(E) FRAMING

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KAC

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STRUCTURAL DETAILS

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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SYM

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DATE

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REFERENCE

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REVIEWED BY:

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PROJECT NO.

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DATE:

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DRAWING TITLE

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DRAWING NUMBER

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18003

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03-22-2019

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OREGON

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90595

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2

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SHEET NOTES 1. ARCHITECTURAL FINISHES ARE NOT SHOWN, UNLESS ARCHITECTURAL FINISHES ARE NOT SHOWN, UNLESS NOTED OTHERWISE.

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P: 541-772-7115F: 541-779-4079



Medford, OR, 97501

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SIMPSON CMST12

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(E) DBL TOP PL

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(E) DBL TOP PL

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SIMPSON HDU14 W/ 1/4" x 3 1/2" SDS, TOP of (E) 2ND FLR WALL BTTM PL

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FILL EVERY NAIL HOLE THIS END of STRAP W/ 10d

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FILL EVERY OTHER NAIL HOLE THIS END of STRAP W/ 10d

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(E) GLB PER PLAN

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1" THREADED ROD

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1

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3/4" = 1'-0"

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DRILL MAX 1 1/8" HOLE IN (E) STL COL TO LET ROD THRU

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SIMPSON HDU14 W/ 1/4" x 3 1/2" SDS, TOP of (E) 2ND FLR WALL BTTM PL

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(E) AND NEW FINISHES NOT SHOWN FOR CLARITY.

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NEW WD STUD WALL DBL TOP PL

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(E) SW SHT'G TO REMAIN

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2

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3/4" = 1'-0"

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FILL EVERY NAIL HOLE THIS END of STRAP W/ SIMPSON #9 SD (EMBED AS SHOWN)

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(E) GLB PER PLAN

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FILL EVERY OTHER NAIL HOLE THIS END of STRAP W/ 10d

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(E) AND NEW FINISHES NOT SHOWN FOR CLARITY.

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(E) DBL TOP PL

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(E) WD SW, LENGTH TO REMAIN AS SHOWN IN PLAN

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SIMPSON CMST12

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WD FILLER FOR LENGTH OF STRAP

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EXTERIOR ROOF FRAMING MEMBER

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EXTERIOR FACE OF WALL

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(2) 5/8" DIA. X 8" LONG LAG SCREWS @ CENTER OF EA WALL STUD OR POST, MAX 24" OC

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BEAM TO WALL CONNECTION

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1 1/2" = 1'-0"

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WALL STUD OR POST

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EXTERIOR ROOF FRAMING MEMBER

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COLUMN TO BEAM CONNECTION

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4

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1 1/2" = 1'-0"

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6

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-

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STL COL ANGLES PER DETAIL

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6

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-

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HANGER

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METAL ROOFING PER ARCHITECTURAL PLAN

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#14 2-3/4" LONG HDG SELF-DRILLING SCREWS w/ #4 POINT @ 8" O.C. STAGGERED

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2x6 P.T. CEILING JOIST @ 16" O.C.

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P.T. PLYWOOD PER PLAN

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3/16"

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2x6 P.T. NAILER

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10d NAILS @ 6" O.C. AT EDGES AND BOUNDARIES @ 2X6 P.T. NAILERS

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COLUMN TO BEAM CONNECTION

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5

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3" = 1'-0"

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(4) ANGLES WELDED TO END PLATES PER &

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(4) WOOD MEMBERS ATTACHED TO ANGLES W/ BOLTS PER ARCHITECTURAL DRAWINGS

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1/4" DIA. BOLTS PER ARCHITECTURAL DRAWINGS ATTACHING WOOD TO STEEL ANGLES

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4

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-

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7

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COLUMN BASE PLATE

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3" = 1'-0"

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(4) L 2-1/2 x2-1/2 x 1/4 WELDED TO THE BASE PLATE

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(4) ANCHOR BOLTS PER DETAIL

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1/2" THICK STL BASE PLATE

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-

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2

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1

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#4x 1'-0", DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB @ 12" OC

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#4x 1'-0", DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB @ 12" OC

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SCALE:

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COLUMN BASE CONNECTION

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7

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1 1/2" = 1'-0"

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(3) #5 EA. WAY

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IN-SITU SOIL TO BE WELL GRADED & COMPACT

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4"x4"x1/4" THICK STL BASE PLATE

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STL COL ANGLES PER DETAIL

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WOOD PANELS BOLTED TO THE ANGLES

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(4) 1/2" DIA. ANCHOR BOLTS W/ 9" EMBED.

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-

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6

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-

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6

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-

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3/16"

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#4 @ 12" O.C. EA. WAY

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(2) #4 CONT

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AT TOP

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#4 @ 12" OC EA. WAY

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#5 @ 12" OC

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3/4"%%129x 10" @ 32" OC

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EA WAY

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3" CLR

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#4 @ 12" OC

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ALT HOOKS

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#4 @ 12" OC HORIZ

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EXTEND HORIZ BARS

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2'-0' INTO GR BM (TYP)

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SUMP PIT PER PLAN

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VERIFY W/ ELEV

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MANUF. VERIFY

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7" CONC STEMWALL

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DOWELS & REINF

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BEYOND

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LOCATION W/

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MECH'L

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ELEVATOR PIT SECTION

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3/4"=1'-0"

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@ C OF WALL

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#4 DOWELS, DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB

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#4 DOWELS @ 12" OC

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12"

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12"

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(2) #4 CONT

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AT TOP

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#4 @ 12" OC EA. WAY

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SECTION

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3/4"=1'-0"

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#5 @ 12" OC

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3/4"%%129x 10" @ 32" OC

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EA WAY

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BASE PLATE CONNECTION FOR HSS COL PER DETAIL

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-

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@ C OF WALL

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#4 DOWELS, DRILL & EPOXY INTO (E) SLAB W/ HILTI HIT-RE500 V3, CIP INTO NEW SLAB

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#4 DOWELS @ 12" OC

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12"

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12"

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#4 @ 12" OC

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ALT HOOKS

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ROOF TO WALL

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11

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3/4"=1'-0"

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ELEVATOR

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EXISTING FRAMING

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ROOF TO WALL

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3/4"=1'-0"

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ELEVATOR

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EXISTING FRAMING

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1 3/4" LVL RIM BD

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EDGE NAILING

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2X6 STUDS @ 24" O.C.

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2x6 SILL PLATE

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2X6 RAFTERS @ 24" O.C.

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HSS COLUMN PER PLAN

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HOIST BEAM PER PLAN

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HSS COLUMNS CONT THROUGH ROOF DIAPHRAGM

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5/16" THICK KNIFE PLATE

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SIMPSON LSTA 12 @ TOP AND BOTTOM OF THE RIM JOIST CENTERED ON THE COLUMN

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CUT DRAG TIGHT INTO BLK'G. DRAG TO REMAIN CONT

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16d @ ?? OC (SILL/RF SHT'G/RIM BD)

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SW SHT'G PER PLAN

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SEE FOR DTLS IN COMMON

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SEE FOR DTLS IN COMMON

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3/16"

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WALL CONNECTIONS

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3/4"=1'-0"

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ELEVATOR

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HSS COLUMN PER PLAN

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HSS COLUMN PER PLAN

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EXISTING FRAMING

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-

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14

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-

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INSTALL ADDITIONAL 2x COMPRESSION BLOCKING @ COLUMN CONNECTION

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PLATE CONNECTOR

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3/4"=1'-0"

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HSS COLUMN BASE

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HSS COLUMN PER PLAN

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1/2" THICK PLATE

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(2) 5/8" DIA. THREADED ROD SET IN SIMPSON SET-XP EPOXY w/ 8" MIN. EMBED.

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EDGE OF CONCRETE

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PLATE CONNECTOR

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3/4"=1'-0"

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HSS COLUMN

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HSS COLUMN PER PLAN

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1/2" THICK PLATE

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(6) 3 1/2" LONG #14 WOOD SCREWS

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SCALE:

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JOIST CONNECTIONS

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3/4"=1'-0"

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ROOF HSS BEAM &

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ROOF HSS BEAM PER PLAN

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ROOF HSS JOIST PER PLAN

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KAC

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STRUCTURAL DETAILS

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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DRAWING NUMBER

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18003

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03-22-2019

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G O

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PERMIT SET

P: 541-772-7115F: 541-779-4079



Medford, OR, 97501

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3/4" GUSSET PL

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(E) BEARING WALL TO BE REMOVED

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1

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1" = 1'-0"

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DTLS ARE TYPICAL BOTH SIDES OF COL (UNO)

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SIMPSON MIU3.56/18 EA JST to BM

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(E) 6 3/4x 24" GLB

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(E) TJI RF JSTS @ 24" OC

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3/4" THRU BOLT

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3

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1" = 1'-0"

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TRIM BACK (E) JST BTTM CHORD MAX 3"

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NEW FLR SHT'G NAIL'G PER PLAN

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NEW BM PER PLAN, CENTER ON GRIDLINE

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2

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1" = 1'-0"

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(E) GLB PER PLAN

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(E) OWJ @ 16" OC

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(E) STRUCTURE (TYP)

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(E) W8x31 COL

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NEW STL BM PER PLAN

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1/2x 4x 1'-1" PL

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(4) 3/4" BOLTS

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1/4

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1/4

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‚ BOLTS = ‚ PL = ‚ BM

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PL/COL

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SIMPSON HDU11 (BM/COL), 1" MAX FROM COL ‚

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1/4

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3 SIDES (STIFF/COL)

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1/2" WEB STIFFENER EA SIDE of COL

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(E) SIDE PL

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5/16

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1/2" BACK PL to (E) BM SEAT

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NOTCH NEW BM

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1/2x 4x 0'-9" BACK PL

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1/2x 3x 0'-9" PL

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REMOVE & REPLACE IN KIND (E) RF'G TO INSTALL NEW BM. WATERPROOF NEW PATCH.

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TRIM END of (E) BM

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SHORE ENDS of JSTS BEFORE REMOVING (E) WALL & INSTALL NEW BEAM. TRIM ENDS of (E) JSTS TO FIT NEW BM SNUG.

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NEW GLB PER PLAN, CENTER ON (E) COL'S

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(E) W8x31 COL

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A

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CONT STRAP BM/BM PER PLAN (ENTIRE LENGTH NOT SHOWN)

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1/4

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BACKER PL/COL FL

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1/4

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1/4

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(E) W8x31 COL BEYOND

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TYP

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DTLS & DIMS ARE TYPICAL BOTH SIDES of BM SEAT.

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A

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‚ SEAT = ‚ COL

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(E) SIDE PL

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1/4

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BACKER PL/COL FL

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CANOPY BM PER PLAN

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4

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1 1/2" = 1'-0"

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(3) 5/8" THRU BOLTS

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L4 1/2x 3x 1/4x 0'-6" LONG EA SIDE OF NEW POST

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NOTCH COL MAX 1/2" EA SIDE TO RECESS BOLTS

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NEW STL SHINGLE SIDING

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WATERPROOF AROUND PRODRUDING ANGLE LEGS

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PT POST PER PLAN

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(4) 5/8" THRU BOLTS (HSS/ANGLES)

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(4) 1/4" x 5" LAG SCREWS @ 2" OC EW INTO POST T&B of ANGLES

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SIMPSON ABU66Z W/ NAILS PER MANUF

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(E) CONC STEM WALL

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1/2" THREADED ROD (ABU/CONC), DRILL&EPOXY W/ HILTI HIT-RE500 V3, 8" CONC EMBED

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A

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A

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(E) WALL STUDS

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CONFIRM (E) DBL TOP PL LOC'N at 2ND FLR LEVEL

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SIMPSON A35 (COL/TOP PL)

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SIMPSON LTP4 EA SIDE of COL (COL/TOP PL)

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5

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1" = 1'-0"

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NEW CONC AROUND PERIMETER of (E) FTG PER PLAN

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(2) LAYERS #6 REBAR @ 10" OC (STAGGERED), DRILL & EPOXY INTO (E) CONC W/ HILTI HIT-RE500 V3

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(2) #4 CONT

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UNDISTURBED SOIL, MINIMAL EXCAVATION to BTTM of FTG

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2x WALL STUDS @ 24" OC

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WALL SHT'G PER PLAN

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PT 2x BTTM PL W/ DRILL & EPOXY THREADED ROD W/ HILTI HIT-RE 500 V3, MIN 8" EMBED, DIA & SPC'G PER SW SCHED

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6

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WALL SHT'G PER PLAN

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(E) CONC

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3

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2x4 BTTM PL, NAIL to FLR PER SW SCHED, STAG

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10d @ 6" OC (FLR SHT'G/DBL TOP PL)

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(4) 1/2" THRU BOLTS

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2x14 or 1 1/2x 14" LVL EA SIDE of EA STUD AND VERT

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WALL SHT'G EDGE NAIL'G PER SW SCHED

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2x4 @ 24" OC

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DBL 2x10 TOP PL

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(4) 1/2" THRU BOLTS

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2x4 VERT at EA BTTM CHORD PIN

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LET IN TRUSS WEB at VERT

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2x6 STUDS, COURSE W/ EA 2x4 VERT

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(2) 10d TN (TOP & BTTM of VERT INTO TRUSS CHORDS)

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2x4 VERT

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SET VERT NEAR EA BTTM CHORD PIN

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A

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A

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7

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1" = 1'-0"

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(E) JST TOP CHORD

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(E) WALL PLATE or GLB

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2x4 FLAT

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(4) 10d (2x4/ TOP CHORD)

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(2) 10d TN (PL or BM to COL)

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(2) 10d TN (2x4/COL)

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NEW WD COL PER PLAN

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8

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1" = 1'-0"

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WALL SHT'G PER PLAN (ONE SIDE SHOWN)

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THREADED ROD, DRILL & EPOXY W/ HILTI HIT RE500-V3 EPOXY, 6" CONC EMBED, 5/8" at HDU4, 7/8" at HDU8

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9

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1" = 1'-0"

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(E) CONC

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HOLDOWN PER PLAN

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MIN (2)2x4 at HDU4, MIN (3)2x4 at HDU8 (SEE PLAN FOR REQ'D MEMBER at HD)

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(E) CONC FTG & STL REINF

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KAC

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STRUCTURAL DETAILS

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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SYM

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DATE

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REFERENCE

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DRAWING BY:

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REVIEWED BY:

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PROJECT NO.

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DATE:

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DRAWING TITLE

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DRAWING NUMBER

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18003

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03-22-2019

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NEW WD COL PER PLAN W/ 10d TN @ 10" OC INTO (E) COL EA SIDE of COL

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1

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3/4" = 1'-0"

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O.P. TRACK & RODS BY OTHERS

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OPERATING PARTITION (O.P.) PANELS

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2x4 DIAG W/ (3) 10d TN EA END

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SIMPSON A35 at BRACE (JST/RF SHT'G)

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PLYWD FILLER at BRACE, NAIL to JST WEB

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STL ROD GUIDES, FASTEN TO BM W/ MIN (2) LAG SCREWS

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HSS2x 2x 0'-7"

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‚ BM = ‚ FASTENERS = ‚ HSS = ‚ OP. PARTITION

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HSS2x 2x 0'-7"

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(2) 3/8" x 4" LAG SCREWS (HSS/BM)

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DETAILS ARE TYPICAL BOTH SIDES of BEAM.

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CEIL'G (SEE ARCH)

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(3) 10d TN (2x6/COL)

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(3) 10d TN (2x6/BM)

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DIAG BRACE NEAR EA O.P. HANGER PER DTL

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2x6, 4'-0" LONG, W/ (2) 10d FN EA STUD, EA SIDE OF COL

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O.P. HANGER BY OTHERS

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2x6, 4'-0" LONG, W/ (2) 10d FN EA STUD, EA SIDE of BM

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(E) WD FRAMING

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NEW BM PER PLAN

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OPERABLE PARTITION (0.P.), 2 LOC'NS PER PLAN

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SIMPSON EPCZ (BM/COL)

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SCALE:

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2

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3/4" = 1'-0"

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2

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-

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SEE FOR DETAILS IN COMMON

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SCALE:

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DETAIL

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3

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1" = 1'-0"

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NEW CONC FTG PER PLAN

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HOLDOWN PER PLAN

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11

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S301

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WALL SHT'G PER PLAN (ONE SIDE SHOWN)

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SCALE:

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4

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1" = 1'-0"

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(E) CONC

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HOLDOWN PER PLAN

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SCALE:

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DETAIL

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5

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1/2" = 1'-0"

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HR1 (1200 LB MAX)

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HR2 (2400 LB MAX)

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SIMPSON LUS28-2 (JST/BM)

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BM PER PLAN

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WD JST PER PLAN

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6x CONT FILLER UNDER (E) JSTS at EDGES of MECH'L UNIT (TYP)

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WEDGE WD SHIMS TIGHT UNDER (E) JSTS (TYP)

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(E) WD JSTS PER PLAN

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(E) GLB

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SEE FOR CONT CONNECT ALONG ROOF

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9

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S301

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SOUTH WALL of TREATMENT ROOMS: 2x 4 @ 16" OC

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DBL 2x4 TOP PL

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10d TN EA SIDE of JST to TOP PL

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(2) 10d (RIM/JST)

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(2)2x6 CONT HEADER at DOOR W/ 2x4 JAMB & KING STUD EA END

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6

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1" = 1'-0"

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2x4 STUDS @ 16" OC

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2x4 BTTM PL

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4x4 BLK'G EA JST BAY

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DBL 2x4 TOP PL

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2x4 STUDS @ 16" OC ON PT BTTM PL at 1ST FLR

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(2) 10d FN (2x to JST)

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2x4 BRACE EA JST, ALTERNATE DIRECTION

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(2) 10d TN (BRACE/TOP PL)

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1

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2

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SCALE:

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BEAM TO GUTTER CONNECTION

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7

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1 1/2" = 1'-0"

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3/16"

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CJP @ HSS TO HSS, HSS TO ANGLE & ANGLE TO ANGLE TYP.

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COLU,MN PER PLAN (NOT @ SIM.)

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COLU,MN PER PLAN (NOT @ SIM.)

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PLAN VIEW

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INTERIOR SIDE SECTION VIEW

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EXTERIOR SIDE ELEVATION VIEW

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CJP @ HSS TO HSS, HSS TO ANGLE & ANGLE TO ANGLE TYP.

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HSS BEAM PER PLAN

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HSS BEAM PER PLAN

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HSS BEAM PER PLAN

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HSS BEAM PER PLAN

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HSS BEAM PER PLAN

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HSS BEAM PER PLAN w/ (2) L 4 X3 X1/4 w/ TOES CUT TO 2" & WELDED TOGETHER ON TOP OF HSS

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NOTE: MIRROR CONNECTION @ SIM. AND NO COLUMN @ SIM.

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KAC

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STRUCTURAL DETAILS

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RCC

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COPYRIGHT AND OTHER

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CONSENT OF 2FORM

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PROJECT TITLE

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REVISIONS

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SYM

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DATE

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REFERENCE

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REVIEWED BY:

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PROJECT NO.

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DATE:

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DRAWING TITLE

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DRAWING NUMBER

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18003

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03-22-2019

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