Prototypical_Proj_-B55_100__Half_Size_Dwgs.pdf

MATOC PROTOTYPICAL PROJECT

NOT FOR CONSTUCTION

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OVERHANG DESIGN LOADING

DF Douglas-Fir

DIAG diagonal DIA (M) diameter

DIM dimension (s)

DL dead load DN down DWG drawing

(E) existing EA each EJ expansion joint ELEC electric(al) ELEV elevation ENCL enclose(d),(ure) ENGR engineer EQ equal EQUIP equipment EQUIV equivalent

DEMO demolish, demolition

DIST distance FDN foundation

FIN finish(ed)

FG finish grade FOC face of concrete

ETC et cetera EW each way EXIST existing EXP expand, expansion EXT exterior

FF finish(ed) floor

FJ floor joist (s)

STANDARD

ABBREVIATIONS

T&G tongue and groove

TOB top of beam

T&B top and bottom

TEMP temporary, tempered THRU through

TOG top of grade TOP top of plate TOS top of slab TOW top of wall TYP typical

FOS face of studs

FT foot, feet FTG footing

RDWD redwood REBAR reinforcing bar (s) RECT rectangular REF reference REINF reinforce (d), (ing), (ment) REQD required REV revision (s), revised

PLY plywood PREFAB prefabricated (ion) PRELIM preliminary PROJ project PROP property PSF pounds per square foot PSI pounds per square inch PT pressure treated, point

GYP gypsum HD holdown

HORIZ horizontal HT height

JST joist

QTY quantity

< angle @ at delta # number / pound / per +/- plus or minus

W width, wide, water W/ with WIN window W/O without WP waterproof (ing) WT weight WWF welded wire fabric

YD yard

VENT ventilate (ion), (or) VERT vertical

SUBFL subfloor

STD(S) standard(s) STL steel

UCBC Uniform Code for Building Conservation

UNO unless noted otherwise

GA gage, gauge GALV galvanized GC general contractor GEN general

GLB glued laminated beam

VOL volume HVAC Heating/Ventilation/A.C.

IBC International Building Code

STRUCT structural, structure

SIM similar

SPEC(S) specification(s)

FOUND foundation

GI galvanized iron

PLT plate, plot

SW shearwall

VIF verify in field

RJ roof joist (s)

RR roof rafter (s) RM room

SE structural engineer

ICC International Code Council

USACE US Army Corps of Engineers

UBC Uniform Building Code

EST estimate(d) DEG degree

ADJ adjacent, adjustable APA American Plywood Association ALT alternate APPROX approximate ARCH architect (ural)

AVG average

ASTM American Society of Testing & Materials

ASD allowable stress design

AB anchor bolt

BOT bottom

BTWN between

BLDG building BLK(G) block (ing) BM beam BN boundary nailing

ACE Army Corps of Engineers

BP Bid Package, baseplate

COMBO combination CONC concrete CONST construction CONT continuous, continue

CU cubic d penny (re: nail size)

DBL double

CJ control joint, ceiling joist (s)

CLG ceiling CLR clear(ance)

CMU concrete masonry unit COL column

CBC California Building Code

CM centimeter(s)

CANT cantilever (ed), canted

CL center line CJP complete joint penetration

CA ARNG California Army National Guard

COR Contracting Officer's Representative

ATR all thread rod

OC on center (s) OD outside diameter OMIT not part of const. docs.

OSB oriented strand board OT overturning

PEN penetrate (ion) PERF perforate (d), (tion) PERIM perimeter PERP perpendicular PL plate, property line PLF pounds per linear foot

LAM laminate(d),(tion) LB(S) pound(s) LG large LF linear foot LL live load LT (G) light (ing) LTWT lightweight

NEG negative NO number NOM nominal NTS not to scale

MAX maximum MB machine bolt MECH mechanic (al) MEP mech., elec., plumbing

MEZZ mezzanine MIN minimum, minute (s)

MM millimeter (s)

PCF pounds per cubic foot

MISC miscellaneous

M/E/P mech., elec., plumbing

YCP Youth Challenge Program

ID inside diameter IN inch(es) INCL include (d), (s), (ing)

INT interior INV invert (ed)

ICBO International Conference of Bldg. Officials

INSP inspect (ion), (or)

JFTB Joint Forces Training Base

B-25 Building 25

NIC not in contract

(N) new N north N/A not applicable

KSI kips per square inch

K kip [1000 pounds] KLF kips per linear foot KSF kips per square foot

HDR header

Number of Stories 2 Max. Height (abv.grade) 24 ft Roof DL/LL (psf) *** 19/20

GENERAL PARAMETERS

Construction Type Type V 2010 CBC / 2009 IBCBuilding Code

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GENERAL NOTES

STRUCTURAL DESIGN PARAMETERS

WIND DESIGN BASIS

Basic Wind Speed 85 mph Exposure C Importance Factor 1.00 Velocity Wind Pressure at Mean Roof Height

14.6 psf

SEISMIC DESIGN BASIS

Seismic Importance Factor, I 1.00* Site Class D Spectral Response Accelerations SS = 1.470

S1 = 0.532 Spectral Response Coefficients

D

SDS = 0.980

SD1 = 0.532

Seismic Design Category

BUILDING 55 RENOVATIONS

Design is not based on this being an "Essential Services" or "Mission Essential" facility.

Light framed walls sheathed with all other materials; See ASCE 7-05 Table 12.2-1

REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS,

NOTES AND INFORMATION. The following is a partial list of specification sections especially required by the work indicated in these structural plans (or structural "drawings"), provided for convenience, however also refer to all other sections of the Specifications.

SPECIFICATIONS

1. Joist to sill or girder, toenail

CONNECTION

3-8d

NAILING1,12

2. Bridging to joist, toenail each end 2-8d

3. 1" x 6" subfloor or less to each joist, face nail 2-8d

4. Wider than 1" x 6" subfloor to each joist, face nail 3-8d

5. 2" subfloor to joist or girder, blind and face nail 2-16d

6. Sole plate to joist or blocking, typical face nail Sole plate to joist or blocking, at braced wall panels

16d at 16" o.c.

3-16d per 16"

7. Top plate to stud, end nail 2-16d

8. Stud to sole plate 4-8d, toenail or 2-16d, end nail

9. Double studs, face nail 16d at 24" o.c.

10. Doubled top plates, typical face nail (UNO) Doubled top plates, lap splice (UNO)

16d at 16" o.c.

8-16d

11. Blocking between joists or rafters to top plate, toenail 3-8d

12. Rim joist to top plate, toenail 8d at 6" o.c.

13. Top plates, laps and intersections, face nail 2-16d

14. Continuous header, two pieces 16d at 16" o.c. along each edge

15. Ceiling joists to plate, toenail 3-8d

16. Continuous header to stud, toenail 4-8d

17. Ceiling joists, laps over partitions, face nail 3-16d

18. Ceiling joists to parallel rafters, face nail 3-16d

19. Rafter to plate, toenail 3-8d

20.

2010 CBC (2009 IBC) TABLE 2304.9.1 -- NAILING SCHEDULE [modified]

21. 1" x 8" sheathing or less to each bearing, face nail 2-8d

22. Wider than 1" x 8" sheathing to each bearing, face nail 3-8d

23. Built-up corner studs 16d @ 24" o.c.

24. Built-up girder and beams 20d at 32" o.c. at top and bottom and staggered 2-20d at ends and at each splice

25. 2" planks 2-16d at each bearing

26. Wood structural panels and particleboard (except where noted otherwise):

Subfloor and wall sheathing (to framing):

1/2" and less 19/32" to 3/4" 7/8" to 1" 1 1/8" to 1 1/4" Combination subfloor-underlayment (to framing):

3/4" and less 7/8" to 1" 1 1/8" to 1 1/4"

6d 8d or 6d

8d 10d or 8d

6d 8d

10d or 8d

27. Panel siding (to framing):

1/2" or less 5/8"

6d 8d

28. Fiberboard sheathing:

1/2"

25/32"

No. 11 ga.

6d

No. 16 ga.

No. 11 ga.

6d No. 16 ga.

29. Interior paneling 1/4" 3/8"

4d 6d

Common or galvanized box nails may be used except where otherwise stated.

Nails spaced at 6 inches on center at edges, 12 inches at intermediate suports except 6 inches at all supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shearwalls, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common or galv. box.

Common or deformed shank.

Common.

Deformed shank.

Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3.

Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.

Corrosion-resistant roofing nails with 7/16" diameter head and 1 1/2" length for 1/2" sheathing and 1 3/4" length for 25/32" sheathing conforming to the requirements of Section 2304.3.

Corrosion-resistant staples with nominal 7/16" crown and 1 1/8" length for 1/2" sheathing and 1 1/2" length for 25/32" sheathing conforming to the requirements of Section 2304.3.

Panel supports at 16" (20 inches if strength axis in the long direction of the panel, unless otherwise marked).

Casing or finish nails spaced 6" on panel edges, 12" at intermediate supports.

Panel supports at 24". Casing or finish nails spaced 6" on panel edges, 12" at intermediate supports.

Panel supports11

Refer to the plans and specs. for typical attachment/achorage/nailing. Use this nailing if not specified elsewhere.12

1" brace to each stud and plate, face nail 2-8d

TYPICAL NAILING SCHEDULE STRUCTURAL OBSERVATION NOTES

The Structural Engineer, or another Engineer or Architect designated by the Structural Engineer, will perform periodic Structural Observations of construction in accordance with CBC Section 1702.1 [For BSC], designated as the "Structural Observer."

The Owner or Owner's representative and the Contractor shall coordinate a pre-construction meeting between the Structural Engineer, Structural Observer (if different than the Structural Engineer), Contractor, affected subcontractor(s) and inspector(s), to identify major structural elements and to review scheduling of the required observations. Notes from the meeting shall be included in the Structural Observation Report submitted to the Contracting Officer's Representative.

Observed deficiencies shall be reported in writing to the Owner or Owner's representative, inspector(s), contractor and the Contracting Officer's Representative.

The Structural Observer shall submit to the building official a written statement at significant construction stages stating that the site visits have been made and identifying any reported deficiencies which, to the best of the Structural Observer's knowledge, have not been resolved. A final report by the Structural Observer which states that all observed deficiencies have been resolved is required before acceptance of the work by the Owner or Owner's representative and the Contracting Officer's Representative.

"Structural Observation" means the visual observation of the structural system, for general conformance to the approved plans and specifications. Structural observation does not include or waive the responsibility for the inspections required by the code.

Additionally, Structural observation does not waive the responsibility of the contractor to conform to all the requirements of the approved plans and specifications.

The Contractor shall coordinate the scheduling of site visits to be made by the Structural Observer. Requests for structural observations should be made no less than two business days prior to the desired time, preferably one week prior. The Structual Observer shall make a good faith effort to accommodate the Contractor's request, however consideration must be given for office scheduling. Typical Structural Observation Reports shall be submitted one to seven days following structural observations, however if significant corrections or supplemental details or drawings are required, then report submittal may be delayed.

Structural Observation shall consist of site visits at various stages of construction.

Depending upon sequencing of the construction throughout the project, more than one structural obseration may be required for each 'stage' in order to adequately observe the work throughout the project. Stages of construction requiring structural observation, at a minimum, are as follows (but not necessarily in this order):

Structural Component Framing:

Observe framing members (e.g. eave rafters and blocking) and connections, prior to covering.

Lateral System Framing:

Observe framing, blocking, connections, sheathing and nailing, prior to covering.

Completion of the Structural System:

Observe completion of the structural system, after all deficiencies have been corrected, prior to covering.

1.

2.

3.

THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE ON THE PLANS:

No deviations are allowed from the structural details without the written approval of the Structural Engineer. Approval by Contracting Officer's Representative, Building Inpsector, Special Inspector, or any other party does not constitute authority to deviate from plans or specifications. All plan changes or addenda are subject to approval of the Contracting Officer's Representative. The processing of changes, assembly of permit documents, and acquisition of permits is the responsibility of the contractor.

3. Construction and materials shall comply with and be installed in accordance with the requirements of all legally constituted public authorities having jurisdiction, including all county and local ordinances, the State Industrial Accident Commission, and OSHA. Receive all required approvals prior to commencement of construction.

4. The contractor shall be responsible for all shoring and providing bracing during construction and/or erection to support all loads to which the structure may be subjected.

5. The Structural Engineer (Taylor & Syfan Consulting Engineers, Inc. (also "Taylor & Syfan")) will not be responsible for and will not have control or charge of construction means, methods, techniques, sequences or procedures, or for safety precautions and programs in connection with the construction delineated by these plans. It should be understood that the contractor or his/her agent(s) shall supervise and direct all work and shall be solely and completely responsible for all construction means, methods, techniques, sequences, procedures and conditions on the job site, including safety of all persons and property during the entire period of construction. Periodic observations by the Structural Engineer or representatives thereof are not intended to include verfication of conditions or review of the adequacy of the contractor's safety measures on or near the construction site. Shoring shall be per OSHA and the California Code of Regulations; design and inspection of shoring is by others.

6. Substitutions of specified products (such as Simpson Strong-Tie) for equivalent products are not recommended. Substitutions shall be considered, provided that the contractor follows these steps prior to any substitutions being made: (a) Contractor shall provide Taylor & Syfan with satisfactory evidence of product equivalence; (b) If satisfactory, Taylor & Syfan shall revise plans and reprint at the contractors expense; and (c) Contractor shall resubmit plans to the Contracting Officer's Representative for approval.

7. See the notes and specifications of the Architect, Mechanical Engineer, Electrical Engineer and Civil Engineer for additional requirements. Conform to recommendations of the Soils/Geotechnical Report.

9.

14.

13. Live Loads Posted: per CBC1607.3.5, the live loads for which each floor or portion thereof of a commercial or industrial building is or has been designed shall have such design live loads conspicuously posted by the owner in that part of each story in which they apply, using durable metal signs, and it shall be unlawful to remove or deface such notices. The occupant of the buidling shall be responsible for keeping the actual load below the allowable limits. The contractor shall inform the owner of the requirements and post the live loads under the owner's direction, unless instructed otherwise by the owner.

8. Non-structural issues shall be evalutated & designed by the appropriate professionals (i.e. "by others").

These issues include but are not limited to: access & exiting requrements, fire suppression, fire separations, acoustics, lighting, electrical, mechanical, plumbing, ventilation, emergency systems, waterproofing, grading, drainage, pest remediation, environmental hazards (e.g. mold, fungus, asbestos, etc.), and finishes.

THE DRAWINGS HEREIN ARE FOR BUILDING 55, JFTB, LOS ALAMITOS, CALIFORNIA.17.

The Documents (including drawings, calculations, specifications, data and reports) provided by Taylor & Syfan are instruments of professional service. The use of the Documents shall be restricted to the original site for which they were prepared and publication thereof is expressly limited to such use. Taylor & Syfan shall not be held responsible for modifications made to the Documents, or any products derived from them, without prior written approval by Taylor & Syfan.

11. Where special inspection is required, the Special Inspector is to obtain clearance from the Contracting Officer's Representative prior to any work commencement. Copies of the inspection report(s) shall be furnished in accordance with CBC Section 1701.3, including a copy to the Structural Engineer. The contractor is responsible for scheduling, coordination, and expenses involved in any and all inspections.

10. The specifications and notes on this sheet shall apply to and be in effect for all parts of the project, unless specifically noted otherwise.

12. In addition to the shop drawings and submittals required per the Structural Specifications, the Contractor shall provide product and material submittals for all hardware, lumber, steel, anchors, and other elements being used, to the Structural Engineer and the Project Manager for approval prior to construction of the elements in question.

The contractor is responsible for initiating a resolution to any conflicts within or between drawings and specifications by issuing an RFI. The most restrictive and most costly will apply unless otherwise stated in response to an RFI.

15.

1. Use of "Contracting Officer's Representative," or similar, in the General Notes, Specifications and Plans refers to the government building enforcement agency (or "regulatory agency" or "building department" or "building enforcement agency") with jurisdiction over design and construction of this project.

Do not scale drawings. Use written dimensions. Refer to the Architectural plans for dimensional layout.

The contractor shall verify all dimensions and conditions in the field (at the site) and report any discrepancies to the Architect and Structural Engineer before proceeding with the work. All existing conditions have not been determined or verified. Existing framing members and/or connections may be damaged in some areas. The contractor shall inspect and evaluate all framing, connections, and conditions prior to construction. The type of damage and/or extent of damage may vary from location to location. Subsequent to the contractor's inspection and evaluation of the existing conditions, the contractor shall meet with the Owner or Owner's representative to discuss the conditions.

2.

All construction projects require inspection and maintenance following completion. Operation, inspection, and maintenance are the sole responsibility of the Owner. Taylor & Syfan shall have no responsibility for any failures by the Owner or others to properly operate, inspect, or maintain the project shown in these plans.

16.

Rough Carpentry: Section 06100

Uniform Wind Load (Zone 2) 29 psf (negative) Uniform Wind Load (Zone 3) 44 psf (negative)

Seismic Force Resisting System(s) A.14** Response Modification Factor, R 2.0

Seismic Response Coefficient, Cs

0.343W

0.490 Design Base Shear (ASD ~ 0.7CsW) Redundancy Factor, ρ

Equiv. Lat. Force

1.0 Analysis Procedure Used

M/E/P dead load of at least 1 psf included in each of the design dead loads.***

SUN SHADE DESIGN LOADING

Uniform Dead Load 15 psf

Uniform Wind Load 28 psf (positive and negative)

SCOPE OF SEISMIC BRACING

SEISMIC BRACING IS LIMITED TO INSTALLATION OF A ROOF DIAPHRAGM WITH

APPROPRIATE CONNECTIONS TO EXISTING FRAMING IN CONJUNCTION WITH

THE REPLACEMENT OF THE ROOFING SYSTEM. THE ROOF DIAPHRAGM IS DESIGNED

TO ACCOMMODATE BOTH THE EXISTING SEISMIC SYSTEM OF THE BUILDING AND THE

POTENTIAL FOR A FUTURE FULL SEISMIC RETROFIT OF THE BUILDING.

6' 16'4'2'0 8'

GRAPHIC SCALE

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Seismic Diaphragm Force:

7.41 psf (ASD)

East-West Direction

Seismic Diaphragm Force:

7.41 psf (ASD)

North-South Direction v = 267 plf v = 267 plf v = 133 plf v = 133 plf v = 356 plf v = 356 plf v = 74 plf v = 74 plf v = 267 plf

12'-0"

38'-0"

96'-0"36'-0"72'-0"20'-0"

12'-0" v = 267 plf

40'20'10'0

GRAPHIC SCALE

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(E) SHEAR LINE

(E) SHEAR LINE

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SCALE:

1/8"=1'-0"ROOF FRAMING PLAN

REMOVE AND REPLACE (E) DAMAGED FRAMING LUMBER (RAFTERS,

BLOCKING, AND ACCESSORIES) IN-KIND.

1.

REMOVE (E) SHAPED WOOD LOOKOUTS AT OVERHANGS. PROVIDE NEW

OVERHANG MATERIALS AND CONNECTION PER DETAIL 3 / S-4.

3.

CONSTRUCTION/DEMO NOTES

2. REMOVE (E) PLYWOOD OR 1x ROOF SHEATHING AND REPLACE WITH NEW 5/8" CDX PLYWOOD (OR "OSB") PI 24/0 W/ 10d COMMON NAILS @ 6", 6", 12"

(NOTE THAT SHEATHING LAYOUT SHOWN ON THE ROOF PLAN IS

DIAGRAMMATIC ONLY AND NOT TO SCALE.)

REMOVE (E) SHAPED WOOD LOOKOUTS AT OVERHANGS. PROVIDE NEW

OVERHANG MATERIALS AND CONNECTION WITHIN 4'-0" OF BUILDING

CORNERS PER DETAIL 8 / S-4.

4.

REMOVE (E) WOOD FRAMED DOOR ENTRY CANOPIES AND SUPPORTING POSTS.

REPLACE WITH NEW ALUMINUM CANOPIES PER DETAILS 2 / S-4 & 11 / S-4.

5.

(E) SHEARWALL LOCATIONS IN NORTH-SOUTH DIRECTION6.

See Note #4

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See Note #4

See Note #4

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N ot e #4

S ee

N ot e #4

See Note #4

S

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P E

S

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P E

Typical Across Roof

4'-0" 4'-0"

4' -0

4'-0"

4' -0

4' -0

4'

-0

4'-0"

5 5

712'-0"

12'-0"

1 2

Typical

Across Roof

RIDGE LINE

96'-0" V.I.F.36'-0" V.I.F.72'-0" V.I.F.20'-0" V.I.F.

'-0

" V .I.

F.

Typical Across Roof

SCALE:

1/32"=1'-0"ROOF DIAPHRAGM SHEAR DIAGRAM

REMOVE (E) PLYWOOD OR 1x ROOF SHEATHING AND REPLACE WITH NEW 5/8" CDX PLYWOOD (OR "OSB") PI 24/0 OVER 2x BLOCKING FOR EXTENT SHOWN W/ 10d COMMON NAILS @ 4", 4", 12"

7.

INSTALL TWO LINES OF ROOF NAILING OVER EXISTING SHEARWALLS.

SEE DETAIL 10/S-4.

8.

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See Note #4

See Note #4

See Note #4

See Note #4

See Note #4

See Note #4

See Note #4

See Note #4

S-3

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SCALE:

1/8"=1'-0"NORTH ELEVATION

REMOVE AND REPLACE (E) DAMAGED FRAMING LUMBER (RAFTERS,

BLOCKING, AND ACCESSORIES) IN-KIND.

1.

REMOVE (E) SHAPED WOOD LOOKOUTS AT OVERHANGS. PROVIDE NEW

OVERHANG MATERIALS AND CONNECTION PER DETAIL 3 / S-4.

3.

CONSTRUCTION NOTES

2. REMOVE (E) PLYWOOD OR 1x ROOF SHEATHING AND REPLACE WITH NEW 5/8" CDX PLYWOOD (OR "OSB") PI 24/0 W/ 10d COMMON NAILS @ 6", 6", 12" EXCEPT WHERE

SHOWN OTHERWISE (NOTE THAT SHEATHING LAYOUT SHOWN ON THE ROOF PLAN

IS DIAGRAMMATIC ONLY AND NOT TO SCALE.)

REMOVE (E) SHAPED WOOD LOOKOUTS AT OVERHANGS. PROVIDE NEW

OVERHANG MATERIALS AND CONNECTION WITHIN 4'-0" OF BUILDING

CORNERS PER DETAIL 8 / S-4.

4.

REMOVE (E) WOOD FRAMED DOOR ENTRY CANOPIES AND SUPPORTING POSTS.

REPLACE WITH NEW ALUMINUM CANOPIES PER DETAILS 2 / S-4 & 11 / S-4.

5.

PROVIDE A BID OPTION FOR MANUFACTURED ALUMINUM SUN SHADES OVER

(E) WINDOW OPENINGS AT SECOND STORY PER DETAIL 7/S-4.

10.

SCALE:

1/8"=1'-0"WEST ELEVATION

6' 16'4'2'0 8'

GRAPHIC SCALE

SCALE:

1/8"=1'-0"SOUTH ELEVATION 1

SCALE:

1/8"=1'-0"EAST ELEVATION 2

PROVIDE INFILL FRAMING AT (E) OPENING PER DETAIL 5/S-49.

PROVIDE A BID OPTION FOR MANUFACTURED ALUMINUM SUN SHADES OVER

(E) WINDOW OPENINGS AT FIRST STORY PER DETAIL 8/S-4.

11.

1 21 2

1 2

4'-0"4'-0"

4'-0" 4'-0"

10 TYP.10TYP.

10 10

11TYP.

4'-0"4'-0"4'-0" 4'-0"

10 TYP.

11 TYP.11 TYP.

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ALUMINUM DOOR CANOPY BRACE

@ 3'-0" o.c. MAX. (MUST BE ABLE TO

SUPPORT TENSION & COMPRESSION)

THROUGH-BOLTED CONNECTION.

(DESIGN BY DOOR CANOPY MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

(1) A35 EA. STUD TO

TOP PLATES FULL LENGTH

OF DOOR CANOPY

1/

2" M

IN

1/

2" M

IN

TY

P

(E) 2-2X6

TOP PLATES

(E) WALL FRAMING

1/

2" M

IN

3'-6" MAX.

ALUMINUM DOOR CANOPY

HORIZONTAL MEMBER @ 3'-0" o.c. MAX.

THROUGH-BOLTED

CONNECTION.

(DESIGN BY

DOOR CANOPY MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

(1) A35 EA. STUD TO

HEADER FULL LENGTH

OF DOOR CANOPY

- 1

'-4

(2) H2.5 CLIPS RIM TO

FLOOR JOIST EA. JOIST

FULL LENGTH OF CANOPY

EXISTING HEADER

1" M

IN

TY

P

18" MAX.

DIM. PER ARCHPLYWOOD GRADE

AND NAILING

PER PLAN

(E) 2X10 ROOF RAFTERS

2X6 FASCIA

PER ARCH

(E) FRAMING PER PLAN

PROVIDE 2X10 RIM

2X12 RIM SISTERED

TO NEW RIM

(2) #8 WOOD TOE SCREWS,

TOP & BOTTOM EACH OUTRIGGER

2X6 PRESSURE BLOCKING

2X6 OUTRIGGERS

@ 24" O.C. MAX.

A35 to Rim

ST18 @ 24" O.C. AT OUTRIGGERS

1/

2" M

IN

TY

P

ALUMINUM

SUN SHADE BRACE

@ 3-0" o.c. MAX.

(MUST BE ABLE TO

SUPPORT TENSION

& COMPRESSION)

THROUGH-BOLTED CONNECTION.

(DESIGN BY SUN SHADE MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

(1) A35 EA. STUD TO

TOP PLATES FULL LENGTH

OF SUN SHADE

1/

2" M

IN

1" M

IN

TY

P

ROOF

FRAMING

1/

2" M

IN

3'-0" MAX.

ALUMINUM SUN SHADE

HORIZONTAL MEMBER @ 3'-0" o.c. Max.

(1) A35 EA. STUD TO

HEADER FULL LENGTH

OF SUN SHADE

(E) 2-2X6

TOP PLATES+/

- 1 '-4

THROUGH-BOLTED

CONNECTION.

(DESIGN BY

SUN SHADE MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

(2) H2.5 CLIPS RIM TO

FLOOR JOIST EA. JOIST

FULL LENGTH OF SUN SHADE

(E) Header

(E) Trimmer Stud Ea. Side

(E) King Stud Ea. Side

New 2x Studs @ 16"o.c.

w/ (4) 8d toenails top & bot.

New 2x PT and AB @ 48"o.c.

SCALE:

1"=1'-0"DOOR CANOPY 11

SCALE:

1/4"=1'-0"DOOR CANOPIES PLAN VIEW 2

SCALE:

1"=1'-0"TYPICAL ROOF OVERHANG 3SCALE:

1"=1'-0"ROOF OVERHANGS AT CORNERS 8

SCALE:

1"=1'-0"SUN SHADE AT FLOOR FRAMING 9 SCALE:

1"=1'-0"SUN SHADE AT ROOF FRAMING 4

SCALE:

NONEINFILL (E) DOOR 5

1" M

IN

TY

P

18" MAX.

DIM. PER ARCHPLYWOOD GRADE

AND NAILING

PER PLAN

(E) 2X10 ROOF RAFTERS

2X6 FASCIA

PER ARCH

(E) FRAMING PER PLAN

PROVIDE 2X10 RIM

2X12 RIM SISTERED

TO NEW RIM

(2) #8 WOOD TOE SCREWS,

TOP & BOTTOM EACH OUTRIGGER

2X6 PRESSURE BLOCKING

2X6 OUTRIGGERS

@ 16" O.C. MAX.

A35 to Rim

ST18 @ 24" O.C. AT OUTRIGGERS

(E) 2-2X6

TOP PLATES

(E) WALL FRAMING

THROUGH-BOLTED

CONNECTION.

(DESIGN BY

SUN SHADE MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

A35 EACH END

BLOCKING TO STUD

FULL LENGTH OF SUN SHADE

BLOCKING AT SUN SHADE BRACE

EXISTING HEADER2

1/

2" M

IN

TY

P

ALUMINUM SUN SHADE BRACE

@ 3'-0" o.c. MAX. (MUST BE ABLE TO

SUPPORT TENSION & COMPRESSION)

THROUGH-BOLTED CONNECTION.

(DESIGN BY SUN SHADE MFR..,

USE CARRIAGE HEADS

WHERE POSSIBLE)

1/

2" M

IN

1/

2" M

IN

3'-6" MAX.

ALUMINUM SUN SHADE

HORIZONTAL MEMBER @ 3'-0" o.c. MAX.

- 1

'-4

BID OPTION: BID OPTION:

BID OPTION:

SCALE:

1"=1'-0"SHEARWALL TO ROOF FRAMING 10

EXISTING RAFTER TO

TOP PLATE FASTENERS (VIF)

EXISTING

ROOF FRAMING

WHERE OCCURS

EXISTING WALL PER PLAN

PLYWOOD GRADE AND NAILING

PER PLAN

SHEARWALL

WHERE OCCURS

PER PLAN

TWO LINES OF ROOF NAILING,

STAGGER NAILING 1/2" MAX.

3'-6"

M A

TC

H

(E ) W

ID

TH

3' -6

MATCH (E) WIDTH

DOOR ENTRY CANOPY,

AS OCCURS PER PLAN,

PER DETAIL 11/ S-4

MATCH (E) WIDTH

3' -6

(E) EXTERIOR WALL (E) EXTERIOR WALL

DOOR ENTRY CANOPY,

AS OCCURS PER PLAN,

PER DETAIL 11/ S-4

DOOR ENTRY CANOPY,

AS OCCURS PER PLAN,

PER DETAIL 11/ S-4

EAST ENTRY DOOR

NORTH ENTRY DOORNORTH ENTRY DOOR

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