HomeMy WebLinkAboutPermit File BLD-2022-0753 1211 34th Street (3) LUV LoCM J
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1211 34th Street `"
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Anacortes , Washington 3Z
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STANDARD DETAILS ABBREVIATIONS PROJECT INFORMATION
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Nailing per Plan w/Spcg. AB Anchor Bolt Mas. Masonry CLIENT:
10 TYPICAL NOTCHING & BORING O TYPICAL FLOOR / ROOF NAILING Denoted as @ A", B", C" ® TYPICAL CONCRETE SLAB JOINTS z O TYPICAL REINFORCING BAR BENDS A&B Above and Below Max. Maximum John Macartney
A= Boundary Nailing — Dimension per Details Abv. Above MB Machine Bolt 1211 34th Street
Fill w/Joint Sealant 1/8" o � Adn. Addition al MF Moment Frame The use of these plans and specifications shall be
PENETRATIONS IN TOP PLATES &SILL PLATES Edge Nailing Along Edge of B = Edge Nailing CL_ ( ) Anacortes, WA 98221
g g g g �,, 6'p, restricted to the original site for which they were prepared
C = Field Adj. Adjacent, Adjustable Mfr. Manufacture(r) and publication thereof is expressly limited to such use.
ea. Panel _ '� p p y
M t y R d Z
am
Space Notches @ 1-1/4"O Max. Bored Holes = �? -0 Alt. Alternate (ive) Min. Minimum, Minute ARCHITECT/DESIGNER: Reproduction or publication by any method,in whole or in
72" o.c., Min. iv Boundary Nailing @ Edge Cont. Panel Joint 0 0 0 0 I� Appd. Approved Mod. Modif(y), (ication) Alexei Ford Design Build part,is prohibited. Title to these plans and specifications
x Q - remain with Alpine Engineering,LLC. without prejudice.
of Floor/Roof Frmg. Perp. to Frmg. Arch. Architect(ural) Mtl. Metal 228 E. Maple Street Visual contact with these plans and specifications shall
.. ........ . Avg. Average N/A Not Applicable constitute prima facie evidence of the acceptance of these
Exp. Joint 2 d O 4d g ry. BoundaryA of pplicable restrictions.
2-1/2" Min. (360)220-5452
_ _ - _ _ Bldg. Building Nat. Natural
— 9 g
= L Engineer of Record:
L L 12d for#6 & Larger Blk . Block in NTS Not to Scale
MSTA24, Center 3-1/2 1 -0 Min. 1 -0 Min. Li_ o . _ _ _ _ _ _ (g) ( g)
.. = L CU
L) — _ _ _ _ _ = 0 0 0 0 6d for#5 & Smaller
on Notch = — _ = o ' a Bm. Beam o/ Over
Max. o
_ ._ . I y
o C ' O
BN Boundary Nailing oc On Center
- - L: - rY 9
a�
O B O Bottom of OD Outside Diameter ,
o . Su ested Notes: J
0 1 Pour
Space Notches r
n - - - N
Q B B Others n Opening
@ o
'. O Ot e s O O e
- - - � Y g•
2 O Max. Bored Holes
1. Pour Slab in Alt. Bays, 12 0 S . Max.
Y q
72 o.c. Min.
- - - - I Dimension er Details �.
- - - - - - - _ _ _ _ X Bot. Bottom Opp. Opposite ,�
2. Slab May be Poured Monolithically if
x - Sawcut @ 12'-0" Max. Ea. Way w Brg. Bearing Opt. Optional
2"d Pour Btwn. Between Para. Parallel
_ _ 3. Exp. Joints Locations per ARCHITECT, DESIGN PARAMETERS
N _ _ _ �� - UNO. STANDARD TIES &STIRRUPS STANDARD END HOOKS BW Both Ways PCF Lbs per Cubic Ft.
. I .o
} Cant. Cantilever ed Pen. Penetrate tion 4083
( ) ( ) ,+
- - Bar Size D H A rox. Bar Size D J -��
pp ) 'Py
- - - - � :�• - - - - - - CIP Cast in Place Perf. Perforated APPLICABLE CODES: �
, „ „
„ „ „
t
- CJ Ceiling Joist Perim. Perimeter� - #3 1 12 #3 214- / 3 / 3
12 - - - 9 MSTA26 Center 5 / 1 0 Min. 1 o Min. - TYP. PENETRATION THROUGH FOUNDATION 2o18IBc T
N I.:..
5
O C PCompletei n t Per Perpendicular
on Notch Max. - : �:�:� - - - #4 2 3 #4 3 4" J Jo p.
- - - - - �:#.. The 2018 International BuildingCode IBC is the
Ftg. Reinf. per Plan & Penetration PI Panel Index governing code in the State of Washington which
_ _ _ _ _ _ _ #5 2-1/2 3-3/4 #5 3-3/4 5" g g g
Details CL Center Line PJP Partial Joint Pen. references:
Space Notches @ #6 4-1/2" 4-1/2" #6 4-1/2" 6" CI Ceiling PL Plate
72" o.c., Min. 3"O Max. Bored Holes This Panel Joint Not Cont. Field Nailing Typ. to g• g ASCE 7-16
Provide Blkg. & Edge All Frmg. Members #7 5-1/4" 5-1/4" #7 5-1/4" 7" CMU Conc. Masonry Unit PLF Lbs per Linear Ft. NDS 2018
° #8 6" 6" #8 6" 8" Col. Column PI. Plate AC1318-14
x Nailing at Perp. Panel JointsL Provide BN @ SW's & °' Com. Common Ply. Plywood
`° as Occurs per Plan AISC 14r"EDITION
>� �., g p Collector/Drag Members as 06 Note: Comp. Component Prep. Prepare, (tion)
SW as Occurs per Plan Occurs per Plan q_1AP
0 All Bar Bend Diameters & End Lengths Must Conc. Concrete Press. Pressure SDPWS 2015
71 M Conform to the CRSI Manual of Standard Practice Conn. Connection Proj. Project STRUCTURAL LOADS
N Const. Construction Prop. Property
m RoofLoads
MSTA26, Center 5-1/2" V-0" Min. V-0" Min. O Cont. Continue (ous) PSF Lbs per Square Ft. Dead Loads (DL) 16 psf
on Notch Max. TYPICAL 2x TOP PLATE SPLICE STD. DEVELOPMENT LENGTHS & LAP SPLICES Ctr. Center PSI Lbs per Square In. Live Loads (LL) 20 psfd Penny PT Pressure-Treated Snow Loads (S) 25 psf
Dbl. Double R Radius Floor Loads-T
NOTCHING LIMITS FOR WOOD STUDS BORING LIMITS FOR WOOD STUDS Before Next Splice: Yp /1�2x4 Dbl. TP-4'-0" Splice w/ (30) 16d Nails Defl. Deflection Rec(s). Recommendations) V/2x4- (30) 16d Nails ,_ U oebl. Ties @ ea. Dead Loads (DL) 15 psf2x6 Dbl. TP- 5 4 Splice w/ (46) 16d Nails Duct or Pipe Peeraon Deg. Degree Rect. Rectangular
2x6- 46 16d Nails Bot. Reinf. Bend Loc. U .E Live Loads (LL) 40 psf
( ) per Mech. or Plumb. Plans g Demo. Demolish (tion) Ref. Reference p
Ties: Floor Loads- Deck
Dep. Depressed) Reinf. Reinforce(d), (ment), ■� i-'
DO NOT Locate Pen. w/n (� Ftg. Reinf. = (1) Bar T&B, Use U .� Dead Loads (DL) 10 psf
L ° � � DF Douglas Fir (ing)
24" of Any Holdowns #3 Vert. w/ 180 Hook ea. End Dia. Diameter Req(d). Require(d)
Live Loads (LL) 60 psf ._
0.6w 0.4w 1 Ftg. Reinf. > (1) Bar T&B, Use
Max. Max. Splice TP over U #3 Stirrup w/ 135° Hooks @Top Diaph. Diaphragm Reqs. Requirements +�+ N
ol w w O O Stud, Typ. Stagger Adj. Class A Splices Ld Dif. Different Ret. Retain(ing) SOILS VALUES (Table 1806.2) Cl)
5/8" 5/8" 2Ld Min., or Use Class B* Splices Dim. Dimension RJ Roof Joist
Bearing Pressure 1500 psf ♦,
NAIL SPLICE
MULTI-PLY BEAM SCREW SPACING Dist. Distance RR Roof Rafter
� X X Min. Min. Concrete ONLY DJ Deck Joist RW Redwood M a)
�? o �? o (A) " Min. Btwn. DL Dead Load SAD See Arch Dwg's
`^� w 6" Min. End CONCRETE MASONRYIt
Strap ES Break in TP Distance Fasteners Dwg. Drawing Sched. Schedule CA
2x4- MSTA24 (2) 16d @ 16" oc 1-7/16" Min. Bar Length of Lap, Ld Embed. of Bar Length of Embed. of (E) Existing Sgl. Single V
2x6- MSTA36 o o Edge Dist. Size Class A Class B Hook, L Size Lap, Ld Hook, L Ea. Each Sht Sheathing
0.4w 0.25w O do p do g. glot
Max. Max. ° ° c 4" Min. Btwn. #3 16" 21" 7" #3 15" 5" EF Each Face Sim. Similar WIND DESIGN BASIS Q
° - 5/8 Min. EFP Equivalent Fluid SIP Str. Insulated Panel Ultimate Wind Speed, V 110 mph
° rn Non-Staggered #4 22" 28" 9" #4 26" 7" p uLr p
Stagger o Rows gg Pressure SM Sheet Metal Nominal Wind Speed, VASD 85 mph
in #5 27" 35" 11" #5 40" 9" Elev. Elevator, Elevation SMS Sheet Metal Screw
Risk Category II
0 o Embed.Embed(ed), (ment) SOG Slab on Grade g Y
Non-BearingBearing &/or Non-Bearing Bearing &/or #6 32" 42" 14" #6 74" 10" Exposure B
9 9 9 A-W B-W C-W Engr. Engineer Spec. Specifi(ed), (cations)
Interior Wall Exterior Wall Interior Wall Exterior Wall #7 38" 49" 16" #7 101" 12" Importance Factor, IW 1.00
STRAP SPLICE Nominal Screw Length Allowable Load (Lbs)@ 12"o.c. (2 Rows) FOR Engineer ui Record Std. Standard
#8 43 56" 18" #8 131 13 Eq. Equal, Equivalent Stl. Steel
A-W 3-3/8" 1600(Either Side) ES Each Side Struc. Structure, (al)
B-W 5" 1200(Head Side)/900(Point Side) EW Each Way SW Shear Wall SEISMIC DESIGN BASIS
TYPICAL SHEAR WALL FRAMING NOTES: O TYPICAL SHEAR WALL FRAMING C-W 6-3/4" 1065(Head Side)/800(Point Side) Exp. Expand, Expansion Sym. Symmet(ry), (rical)
(A) TYPICAL WOOD FRAMED OPENING Seismic Design Category D
1. Single sided shear walls may be placed on EITHER side of the framed wall. Ext. Exterior T&B Top and Bottom Site Class D
2. Sill plates on masonry or concrete to be pressure treated per Timber/ Lumber specifications. Sill plate thickness per SW Sched. Roof Frmg. per Plan Typ. Door Typ. Wndw. Fdn. Foundation T&G Tongue and Groove Seismic Factors
3. Wall studs and blk are required at all adjoining panel edges. Thickness of wall studs and blk at panel edges per SW Sched. FF Finished Floor Temp. Temporary
9• q 1 9 p 9 9• p 9 p SS/St 1.140/0.405
Cont. Dbl. 2x Top Roof Shtg. per Plan Dbl. TP per Specs. All Nailing to Conform FJ Floor Joist Thk. Thick ness
4. Where plywood is applied on both faces of a wall, edge nails shall be staggered on adjacent panel edges OR panel joints shall be Length of SW p p ( ) SDS/`SDI 0.912/0.512
Plate, Splice per w/the Governing Flr Floor in Thru Through
offset to fall on different framing members. Plywood joint and sill plate nailing shall be staggered in all cases. per Plan Roof BN (g) ( g) Risk Category II
5. Plywood panels shall butt along centerlines of framing members. Minimum plywood dimension for shearwall shall be 12". 8/S-1.1 �� Building Code Table FOC Face of Concrete TN Toe-Nail Revision:
..... Solid Blkg. per Details 2304.10.1, Typ. FOM Face of Mason TP To Plate Importance Factor, le 1.00
6. Nails shall be located at least 3/8"from all panel edges. Masonry p Resisting System: Wood Shear Walls
7. The use of nuematic nail guns for shear wall nailing is subject to continued satisfactory obsite performance and subject to the = = = FOS Face of Studs T-O Top of
P 9 9 1 rY 1 P 1 Response Mod.
review and approval b the Engineer of Record and/or Building Inspector. If the nail heads penetrate the outer I more than = _ _ = FOW Face of Wall TOB Top of Beam
pp Y 9 g p p ply = _ _ Coefficient, R 6.5
SW BN Re d. SW BN to To PI.
q @
p
A35 Re d. To Frmg. Framing TOC To of Concrete
would normal hand held hmmr, or minimum distances r notthe performance will m - - - - - - - - q @ p 9 9 p ou d be o a o a a d e d a e , o e u edge d s a ces are o a pe o ace be deemed - - - _ - _ _
Design Base Shear V 0.140W
- Panel Edges &
9
9
I
Blk . to To PI. Shear
of Dbl. Stud Ft. Foot Feet TOG To of Grade
as unsatisfactoryand the continued use of pneumatic nail for shear wall nailing will not be permitted. - - - - - - - 9 p
p 9 p g p Analysis Procedure: E v. Lateral Force
- - - Entire Perim. of SW
TransferH w. r W
T . Ft . Footing TOM To of Mason
d eS
8. At all bearingwalls both exterior and interior walls not noted as shear walls continuous full depth blocking shall be provided - - - - - Typ. 9 g p Masonry - -( ) p g p - - - - - _ _ _ _ _ _ _ _ = p (ASCE716,T. 12.61)
Ga. Ga a Gau e TOS To of Steel
- Sched. ,
between joists and rafters with LTP4 or A35 to to plates 32 oc at floors and 48 oc at roofs unless noted otherwise per Ian. „ 9 9 p
- - - 12 oc Field Nailing Header per Plan
9
Galv. Galvanized TOW To of Wall
9. Refer to materials specifications for additional framing requirements. . . P
p 9 q
- - - - - - - - Re d. Int. of
q @
- - - - - - - - - - - Upper sw per Plan H E ET INDEX
- - - - - - - - - - - pp p GB Grade Beam TRU To Remain S
Panel Use Dbl. King Stud GC General Contractor Unchanged
Floor Sht per Plan g
_ _ = 9 p „
> -
- Sans 8 0
G Gypsum Trmr. Trimmer Stud
HEAR WALL LEGEND ,S G
ht . P Panel Y Y TYPICAL HEAR WALL INTERSECTIONS TI N - - - - - - - - s a e
LY C S S C O S - - -
g 11 - - -
S-1.1 Structural Title Sheet
= Sill PI. to Blk ./Rim
UNO per Plan
O - - Hldn. Holdown T Typical
- - - g p Typ. Yp
T INTERSECTION "T"INTERSECTION HD STRAP . Shear Transfer Hdw. S 1.2 Structural Specifications
_ _ _ = Hdr. Header UNO Unless Noted p
. Cont. Stud or Blk
HD Strapfrom Abv. Alin 9.
g
TYPICAL OR WITH HD = per SW Sched. Hdw. Hardware Otherwise
HD Strap & Post as
Panel Ed es
Use Dbl. Trmr. Stud
p
w/HD Post Blw. - - -
@ 9
H r. Hanger Vert. Vertical
9 9 -
I P Headers 6x10 S 2.1 Foundation and Floor Framing Plan
Occurs per Ian - - - 'II I.- - - - - SW BN to Si P
r W ,Frmg. e S @ P g
9 p
- - - - - _ _ _ - - _ - - = Hor iz . Horizontal VIF Verify in Field
- - 4 x12 or Larger, ( ) fY
HD to Blw. - - -
- - - Sched. 9 , -
S 2.2 Roof Framing Plan
- - - I g
= _ = Floor BN Ht. Height VWA Verify with Arch
UNO per Plan g
SW Type, Refer to SW ID Inside Diameter w/ With
Yp , Solid Blk . or Rim per
Proj. Engr.: D. Shapiro
PT Sill Plate Size g p
In. Inch es w/n Within S 3.1 Structural Details
Sched. for Sht Nailing, . _ _ Inch(es)
9•, 9, - - - - Details
A35 Re d. Bot.
16d or SDS Tranfer q I @
Pro'. Mn r.. B. Hausmann
- � per SW Sched.
J 9- P- - - - - Ins Ins ect ion w/o Without
AB s Transfer Hdw. Etc. SW BN T - .2 tr t r I D t it
YP•
P• p ( ) S3 S ucua eas
v- . of Dbl. Kin Stud
er SW Sched. - - 9
p SW BN to To P.
- - p In Interior W W r w
i
t. S Wood Screw- - - Date: 9 Sept. 2022 Scale: NTS
HD P r Plan T Post e a &
Length f W Min. - - - - - - - - -
p Typ_
t o S
SW BN T - Inv. Invert Inverted Wndw. Window
Yp
- - - Blk . to To PI. Shear
- - - - - - - - - - - - HD Sched. 9 p
¢ 16d or SDS TranferWeightAlpine En 2 e . Job No.: 2 053
Jst. Joist Wt. P 9
P - - - - - - Tr n f r H w. r W
HD & Post as ase d e S
HD Strapfrom Abv. NOT
per SW Sched.
- - P
p = 0 K Kips 1 000 pounds) WWF Welded Wire Fabric
_ _ _ _ - - _ - HD as Occurs per ill PI. r p , p
Occurs er Plan - - - - - p Sched. S per Specs ( )
Cont. to Level Blw. Alin p
g = _ _ Plan KLF Kips per Linear Ft. Yd. Yard
Li Post Blw. to Match HD Post
"L"INTERSECTION 2x4 WALLS "L"INTERSECTION 2x6 WALLS Lower SW per Plan King King Stud
Abv. & BN per SW Type p - KP King Post @ At STRUCTURAL
FORCOIlgcO HD to Blw. HD Strap & Post as HD Strap & Post as AB Size,Spacing, PT Sill Plate & Dbl. 2x Sill @ Wndw. KSF Kips per Square Ft. ° Degrees
y O { Occurs per Plan ��Occurs per Plan and PI. Washer per Anchorage per Specs. Recommended Non-Str. Int.Wall Hdr. Opng, KSI Kips per Square In. > Greater Than TITLE SHEET
& SW Sched. Lb(s). Pound(s) < Less Than
SW Sched. San 2x4 Wall 2x6 Wall
ans for Specific Transfer& p LL Live Load # Number, Pound(s)
Retighten AB s Prior
Detail at each Shear Wall Location HD Anchor per HD <4'-0" Dbl. 2x4 Flat Dbl. 2x6 Flat Loc. Location / Per
Sched. _ to Closing in Hdw. LW Light Weight % Percent(age)
�4 ��' o� ® 16d or SDS Tranfer — < 6'-0" 4x4 4x6 Flat ±
COR �` per SW Sched. ® 16d or SDS Tr
r IIII= Plus or Minus
o Ln
e
N�r s SW BN, Typ. per SW Sched. < 8'-0" 4x6 6x6 �
N o SW BN, Typ. Span in Feet Equals Beam
a� HD & Post per Plan > 8'-0" p
De th in Inches
a)InHD & Post per Plan SHEAR WALL ELEVATION SHEAR WALL SECTION
(n N DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
ROD AND REBAR EPDXY INSTALLATION GENERAL NOTES CONCRETE ROUGH CARPENTRY ENGINEERED LUMBER
1. Special inspection is required, unless specifically noted otherwise. Special inspection 1. The following notes, details, schedules & specifications shall apply to all phases of this 1. All concrete shall have: 1. Refer to latest edition of the the Governing Building Code, Table 2304.10.1. for all minimum 1. Glu-laminated Beams (GLB):
services shall conform to the Governing Building Code, Chapter 17 and shall be provided by project unless specifically noted otherwise. Notes and details on the structural plans shall (a) an ultimate compressive strength (fc)of 3,000 psi at 28 days (UNO). nailing requirements. (a) shall be 24F-V4 for simple single spans and 24F-V8 for beams that are cantilevered .I.,an ICC certified inspector or Building Department approved engineer. The Building take precedence over general notes and typical details. Where no details are given, (b) a maximum slump of 5" at point of placement. 2. Refer to individual sections for applicable material specifications. &/or continuous over interior supports. They shall have the following min. properties: V :3N o J
Department reserves the right to waive or require the special inspection requirements construction shall be as shown for similar work. (c) a W/C ratio of 0.55 or less for all slabs, walls, and columns, and 0.60 or less for all 3. Fabricate, size, install, connect, fasten, bore, notch, and cut wood and plywood with joints i. Fb = 2400 psi W - N I-- Q
[Governing Building Code sections 1704.1 & 1704.4 Nothing in these plans waives the 2. All drawings are considered to be art of the contract documents. The Contractor shall be foundations. true, tight, and well-nailed, screwed or bolted as required, all members to have solid bearing ii. Fv= 265 psi 0 rn c l3
[ 9 9 ]• 9 � p 9 p 9 q 9 P � � c �
Building Department's right to require special inspection at any point and on any material. responsible for the review and coordination of all drawings and specifications prior to the start (d) a normal dry-weight density(UNO). without being shimmed, unless noted otherwise. Set horizontal members subject to bending iii. Fc= 650 psi Q
2. Epoxy for anchoring bolts, rods, and reinforcing bars shall be as follows: of construction. Any discrepancies shall be brought to the attention of the Engineer prior to 2. Special inspection is NOT required as the foundations have been designed with f'c= 2,500 with the crown up. Install framing plumb, square, true and cut for full bearing. Splices are not iv. E = 1800 ksi U N
?� V
(a) Concrete: Hilti HIT RE 500 v3 (ICC ESR-3814), Hilti HY 200 (ICC ESR-3187), or the start of construction so that a clarification can be issued. Any work performed in conflict psi in accordance with the Governing Building Code, section 1705.3, exceptions 1, 2.1, and permitted between bearings. Use full lengths unless otherwise specified. (b) shall not be notched, cut or drilled without prior approval from the Engineer m D
Simpson SET-3G (ICC ESR-2508). with the contract documents or any applicable code requirements shall be corrected by the 2.3, unless explicitly specified herein, on the structural plans, or by the Building Department. 4. Metal framing angles, anchor, clips, straps, ties, holdowns, etc. shall be mfg by Simpson (c) shall have exterior glue and weather-treatment prior to installationZ aV
(b) Full Grouted Masonry: Hilti HY 200 (ICC ESR-3187), or Hilti HY 70 (ICC 2682), or Contractor at no expense to the Owner or Engineer. As a minimum, special inspection is always required on: Strong-Tie Co. No substitutions shall be permitted without prior approval of the Engineer. (d) shall be fabricated by an approved manufacturer. An A.I.T.C. Certificate of Z N t �_
Simpson SET-3G (ICC ESR-2508). 3. All information on existing conditions shown on the structural plans are based on best (a) structural slabs, flat plates 5. All walls are to have continuous double 2x top plates spliced as followings unless specifically Compliance shall be given to the building inspector prior to installation IIIIIIIIIIIIIIIIIIIIIIIII co
(c) Hollow Cell Masonry Units and Unreinforced Masonry: Hilti HY 70 (ICC 2682), or present knowledge available, but without guarantee of accuracy. The Contractor shall be (b) walls, columns, beams noted otherwise on the plans and details. (e) shall have factory standard camber, except where noted otherwise on the plans �; _
Simpson ET-HP (ICC ESR 3372). responsible for the verifications of all dimension and conditions at the site. Any discrepancies (c) piles, caissons 6. Wall Studs: 2. Laminated Veneer Lumber(LVL) : a)
p 9 p ( ) 9 P epoxy ( ) specifically p g9 ( ) g properties: m J
3. Anchors shall be installed in accordance with the manufacturers printed installation between actual site conditions and information shown on the drawings or in the specifications d welding of reinforcement, installation of mechanical bars lice devices, a ox a Unless s ecificall noted on the Ian and details, use the following guidelines for wall a shall be 1-3/4 minimum thickness with the following minimum ro erties: W _
instructions by qualified personnel trained to install epoxy anchors. shall be brought to the attention of the FOR prior to the start of construction. application framing: i. E = 1900 ksi W >
4. Holes for post-installed anchors shall be drilled with a carbide tipped concrete/masonry drill 4. Refer to the Architectural plans for the following: When required or specified, special inspection services shall conform to the Governing i. Use 2x4 studs at 16" oc for walls less than 9'-0"tall. ii. Fb = 2600 psi V
bit using an electro-pneumatic hammer drill bit set in "rotation and hammer" mode. Hole (a) Dimensions Building Code, Chapter 17 and shall be provided by an ICC certified inspector or Building ii. Walls 9'-0"to 16-0"tall shall be constructed of 2x6 studs at 16" oc iii. Fv= 285 psi Z
diameter shall be 1/8" larger than the anchor diameter specified, unless noted otherwise. For (b) Size and location of all interior and exterior wall locations. Department approved engineer. The Building Department reserves the right to waive or iii. Request specifically engineered wall details for walls greater that 16'-0"tall. iv. Fc (parallel) = 2500 psi IIIIIIIIIIIIIIIIIIII
installation in brick or hollow cell masonry units with a screen tube, the hole diameter shall be (c) Size and location of all floor, roof and wall openings require the special inspection requirements [Section 1704.1 and 1704.4] . Nothing in these 7. Blocking: v. Fc (perp.)= 750 psi 0
1/4" larger than the anchor diameter, unless noted otherwise. (d) Size and location of all drains, slopes, depressions, steps, etc. plans waives the Building Department's right to require special inspection at any point and on (a) Provide min. one row of nominal 2"thick blocking of same width as stud, fitted snugly vi. Ft (parallel) = 1500 psi
5. DO NOT drill through existing reinforcing. A small diameter test hole shall be drilled at the (e) Specification of all finishes &waterproofing any material. and spiked into studs at mid-height of partitions or walls over 8' high. vii. Specific Gravity= 0.50 Z
installation location. If existing reinforcing is encountered, the installation location shall be (f) All other non-structural elements 3. Testing of materials used in concrete construction must be performed as noted on structural (b) All foundation cripple walls (or"pony walls") less than 14" in height shall be solid (b) shall be fabricated by an approved manufacturer W E
relocated to avoid conflict and the abandoned hole shall be filled with non-shrink grout or 5. Refer to the mechanical, electrical and plumbing plans for the following: plans or at the request of the Building Department to determine if materials are quality blocking. (c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid v
drypack. For holes drilled into columns and beams, remove the rebar cover in order to (a) Size and location of all equipment specified. Tests of materials and of concrete shall be made by an approved agency and at (c) Refer to shearwall section for additional blocking requirements. blocking at all bearing points L:
positively identify the rebar location such that the holes avoid the rebar. Other (b) Pipe runs, sleeves, hangers and trenches the expense of the contractor; such tests shall be made in accordance with the standards 8. Notching: (d) shall be nailed in accordance with mfg's specifications. Unless otherwise approved, a)
non-destructive means may be used to identify the positions and depth of reinforcing. (c) All other mechanical, electrical or plumbing related elements listed in the Governing Building Code, Table 1704.4. When testing of concrete is required, (a) Is not permitted of any structural member without prior approval nailing into the top edge shall not be spaced any closer than: c
6. Holes shall be cleaned of dust and debris by blowing with 90 psi oil-free compressed air, 6. DO NOT scale structural plans. Contractor shall use all written dimensions on Architectural four(4)test cylinders shall be taken from each 150 yards, or fraction thereof, poured in any (b) In exterior and bearing walls, notches shall not exceed 25% of the stud depth. i. 16d @ 6" oc, 1 Old @ 4" oc, and 8d @ 3" oc .5
brushing with a wire brush two times, and blowing with compressed air again to achieve a plans. one day. One (1) cylinder shall be tested at seven (7) days; two (2) at 28 days; one (1) shall (c) Non-bearing partition walls, notches shall not exceed 40% of the stud depth. ii. When nailing must be reduced, stagger rows a minimum of 1/2" apart while 4)
relatively dust-free wall surface. 7. Construction materials shall be uniformly spread out if placed on floor or roof so as to not be held in reserve. If Contractor elects to have additional tests performed for"early-break" (d) Successive notches in the same member shall be spaced a min of 18" apart. maintaining proper edge distances. 4)
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7. The base material shall be a minimum of 28 days old, within a temperature range of 50°F- overload the framing. Load shall not exceed the design live load per square foot. It is the results, additional test cylinders must be taken. At no time shall the Contractor instruct the 9. Boring: (e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or E
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100°F, and dry at the time of epoxy installation. The base material shall have a minimum Contractor's responsibility to provide adequate shoring and/or bracing as required. testing agency to perform tests on a schedule different than above without the prior (a) Is not permitted of any structural member without prior approval 1/4" lag screws in accordance with manufacturer's specifications. M
strength as follows: 8. Specifications and detailing of all waterproofing and drainage items, while sometimes shown authorization of the Engineer. Contractor is responsible for complying with applicable testing (b) In exterior and bearing walls, holes shall not exceed 40% of the stud depth. (f) shall not be cut, notched or drilled without specific written approval of the EOR. (: §
(a) Concrete: 2,500 psi on the structural plans for general information purposes only, are solely the design requirements of theBuilding Department. Copies of all test reports shall be provided to (c) Non-bearing partition walls, may be drilled not greater than 60% of stud depth. (g) Per ESR-1387 Section 5.3 "The products must be limited to covered end-use
(b) Full Grouted Masonry: 1,500 psi responsibility of others. Engineer and Building Department for review in a timely manner. (d) Successive holes in the same member shall be spaced a minimum of 18" apart. installations with dry conditions of use in which the in-service equilibrium moisture 1
8. Fill each hole 1/2-2/3 full with epoxy, starting from the bottom of the hole to prevent air 9. The Engineer will not be responsible for and will not have control or charge of construction 4. The Contractor shall remove and replace any concrete which fails to attain specified 28 day 10. Bearing: concent is less than 16 percent."
pockets. Withdraw the nozzle as the hole fills up with epoxy. Insert clean, oil-free anchor, means, methods, techniques, sequences or procedures, or for safety precautions and compressive strength if so directed by the Engineer. Any defects in the hardened concrete (a) Provide a min. of 1-1/2" of bearing for all 2x joists and hdrs 4x10/6x8 &smaller. 3. Laminated Strand Lumber(LSL) :
turning slowly until the anchor contacts the bottom of the hole. DO NOT disturb anchor until programs in connection with the construction delineated by these plans. It should be shall be repaired to the satisfaction of the Engineer and/or Architect or the hardened (b) Provide a min. of 3" of bearing for all beams and hdrs 4x12/6x10 & larger, UNO on (a) shall be 1-3/4" minimum thickness with the following minimum properties: The use of these plans and specifications shall be
fully cured. Cure time shall be per the manufacturer's installation instructions. understood that the Contractor or his/her agent(s)shall supervise and direct all work and concrete shall be replaced at the Contractor's expense. plans. i. E = 1550 ksi restricted to the original site for which they were prepared
shall be solely and completely responsible for all construction means, methods, techniques, 5. All concrete work shall conform with the Governing Building Code, Chapter 19. (c) Members bearing on prefabricated hangers are to have full bearing and nailing per ii. Fb = 2325 psi and publication thereof is expressly limited to such use.
TRUSSES Reproduction or publication by any method,in whole or in
sequences, procedures and conditions on the job site, including safety of all persons and 6. All cement shall be Portland Cement Type I or II and shall conform to ASTM C 150. manufacturer's specifications. iii. Fv= 525 psi part,is prohibited. Title to these plans and specifications
1. Refer to the structural and architectural plans for additional design loads and conditions. property during the entire period of construction. Periodic observations by the Engineer, his 7. All aggregates shall conform to ASTM C33. Maximum aggregate sizes: 11. Posts: iv. Fc (parallel) = 2615 psi remain with Alpine Engineering,LLC. without prejudice.
Bottom chords shall be designed to resist a minimum ceiling live load of 10 psf. staff or representatives are not intended to include verification of dimensions or review the (a) Footings: 1-1/2" (a) Posts inside walls shall bear on sill plates and shall be continuous between top and v. Fc (perp.)= 900 psi Visual contact with these plans and specifications shall
2. Truss calculations and details shall be submitted to the Architect/Engineer and the building adequacy of the Contractor's safety measures on or near the construction site. (b) All other work: 3/4" bottom plates, unless specifically noted otherwise. vi. Ft (parallel) = 1070 psi constitute prima facie evidence of the acceptance of these
department for review and approval prior to fabrication. restrictions.
p pp p 10. Modifications of the plans, notes, details and specifications shall not be permitted without 8. Where not specifically detailed, the minimum concrete cover on reinforcing steel shall be: (b) Provide posts under all beams, girders or double joists equal to the width of the vii. Specific Gravity= 0.50
3. All trusses shall be fabricated in the shop of a licensed fabricator approved by the governing prior approval from the Engineer. (a) Permanently exposed to earth or weather supported member. (b) shall be fabricated by an approved manufacturer Engineer of Record:
building department. 11. All workmanship shall conform to the best practice prevailing in the various trades performing i. Cast against earth: 3" (c) Posts on upper levels are to be stacked on posts of equal size at levels below, (c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid
4. Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the work. The Contractor shall be responsible for coordinating the work of all trades. ii. Cast against forms: 2" unless a larger post is specified on the plans. blocking at all bearing points {)�
the following information located within 2 feet of the center of the span on the face of the 12. It is the Contractor's responsibility to ensure that only approved structural Tans are used b Not exposed to earth or weather d Vertical) oriented blocking ("squash blocking") shall be used to full transfer the post d shall be nailed in accordance with mfg's specifications. Unless otherwise approved,
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bottom chord: p Y Y pp p ( ) P ( ) Y 9 ( q 9 ) Y P ( ) 9 p ' : m;
during the course of construction. The use of unapproved documents shall be at the i. Slabs, walls,joists: 3/4 area through floors to foundation. Vertical blocking shall be equal to floor thickness nailing into the top edge shall not be spaced any closer than: .�� .S//
(a) Identity of the company manufacturing the truss contractor's own risk. Corrections of all work based on such documents shall be performed at ii. Beams, girders, columns: 1-1/2" plus 1/16". i. 16d @ 6" oc, 10d @ 4" oc, and 8d @ 3" oc X� '-.
(b) the design load, and the Contractor's expense. 9. The minimum lap splice length for all reinforcing steel shall be as noted in the typical details (e) Headers framing into continuous posts without trimmer studs shall be supported in ii. When nailing must be reduced, stagger rows a minimum of 1/2" apart while _� fi
(c) the spacing of the trusses. 13. These plans and specifications represent the structural design only. No information nor on sheet S-1.1. All lap splices to be staggered. Simpson HUC hangers unless noted otherwise on the plans. maintaining proper edge distances.
5. Walls: warranty is provided for the work of any other Consultant (Architect, Mechanical, Electrical, 10. All reinforcing steel, anchor bolts, dowels, inserts, and any other hardware to be cast in (f) Posts when isolated, shall be seated in Simpson post or column bases, unless noted (e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or
(a) Trusses shall bear on exterior walls only unless specifically noted otherwise. etc.). This includes, but is not limited to, waterproofing, drainage, ventilation, accessibility, or concrete shall be well secured in position prior to foundation inspection. All hardware to be otherwise on the plans 1/4" lag screws in accordance with manufacturer's specifications.
b All interior walls shall be non-bearing unless specifically noted otherwise.
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( ) 9 p Y dimensions. installed in accordance with respective manufacturer's specifications. Refer to architectural 12. Roof Framing: (f) shall not be cut, notched or drilled without specific written approval of the EOR. 0,, op4. :
(c) All approved interior bearing locations shall be specifically noted on the structural and structural plans for locations of embedded items. a Provide wood joists, as specified, laid with the crown u and aced as indicated. Per ESR-1387 Section 5.3 "The products must be limited to covered end-use I SI
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plans. FASTENERS 11. Locations of all construction joints, other than specified on the structural plans, shall be (b) Provide a minimum of 1-1/2" end bearing unless otherwise shown. installations with dry conditions of use in which the in-service equilibrium moisture OATAL
6. Bearing: 1. Nails: approved by the Architect and Engineer prior to forming. Construction joints shall be (c) Provide full depth solid 2x blkg or cross-bridging between the joists at 8' oc max. concent is less than 16 percent."
(a) Securing of bearing walls, unless noted otherwise, trusses shall be secured at all (a) shall be with "common" nails unless noted otherwise. thoroughly air and water cleaned and heavily roughened so as to expose coarse aggregates. (d) Provide all cricket framing required to achieve positive drainage per Arch. 4. Parallel Strand Lumber(PSL) :
bearing points with Simpson seismic anchors (e.g. H1) . (b) shall not be driven closer than 1/2 their length nor closer than 1/4 of their length to All surfaces to receive fresh concrete shall be maintained continuously wet at least three (3) (e) Install plywood panels with the face grain across the framing and close joints and nail (a) shall be 2-1/2" minimum thickness with the following minimum properties:
(b) Interior non-bearing walls shall be isolated from the trusses with Simpson truss clips the edge or end of a member, except for sheathing. hours in advance of concrete placement. Unless specifically detailed or otherwise noted, at each support. Fully nail with common nails per the plans. i. E = 2000 ksi
(e.g. STC, DTC, HTC4)or approved equal. (c) shall be installed in pre-drilled lead holes if necessary to avoid splitting. construction and control joints shall be provided in all concrete slabs-on-grade. Joints shall (f) Plywood panels shall not be less than 4'x 8' except at boundaries and changes in ii. Fb = 2900 psi
(c) Trusses to be manufactured with necessary camber to account for dead load (d) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or be located such that the area does not exceed 400 sq. feet. framing direction, where the minimum panel dimension shall be no less than 24", iii. Fv= 290 psi
deflections and eliminate accidental bearing on interior non-bearing walls. copper when in contact with preservative-treated wood. 12. The Architect, Engineer and appropriate inspectors shall be notified in a timely manner for a unless all edges of undersized panels are supported by and fastened to framing iv. Fc (parallel) = 2900 psi
7. Blocking and bracing shall be installed per manufacturer's recommendations. As a minimum, i. When used in exterior applications, nails shall have coating types and weights in reinforcement inspection prior to the placement of any concrete. members or blocking. v. Fc (perp.)= 750 psi
the trusses shall be blocked at the following locations: accordance with the treated wood or bolt manufacturer's Recs. A Min. of ASTM 13. The Contractor shall obtain approval from the Architect and the Engineer prior to placing (g) Provide Simpson "PSCL" clips at all plywood joints perpendicular to framing. Provide vi. Ft (parallel) = 2025 psi
(a) All bearing points A653, type G185 zinc-coated galvanized steel (or equiv.) shall be used. sleeves, pipes, ducts, chases, coring and opening on or through structural concrete beams, clips midway between framing members at the unsupported edges of plywood when vii. Specific Gravity= 0.50
(b) Along ridge ii. When used in an interior, dry environment in SBX/DOT or zinc borate walls, floors, and roof slabs unless specifically detailed or noted on the plans. All piles or members are spaced at 24" oc or greater. If clips are not used, provide solid blocking (b) shall be fabricated by an approved manufacturer 4)
8. Erect trusses according to the approved shop drawings. Lift members only at designated lift preservative-treated wood, plain carbon nails shall be permitted. conduits passing through concrete members shall be sleeved with standard steel pipe for joints perpendicular to framing. (c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid
points. Provide erection bracing to keep the members straight and plumb as required to (e) All nailing shall conform to the Governing Building Code, Table 2304.10.1. sections. 13. Floor Framing: blocking at all bearing points 0
assure adequate lateral support for individual members and the entire system until the 2. Lag screws: 14. The Contractor is responsible for design, installation, maintenance and removal of all (a) Provide wood joists, as specified, laid with the crown up and spaced as indicated. (d) shall be nailed in accordance with manufacturer's specifications. Unless otherwise r
sheathing is applied. (a) shall be installed into pre-drilled lead holes. Lubricant (or soap) shall be used to formwork. Forms shall be properly constructed, sufficiently tight to prevent leakage, (b) Provide a minimum of 1-1/2" end bearing unless otherwise shown. approved, nailing shall not be spaced any closer than: �♦
facilitate installation and prevent damage to the screws. sufficiently strong, and braced to maintain their shape and alignment until no longer needed (c) Provide full depth solid 2x blkg or cross-bridging between the joists at 8' oc max. For i. Narrow face: 16d @ 6" oc, 10d @ 4"oc, and 8d @ 3" oc Q
(b) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact for concrete support. Joints in formwork shall be tightly fitted and blocked, and shall produce floors framed with I joists, refer to the mfg's s ec's for blkg requirements. ii. Wide Face: 16d 8" oc, and 10d & 8d 6" oc C
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with preservative-treated wood. a finished concrete surface that is true and free from blemishes. Forms for exposed concrete (d) Provide full depth solid 2x blocking between the joists under all walls and partitions iii. When nailing must be reduced, stagger rows a minimum of 1/2" apart while INIIIIIIIIIIIIIIIIIIIIII
i. When used in exterior applications, bolts shall have coating types and weights in shall be pre-approved b the Architect to ensure conformance with design intent. where the wall or partition is perpendicular to the floor framing (including floors maintaining proper edge distances 4-J 0
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accordance with the treated wood or bolt manufacturer's rec's. A minimum of 15. Remove form work in accordance with the following schedule: framed with I joists) (e) shall not be cut, notched or drilled without specific written approval of the EOR. a) r-
ASTM A653, type G185 zinc-coated galvanized steel (or equal)shall be used. (a) Forms at slab edge: 1 day (e) Install plywood sheathing with the face grain across supports, end supports (f) Per ESR-11387 Section 5.3 "The products must be limited to covered end-use Q W
ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- b Side forms at footings: 2 days staggered, and the edges of sheets centered over supports. If T&G plywood issused, installations with dry conditions of use in which the in-service equilibrium moisture � M
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treated wood, plain carbon screws, nuts, and washers shall be permitted. (c) All other vertical surfaces: 7 days blocking need not be provided at all plywood edges (UNO per plan). If T&G plywood concent is less than 16 percent." W =
3. Bolts: (d) Beams, columns, girders: 15 days is not used, blocking shall be provided at all plywood edges. Glue plywood to joists 5. Plywood I Joists: 4-'
(a) shall conform to ASTM A307, UNO specifically on plans and details. (e) Elevated slabs: 28 days and fully nail with common nails per the plans. (a) type and manufacturer shall be clearly noted on the plans. Substitutions shall not be � M 0
(b) shall be installed in pre-drilled holes a max of 1/16" larger than the specified bolt dia. Engineer reserves the right to modify removal schedule above based on field observations, (f) Plywood panels shall not be less than 4'x 8' except at boundaries and changes in permitted without prior approval of the Engineer. T_ G)
(c) when installed against wood surfaces, shall have standard washers under the heads concrete conditions, and/or concrete test results. framing direction, where the minimum panel dimension shall be no less than 24", (b) shall be installed in accordance with applicable code approvals and mfg's spec's. 4) T_ It
and nuts. 16. All concrete (except slabs-on-grade 6" or less)shall be mechanically vibrated as it is placed. unless all edges of undersized panels are supported by and fastened to framing (c) shall bear a minimum of 1-3/4" at all end supports, and 3-1/2" at intermediate r N V
(d) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact Vibrator to be operated by experienced personnel. The vibrator shall be used to consolidate members or blocking. supports. Provide full depth solid blocking at all bearing points. M
with preservative-treated wood. the concrete. The vibrator shall not be used to convey concrete, nor shall it be placed on 14. Shear Walls: (d) shall be installed with intermediate blocking or bridging as specified by the Mfr. Only lot C
i. When used in exterior applications, bolts shall have coating types and weights in reinforcing and/or forms. (a) Refer to plans for all shearwall locations, length type and nailing. omit intermediate blocking when specifically allowed by the Mfr. Q
accordance with the treated wood or bolt manufacturer's rec's. A minimum of 17. Concrete shall be maintained in a moist condition for a min. of five (5)days after placement. (b) Refer to Shearwall Schedule on title sheet for additional information. (e) shall not be cut, notched or drilled without specific written approval of the EOR.
ASTM A653, type G185 zinc-coated galvanized steel (or equal)shall be used. 18. Concrete shall not be permitted to free fall more than six (6)feet. For heights greater than six (c) Shear wall lengths specified on plans are minimum required. U
ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- (6)feet, use tremie, pump or other method consistent with applicable standards. (d) Shear walls to be nailed with common nails. All nails to have minimum 3/8" edge FOUNDATIONS treated wood, plain carbon screws, nuts, and washers shall be permitted. 19. When specified ultimate compressive strength is greater than 2500 psi, Contractor shall distance to panel or framing member. 1. Refer to Structural Design Parameters section on sheet S-1.1 for all soil design values used cc
4. Anchor Bolts: submit mix designs to Architect and Engineer for approval seven (7) days prior to placement. (e) Where 3x framing is required per the shear wall schedule, stagger edge nailing. in calculations.
(a) shall be installed at all exterior walls and all interior shear and/or bearing walls. Mix designs shall be prepared by an approved testing laboratory. Sufficient data must be (f) Oriented Strand Board (OSB) may be used in lieu of plywood. 2. Soils values per Table 1806.2 of the latest edition of the Governing Building Code. 2
(b) shall be 1/2" diameter with 3x3x0.229" steel plate washers at shearwalls. provided for all admixtures. 3. Unexpected Soil Conditions: Allowable values and subsequent foundation designs are based
(c) shall be 1/2" diameter with 2x2x3/16" steel plate washers at non-shearwalls. 20. Refer to Architectural plans for locations of all dimensions, slab depressions, slopes, drains, TIMBER/ LUMBER on soil conditions which are shown by test borings. Actual soil conditions which deviate
(d) shall have 7" minimum embedment. (Contractor to coordinate length of bolts with sill curbs, and control joints. 1. All structural lumber shall be Douglas Fir-Larch, S4S and shall conform to the Governing appreciably from that shown in the test borings shall be reported to the Engineer
plate thicknesses). Building Code, section 2303.1.1. immediately.
(e) shall conform to ASTM A307. REINFORCEMENT 2. The minimum lumber grade of each member shall be as follows (unless specifically 4. All compaction, fill, backfilling and site preparation shall be performed in accordance with
(f) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact 1. Reinforcing steel shall be to deformed, clean, free of rust, grease or any other material likely notedotherwise on plans and details) : project soils report or the Governing Building Code Chapter 18 &Appendix J. All such work
with preservative-treated wood. to impair concrete bond. (a) 2x studs, blocking, plates: Stud shall be performed under the supervision of the building official.
i. When used in exterior applications, bolts shall have coating types and weights in 2. All bars shall conform to ASTM A615, Grade 60 minimum (UNO on structural plans). All weld (b) 2x joists#2 or better 5. Excavate to required depths and dimensions (as indicated in the drawings), cut square and
accordance with the treated wood or bolt manufacturer's rec's. A minimum of wire fabric (WWF)shall conform to ASTM A185. (c) 4x and 6x beams or posts#2 or better smooth with firm level bottoms. Care shall be taken not to over-excavate foundation at lower Revision:
ASTM A653, type G185 zinc-coated galvanized steel (or equal) shall be used. 3. Reinforcing steel that is to be welded shall conform to ASTM A706. All welding of (d) All members larger than 6x are per plan elevation and prevent disturbance of soils around high elevation.
ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- reinforcement shall be subject to special inspection. It is recommended (but not required unless noted on plans)that all exposed members be 6. Foundations shall be poured in neat excavations.
treated wood, plain carbon screws, nuts, and washers shall be permitted. 4. Contractor shall take necessary steps (standard ties, anchorage devices, etc.)to secure all Select Structural or better and free of heart center due to visual characteristics. 7. Excavate all foundations to required depths into compacted fill or natural soil (as per plans ZL
(g) shall not be spaced greater than 72" oc Refer to shearwall schedule for specific reinforcing steel in their true position and prevent displacement during concrete placement. 3. All lumber in contact with concrete or masonry shall be pressure treated Douglas Fir. and details)and as verified by the building official and/or soils engineer.
anchor bolt spacing requirements. 5. Fabrication, placement and installation of reinforcing steel shall conform to: Whenever it is necessary to cut, notch, bore or splice pressure treated material, all newlycut 8. All foundations shall be inspected and approved by the appropriate building official and/or a L
(h) shall be placed a maximum of 12"from wall corners, wall ends, and sill plate splices (a) Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice surfaces shall be thoroughly painted with the same preservative. representative of the soils engineer prior to forming and placement of reinforcing or concrete.
(but not less than 7 dia.) , and a min. of two bolts per piece of sill plate is required. (b) the Governing Building Code, Section 1907. 4. Maximum moisture content for all structural members shall not exceed 19%. 9. Foundations shall not be poured until all required reinforcing steel, framing hardware,
(i) shall be secured in place prior to foundation inspection. 6. Shop drawings for fabrication of reinforcing steel shall be approved by the Contractor and 5. All plywood sheathing shall be CDX grade (or better) Douglas Fir with exterior glue. All sleeves, inserts, conduits, pipes, etc. and formwork is properly placed and inspected by the L
5. Powder Actuated Shot Pins: submitted to the Architect and Engineer for review and approval prior to fabrication. Shop sheathing shall conform to the Governing Building Code Standard 23-2 and grade-marked by appropriate building official/inspector(s).
(a) shall be installed at all interior non-bearing, non-shearwalls. drawings are not required for slabs-on-grade or foundations unless specifically noted on the the American Plywood Association (APA). Panel index to be 40/20 for floors and 24/0 for 10. It is the responsibility of the contractor in charge of framing to properly position all holdown L
(b) shall be 0.145xY with 1.5" diameter steel washers. structural plans. roofs unless specifically noted otherwise on the plans and details. bolts, anchor bolts, column bases, and all other cast-in-place hardware. Refer to typical
(c) shall not be spaced greater than 32" o.c. 7. Heating of reinforcing steel to aid in bending and shaping of bars is not permitted. All bends details. All hardware to be secured prior to foundation inspections.
in reinforcing steel are to be made cold. All bend radii shall conform to CRSI Manual of 11. The sides and bottoms of dry excavations must be moistened just prior to placing concrete.
Standard Practice. Conversely, de-water footings as required to remove standing water and to maintain optimum
8. Refer to Concrete and Masonry notes for specific minimum splice length and splice working conditions.
staggering requirements. Lap welded wire fabric(WWF) reinforcement two (2) modules 12. The Contractor shall be solely responsible for all excavation procedures including lagging,
minimum (UNO). All splices are to be staggered. shoring, and the protection of adjacent property, structures, streets, and utilities in ZL
accordance with all federal, state and local safety ordinances. The Contractor shall provide
for the design and installation of all cribbing, bracing and shoring required. Proj. Engr.: D. Shapiro
Proj. Mngr.: B. Hausmann
Date: 9 Sept. 2022 Scale: NTS
Alpine Eng. Job No.: 22053
14�9�o4ogCoDECo�A STRUCTURAL
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SPECIFICATIONS
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I I I I I I Denotes Structural Scope, Typ. The use of these plans and specifications shall be
Li restricted to the original site for which they were prepared
and publication thereof is expressly limited to such use.
Reproduction or publication by any method,in whole or in
part,is prohibited. Title to these plans and specifications
L——— ———————————————————— -- remain with Alpine Engineering,LLC. without prejudice.
I I ___ _______ ___________ _ I $ 2 I Visual contact with these plans and specifications shall
L Isr I S-3.1 14'0" constitute prima facie evidence of the acceptance of these
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————————— --- — ------
I Engineer of Record:
a)
Contact FOR Prior to
(N)Truss Installation if
I I Interior(E) Footing Does I I
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Revision:
GENERAL FRAMING NOTES 0
(N) Beams (per Call-out)
(E) Beams (to Remain)
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise 0
All 4x& 6x Lumber to be DF#2, Unless Noted Otherwise
on Plan GENERAL FOUNDATION NOTES
Floor sheathing to be 3/4" plywood or OSB, T& G, PI 40/20, e. SHEARWALL SCHEDULE
Foundations per International Building Cod Table 1806.2
glued and nailed w/ 10d commons at 6", 6", 12" r----_LE)_Foundation to Remain ---
At the request of the client(or client's agent), Alpine Engineering , z
All Walls to have Continuous Double Top Plates, has designed the foundations in conformance with Table 1806.2. I I DESCRIPTION NAILING TRANSFERS
All Splices to be per Detail 8/S-1.1 If the building official determines that expansive soils are
present, or other geologic issues of concern, then they may NO. SHEATHING PANEL BLKG11 DBE. SILL PANEL SIZE SPC'G 1/2"ID3 SDS4 A35, LTP4,5'6'' tsd 16d$
N Deck Joists-- PT 2x8 D.F. #2 16" oc E�Slab-on-Gra�de �� SIDED PLATE B'DRY AB Screw or LTP5 Toenail
,. ( ) @ require that special provisions be made to the foundation design ( Proj. Engr.: D. Shapiro
in Simpson U Hangers. (UNO) to safeguard against damage due to the expansiveness or due to emain 15/32" CDX Plywood N N 2x 2x 8d 6" 31" 20" 33" 5" 6"
other geologic issues. If this becomes the situation, all Proj. Mngr.: B. Hausmann
(E) Framing (to Remain) foundation construction must be halted and the client, at their �N�cundation & Stemwall per Details 15/32" CDX Plywood Y N 2x 2x 8d 4" 21" 13" 23" 3" 4" Date: 9 Sept. 2022 Scale: 1/4"=1'-0"
own expense, shall: (a) obtain a soils report prepared by a Soils
Engineer licensed in the state of the project; (b) commission Alpine Eng. Job No.: 22053
FOOTNOTES:
`� , Denotes Ste In Framin — — — — — — — — — —
p g• Alpine Engineering to revise the foundation plans and details, 1. All nails to be COMMONS or GALVANIZED BOX. All"field"nailing to be 12"oc, LINO.
Step Ht. & Extent per Arch. and framing plans if necessary, to reflect the recommendations 2. All transfers to be installed into min. 1-1/2"thick members,UNO.Where clips are spaced less than 6"oc,stagger clips on each
Waterproofing, flashin &finish details per Architecturals. of the soils report; (c) submit the revised plans to the Building Side of wall. FOUNDATION AND
g' p Department for approval. 3. All anchor bolts to be embeded 7"into concrete foundations,with 3"x3"x0.229"thick plate washers,minimum.Washers may be s
Ov,CODES, (N) Slab-on-Grade lotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate washer.Washers shall extend within FLOOR FRAMING
�4�4 Y OVA{ See General Notes & Specifications for additional per Details HOLDOWN SCHEDULE 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides,plate washers shall be alternated to each
w 1 O See General Notes & Specifications for additional side of plate.[Governing Bulding Code,Section 2308.3.2][AF&PA SDPWS 4.3.6.4.3] PLAN
�y requirements and material specifications. p 4. Simpson SIDS 1/4"x4-1/2"Screws through 2x sill,or SIDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum
� requirements and materials specifications. HOEDOWN / ANCHOR/ P g g
q p TYPE MIN. POST DETAILS 1-3/4"thick members(rim and/or blocking).[ICC ESR 2236]
All dimensions per Architectural plans Denotes Ste in Slab-on-Grade STRAP EMBEDMENT
All dimensions per Architectural plans p 5. See details for permitted transfer clip types and locations.
'y `'� Contractor to VERIFY all dimensions w/Architectural plans Step Ht. & Extent per Arch. SSTB16/ 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal.
NC. S� `off PRIOR to commencement of construction. Contractor to VERIFY all dimensions w/Architectural 1❑ HDU2 (2)2x 6/S-3.1 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails.
13 Min. 8. 16d common nails through✓�C`r COR plans PRIOR t0 commencement Of construction. the sill plate to rim member or blocking.
rofilLLD I Contractor shall verifyall existing conditions prior to Wood Framed Wall Above See S-2.2 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2"apart.
g p ( ) FOOTNOTES:
cv g Contractor shall verify all existing conditions prior to construction 10. Install screws into Glulams or solid sawn member. ESL,LVL,or PSL members are NOT acceptable,LINO.
N D- construction & contact Engineer and Architect regarding any 1. Shared holdowns to be installed per detail 11/S-1.1, Typical Shearwall 11.For Blocked shearwalls,all
6; discrepancies. & contact Engineer and Architect regarding any discrepancies. Intersections, (LINO) panel edges must have flat 2x4(min.)blocked and nailed as per boundary nailing spacing. S �201
CL
N M
(n N DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
LUV LoCM J
iC+ N � Q
N 00 00
J t
UaN
� EM
N F_
Area inside Dashed Box 11 c U)
Denotes Structural Sco e, T S-3.1 7
W J
�- G W-OQ� ------- -D �Q --- -- - �Q�C) >
I I
6x10 Z
U
y Dropped p
p 10
S-3.1
-LLRoof Framin -- -
per Notes I Z
W E
oo a oo 0, oo a O
00- m o I++
L L tl
10 9 I L:
I S-3.1 S-3.1 I I 4)
r----------------------- S13 1 ------------------L
I
1 I I 15
I S-3.2 I
S-3.1 3
I (N) Roof Framing
II per Notes
Area inside Dashed Box
I I ,( Denotes Structural Scope, Typ. The use of these plans and specifications shall be
Li L - ---------- restricted to the original site for which they were prepared
I I 19 ---------- \ and publication thereof is expressly limited to such use.
1- Reproduction or publication by any method,in whole or in
�' I 1 --------- ----------�- part,is prohibited. Title to these plans and specifications
I I I I I remain with Alpine Engineering,LLC. without prejudice.
Li ------------ -------- - I Visual contact with these plans and specifications shall
+� I s13 1 14'0" I I constitute prima facie evidence of the acceptance of these
-- -----------------
---------- 6 restrictions.
--------------------------- I 0 ---------
I � I +o 2 2x6
---- -----------
IEngineer of Record:
Hdr. I
e
IN L I 18 I I I 11114��, Ilk ,
NIA I I I N = I S-3.1
I L o y I I I = 1
_ I I ,a�
I �Z CID -T-\\\\ 13 wa �
I 17 1
ICN
'
j I 14 _�
Li
I
I I I I
-------------------- S-3.1
---------------� 20
--------------------- �/ S-3.1
r- ------ ---------- ------------------------ ----------- N �
------ _ -
I
I I I I 1
Existing roof system is o� I �I N
interesting, and may ;; 0
require additional ���� I I V
design work where it 2 to E I -I�
I ` � � E I � I I
blends to new roof w;� ~ Ir 1 m I I 13 Q,
sections, based on site w
conditions. /T� I I O
�F_ U) C
i t
/ I I 18 I I I N N
S-3.1 +� I I t
S-3.2
GLB 24F-V4 5-1/2 x 12
----- // I �- Hdr.
L--------------------S--3-.1q6,
---------i _i I1II iIIiI III 2-,8„ N QO
)RoofFramin ----------------f------------(
6per Notes
----------
°°X � V�C
j I (E)Trusses to
I I I Remain
1 1 ----------
- I 3 I
4 S-3.2
I
S-3.2 - ------ I
L-----------I-----------�
Area inside Dashed Box
Denotes Structural Scope, Typ.
Revision:
GENERAL FRAMING NOTES
(N) Beams (per Call-out)
(E) Beams (to Remain)
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All 4x&6x Lumber to be DF#2, Unless Noted Otherwise
Denotes Approximate Areas Of Overbuild. Overbuild on Plan SHEARWALL SCHEDULE
Framing Consists of 2x8 Ridge, 2x6 Rafters, with 2x4 Roof sheathing to be 5/8" plywood or OSB, PI 40/20,
Vertical Supports @ 48" o.c., Staggered. nailed w/ 10d commons at 6", 6", 12" WALL SCHEDULE DESCRIPTION NAILING' TRANSFERS2
All Walls to have Continuous Double Top Plates, 11 s a e,6,�
TRUSS DRAWINGS All Splices to be per Detail 8/S-1.1 Stud wall locations per ArchltecturalS. DBE. SILL PANEL 1/2"(1i sos A35,LTP4, 16d $
P NO. SHEATHING PANEL BLKG. SIZE SPC'G 16d Proj. Engr.: D. Shapiro
p p SIDED PLATE B'DRY AB Screw or LTP5 Toenail
Manufactured truss (i.e. prefabricated truss) drawings are
required. Truss drawings must be received b the Architect N Roof Rafters-- 2x8 D.F. #2 24 oc (E)Wood-Framed Wall to Remain
q 9 Y �-�------�--� � 15/32" CDX Plywood N N 2x 2x 8d 6" 31" 20" 33" 5" 6" Proj. Mngr.: B. Hausmann
(or designer) in time to ensure adequate coordination with in Simpson LUS Hangers, Typ. (UNO)
Structural Engineer. Refer to the Material Specifications for Date: 9 Sept. 2022 Scale: 1/4"=1'-0"
9 p „ (N) Non-Struc. Wood-Framed Wall 4 15/32" CDX Plywood Y N 2x 2x 8d 4" 21" 13" 23" 3" 4"
Pre-Fabricated Roof Trussed Others a 24 oc Y
additional requirements. Truss drawings shall include (but �------ � Alpine Eng. Job No.: 22053
are not limited to)the following: All Truss to Truss Hangers per Mfr., Typ. (UNO)
Wall Thickness per Arch. FOOTNOTES:
1. All connections related to trusses (i.e. truss to truss, (E) Framing (to Remain) Min. 2x4 D.F. Stud @ 16"O.C. 1. All nails to be COMMONS or GALVANIZED BOX. All"field"nailing to be 12"oc, LINO.
conventional framing to truss, truss to top plate, etc. 2. All transfers to be installed into min.1-1/2"thick members,LINO.Where clips are spaced less than 6"oc,stagger clips on each
2. All related bracing for trusses. (N) Struc. Wood-Framed Wall side of wall. ROOF FRAMING
Waterproofing, flashing, &finish details per ArchiteCturalS. 3. All anchor bolts to be embeded 7"into concrete foundations,with 3x3x0.229 thick plate washers,minimum.Washers ma be s
co�E 3. Any camber needed to minimize excessive deflection. y
FOR cp lotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate washer.Washers shall extend within
4. Adequate design to prevent any lateral movement. Wall Thickness per Arch. PLAN
See General Notes & Specifications for additional „ HOEDOWN SCHEDULE 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides,plate washers shall be alternated to each
5. Adequate design to sustain any vertical load. p Min. 2x6 D.F. Stud @ 16 o.c. side of late.[Governing Buldin Code,Section 2308.3.2 AF&PA SDPWS 4.3.6.4.3
, p [ g g ][ ]
6. The builder agrees to hold the Architect or Designer) & requirements and material specifications. 4. Simpson SDS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum
g ( g ) HOEDOWN / ANCHOR/ g g
the Engineer harmless for omissions due to delayed Provide wall length continuous full depth solid TYPE MIN. POST DETAILS 1-3/4"thick members(rim and/or blocking).[ICC ESR 2236]
9� Y All dimensions per Architectural plans STRAP EMBEDMENT
receipt of truss drawings. blocking (where floor joists perpendicular) or double 5. See details for permitted transfer clip types and locations.
�`gCOR �� Contractor to VERIFY all dimensions w/Architectural plans floor joist (where joists parallel)for all walls above. HDU2 (2)2x SSTB16/ 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal. g
PRIOR to commencement of construction. 13 Min. 6/S-3.1 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails.
�roxLnnzse� 8. 16d common nails through the sill plate to rim member or blocking.
All truss engineering, drawings, truss types, and detailed Walls above
Contractor shall verify all existing conditions prior to 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2"apart. S �202
c�g Y 9 P �--------------------------- FOOTNOTES:
0 o shop drawings shall be approved by the project engineer �_ _________ 10. Install screws into Glulams or solid sawn member. LSL,LVL,or PSL members are NOT acceptable,LINO.
cal 0- construction & contact Engineer and Architect regarding any ------------------------ 1. Shared holdowns to be installed per detail 11/S-1.1, Typical Shearwall 11.For Blocked shearwalls,all
rn N prior to the installation of the trusses. discrepancies. (shown for clarity) Intersections,(UNO) panel edges must have flat 2x4(min.)blocked and nailed as per boundary nailing spacing.
CL
N M
(n N DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
Roof Boundary
Nailing �' Ln M J
Framing Below Roof Trusses V :3 N o Q
By Others (2) 16d per J N o 00
2x4 Flat UJ J U rn o :3N �
2x10 Sleeper @ Wood Chamfer Strip Q
Overbuild Boundary c V
(Area of Overbuild (2) 16d as Required per 2x4 Flat 2x4 Flat @ Railing by Others �' EM
�� #3 @ 18" oc at 4" Slab-On GradeM24 o.c. Simpson ST18 Strap Deckin er Arch g p Mid-Depth of Slab 71 CV' Per Plan
Sheathing A35 Sheathe and Nail @ 48 o.c.f � r r- f I
per Plan f I per Shearwall LUS Hangers Deck Frmg. per Plan = •
2x Rafters, Typ. Below a�
LU —
J
�• �• r � r, ;� Deck BN i � � ��r.� _ �� .�� r.k; ��'r.k _ �� .��_ —
.2x8 Ridge, Typ. IT
f f . Cont. Plywood
or Provide LTP4
Vis ueen Type Moisture �1
2x Rim per q Yp
.'r , . ;- , ; ,;- ' 2x4 Gable Brace @ 60" o.c. per SW Schedule Specs Barrier per Arch or Soils Compacted,Clean
,i rf Report Free-Draining Material
Orient Brace @ 35 to 55 degrees
Z
,r Shearwall
,' Subgrade Prep. per Soils W E
Boundary Nailing O
/ { . • . • f . • f - • .} f ,r A35 @ 48rr oc Beam per Plan Report& Specs. v
Finish Eave & 2x Backing Shearwall Ridge Beam per Plan a)
Fascia per Arch. per Plan
16d 16 o.c. Roof Rafters per Plan ,r
@ Balloon Framed
2x4 Verts Spaced
as Shown 24" Min. 24" Max. 4)
c
.Q
17 TYP. OVERBUILD FRAMING � 3 SHEARWALL AT GABLE END 9 RAFTER TO RIDGE BEAM 5 DECK END CONNECTION � TYPICAL SLAB ON GRADE 3
The use of these plans and specifications shall be
Shearwall Post PT SIII PI. &AB's per restricted to the original site for which they were prepared
(N)
Roof Trusses by per Plan (2-2x Min.) Specs. & SW Sched. and publication thereof is expressly limited to such use.
Others Reproduction or publication by any method,in whole or in(N)A35 Spaced as SW as Occurs per Plan
Existing Wall to Remain part,is prohibited. Title to these plans and specifications
remain with Alpine Engineering,LLC. without prejudice.
Strap New Plates to Type 6 Shearwall per Roof Framing per Plan Visual contact with these plans and specifications shall
Existing w/ST6236 SW Schedule Simpson Holdown
Roof Boundary Nailing per Plan Install per constitute prima facie evidence of the acceptance of these
(N) Roof Boundary Mfr. Specs. SOG per Plan & Details Shear Wall BN restrictions.
Nailing Chamfered 2x Blocking Shearwall per Plan Engineer of Record:
at Bearing Line #4 Cont.
(N) Finish Eave and w/ (3) 16d Each End
Fascia per Arch. #4 @ 18rr oc EW
6" Conc. Stem w/7EE W 3.�
1 3/4" Ede
Distance Min. _ aterproofing o
Drainage B O
{
Eq. Eq. Appd. Finish Grade
(E)2x10 Ceiling Joists 16d 6"o.c. Eave and
New Wall er Plan Toes @
p and 3/4"T&G Sheathing Fascia per Simpson SSTB Anchor Bolt
to Remain Beam per Plan Arch.
(E)Wall to Remain 900 Hook @ Bot. — I I °
(N)A35 Spaced per Type 6 of Verts, Alt. m (D
Shearwall per SW Schedule Direction
Top and Bot. from (E)2x10 Foundation per Plan c _
Deepen as Necessary =__- c�
Blkg to (E)Top Plate and (E) P rY o _ °r° z
Roof Sheathing to Provide 3" Cover of AB (2)#4 Cont. 00
Elevation Veiw
Ftg. Width m U
per Plan
� 8 NEW WALL TO EXISTING WALL � 4 SHEAR TRANSFER TO TRUSSES � O RAFTERS TO ROOF BEAM 6 SSTB HOEDOWN TO FOUNDATION 2 EXTERIOR FOUNDATION WALL �
V
Floor Boundary Nailing (E)Wall Where Occurs
2x8 Ledger w/(3) 1/4" Dia. x 3" (E) Floor Framing to
Valley Beam per Plan �� N Roof Sheathin per Plan N Roof Framin Remain
(N) g p ( ) g Beam per Plan SDS Screws @ 16"o.c.
Verify Placement and �� per Plan p (E) 2x (Min.) Rim to Remain
Angles per Arch (N) Roof Field Bend Vert. Reinf. Into +�
Framing in A35 Spaced Per Type 6 Slab V♦ 4 C
Hangers per Shearwall in SW Schedule, �� SOG per Plan & Details 4 N
Plan Blkg. to Roof Sheating,
II and Blkg. to Top Plate. o
II IAI '
II II 110, }i
D °
#4 Cont. \ M N
— ° 6" Conc. Stem w/
Valley Beam in Hanger �� BC Cap to Fit Floor Framing and #4 @ 18" oc EW r N O
aterproofing V
to Truss per Plan King Post per Plan Orientation per Plan rDrainage BO Eq. Eq. Appd. Finish Grade
I I
Io
I I
I I
(E) Foundation to lot
I I
Remain
(E)Trusses
0 0 III- O
to Remain in 90 Hook @ Bot. �,
(N) Gable ;; BC Cap to Fit m co
End Truss By ;; (N) HUCQ (N) Fascia per Arch.
Others ;; Hangers to of Verts, Alt. (D
Fit Direction
(E) Exterior Sheathing ° ====o 0r° z
I I
Wall per Plan (2)#4 Cont. 00
I I
I I •
Beam per Plan
Ftg. Width v
per Plan
19 VALLEY BEAM TO GABLE END TRUSS 5 SHEAR TRANSFER AT EXISTING ROOF KING POST TO BEAM 7 (N) TO (E) FLOOR FRAMING ATE FOOTING 3 SLAB AT DOOR OPENING Revision:
0
Roof Trusses by Others
RBC per SW Schedule
Roof Boundary Nailing Post per Plan
Slope Top to Drain -----
Drill &Simpson SET-3G Simpson CBSQ to Fit,
Finish Eave and Epoxy#4 x 30" Long ----- UNO per Plan
Roof Sheating per Plan Fascia per Arch. #3 Ties 12" o.c.
Roof Boundary SW Boundary Nailing
Nailing (E)Trusses to Remain Roof Frmg. per Plan Form 12" Square or _
(E) Sheathing to Remain Shearwall per Plan Use 12" Sona Tube 00 Proj. Engr.: D. Shapiro
16d T&B @ 16"o.c. 2x At Shearwalls (Sheathing May be Placed on Either Side of Wall) Pro Mn r B. Hausmann
Roof BN 1 g
Ledger(or Truss)to Blocking
Roof Trusses by Others Date: 9 Sept. 2022 Scale: NTS
2x Rim per #4 @ Alpine Eng. Job No.: 22053
-7
12" o.c. E.W.
(N)A35 (or LPT4 on Other Side) Spaced Specs. Roof Boundary Nailing (3 Bars E.W. Min.) _ oo w
per Type 6 Shearwall per SW Schedule iv
4., ' STRUCTURAL
o
cobE A35 48" oc
eog � @ Beam per Plan DETAILS
Y O�rA�� (N) Roof Trusses By Others I (4)#4 Vert. Bars o
G (E)Wall to Remain Finish Eave and Existin
Fascia per Arch. , g i New w/8" Hooks U
Per Plans
'4COgC o� RBC @ 48" o.c.
�roxLn At Non-Shearwalls S �301
20 SHEAR TRANSFER AT ROOF STEP 16 FLAT ROOF END CONNECTION 2 SHEAR TRANSFER TO TRUSSES 8 NEW FDN. TO EXISTING FDN. 4 ISOLATED PAD FOUNDATION
DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
Overbuild Area Per Plan
Roof BN Along Cripple Wall V LO M J
Shear Wall BN J y 00 000
LU J � � Q :3
UaN
Zf
t� E M
N H
to
(N) Roof Framing per Plan
w/Blkg. @ 48" oc. W Cal J
(2) SDS Screws 2x W
Ledger into Ea Stud Z U
Sheate and Fasten Cripple Wall per
Type 6 SW. SDS From Cripple Wall to
(E) Roof Trusses to Top Plate Below, Spaced Per SW
Sched. Z
Remain
SW Boundary Nailing W O
U
A35 Per SW Schedule, or (E)Wall to Remain 4)
48" o.c. at Non Shearwalls 4)
c
c
a�
Sheathing May be Placed on Either Side of Wall c
.Q
17 ^'OT USED � 3 NOT USED 9 NOT USED 5 NOT USED � SHEAR TRANSFER TO TRUSSES 3
NOTE: (E) Roof The use of these plans and specifications shall be
Framing Above Not restricted to the original site for which they were prepared
g and publication thereof is expressly limited to such use.
Shown For Clarity Reproduction or publication by any method,in whole or in
part,is prohibited. Title to these plans and specifications
remain with Alpine Engineering,LLC. without prejudice.
Visual contact with these plans and specifications shall
constitute prima facie evidence of the acceptance of these
restrictions.
Roof Boundary Nailing
Engineer of Record:
Roof Framing
per Plan w/ Blkg. @ 48" oc
w
� r
(2) SDWS Screws to Each Stud
Cont. 2x for Length of Wall `(;f .
T
(E)Wall to Remain
� 8 NOT USED � 4 NOT USED � 0 NOT USED 6 NOT USED 2 LOW ROOF TO WALL (PARALLEL) �
t�
NOTE: (E) Roof /�
Framing Above Not W
Shown For Clarity =0 G
t C
� to
Roof Boundary Nailing t
� M 0
Roof Framing
per Plan
� a
Simpson LUS Hanger V
(3) SDWS x 4" @ E.A Stud
Cont. 2x Ledger for Length of Wall
(E)Wall to Remain
19 NOT USED 15 NOT USED NOT USED 7 NOT USED AT-
3 LOW ROOF TO WALL PERP) Revision:
0
0
0
III 0
2x Solid Blocks Boundary Nail Over
III
ST22 Straps Fully Nailed
Proj. Engr.: D. Shapiro
Proj. Mngr.: B. Hausmann
SKYLIGHT
OPENING Date: 9 Sept. 2022 Scale: NTS
Alpine Eng. Job No.: 22053
�aFoRcorl'p STRUCTURAL
All Roof Provide U Hanger to Fit Double Joist DETAILS
Framing Double Joists Each Side of Opening
I
per Plan UNO
ra x�Ln nzsS �302
20 NOT USED 6 NOT USED 2 NOT USED 8 NOT USED 4 SKYLIGHT FRAMING
DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
�pFOgCO(IECO N � Q
�y LU
evisi0 V N
t� E M
lr�Lnnss4� Area inside Dashed Box 11
Denotes Structural Scope, T . S-3.1 '@
W J
r - �Jr7b_
,-------- -D �Q --- -- Gi yU >
1
1 6x10 Z
V
1 TDropped " f1
1 -LLRoof Framin -- -
per Notes I Z
W E
L 0-1 L 1l
10 1 9
S-3.1 S-3.1 I I 4)
I �31
1 I I 15
I S-3.2 1
1 1 S-3.1 3
1 1 (N) Roof Framing
1 I per Notes
F Area inside Dashed Box
Denotes Structural Scope, Typ. The use of these plans and specifications shall be
Li L - ---------- restricted to the original site for which they were prepared
19 ---------- and publication thereof is expressly limited to such use.
1 Reproduction or publication by any method,in whole or in
-
y I I I S-3.1 ---------�-----------�- part,is prohibited. Title to these plans and specifications
remain with Alpine Engineering,LLC. without prejudice.
I ----------- 12 --------r ----------� Visual contact with these plans and specifications shall
�1Q 14'0" I I constitute prima facie evidence of the acceptance of these
-- ----------------- ---------- I S-3.1 6� I I restrictions.I +o �a� I I 2 2x6
---- ----------- i Engineer of Record:
Hdr. I
e
I Ja\ I 1 I`X L I 18
NIA 1 1 I I N � I I j,
I ` O
I Fb
�m I -G------- -------- --------------I J I 'a
I I � �
I 17 1 13
I S-3.1
1 I I I01
j I 14 j ; I I 1 I JC\4I -2'0
I I 1 I
S-3.1 ------- 20
--------------------- �/ S-3.1 I
--------T------ 1
r-L I o N---------------------------------------- ------------- .4
ILi r-----------------------
�
L---------C14
I I co I
�I o I I L N I I W
a) c\, = I
2' to E I �0
I I' ~ � I Z00 I I
WI LLJ I I 13 W
I I �
'zo
/ I I 18 co I I Il N
1 2 S-3.1 t+
1 S-3.2 // I I I I ++
1 I I GLB 24F-V4 5-1/2 x 12
----- // I �- Hdr. ' I /1 M 0
ri 1 44 1❑ I �6,
L---------------------- --- -------- i y 2,8„ + i N O
I )Roof Framin I --- 12 ---------------- ----- --- I C�
er Notes I \ I S-3.1 / M
16 I p I -------------------�/ lot C
S-3.1 I a)
� � o f X I I V
+6, o I
(E)Trusses to �
I I I I Remain 1
1 1 I 1 3 I I
4 S-3.2
I
------ I
L-----------I-----------�
Area inside Dashed Box
Denotes Structural Scope, Typ.
Revision:
A Wall Rev. add 1' 20 Oct. 2022
GENERAL FRAMING NOTES 0
(N) Beams (per Call-out)
(E) Beams (to Remain)
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All 4x&6x Lumber to be DF#2, Unless Noted Otherwise
Denotes Approximate Areas Of Overbuild. Overbuild on Plan SHEARWALL SCHEDULE
Framing Consists of 2x8 Ridge, 2x6 Rafters, with 2x4 Roof sheathing to be 5/8" plywood or OSB, PI 40/20,
Vertical Supports @ 48" o.c., Staggered. nailed w/ 10d commons at 6", 6", 12" WALL SCHEDULE DESCRIPTION NAILING' TRANSFERS2
All Walls to have Continuous Double Top Plates, 11 s a s,6,�
TRUSS DRAWINGS All Splices to be per Detail 8/S-1.1 Stud wall locations per Architecturals. DBE. SILL PANEL 1AB s e A35,LTP4, t n $
P NO. SHEATHING PANEL BLKG. SIZE SPC'G 16d Proj. Engr.: D. Shapiro
p P SIDED PLATE B'DRY AB Screw or LTP5 Toenail
Manufactured truss (i.e. prefabricated truss) drawings are
required. Truss drawings must be received b the Architect N Roof Rafters--2x8 D.F. #2 24 oc (E)Wood-Framed Wall to Remain
q 9 Y �-�------�--� � 15/32" CDX Plywood N N 2x 2x 8d 6" 31" 20" 33" 5" 6" Proj. Mngr.: B. Hausmann
(or designer) in time to ensure adequate coordination with in Simpson LUS Hangers, Typ. (UNO)
Structural Engineer. Refer to the Material Specifications for Date: 9 Sept. 2022 Scale: 1/4"=1'-0"
9 p „ (N) Non-Struc. Wood-Framed Wall 4 15/32" CDX Plywood Y N 2x 2x 8d 4" 21" 13" 23" 3" 4"
Pre-Fabricated Roof Trussed Others a 24 oc Y
additional requirements. Truss drawings shall include (but �------ � Alpine Eng. Job No.: 22053
are not limited to)the following: All Truss to Truss Hangers per Mfr., Typ. (UNO)
Wall Thickness per Arch. FOOTNOTES:
1. All connections related to trusses (i.e. truss to truss, (E) Framing (to Remain) Min. 2x4 D.F. Stud @ 16"O.C. 1. All nails to be COMMONS or GALVANIZED BOX. All"field"nailing to be 12"oc, UNO.
conventional framing to truss, truss to top plate, etc. 2. All transfers to be installed into min.1-1/2"thick members,LINO.Where clips are spaced less than 6"oc,stagger clips on each
2. All related bracing for trusses. (N) Struc. Wood-Framed Wall Side of wall.
3. Any camber needed to minimize excessive deflection. , , ROOF FRAMING
Waterproofing, flashing, &finish details per Architecturals. 3. All anchor bolts to be embeded 7"into concrete foundations with 3"x3"xo.z2s"thick plate washers minimum.Washers may be s
4. Adequate design to prevent any lateral movement. Wall Thickness per Arch. lotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate washer.Washers shall extend within
5. Adequate design to sustain an vertical load. See General Notes & Specifications for additional Min. 2x6 D.F. Stud 16" o.c. HOLDOWN SCHEDULE 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides,plate washers shall be alternated to each PLAN
q 9 Y @ 1 side of plate.[Governing Bulding Code,Section 2308.3.2][AF&PA SDPWS 4.3.6.4.3]
6. The builder agrees to hold the Architect or Designer) & requirements and material specifications. 4. Simpson SDS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum
g ( g ) HOEDOWN / ANCHOR/ g g
the Engineer harmless for omissions due to delayed All dimensions per Architectural plans Provide wall length continuous full depth solid TYPE STRAP MIN. POST EMBEDMENT DETAILS 1-3/4"thick members(rim and/or blocking).[ICC ESR 2236]
receipt of truss drawings. blocking (where floor joists perpendicular) or double 5. See details for permitted transfer clip types and locations.
Contractor to VERIFY all dimensions w/Architectural plans floor joist (where joists parallel)for all walls above. SSTB16/ 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal.
HDU2 2
PRIOR to commencement of construction. ( )2x 13 Min. 6/S-3.1 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails.
N All truss engineering, drawings, truss types, and detailed Walls above 8. 16d common nails through the sill plate to rim member or blocking.
N Contractor shall verify all existing conditions prior to 9. Install screws into 3-1/z"wide continuous member,staggered 1-1/2"apart.
r---------------------------
FOOTNOTES:
N Q shop drawings shall be approved by the project engineer �__________________________________ 10. Install screws into Glulams or solid sawn member. ESL,LVL,or PSL members are NOT acceptable,UNO. S �202
o v construction & contact Engineer and Architect regarding any 1. Shared holdowns to be installed per detail 11/S-1.1, Typical Shearwall 11.For Blocked shearwalls,all
N�, prior to the installation of the trusses. discrepancies. (shown for clarity) Intersections,(UNO) panel edges must have flat 2x4(min.)blocked and nailed as per boundary nailing spacing.
U N
0 W DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
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I I I I I I Denotes Structural Scope, Typ. The use of these plans and specifications shall be
restricted to the original site for which they were prepared
and publication thereof is expressly limited to such use.
Reproduction or publication by any method,in whole or in
part,is prohibited. Title to these plans and specifications
L--- ———————————————————— -- remain with Alpine Engineering,LLC. without prejudice.
8 2 I Visual contact with these plans and specifications shall
L--- +Q------- ----------- I S-3.1 14'0" constitute prima facie evidence of the acceptance of these
_o I fi —— s-3.1
I � restrictions.——-
rn I i 1 Engineer of Record:
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1 I — — — — — — — — - - - - - - - � II I ,
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(N)Truss Installation if I I I !�" SO I '
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Not Exist. I I I I I I
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X Framing Notes
5 Q I I 7 —� Q
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Remain
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Revision:
GENERAL FRAMING NOTES A Wall Rev. add 1' 20 Oct. 2022
(N) Beams (per Call-out)
(E) Beams (to Remain) 2L
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise 0
All 4x& 6x Lumber to be DF#2, Unless Noted Otherwise
on Plan GENERAL FOUNDATION NOTES
Floor sheathing to be 3/4" plywood or OSB, T& G, PI 40/20, e. SHEARWALL SCHEDULE
Foundations per International Building Cod Table 1806.2
glued and nailed w/ 10d commons at 6", 6", 12" r----_LE)_Foundation to Remain ----�
At the request of the client(or client's agent), Alpine Engineering , z
All Walls to have Continuous Double Top Plates, has designed the foundations in conformance with Table 1806.2. I I DESCRIPTION NAILING TRANSFERS
All Splices to be per Detail 8/S-1.1 If the building official determines that expansive soils are
present, or other geologic issues of concern, then they may NO. SHEATHING PANEL BLKG11 DBE. SILL PANEL SIZE SPC'G 1/2"ID3 SDS4 A35, LTP4,5'6'' tsd 16d$
N Deck Joists-- PT 2x8 D.F. #2 a@ 16" oc E Slab-on-Grade SIDED PLATE B'DRY AB Screw or LTP5 Toenail
,. (N) require that special provisions be made to the foundation design ( ) Proj. Engr.: D. Shapiro
in Simpson U Hangers. (UNO) to safeguard against damage due to the expansiveness or due to to Remain 15/32" CDX Plywood N N 2x 2x 8d 6" 31 20" 33" 5" 6"
other geologic issues. If this becomes the situation, all Proj. Mngr.: B. Hausmann
E Framing to Remain foundation construction must be halted and the client, at their N Foundation & Stemwall per Details 15/32" CDX Plywood Y N 2x 2x 8d 4" 21" 13" 23" 3" 4" Date: 9 Sept. 2022 Scale: 1/4"=1'-0"
(E) g ( ) own expense, shall: (a) obtain a soils report prepared by a Soils — — — — — — — —
Engineer licensed in the state of the project; (b) commission Alpine Eng. Job No.: 22053
`� , Denotes Ste in Framing. — — — — — — — — — — FOOTNOTES:
p g• Alpine Engineering to revise the foundation plans and details, 1. All nails to be COMMONS or GALVANIZED BOX. All"field"nailing to be 12"oc,LINO.
Step Ht. & Extent per Arch. and framing plans if necessary, to reflect the recommendations 2. All transfers to be installed into min. 1-1/2"thick members,UNO.Where clips are spaced less than 6"oc,stagger clips on each
Waterproofing, flashin &finish details per Architecturals. of the soils report; (c) submit the revised plans to the Building Side of wall. FOUNDATION AND
g' p Department for approval. 3. All anchor bolts to be embeded 7"into concrete foundations,with 3"x3"x0.229"thick plate washers,minimum.Washers may be s
(N) Slab-on-Grade lotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate washer.Washers shall extend within FLOOR FRAMING
See General Notes & Specifications for additional per Details HOLDOWN SCHEDULE 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides,plate washers shall be alternated to each
See General Notes & Specifications for additional f side of plate.[Governing Bulding Code,Section 2308.3.2][AF&PA SDPWS 4.3.6.4.3] PLAN
requirements and material specifications. requirements and material specifications. HOLDOWN / ANCHOR/ 4. Simpson SDS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum
All dimensions per Architectural plans Denotes Ste in Slab-on-Grade TYPE MIN. POST DETAILS 1-3/4"thick members(rim and/or blocking).[ICC ESR 2236]
STRAP EMBEDMENT
All dimensions per Architectural plans (a7 p 5. See details for permitted transfer clip types and locations.
Contractor to VERIFY all dimensions w/Architectural plans Step Ht. & Extent per Arch. SSTB16/ 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal.
PRIOR to commencement of construction. Contractor to VERIFY all dimensions w/Architectural 1❑ HDU2 (2)2x 13" Min. 6/S-3.1 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails.
plans PRIOR to commencement of construction. 8. 16d common nails through the sill plate to rim member or blocking.
N Contractor shall verifyall existing conditions prior to Wood Framed Wall Above See S-2.2 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2"apart.
g p ( ) FOOTNOTES:
o � construction & contact Engineer and Architect regarding an Contractor shall verify all existing conditions prior to construction 10. Install screws into Glulams or solid sawn member. LSL,LVL,or PSL members are NOT acceptable,UNO.
N a g g g Y 1. Shared holdowns to be installed per detail 11/S-1.1, Typical Shearwall S �201
0 discrepancies. & contact Engineer and Architect regarding any discrepancies. Intersections, (UNO) 11.For Blocked shearwalls,all panel edges must have flat 2x4(min.)blocked and nailed as per boundary nailing spacing.
Co
U co
V
� 00 DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.