Specifications (2) G•eneral notes: M ST ZO2 D//�J�O 58
BENERAL STRUCTURAL NOTES. MOM772o Ste" �O"'t)
1. THESE NOTES ARE GENERAL IN NATURE AND ARE MENDED TO SET 1. ALL CONCRETE SHALL BE HARD ROCK CONLIRit MEETING
MINIMUM STANDARDS FOR CONSTRUCTION_ THE CONTRACTOR SHALL BE REQUIREMENTS OF ACI-301, "SPECIFICATIONS FOR STRUCTURAL Note:Special inspection is not
• COMPLETELY FAMILIAR WITH THE CONTRACT DOCUMENTS AND HAVE A CONCRETE FOR BUILDINGS". MIX PROPORTIONS SHALL BE PERP P
COPY OF THEM ON SITE AT ALL TIMES. ACI-301, METHOD 2 OR TIE ALTERNATE PROCEDURE. SUBMIT MIX ' required.4,000 psi compression '
DESIGN FOR REVIEW BY STRUCTURAL ENGINEER FOR APPROVAL PRIOR
2. FOR ANY PORTION OF THE CONSTRUCTION WHICH THE CONTRACTOR IS TO CONSTRUCTION. strength is specified for
UNABLE TO ASCERTAIN THE REQUIRED CONSTRUCTION OR WHERE _ weathering protection.Structural
CONPJCCTS EXIST, R IS THE CONTRACTOR'S RESPONSIBILITY TO 2. STRUCTURAL CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM
REQUEST ADDITIONAL INFORMATION (RFI,) AND/OR CLARIFICATIONS COMPRESSIVE STRENGTH AT 28 DAYS: - design of concrete based on
BEFORE CONSTRUCTION. TYPE re -51 LIMP „/� 12,500 psi compressive strength.
3. ALL WORK SHALL BEN STRICT CONFORMANCE WITH THE 2018 ALL 4,000 psi 1-4" 0.45 5%
INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE 2019
OREGON STRUCTURAL SPECIALTY CODE(OSSC). ALL BUILDING
ELEMENTS AND COMPONENTS NOT SPECIFICALLY DETAUD N THESE 3. ALL CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% (t) I%
STRUCTURAL CONSTRICTION DOCUMENTS SHALL BE FABRICATED AND NR ENTRAINMENT BY VOLUME. AIR ENTRAINMENT SHALL BE IN
CONSTRUCTED IN ACCORDANCE WITH THE MINIMUM STANDARDS CONFORMANCE WITH ASTHI C260 AND C494.
CONTAINED N THE 2019 OREGON STRUCTURAL SPECIALTY CODE
(OSSC). 4. COLD WEATHER PLACEMENT SHALL CONFORM TO AC1-306, HOT
WEATHER PLACEMENT SHALL CONFORM TO ACI-305. MECHANICALLY
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS VIBRATE ALL FORMED CONCRETE DO NOT OVER-VIBRATE. PLACE
BEFORE CONSTRUCTION. THE ENGINEER SHALL BE CONCRETE MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL
NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. JOINTS. PROTECT ALL CONCRETE FROM PREMATURE DRYING.
5. THE CONTRACTOR. SUBCONTRACTORS AND SUPPLIERS SHALL INSURE 5. CHAMFER ALL EXTERIOR CORNERS 1/2"UNLESS SHOWN OTHERWISE.
COORDINATOR OF CONTRACTOR SUPPLIED/DESIGNED ELEMENTS AND
DEFERRED SUBMITTALS WITH ALL DESIGN DISCIPLINES WITHIN THE 6. SLUMP LIARS MAY BE INCREASED BY ADDITION Of ADMIXTURES RATIO OF THE ORIGINAL TEX CONSTRUCTION AND CANS SET.
DRAWINGS PRIOR TO COORDINATION SH,AU_ �FAABRICATIONTIFY AND RAANDCONGIE IN CONFORMANCE WITH ASTM49PROVIDED THAT THE CO44,, USEDNT IN CONFORMANCE WITH ECEIvE
CONFLICTS BETWEEN THE CONTRACTOR SUPPLIED/DESIGNED ELEMENTS DESIGN IS NOT EXCEEDED. WATER REDUCING ADMIXTURE SHALL BE
DELIVERY TO THE PROJECT SITE. THE PROJECT ENGINEER SHALL BE MANUFACTURER'S INSTRUCTIONS. SUBMIT ADMXTURES TO ENGINEER
NOTIFIED IF CONFLCTS EXIST. FOR REVIEW PRIOR TO CONSTRUCTION. MAR 8. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED NISHED 7. CEMENT SHALL BY TYPE I OR I IN CONFORMANCE WITH ASIM C150. MAR 4 2020
STRUCTURE METHODS. PROCEDURES,MID SEQUENCE OF AGGREGATES SHALL BE IN CONFORMANCE WITH ASTM C33. COARSE /� `(`.(f��jry
CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE AGGREGATES SHALL NOT EXCEED%. WATER SHALL BE CLEAN AND CITY OFTI TIC-AHD
CONTRACTOR SHALL TAKE ALL NECESSARY PREGUNIONS TO MAINTAIN POTABLEAND i , p� E�� DIVISION
/ c /'�
CONSTRUCTION.
THE INTEGRITY THE STRUCTURE AT ALL STAGES OF 8- REINFORCING STEEL SHALL CONFORM TO ASTTA A615, GRADE 60. 3UIWING DItf ISION
7. CONSTRUCTION LOADS SHILL NOT EXCEED THE DESIGN LIVE LOAD FOR GRADE 40 MAY BE USED FOR 113 AND SMALLER TIES AND STIRRUPS.
DETAIL AND PLACE ACCORDING TO ACI MANUAL SP-66.
THE STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS
EXCEED DESIGN CAPACITY AND WHERE STRUCTURES HAVE NOT 9. UNLESS OTHERWISE NOTED, MINIMUM COVER SHALL BE 1 1/2" FOR
ATTAINED DESIGN STRENGTH. 15 AND SMALLER BARS. 2' FOR /6 AND LARGER BARS AND 3"
a CLADDING, WATERPROOFING. AND ARCHITECTURAL FEATURES ARE BY WHEN POURED AGAINST EARTH. SUPPORT REINFORCEMENT WTH
OTHERS AND E OUTSIDE THE SCOPE OF WORK. ANY DEPICTION OF APPROVED CHAIRS, SPACERS. OR TIES.
M
SUCH FEATURES ON THE STRUCTURAL DRAWINGS ARE NOT INTENDED 10.PROVIDE MINIMUM 48 BAR DIAMETERS AT SPLICES. NO MORE THAN
TO BE USED FOR CONSTRUCTION. REPRESENTATION OF SUCH FEATURES 50% OF REINFORCING SHALL BE SPLICED AT ANY LOCATION. UNLESS
ON THESE DRAWINGS MAY OR MAY NOT BE ACCURATE. OTHERWISE NOTED, BEND ALL HORIZONTAL REINFORCING A MINIMUM
OF 2'-O"AT CORNERS AND WALL/FOOTNG NIETSFCTIONS WITH MIN.
STRUCTURAL STEEL; IN
BEYOND INTERFACE PER DEVELOPMENT LENGTH SPECIFIED
N ACI 318. y''� T
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES, Ti.FORMWORK SWILL BE IN ACCORDANCE WITH ACI-347 'GUIDE TO /.f J ` JT
UNLESS NOTED OTHERWISE ON THE PLANS: FORMWORI( FOR BRACINGCONCRETE'.
SHA FOOR PROVID BE ED AS DESIGNED
BY ED OR HERATES 1` V 1 ���
WISE & BARS- /571N A36.99 CTHE CONCRETE HAS REACHED ITS SPECIFIED 26-DAY STRENGTH. ALL
tF-SECTIONS - ASTM ABB2 SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
2. WELD ACCORDING TO CURRENT ABS STANDARDS WITH E70XX FORMWORK, SUPPORTS, AND SHORING SHALL PROVIDE FINISHED
ELECTRODES. CONCRETE SURFACES AT ALL FACES: LEVELPWMB• AND TRUE TO
DIMENSIONS AND ELEVATIONS SHOWN IN THE DRAWINGS,
3. WEND SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED
EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE =�'` -
WITH AIMS AS REQUIRED BY GAPS OR SKEWS BET QUEEN COMPONENTS.
1. STRUCTURE.LUMBER SHALL BE OIIA.LAS FRt CONFORMING TO HRH GRADING RULES.
4. ALL STEEL EXPOSED ID WEATHER SHALL BE PAINTED OR HOT-DIP 2 1RMIAA GRADES APE, EXCEPT AS NOTED OTHERWISE:
GALVANIZED, UNLESS NOTED in NGKUDE.
POSTS&DINERS - n
5. ALL STRUCTURAL CONNECTION BOLTS SHALL BE ASTN A325, UNLESS
NOTED OTHERWISE. HOOKED, HEADED, THREADED AND NUTTED
ANCHOR RODS SHALL BE ASTM FT554 (Fy .. 36 ksi), UNLESS NOTED 3. DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND/OR PARTITIONS.
OTHERWISE
4. NOTCHRNG IS NOT PERWTED IN JOISTS, RAFTERS, BEAMS, LINTELS,COWMS, TRUSSES,AND BRACING
FOUNDATIONS. INFERS.
I. SOIL CHARACTERISTICS HAVE BEEN ASSUMED PER THE 2012 INC 5. PRESSURE TREATED WIRER SHALL CONFORM TO THE AWPA NO SHALL BEAN THE QUALITY AWN OF AR
SECTION 1806 PRESUMPTIVE LOAD-BEARING VALUES OF SOILS ACCREDITED ALSC INSPECTION AOEAA.Y. MMMUA TREATING STANDARDS(RETENTION18S/CU. IT)SWILL BE
CONSISTENT WITH CLAY, SANDY CLAY. SILTY CLAY, CLAYEY SILT. SILT ASS
AND SANDY SILT (CT, ML. NH AND CH) SOIL TYPES. THE APR EARN ACO/ACZA CA-B
CONTRACTOR SHALL VERIFY THE PRESUMED SOIL TYPES PRIOR TO MCAT GROUND 025 0.10
CONSTRUCTION AND NOTIFY THE ENGINEER AND ARCHITECT OF GROUND CONTACT 0.40 021
NOR-CONFORMING IN-SITU CONDITIONS IF PRESENT BEFORE FRESH WATER IMMERSION 0.40 021
PROCEEDING. N GROUND(STRUCTURAL) 0.60 0.31
SAL PLATES 0.25 0.10
2. ALL FOULARDCOOIS TO BEAR ON UNDISTURBED NATIVE MATERIAL, OR 6. ALL UWINER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A 1NAIIM GRANULAR COMPACTED FILL. RETENTION OF 025 POUNDS PER CUBIC FOOT BY ASSAY.
3. SOIL DESIGN CRITERIA, PER 2019 IBC SECTION fBW: 7. HATUNG SHALL BE IN CONFORMANCE WITH THE 2015 IBC UNLESS NOTED OTHERWISE. FASTENERS FOR
3.1. SOIL BEARING - 1,500 PSFPRESERVATIVE-1REATFD WOOD SNARL BE OF HOT-GPPED ZINC-WADED GALVANIZED STEEL STAINLESS STEELL.
32. YA INCREASE ALLOWED PER OSSC 1806.1 ANON BRON¢E OR COPPER. THE COATING TOADS FOR TRIG-COATED FASTENERS SHALL BE IN
3.3. POLE FOUNDATIONS INCREASED PER OSSC 1806.3.4 ACCORDANCE WITH ASDR A-153. 5/8-I11CH DIAMETER STEEL ANCHOR BOLTS A LARGER NEED NOT BE
3.4. SOIL PROFILE - D GALVANZED.MESS NOTED OTHERWISE
3.5. EALBEDDED POLES, PASSIVE - 100 PCF
a PRATE STANDARD SWAT"RATE WASHERS UNDER ALL NIETIEONTE ANCHOR BOLT HEADS AND NUTS AT
POST-IIWT..._GONOAEIE MILHDRM THE 511 PLATE USE STANDARD WASHERS FOR ALL OTTER BOLT HEADS AND NUTS N CONTACT WITH WOOD.
1. AMEBAE
AIITESAE ANCHORS SHALL BE INSTALLEDTBY QMNNJ O PERSONNEL TRAINED TO MALL ‘ ' REVIEWED AS NOTED
ADHESIVE ANCHORS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND WTO STRICT
ADFERENCE TO TIE PROVISIONS MUIN THE IMMAFACITJ S PRINTED N6GWATION
INSTRUCTIONS 12 AT THE TIE OF ANCHOR NSTA1STML N ACCORDANCE wAN Aa LEM6-14UR
SEMEN 1 DO PETERSON STRUCTURAL ENGINEERS
AT 114!1 MANORS SIRE IS NSTKWI, n WER IN WITH A TEW RE ACE Cl 21 DOS.
11 WHERE THE AUTHORITY7 TANG JNROICIIO OVER TIES PROJECT REWIRES TAEROICE TO AD a (TEE
3/ERHE SECTION 'TON SMALL
INSTALLATION OF ADCERTWE AIAIORS IN HORIZONTAL,D'EIM DAS E. 9400 SW BARNES RD.,SUITE 100
OVERHEAD THROUGH
AC SIWL BE DONE B!A CERTIFIED AGESNE ANCHOR 8_INSTALLER(AAA)AS AWE a R
CERTWED ACI AND N ACCORDANCE TO AO 31I-14 SECTION 17H22 PROOF OF A.
x PORTLAND,OR 97225
CURRENT MENTOF RE SHALL BE SUBMITTED 10 THE ENGINEER FOR NOT REQUIRE
PRIOR TO an OOMRNCO/DOT OF SEC FOIE:TIE STALE OF OREGON DOES NOT REOIAIE
ADHERENCE TO ACT 318-14 SECTION 178.22. t PHONE:503-292-1635
2. HAAT•,u,MAI-
2.1. MEGIMAGW AAICJIORS SHILL BE INSTALLED BE°IMUED PERSONNEL TRAINED TO INSTALL 1/13/2020
MEDANCAL/AENEAS IN ACCORDANCETS E MDT THE CONTRACT DOCUMEN AND WITH STRICT
ADFERIDICE TO THE PONSI0IA 1RTN THE MANUFACTURER'S PANTED INSTALLATION 1901-0225
SH 1 of 7
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pREYANUFACTUNED CONNECTION MAROWARFt
1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS
SHALL BE GALVANIZED OR BY SOME METHOD MADE CORROSION RESISTANT, UNLESS OTHERWISE INDICATED.
2 PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXI/AM CAPACITY I IUI FCC NOT D OMQiW6E.
3. CONNECTORS N CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT-DIP GALVANIZED OR
STAINLESS STEEL FASTENERS SHALL BE OF THE SAME MATERIAL OR PROTECTIVE COATING AS THE
CONNECTOTS, DO NOT MIX DIFFERING METALS IN THE SAME CONNECTION.
4, ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS, UNLESS
NOTED OTHERWISE
L I REVIEWED AS NOTED
PETERSON STRUCTURAL ENGINEERS
9400 SW BARNES RD.,SUITE 100
PORTLAND,OR 97225
/ ` PHONE:503-292-1635
1/13/2020
1901-0225 SH 2 of 7
VRV
f W�n00W i . "-
8
74
1 31/0" 1f 21Y
cm�4.t w
Pr
g.�
j 14
1 1
3 r 4.
a-. >
77 ,
2
...1
0
r
E �' -
a
o f ( s if
& a 4 �Is_
itil\iL1,— , Dovraz% 1-
, _ _ _ L......r. -11 ________\ la i i REVIEWED AS NOTED
tr 4er4or- PETERSON STRUCTURAL ENGINEERS
Lni 9400 SW BARNES RD.,SUITE 100
/
au ` PORTLAND,OR 97225
Existing Plan PHONE:503-292-1635
1/13/2020
1901-0225 SH 3 of 7
VRV
1 f.
Min. 4x6 dfl #2 post
. t - 6 to bear on concrete
w/ Simpson ABU66Z
stand off base w/
Existing beam to be cut and 5/8"dia. x 3" Simpson
hung From new beam with . Titen HD Concrete
Q I. �- Simpson HWPH6.62 top screw (cut sill plate).
\it
s�.-,/ hanger w/(4) 0.162x2.5
fasteners to nailer . V.I.F
I ' 5.5"x 11.25".
, f 1 I .
i W8x21 Beam with (2)
I f 2x6 DFL #2 Nailer
fastened to the top w/ •
1/2" Dia. through
I bolts staggered ea.
side at 12" o.c. per
Detail 1
H . Min. 6x6 dfl #2 post to extend
through the floor to the footing
c 'AI below w/ Simpson ABU66Z
stand off base w/ 5/8"dia. x 3"
= Simpson Titen HD Concrete � X
screw (cut sill plate)
H
Notes:
-All dimensions are approximate
Existing beam to be and should be verified in field
prior to fabrication.
cut and hung From - Not all members were visible
new beam with during our observation. Verify
Simpson HWPH6.62 sizes, locations, and dimensions
top hanger w/(4) once finishes are removed and
0.162x2.5 fasteners notify engineer of any
j
2 to nailer . V.I.F discrepancies between the
5.5"x11.25". existing framing and the
` > assumptions shown herein
4 ' /Q :. . .
r_• I 1 REVIEWED AS NOTED
E
t` p/ g PETERSON STRUCTURAL ENGINEERS
`� n 'ror 1 9400 SW BARNES RD.,SUITE 100
> _ PO am 97225
2 / PHONE:503-292-1635
Partial Framing Plan 1/13/2020
1901-0225 SH 4 of 7
VRV
3' 6" Exterior
3'-0"
min.
f
>
3
1 I i
I
I
� ► o
I � I
ij
H �
}
I '
Existing footing
I ` ` footing min. Di.=pi
or add concret / '
•
(shown dashed) per` detail 4
s \' TnvG'i01`
\/\
Partial Foundation Plan ' W REVIEWED AS NOTED
PETERSON STRUCTURAL ENGINEERS
9400 SW BARNES RD.,SUITE 100
oi = PORTLAND,OR 97225
/ ` PHONE:503-292-1635
1/13/2020
1901-0225 SH 5 of 7
VRV
1.75" 1.75" Existing beam to be cut and
. r 'I' °r 'I hung From new beam with
• Simpson HWPH6.62 top hanger
rj— _
w/(4) 0.162x2.5 fasteners to
/
nailer . V.I.F 5.5"x11.25".
W8x21 Beam with (2) 2x6
DFL#2 Nailer fastened to
the top w/ 1/2" Dia.
through bolts staggered
Detail 1 ea. side at 12" o.c. as
N.T.S. shown
A
New beam per plan
z
L6x4x5/16 by 5" wide support
clip w/ (2) 1/2" diam. A307
bolts, staggered per detail 5,
to bottom flange of new beam
w/ (2) 1/2" dia. through bolts
2 centered in post w/min 2"
2" Edge dist. and 2" spacing
5T --+ _ T5
Min. 6x6 dfl #2 post
' la 1
1 REVIEWED AS NOTED
Detail2 P TERSONSTRUCTURALENGINEERS
N.T.S. 9460 SW BARNES RD.,SUITE 100
PORTLAND,OR 97225
Note: Existing Beam not Jam i ` PHONE:503-292-1635
shown for clarity 1/13/2020
1901-0225 SH 6 of 7
VRV
ExteriorPost per plan
6" MIN
grade r /VI
existing foundation
!C #4 bars embed 4"
=III-III=III Interior into existing concrete
IIIal with Hilti Hit Re 500
epoxy @ 6" min o.c.
Min. _ (min 5 ea. side)
18" —
• Match existing
3" clr • • e (6" MIN)
(2)#4 Verify existing
longitudinal 14width 12" MirL Added concrete each
bars I 3'-0" Min 1 side w/ bars shown
with min 2" clr each
side, as required
Detail 3 unless noted other
N.T.S. wise
Post per plan
Existing interior
/� footing
#4 bars embed 4"
• • • • into existing concrete
Match with Hilti Hit Re 500
Existing Interior epoxy @ 9" min o.c.
Footing Interior
(max 18")
• e e
3" clr
'Verify existing14 6" in Added concrete
(2) p — �`=�_ around footing, as
#4 hoops required.
WM
1
Detail
N.T.S.4 W ; ' REVIEWED AS NOTED
1 PETERSON STRUCTURAL ENGINEERS
Note: second mat ofLI I k9400 SW BARNES RD.,SUITE 100
PORTLAND,OR 97225
reinforcing not required if PHONE:503-292-1635
footing is 8" or less thick
1/13/2020
1901-0225 SH7of7
VRV
(2) 1/2" dia. A307
New Beam per plan bolts as shown
post per plan
Z• :
• 1. L6x4x5/16 by 5" wide
" 4• support clip w/ (2) 1/2"
diam. A307 bolts,
staggered as shown, to
bottom flange of new
Detail 5 beam w/ (2) 1/2" dia.
N.T.S. through bolts centered in
post w/ min 2" Edge dist.
and 2" spacing
Cope beam at cut, no
over cutting beam web. 2-1/2"x3/8" ea. side
Nailer per Detail 1
3/16" ,
2.5"x3/8" A992 plate ea. 4 Max 2'-0— 3/16" Pr
side of web
a
Min.644 Uri2.5" 2.5"
3/16"
3/16"
a
Section a-a
W8x21 beam
N.T.S.
V Post Per Plan
Beam to post
connection per Detail 6
detail 2
N.T.S.
L / REVIEWED AS NOTED
PETERSON STRUCTURAL ENGINEERS
Lin 9400 SW BARNES RD.,SUITE 100
I an , PORTLAND,OR 97225
PHONE:503-292-1635
Added Page 1/13/2020
1901-0225 SH 7b of 7
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