Roof Level 3.

DESIGN LIVE LOADS: SYMBOL LEGEND

Roof- 20 P.S.F. (Snow)
Attics with Limited Storage -20 P.S.F. POINT LOAD
Attics with out Storage- 10 P.S.F.
Attics Habitable with served Fixed Stairs- 30 P.S.F. GIRDER, BEAM, GIRDER TRUSS
Sleeping Rooms- 30 P.S.F.
Rooms other than Sleeping Rooms - 40 P.S.F. LOAD BEARING WALLS
Decks- 40 P.S.F.
Balconies (Exterior)- 40 P.S.F. PARTITION WALLS
Slabs on grade: 50 P.S.F.
Stairs: 40 P.S.F/ 300 pound concentrated
LINE OF BEARING WALL ABOVE
Guardrails: 200 pound concentrated on top
Ground snow load- 20 P.S.F.
BEAM, GIRDER, TRUSS HANGER
SEE S1.0 FOR LANAI
ROOF STRUCTURE
SEE S2.0 FOR
COVERED PORCH 4" WASTE STACK LOCATION
ROOF STRUCTURE

SMOKE DETECTOR

2"x6"SYP #2 16" OC C. JOIST

4'-0" 2"x6" SYP #2 16" OC RAFTER
4'-0"
DESIGN CRITERIA
10 11 ROOF DEAD LOAD = 18 PSF
(2 CT) 2"x6" (2 CT) 2"x6" (2 CT) 2"x6" (2 CT) 2"x6" FLOOR DEAD LOAD = 16 PSF
SPF STUD SPF STUD SPF STUD SPF STUD
CEILING DEAD LOAD = 10 PSF
INTERIOR 4" WALL = 6 PSF
1
EXTERIOR 6" WALL = 12 PSF
W/ 2"
ROOF SNOW LOAD = 20 PSF
ROOF LIVE LOAD = 20 PSF
2"x10" SYP #2 16" OC RAFTER

2
15'-841"
FLOOR LIVE LOAD = 40 PSF
7'-1034"
C ATTICK LIVE LOAD(W/STORAGE) = 20 PSF
A1.3
ATTICK LIVE LOAD WITHOUT STORAGE = 10 PSF
C
A1.3
10

PER MFG.
C
(2 PLY)14"

ROOF
A1.3 LVL STAIR
28'-8" 11

PER MFG.

PER MFG.
HEADER
ATT#5

TRUSS
ROOM

ROOF

ROOF
2"x6" SYP #2 16" OC RAFTER
2"x10" T.SYP #2 16" OC RAFTER

2"x6"SYP #2 16" OC C. JOIST

TRUSS

TRUSS
ROOM

ROOM
C
2"x6"SYP #2 16" OC C. JOIST

10'-741" 3
A1.3 1

8 8 2
ATT#6
ATT#2 5

6
2
(2 CT) 2"x6" (2 CT) 2"x6"
SPF STUD SPF STUD
ATT#4 ATT#10
2"x10" SYP #2 16" OC RAFTER

2"x10" SYP #2 16" OC RAFTER

MONO ROOF
1 1
(2 CT) 2"x6"
2"x6"SYP #2 16" OC C. JOIST

TRUSS PER MFG.

SPF STUD
7
10'-881"
(3 PLY) 2"x10" SYP #2 RAFTER
(3 PLY) 2"x10" SYP #2 RAFTER

2"x10" SYP #2 16" OC RAFTER

(2 CT) 2"x6" (2 CT) 2"x6" (2 CT) 2"x6"

4 BEARING WALL SPF STUD SPF STUD SPF STUD

BEARING WALL
ATT#1

ATT#3 SISSOR ROOF

2"x10" SYP #2 16" OC RAFTER
2"x10" SYP #2 16" OC RAFTER

TRUSS PER MFG.

1

7'-978"

ROOM ROOF
4'-0"
TRUSS PER MFG.

27'-3"

SEE S1.0 FOR C

COVERED PORCH
ROOF STRUCTURE
A1.3

C
A1.3

24'-0"

Refer following pages for design reports.

Second Floor Level 3. DESIGN LIVE LOADS: SYMBOL LEGEND
Roof- 20 P.S.F. (Snow)
Attics with Limited Storage -20 P.S.F. POINT LOAD
Attics with out Storage- 10 P.S.F.
Attics Habitable with served Fixed Stairs- 30 P.S.F. GIRDER, BEAM, GIRDER TRUSS
Sleeping Rooms- 30 P.S.F.
13'-9" Rooms other than Sleeping Rooms - 40 P.S.F. LOAD BEARING WALLS
10" Decks- 40 P.S.F.
1 1 Balconies (Exterior)- 40 P.S.F. PARTITION WALLS
3 PLY)2"x10" SYP #2
Slabs on grade: 50 P.S.F.
Stairs: 40 P.S.F/ 300 pound concentrated
LINE OF BEARING WALL ABOVE
SEE S1.0 FOR LANAI Guardrails: 200 pound concentrated on top

BWL-D
BWL-B
ROOF STRUCTURE
ATT#13 ROOF Ground snow load- 20 P.S.F.
BEAM, GIRDER, TRUSS HANGER
TRUSS PER MFG.

3 PLY)2"x10" SYP #2
3 PLY)2"x10" SYP #2
46'-6"
4" WASTE STACK LOCATION
13'-1"
5'-0"
ATT#11 8'-0" 6'-6"
SMOKE DETECTOR
2'-1"
4'-0" 3'-321" ATT#12
CS-PF
CS-WSP PER ENG. CS-WSP PER ENG.
4'-0" ATT#14
PER ENG. ON CS-WSP
ON RECORD ON RECORD
RECORD
800LB HOLD 1'-6"
2
5 (2 CT) 2"x6"
DOWN
(2 CT) 2"x6" (2 CT) 2"x6"
4'-0"
CS-WSP
DESIGN CRITERIA
T PINE POST WRAPED W/ 12" FIELD BUILD SPF STUD SPF STUD
MN AS SPEC'D. POSTS ATTACHED TO
4'-0"
WSP
SPF STUD
ROOF DEAD LOAD = 18 PSF
H BEAM W/ SIMPSON AC-6 POST CAP. LVL HEADER PER
HEADER PER HEADER PER
WALL FRAME, HEADER, COLUMNS, AND ENG. ON RECORD
2
ENG. ON RECORD (2 CT) 2"x6" (2 CT) 2"x6"
SPF STUD SPF STUD
ENG. ON RECORD (2 CT) 2"x6"
SPF STUD
(2 CT) 2"x6" (2 CT) 2"x6"
SPF STUD SPF STUD
(3 PLY) 2"x8" SYP #2
2'-0" FLOOR DEAD LOAD = 16 PSF
RIBUTING BRACE WALL PANELS IN THIS BWL-3 BWL-3
ON PER ENG. ON RECORD.
TRUSS LEDGER 2"X8" SYP FLUSH TO CEILING
CEILING DEAD LOAD = 10 PSF
HED W/ 21" LAG SREWS W/ WASHERS 16" O.C.
NATING.
INTERIOR 4" WALL = 6 PSF
R LEDGER: 2"X8" SYP FLUSH TO CEILING EXTERIOR 6" WALL = 12 PSF
BWL-A

HED W/ 21" LAG SREWS W/ WASHERS 16" O.C.

2
NATING. ROOF SNOW LOAD = 20 PSF
LOAD ON BEAM FROM ABOVE Gable End Gable End
10'-9"
ROOF LIVE LOAD = 20 PSF
7
9'-016 "
FLOOR LIVE LOAD = 40 PSF
2'-0" 14'-6" ATTICK LIVE LOAD(W/STORAGE) = 20 PSF
ATTICK LIVE LOAD WITHOUT STORAGE = 10 PSF

(2 PLY) 2"x6" SYP #2

ROOF DIAPHRAGM ROOF DIAPHRAGM
Girder
Truss
4'-0"
4'-0"
CS/WSP
CS-WSP

9'-181" ATT#15 30'-6"

LIB

(3 PLY) 2"x6" SYP #2

4'-0"
CS/WSP

(2 CT) 2"x6"
SPF STUD

9
9'-516 "
ENG. ON RECORD
LVL HEADER PER

BWL-C
5 (2 CT) 2"x6"
SPF STUD
(3 PLY) 2"x6" SYP #2

3'-421" 4'-0" 2'-1178"

(2 CT) 2"x6" 4'-0" CS-WSP CS-WSP CS-WSP
SPF STUD CS-WSP
ATT#8
5
10'-1016 "
(2 CT) 2"x4"
(2 PLY) 2"x8" SYP #2 (2 PLY) 2"x8" SYP #2 SPF STUD 11 4'-0"
5'-616 "
2'-10" 3 CS-WSP
2'-0"
(2 CT) 2"x6" (2 CT) 2"x6"
(3 PLY) 2"x6" SYP #2 SPF STUD SPF STUD

4 (3 PLY) 2"x6" SYP #2 (2 CT) 2"x6" 2'-0"

SPF STUD 2'-0"
4'-0"
ATT#9 BWL-2 BWL-2
CS-WSP

2"x6" SYP #2 16" OC RAFTER

18'-9"
ROOF DIAPHRAGM
ROOF DIAPHRAGM 4'-0"
WSP

BWL-D
2'-0161 "

8'-9" ATT#16 10'-6"

BWL-A

4'-0" 4'-0"
4'-0" 4'-0" CS/WSP CS/WSP
(3 PLY) 2"x8" SYP #2 WSP CS/WSP

(3 PLY) 2"x6" SYP #2 (3 PLY) 2"x6" SYP #2 (3 PLY) 2"x6" SYP #2

(2 CT) 2"x6" (2 CT) 2"x6"
SPF STUD SPF STUD

2'-0" 2'-0"
BWL-1 BWL-1
2'-0" 4'-0"
CS-WSP 2'-0"
14'-6" SEE S1.0 FOR
2'-0"
COVERED PORCH
ROOF STRUCTURE

ATT#7 27'-9"
BWL-C
BWL-B

(3 PLY) 2"x6" SYP #2

Refer following pages for design reports.

First Floor Level 3. DESIGN LIVE LOADS: SYMBOL LEGEND
Roof- 20 P.S.F. (Snow)
Attics with Limited Storage -20 P.S.F. POINT LOAD
ND/ OR CEILING JOIST LEDGER: 2"X8" SYP
CEILING ATTACHED W/ 21" LAG SREWS W/ 16'-6" 19'-2" 11'-0" 16'-4161 " Attics with out Storage- 10 P.S.F.
16" O.C. ALTERNATING.
Attics Habitable with served Fixed Stairs- 30 P.S.F. GIRDER, BEAM, GIRDER TRUSS

BWL- B

BWL- E
BWL- A

BWL- C
TURAL CAST FIBERGALSS COLUMN,
Sleeping Rooms- 30 P.S.F.

BWL- F
ENT TO BEAM WITH APPROVED COL, MFG
E. 1'-741" 1'-741" Rooms other than Sleeping Rooms - 40 P.S.F. LOAD BEARING WALLS
CS-PF CS-PF
URAL SHEATING THIS SIDE ATT#32 Decks- 40 P.S.F.
ENG ON RECORD
Balconies (Exterior)- 40 P.S.F. PARTITION WALLS
Slabs on grade: 50 P.S.F.
11'-921" 3'-621"
AD ON BEAM / HEADER FROM ABOVE 7 7 Stairs: 40 P.S.F/ 300 pound concentrated
10" (3 CT) 2"x6" (3 CT) 2"x6" LINE OF BEARING WALL ABOVE
1 ( 3 PLY) 11 7/8" (FITMENT)
SPF STUD 16 SPF STUD 6"x6" PT PINE POST WRAPED W/ 12" FIELD BUILD
Guardrails: 200 pound concentrated on top
SL POST INSTALLED THROUGH PLATES 2.0e LVL PER ENG ON RECORD 1 1
ON FOUNDATION PIER BELOW. COLUMN AS SPEC'D. POSTS ATTACHED TO Ground snow load- 20 P.S.F.
ST AND POST PLATES PER ENG ON RECORD 3'-0" (2 CT) 2"x6" (3 PLY)2"x12" SYP #2
(2 CT) 2"x6" PORCH BEAM W/ SIMPSON AC-6 POST CAP. BEAM, GIRDER, TRUSS HANGER
CS-PF SPF STUD SPF STUD
D THROUGH ALL PLATES DIRECTLR ON 2 TALL WALL FRAME, HEADER, COLUMNS, HOLD
ON PIER BELOW. 4'-0" 4'-4" DOWNS, AND CONTRIBUTING BRACE WALL PANELS
WSP IN THIS SECTION PER ENG. ON RECORD. 4" WASTE STACK LOCATION
8 9 5'-241" 8
3 STEEL TURNBUCKLE ROD ROOF SUPPORT AND

2"x8" TP.SYP #2 16" OC JOIST

7 FASTNERS PER ENG. ON RECORD.
9 BWL- 5 BWL- 5

2.0e LVL PER ENG ON RECORD

9 SMOKE DETECTOR

SLOPED W/ MINIMUM
4 HIP ROOF TRUNCATED GIRDER

(3 PLY)2"x12" SYP #2

(3 PLY) 2"x6" SYP #2

5'-4" TRUSS AND CONNECTORS PER MFG.
( 3 PLY) 11 7/8" (FITMENT)
2.0e LVL PER ENG ON RECORD

( 3 PLY) 11 7/8"
5 HIP TRUSS AND
800 LB HOLD 4'-0" CONNECTIONS PER MFG
2'-1" CS-PF
PER ENG ON
2'-0" CS-PF
PER ENG ON
2'-0" CS-PF
PER ENG ON 1'-6"
ATT#31 9
1'-1116 "
CS-PF
DOWN
1'-6"
CS-PF 6 JACK AND CREEPER TRUSS AND DESIGN CRITERIA
CONNECTORS PER MFG.
ATT#22
RECORD RECORD RECORD CS-PF
7 STRUCTURAL SUB-FACIA /
ROOF DEAD LOAD = 18 PSF
8'-6" SOFFIT PER TRUSS MFG.

2'-6"
2 (3 PLY) 2"x6" SYP #2 (3 PLY)2"x12"SYP #2 (3 CT) 2"x6" ATT#37 11 TRUNCATED STANDARD ROOF TRUSSES AND
FLOOR DEAD LOAD = 16 PSF
5'-0" 3'-0" 5'-0" SPF STUD
15
15 FLUSH STEEL BEAM
PER ENG. ON RECORD 18
FLUSH STEEL BEAM
PER ENG. ON RECORD 15 4'-0"
STANDARD ROOF TRUSSES- NO STORAGE.
RAFTER AND/ OR CEILING JOIST LEDGER: 2"X8" SYP
CEILING DEAD LOAD = 10 PSF
11 12

ENG. ON RECORD
LVL HEADER PER
14'-6" 2
18
(2 CT) 2"x6" ATT#34
16
ATT#35
16 16 FLUSH TO CEILING ATTACHED W/ 21" LAG SREWS W/
WASHERS 16" O.C. ALTERNATING.
INTERIOR 4" WALL = 6 PSF
SPF STUD
BWL- 4 2
(3 CT) 2"x6"
13 10" STRUCTURAL CAST FIBERGALSS COLUMN,
ATTACHMENT TO BEAM WITH APPROVED COL, MFG
EXTERIOR 6" WALL = 12 PSF
BWL- 4 SPF STUD

2'-6"
7 2'-1161 " CS-PF
4'-0" 14
HARDWARE.
1
ROOF SNOW LOAD = 20 PSF
PER ENG ON RECORD FLOOR SYSTEM TO 2" STRUCTURAL SHEATING THIS SIDE
(2 CT) 2"x6"
SPF STUD (3 PLY) 2"x8" SYP #2
(2 CT) 2"x6"
SPF STUD ATT#33 11
8'-516 "
SUPPORT BEARING
WALL ABOVE
CS-WSP
15 POST PER ENG ON RECORD
ROOF LIVE LOAD = 20 PSF
LIB
FLOOR LIVE LOAD = 40 PSF

ENG. ON RECORD
LVL HEADER PER
2'-0"
1'-8161 " 4'-0" 3'-6" 16
ATT#36
12'-421" POINT LOAD ON BEAM / HEADER FROM ABOVE
CS-WSP CS-WSP
ATT#38 ATTICK LIVE LOAD(W/STORAGE) = 20 PSF
(3 PLY) 2"x8" SYP #2

26'-0" 17 5 41"X5 41" PSL POST INSTALLED THROUGH PLATES

800 LB HOLD

(3 PLY) 2"x8" SYP #2

DOWN 2'-8"
11 7/8" I-JOIST 11 7/8" I-JOIST 18
DIRECTLY ON FOUNDATION PIER BELOW.
STEEL POST AND POST PLATES PER ENG ON RECORD
ATTICK LIVE LOAD WITHOUT STORAGE = 10 PSF
PER MFG. PER MFG. INSTALLED THROUGH ALL PLATES DIRECTLR ON
FOUNDATION PIER BELOW.
8'-934" 2'-8"
LIB
11 7/8" I-JOIST PER MFG.
18'-6" (2 PLY TYP.)
4'-0"
(2 CT) 2"x6"
CS-WSP SPF STUD 16
(2 CT) 2"x6" FLUSH LVL BEAM (2 CT) 2"x4" 4'-0"
SPF STUD PER ENG. ON RECORD SPF STUD CS-WSP
9
14 8'-416 "
4'-0" LIB
WSP

BWL- G
4'-0"

(3 PLY) 2"x8" SYP #2

WSP
ATT#18 16 11 7/8" I-JOIST PER MFG.
6'-0" (2 PLY TYP.)
14
6'-8" 8'-934"

BWL- D
(2 CT) 2"x4"
(3 PLY) 2"x8" SYP #2

LIB SPF STUD

(3 PLY) 2"x8" SYP #2

4'-0"

(3 PLY) 2"x8" SYP #2

3'-721" 4'-0"
FLUSH LVL BEAM (2 CT) 2"x6"
ATT#17 (2 CT) 2"x4" CS-WSP

PER ENG. ON RECORD

PER ENG. ON RECORD SPF STUD CS-WSP
SPF STUD

FLUSH LVL BEAM

BWL- 3
(2 CT) 2"x6"
SPF STUD 11 7/8" I-JOIST
14 14
11 7/8" I-JOIST PER MFG. 800 LB HOLD
PER MFG.
36'-681"
ATT#40 DOWN
11 7/8" I-JOIST PER MFG.

4'-0" 4'-681"
(3 CT) 2"x4" 4'-0" 4'-0"
CS-WSP 3'-158"
11 7/8" I-JOIST PER MFG.

SPF STUD 14 CS-WSP 800 LB HOLD

STAIR HEADER

2'-9"
(2 PLY TYP.)

CS-WSP
11 7/8" I-JOIST PER MFG. 11 7/8" I-JOIST PER MFG. 14 DOWN
(3 PLY)2"x10" SYP #2

CS-WSP
9'-321"

(3 PLY) 2"x6" SYP #2

(2 CT) 2"x6" (2 CT) 2"x4"
(3 PLY) 2"x8" SYP #2

11 7/8" I-JOIST PER MFG.

SPF STUD SPF STUD

2'-1115
16"
ATT#39 (2 CT) 2"x6" (3 PLY) 2"x6" SYP #2 2'-6"

PER ENG. ON RECORD

(2 PLY)2"x10" SYP #2 SPF STUD CS-PF
2'-378"

FLUSH LVL BEAM

6'-558"
(2 CT) 2"x6"
ATT#21 11 7/8" I-JOIST PER MFG.
2'-878"
ATT#28

BWL- C

BWL- F
BWL- E
SPF STUD
(3 CT) 2"x6"
14 CS-WSP (3 CT) 2"x6"
(2 CT) 2"x6" SPF STUD
(3 CT) 2"x6" (3 CT) 2"x6" ATT#45 SPF STUD
SPF STUD (3 CT) 2"x6" SPF STUD
SPF STUD
SPF STUD (3 CT) 2"x6"
FLUSH LVL BEAM FLUSH LVL BEAM SPF STUD
(3 CT) 2"x6" PER ENG. ON RECORD (2 CT) 2"x6" 16'-4161 "
PER ENG. ON RECORD
19'-081"
ENG. ON RECORD

HANGERS SPF STUD

LVL HEADER PER

SPF STUD HANGER PER ENG.

ENG. ON RECORD
LVL HEADER PER
(3 PLY) 2"x6" SYP #2

ENG. ON RECORD
LVL HEADER PER
PER MFG.
ATT#29 ON RECORD
ATT#20

PER ENG. ON RECORD

14'-0" 15 16 PARTIALLY DROPPED STEEL BEAM
16 15
ATT#41 16
FLUSH LVL BEAM
ATT#30 (3 CT) 2"x6"
SPF STUD
PER ENG. ON RECORD
16
ATT#26
I-JOIST

I-JOIST

I-JOIST

(3 CT) 2"x6"
MFG.

MFG.

MFG.

SPF STUD 4'-0"

CS-WSP
11'-9" ATT#46
ATT#48
PER

PER
11 7/8"

11 7/8"

11 7/8"
PER

14 (3 CT) 2"x6" 30'-6"

SPF STUD
ATT#27
ATT#19 9'-181" ATT#42 1'-9161 "
LIB
ATT#47 CS-PF

FLOOR SYSTEM TO 14 (2 CT) 2"x6"

SUPPORT WALL ABOVE (2 CT) 2"x6" SPF STUD
SPF STUD
BWL- 2 16 16 (2 CT) 2"x6" BWL- 2
4'-0" ROOM ROOF
(2 CT) 2"x6" FLUSH LVL BEAM (2 CT) 2"x4" SPF STUD LVL HEADER PER
CS-WSP PER ENG. ON RECORD SPF STUD (3 PLY) 2"x8" SYP #2
SPF STUD ENG. ON RECORD TRUSS PER MFG.
12
ATT#44
(3 PLY) 2"x8" SYP #2 3'-578" 16

ENG. ON RECORD
LVL HEADER PER
RIDGE BRD. (1)2"x8" SYP #2

(2 CT) 2"x6" (2 CT) 2"x6"

SPF STUD LVL HEADER PER SPF STUD
2"x6"SYP #2 16" OC C. JOIST
2"x6" SYP #2 16" OC RAFTER

ENG. ON RECORD 4'-0"

2"x6"SYP #2 16" OC C. JOIST
2"x6" SYP #2 16" OC RAFTER

12 CS-WSP
3 3'-441"
(3 PLY) 2"x8" SYP #2

4'-0"
CS-WSP
4'-0"
CS-WSP 2'-421" 2'-521"
ATT#43
2'-14"
CS-PF CS-WSP
2"x6"SYP #2 16" OC C. JOIST
2"x6" SYP #2 16" OC RAFTER

CS-PF CS-PF 11'-578"

(3 PLY) 2"x8" SYP #2

ATT#62
2"x6" SYP #2 16" OC RAFTER 4'-0"
13 13 CS-WSP (2 CT) 2"x6"
SPF STUD 2'-6"
2"x6"SYP #2 16" OC C. JOIST (3 PLY) 2"x8" SYP #2 (3 PLY) 2"x8" SYP #2 (3 CT) 2"x6"
SPF STUD CS-PF
13 (3 PLY)2"x12" SYP #2
13
ATT#25 (3 PLY) 2"x8" SYP #2
12

BWL- 1
(2 PLY)2"x12" SYP #2
2'-6" 8'-0" 2'-0"
ATT#23
ATT#24 4'-0" 1'-6" 1'-6" 4'-0"
CS-WSP CS-PF CS-PF CS-WSP
16'-6" 25'-6" 23'-8"

BWL- G
BWL- D
BWL- B
BWL- A

Refer following pages for design reports.

Ground Floor Level 3. DESIGN LIVE LOADS: SYMBOL LEGEND
Roof- 20 P.S.F. (Snow)
Attics with Limited Storage -20 P.S.F. POINT LOAD
E, HAS NO EXPANSIVE, NO
NABLE SOIL CHARACTERISTICS. Attics with out Storage- 10 P.S.F.
IS 2000 PSI. THIS PLAN IS NOT Attics Habitable with served Fixed Stairs- 30 P.S.F. GIRDER, BEAM, GIRDER TRUSS
LETE GEOTECHNICAL
ENDED. COORDINATION OF 14'-7" 21'-1" 15'-0" 12'-4" Sleeping Rooms- 30 P.S.F.
ENGINEER ON RECORD. 6'-4" 7'-0" Rooms other than Sleeping Rooms - 40 P.S.F. LOAD BEARING WALLS
MASONRY FOUND. WALL STEP FOOTING Decks- 40 P.S.F.
2'-5" ADJUST LENGTH
Balconies (Exterior)- 40 P.S.F.
4" BRICK & 4" CMU BLOCK TO SITE PARTITION WALLS
7'-6" 6'-0" 7'-7" 1'-534" ON 8" CMU BLOCK ON 1'-534" CONDITIONS
CONT. CONC. FOOTING. Slabs on grade: 50 P.S.F.
STEP FOOTING
ATT#56 SOLID GROUT BETWEEN
BRICK AND BLOCK Stairs: 40 P.S.F/ 300 pound concentrated
1 1 ADJUST LENGTH LINE OF BEARING WALL ABOVE
TO SITE
Guardrails: 200 pound concentrated on top
CONDITIONS Ground snow load- 20 P.S.F.
10 SEE BUILDING SECTIONS FOR POST BEAM, GIRDER, TRUSS HANGER
2'-0" 2'-0" CRAWL ACCESS 1
ES AND
16"x24" MIN CLEAR. (22"x30" 10 TO FOUNDATION CONNECTIONS.
POST AND MASONRY FOUND. WALL
MIN W/ MECH LOCATED IN
4'-821" 4" BRICK & 4" CMU BLOCK CRAWL. SEE IRC M1305.1.4) 4" WASTE STACK LOCATION
ON 8" CMU BLOCK ON 10 2 CONCRETE SPREAD FOOTING AND

SLOPE 1/8" PER FT

CONT. CONC. FOOTING.
SOLID GROUT BETWEEN B
REBAR PER ENG. ON RECORD

SLOPE 1/8" PER FT

BRICK AND BLOCK CONC. SLAB 8'-0" SMOKE DETECTOR
3 B3.0
PSL POST INSTALELD DIRECTLY THROUG PLATES AND
RCED 5 GIRDER DIRECTLY ON CMU PIER W/ FLASHING. POST AND
RCED W/ CONNECTIONS PER EN'G ON RECORD.
NFORCEMENT. 8'-0" 7 STEEL POST, POST PLATES, CMU PIER,
4
ND CLEAN 12'-1134" CONC. FOOTING. REINFOREMENT AND DESIGN CRITERIA
LANCED FILL . 15'-0" 7'-7" 5'-0" 8'-1" 10 CONNECTIONS PER ENG. ON RECORD.
ISCRETION. 15'-0" 5'-8" 1'-4"
434"
1141" 5 RAISED CONC. SLAB AS SPEC'D: 4" MIN. REINFORCED ROOF DEAD LOAD = 18 PSF
1'-134" CONCRETE (3500 PSI) AIR ENTRAINED. REINFORCED W/
CONC. SLAB 1'-8"
434" 9 ATT#57 6x6x10 WELDED WIRE MESH AND/OR FIBER REINFORCEMENT. FLOOR DEAD LOAD = 16 PSF
5 OVER 6 MIL POLYETHYLENE VAPOR BARRIER AND CLEAN
1'-4"
2'-4"
2
STONE (#57 TYP) FILL WIHT UP TO 36" OF UNBALANCED FILL . CEILING DEAD LOAD = 10 PSF
4 3'-021" CONTROL JOINTS 10'-15' APART AT BUILDERS DISCRETION. 1
MFG. STONE
6'-71"
VENEER 1'-8" 4" GROUT SOLID @
4
7'-6"
6 I-JOIST(S) PER MFG. DIRECTLY
UNDER PARALLEL WALL <5' IN
INTERIOR 4" WALL = 6 PSF
2 POINT LOADS 2
5'-0"
7'-3" 5'-8"
5'-1058"
8"
2 LENGTH ABOVE AND/ OR SUPPORT
FOR TUB/ SHOWER ABOVE.
EXTERIOR 6" WALL = 12 PSF
2'-0" 11
CONDITIONED CRAWL SPACE: 12"x12" CMU PIER ATT#58
916 " GROUTED SOLID. ON
24"x24"x12" CONC.
7 11 78" I-JOIST FLOOR SYSTEM PER ROOF SNOW LOAD = 20 PSF

(3 PLY)2"x10" SYP #2
PARTIALLY EXCAVATED, DAMP MFG.
FTG. W/ 2CT #4 BAR
7
PROOFED, TERMITE TREATED, R13 RUNNING NS & EW
(TYP. UNO.)
MASONRY FOUND. WALL
8 I- JOIST SUPPORT FOR ROOF LIVE LOAD = 20 PSF

GIRDER
PERIMETER INSULATION & 6 MIL 4" BRICK & 4" CMU BLOCK
CLEAN PERPENDICULAR BEARING WALL
BY ENG.
9
11'-616 " POLYETHYLENE VAPOR BARRIER
THROUGHOUT (FULL COVERAGE). 6'-821"
2
ON 8" CMU BLOCK ON
CONT. CONC. FOOTING.
SOLID GROUT BETWEEN
ABVE PER MFG. FLOOR LIVE LOAD = 40 PSF
9
GROUT SOLID @
POINT LOADS
5'-781" 8'-1038"
BRICK AND BLOCK
12'-741"
34'-0"
FOUNDATION WALL /SLAB FLASHING
OVER STEEL POSTS, POST PLATES AND ATTICK LIVE LOAD(W/STORAGE) = 20 PSF
6'-658" ATT#51 5'-778" CONNECTIONS TO MASONRY PIER.
14'-941" 21'-2" 7 7
5'-0"
10 PORCH PERIMETER FROUNDATION WALL WITH CLEAN
ATTICK LIVE LOAD WITHOUT STORAGE = 10 PSF
7'-1034" 9
8'-316 "
7 STONE UNBALANCED FILL <4' TO BE DESIGNED BY ENG.
7 ON RECORD. VIF ALL SITE GRADE CONDITIONS.
3 3
6'-716 " 6'-716 " 7'-1158"
2 26'-0"
CRAWL. SEE IRC M1305.1.4)
16"x24" MIN CLEAR. (22"x30"
MIN W/ MECH LOCATED IN

(3 PLY)2"x10" SYP #2
6
2.0e LVL PER MFG.

ATT#49 GIRDER
CRAWL ACCESS

1'-441"

GIRDER
( 2 PLY) 11 7/8"

(3 PLY)2"x10" SYP #2

(3 PLY)2"x10" SYP #2
OCATE CRAWL ACCESS ON
ITE BASED ON GRADE. 2 7 5'-0"
ERIFY REQUIRED SIZE WITH

GIRDER
C PRIOR TO INSTALLING. FIELD LOACATE AIR HANDLER IN
5'-041" CONDITIONED CRAWL IF SITE 6
3'-038" CONDITIONS ALLOW. MUST MEET
7 HVAC CLEARANCE CONDITIONS OF IRC
3
7'-916 " M1305.1.4. BUILDER TO CONSULT
OWNER.
2
7'-934" MASONRY FOUND. WALL
6
4" BRICK & 4" CMU BLOCK
ON 8" CMU BLOCK ON 3'-478" 7'-6" 8'-134" 5'-641" DBL JOIST SUPPORTING BRACE
2 WALL ABOVE 4'-2"
CONT. CONC. FOOTING.
SOLID GROUT BETWEEN 6'-0"
BRICK AND BLOCK 4'-9" 7'-1021"
GIRDER 9'-721" 6'-8"
(3 PLY)2"x10" SYP #2
GROUT SOLID @
POINT LOADS 2'-0" 2

3'-838" 8 GIRDER
(3 PLY)2"x10" SYP #2 2'-234" 3'-11" 2'-9"
6 2 7
3'-938" 4'-578" 5'-878"
GROUT SOLID @
POINT LOADS
3'-721" 6'-734"
3'-0" 1'-10"
37'-0" 6'-734" 2'-878"

ATT#53 6'-358" 3'-221" 7 GIRDER 7 8'-138"

7 7 (3 PLY)2"x10" SYP #2
UFER
2'-6" B
2'-678" MASONRY FOUND. WALL LOCATION SEE
7 8" CMU BLOCK ON CONT. C/A1-1 2 A1.1
ATT#61 3'-7" 3'-7" 2 CONC. FOOTING
ATT#50 2'-321" 2
2 2"
GROUT SOLID @
GIRDER 2 POINT LOADS
12"x12" CMU PIER (3 PLY)2"x10" SYP #2
GROUTED SOLID. ON
24"x24"x12" CONC. 2 3
(3 PLY)2"x10" SYP #2

FTG. W/ 2CT #4 BAR

(3 PLY)2"x10" SYP #2

RUNNING NS & EW 3
(TYP. UNO.) 3'-221"
GIRDER

SLOPE 1/8" PER FT

GIRDER

5'-958" 5'-634" 7'-6" 4'-641" 4'-638" 8'-238" 9

2'-516 " 3
4'-216 " 9'-3"
ATT#60 ATT#55
2
12"x12" CMU PIER
GROUTED SOLID. ON
ATT#52 ATT#59
24"x24"x12" CONC. GROUT SOLID @
FTG. W/ 2CT #4 BAR POINT LOADS
12'-778" FLUSH LVL BEAM
PER ENG. ON RECORD
2 RUNNING NS & EW
(TYP. UNO.)
7 7
CONC. SLAB
7 12'-534" CONCRETE SLAB:
2 A
6 4" MIN. REINFORCED CONCRETE (3500
10'-058" 4'-721" 28'-0" PSI) AIR ENTRAINED. REINFORCED W/ B3.0
MASONRY FOUND. WALL 6x6x10 WELDED WIRE MESH AND FIBER MASONRY FOUNDATION WALL

7
6 8" CMU BLOCK ON CONT. 8'-1081" REINFORCEMENT. OVER 6 MIL 4" BRICK VENEER & 8" CMU
BLOCK ON 12" CMU. 1" AIR 2'-0" 25'-6"
EXCAVATED. CONC. FOOTING POLYETHYLENE VAPOR BARRIER AND B
6'-234" DAMPROOF 4" CLEAN STONE (#57 TYP) FILL. SPACE BETWEEN BRICK AND
BLOCK ABOVE SILL PLATE.
EXCAVATED. FOUNDATION WALL. A1.1
DAMPROOF 7'-1034" 12"x12" CMU
UNBALANCED FILL< 36".
CONTROL JOINTS 10'-15' APART AT
BUILDERS DISCRETION.
FOUNDATION WALL. PILASTER GROUTED 2"
ng ATT#54 UNBALANCED FILL< 36". SOLID ON 24"x24"x10"
CONC. FTG. TYP. 2
MASONRY FOUND WALL:
GROUT SOLID @ 4" BRK. VENNER WITH 8"
POINT LOADS
2 CMU BLOCK ON 12" CMU
2'-341" BLOCK ON CONT. CONC.
y FOOTING
2'-0" SLOPE 1/8" PER FT
med 9'-3"
1'-0" 7
516 "
o 8'-3" 4'-441" 5'-121" 3'-234"
nd 7'-0"
15'-021" 6'-1121" 12'-10" 10'-10"
be 5'-0"
CONC. SLAB
SLOPE 1/8" PER FT

. 5
8'-0" 8'-0" 4"
o 11'-315
16" 11'-758" EXCAVATED.
of DAMPROOF
2
18 FOUNDATION WALL. B
UNBALANCED FILL< 36".
MASONRY FOUND WALL:
2'-6" A1.1
to 1 MFG. STONE 1 1'-6" 4" BRK. VEN WATER TABLE
2'-0" VENEER WITH 8" CMU BLOCK ON
12" CMU BLOCK ON CONT.
d CONC. FOOTING
1 STEP FOOTING 1 2'-0"
ADJUST LENGTH
TO SITE
CONDITIONS
d

13'-8" 9'-7" 22'-5" 6'-6" 11'-0" 6'-6"

all

Refer following pages for design reports.

Foundation 3. DESIGN LIVE LOADS: SYMBOL LEGEND
Roof- 20 P.S.F. (Snow)
Attics with Limited Storage -20 P.S.F. POINT LOAD
E, HAS NO EXPANSIVE, NO
NABLE SOIL CHARACTERISTICS. Attics with out Storage- 10 P.S.F.
IS 2000 PSI. THIS PLAN IS NOT Attics Habitable with served Fixed Stairs- 30 P.S.F. GIRDER, BEAM, GIRDER TRUSS
LETE GEOTECHNICAL
ENDED. COORDINATION OF 14'-7" 21'-1" 15'-0" 12'-4" Sleeping Rooms- 30 P.S.F.
ENGINEER ON RECORD. 6'-4" 7'-0" Rooms other than Sleeping Rooms - 40 P.S.F. LOAD BEARING WALLS
MASONRY FOUND. WALL STEP FOOTING Decks- 40 P.S.F.
2'-5" ADJUST LENGTH
Balconies (Exterior)- 40 P.S.F.
4" BRICK & 4" CMU BLOCK TO SITE PARTITION WALLS
7'-6" 6'-0" 7'-7" 1'-534" ON 8" CMU BLOCK ON 1'-534" CONDITIONS
CONT. CONC. FOOTING. Slabs on grade: 50 P.S.F.
SOLID GROUT BETWEEN
STEP FOOTING BRICK AND BLOCK Stairs: 40 P.S.F/ 300 pound concentrated
1 1 ADJUST LENGTH LINE OF BEARING WALL ABOVE
TO SITE
Guardrails: 200 pound concentrated on top
CONDITIONS Ground snow load- 20 P.S.F.
10 SEE BUILDING SECTIONS FOR POST BEAM, GIRDER, TRUSS HANGER
2'-0" 2'-0" CRAWL ACCESS 1
ES AND
16"x24" MIN CLEAR. (22"x30" 10 TO FOUNDATION CONNECTIONS.
POST AND MASONRY FOUND. WALL
MIN W/ MECH LOCATED IN
4'-821" 4" BRICK & 4" CMU BLOCK CRAWL. SEE IRC M1305.1.4) 4" WASTE STACK LOCATION
ON 8" CMU BLOCK ON 10 2 CONCRETE SPREAD FOOTING AND

SLOPE 1/8" PER FT

CONT. CONC. FOOTING.
SOLID GROUT BETWEEN B
REBAR PER ENG. ON RECORD

SLOPE 1/8" PER FT

BRICK AND BLOCK CONC. SLAB 8'-0" SMOKE DETECTOR
3 B3.0
PSL POST INSTALELD DIRECTLY THROUG PLATES AND
RCED 5 GIRDER DIRECTLY ON CMU PIER W/ FLASHING. POST AND
RCED W/ CONNECTIONS PER EN'G ON RECORD.
NFORCEMENT. 8'-0" 7
12'-1134F17
4 STEEL POST, POST PLATES, CMU PIER,
ND CLEAN
LANCED FILL .
" F16 10
CONC. FOOTING. REINFOREMENT AND
15'-0" 7'-7" 5'-0" 8'-1" CONNECTIONS PER ENG. ON RECORD.
ISCRETION. 15'-0" 5'-8" 1'-4"
1141"
434" 5 RAISED CONC. SLAB AS SPEC'D: 4" MIN. REINFORCED
1'-134" CONCRETE (3500 PSI) AIR ENTRAINED. REINFORCED W/
CONC. SLAB 1'-8"
434" 9 6x6x10 WELDED WIRE MESH AND/OR FIBER REINFORCEMENT.
5 OVER 6 MIL POLYETHYLENE VAPOR BARRIER AND CLEAN
2'-4" STONE (#57 TYP) FILL WIHT UP TO 36" OF UNBALANCED FILL .
1'-4" 2
4 3'-021" CONTROL JOINTS 10'-15' APART AT BUILDERS DISCRETION. 1
MFG. STONE 4 I-JOIST(S) PER MFG. DIRECTLY
6
6'-71"
VENEER
2 1'-8" 4" GROUT SOLID @
POINT LOADS 7'-6" UNDER PARALLEL WALL <5' IN
7'-3" 5'-8" 2 2 LENGTH ABOVE AND/ OR SUPPORT
5'-0" 8" FOR TUB/ SHOWER ABOVE.
11 5'-1058" 12"x12" CMU PIER F18
2'-0" 916 " CONDITIONED CRAWL SPACE: GROUTED SOLID. ON 7 11 78" I-JOIST FLOOR SYSTEM PER
24"x24"x12" CONC.

(3 PLY)2"x10" SYP #2
PARTIALLY EXCAVATED, DAMP MFG.
FTG. W/ 2CT #4 BAR MASONRY FOUND. WALL
PROOFED, TERMITE TREATED, R13 RUNNING NS & EW
7 (TYP. UNO.) 8 I- JOIST SUPPORT FOR

GIRDER
PERIMETER INSULATION & 6 MIL 4" BRICK & 4" CMU BLOCK
CLEAN 9 ON 8" CMU BLOCK ON PERPENDICULAR BEARING WALL
11'-616 " POLYETHYLENE VAPOR BARRIER
BY ENG. 2 CONT. CONC. FOOTING. ABVE PER MFG.
THROUGHOUT (FULL COVERAGE). 6'-821" SOLID GROUT BETWEEN
GROUT SOLID @ BRICK AND BLOCK 9 FOUNDATION WALL /SLAB FLASHING
POINT LOADS 34'-0"
5'-781" 8'-1038" 12'-741" OVER STEEL POSTS, POST PLATES AND
6'-658" 5'-778" CONNECTIONS TO MASONRY PIER.
5'-0"
7'-1034" 9
8'-316 "
14'-941" 21'-2" 7 7
7
10 PORCH PERIMETER FROUNDATION WALL WITH CLEAN
STONE UNBALANCED FILL <4' TO BE DESIGNED BY ENG.
FOOTING SCHEDULE
7 3 F5 3
ON RECORD. VIF ALL SITE GRADE CONDITIONS.
6'-716 " 6'-716 " 7'-1158"
3'-6"
2 F19 26'-0"
CRAWL. SEE IRC M1305.1.4)
16"x24" MIN CLEAR. (22"x30"
MIN W/ MECH LOCATED IN

(3 PLY)2"x10" SYP #2
6
2.0e LVL PER MFG.

GIRDER
CRAWL ACCESS

1'-441"

3'-6"
GIRDER
( 2 PLY) 11 7/8"

(3 PLY)2"x10" SYP #2
(4)#4 BOTTOM BOTH WAYS

(3 PLY)2"x10" SYP #2
OCATE CRAWL ACCESS ON
ITE BASED ON GRADE. 2 7 5'-0"
ERIFY REQUIRED SIZE WITH F9

GIRDER
C PRIOR TO INSTALLING. F105'-041" FIELD LOACATE AIR HANDLER IN
CONDITIONED CRAWL IF SITE 6
3'-038" CONDITIONS ALLOW. MUST MEET
7 HVAC CLEARANCE CONDITIONS OF IRC
3
7'-916 " M1305.1.4. BUILDER TO CONSULT
OWNER.
3'-0"
2
7'-934" MASONRY FOUND. WALL
F4 (4)#4 BOTTOM BOTH WAYS

3'-0"
6
4" BRICK & 4" CMU BLOCK
ON 8" CMU BLOCK ON 3'-478" 7'-6" 8'-134" 5'-641" DBL JOIST SUPPORTING BRACE
2 WALL ABOVE 4'-2"
CONT. CONC. FOOTING.
S1 SOLID GROUT BETWEEN 6'-0"
BRICK AND BLOCK 4'-9" 7'-1021"
GIRDER 9'-721" 6'-8"
(3 PLY)2"x10" SYP #2
GROUT SOLID @
POINT LOADS 2'-0" 2 2'-6"
3'-838" 8 GIRDER
(3)#4 BOTTOM BOTH WAYS

2'-6"
(3 PLY)2"x10" SYP #2 2'-234" 3'-11" 2'-9"
2 7
3'-938"
6
GROUT SOLID @ F14
4'-578" 5'-878" POINT LOADS
3'-721" 6'-734"
3'-0" 1'-10"
37'-0" 6'-734" 2'-878"

6'-358" 3'-221" 7 GIRDER 7 8'-138" 2'-0"

7 7 (3 PLY)2"x10" SYP #2
UFER
2'-6" B
2'-678" F1 MASONRY FOUND. WALL LOCATION SEE
(2)#4 BOTTOM BOTH WAYS

2'-0"
7 8" CMU BLOCK ON CONT. C/A1-1 2 A1.1
3'-7" 3'-7" 2
2'-321"
F11 2
CONC. FOOTING
2"
2 GROUT SOLID @
GIRDER 2 POINT LOADS
12"x12" CMU PIER (3 PLY)2"x10" SYP #2
GROUTED SOLID. ON
24"x24"x12" CONC. 2 3
(3 PLY)2"x10" SYP #2

FTG. W/ 2CT #4 BAR

(3 PLY)2"x10" SYP #2

RUNNING NS & EW 3
(TYP. UNO.) 3'-221" 3'-0"
F7 F8 F12
GIRDER

SLOPE 1/8" PER FT

GIRDER

5'-958" 5'-634" 7'-6" 4'-641" 4'-638" 8'-238" 9

2'-516 " 3
4'-216 " 9'-3"
2
12"x12" CMU PIER
GROUTED SOLID. ON
F13
24"x24"x12" CONC. GROUT SOLID @
F6

5'-11"
FTG. W/ 2CT #4 BAR POINT LOADS
12'-778" FLUSH LVL BEAM
PER ENG. ON RECORD
2 RUNNING NS & EW
(TYP. UNO.)
7 7
CONC. SLAB #4 @9" OC TOP & BOTTOM
12'-534"
10'-058" 4'-721"
7
6 28'-0"
CONCRETE SLAB:
4" MIN. REINFORCED CONCRETE (3500
2 A
B3.0
BOTH WAYS
F3 F2 MASONRY FOUND. WALL
PSI) AIR ENTRAINED. REINFORCED W/
6x6x10 WELDED WIRE MESH AND FIBER MASONRY FOUNDATION WALL

7
6 8" CMU BLOCK ON CONT. 8'-1081" REINFORCEMENT. OVER 6 MIL 4" BRICK VENEER & 8" CMU
BLOCK ON 12" CMU. 1" AIR 2'-0" 25'-6"
EXCAVATED. CONC. FOOTING POLYETHYLENE VAPOR BARRIER AND B
6'-234" DAMPROOF 4" CLEAN STONE (#57 TYP) FILL. SPACE BETWEEN BRICK AND
BLOCK ABOVE SILL PLATE.
EXCAVATED. FOUNDATION WALL. A1.1
DAMPROOF 7'-1034" 12"x12" CMU
UNBALANCED FILL< 36".
CONTROL JOINTS 10'-15' APART AT
BUILDERS DISCRETION.
FOUNDATION WALL. PILASTER GROUTED
UNBALANCED FILL< 36". SOLID ON 24"x24"x10"
2"
ng CONC. FTG. TYP. 2
MASONRY FOUND WALL:
GROUT SOLID @ 4" BRK. VENNER WITH 8"
POINT LOADS
2'-341" 2 CMU BLOCK ON 12" CMU 3'-0"
BLOCK ON CONT. CONC.
y FOOTING
2'-0" SLOPE 1/8" PER FT
med
F20 9'-3"
#4 @9" OC TOP & BOTTOM

4'-5"
1'-0" 7
S2 516 "
F15
o 4'-441" 5'-121" 3'-234"
nd
8'-3"
7'-0" BOTH WAYS
15'-021" 6'-1121" 12'-10" 10'-10"
be 5'-0"
CONC. SLAB
SLOPE 1/8" PER FT

. 5
8'-0" 8'-0" 4"
o 11'-315
16" 11'-758" EXCAVATED.
of DAMPROOF
2
18 FOUNDATION WALL. B 3'-0"
UNBALANCED FILL< 36".
MASONRY FOUND WALL:
2'-6" A1.1
1 1 1'-6" 4" BRK. VEN WATER TABLE
to 2'-0" MFG. STONE
VENEER WITH 8" CMU BLOCK ON
#4 @9" OC TOP & BOTTOM

4'-0"
12" CMU BLOCK ON CONT.
d CONC. FOOTING
1 STEP FOOTING
ADJUST LENGTH
1 2'-0" BOTH WAYS
TO SITE
CONDITIONS
d

13'-8" 9'-7" 22'-5" 6'-6" 11'-0" 6'-6"

all 3'-0"
#4 @9" OC TOP & BOTTOM

3'-4"
BOTH WAYS

Refer following pages for design reports.

 JOB SUMMARY REPORT

Level
Member Name Results (Max UTIL %) Current Solution Comments
ATT#1 Passed (18% M) 1 piece(s) 2 x 6 SP No.2 @ 16" OC
ATT#2 Passed (93% M) 1 piece(s) 2 x 10 SP No.2 @ 16" OC
ATT#3 Passed (33% M) 1 piece(s) 2 x 10 SP No.2 @ 16" OC
ATT#4 Passed (9% M) 1 piece(s) 2 x 6 SP No.2 @ 16" OC
ATT#5 Passed (35% M) 1 piece(s) 2 x 10 SP No.2 @ 16" OC
ATT#6 Passed (99% ΔT) 2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL
ATT#7 Passed (39% M) 3 piece(s) 2 x 8 SP No.2
ATT#8 Passed (62% M) 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
ATT#9 Passed (33% M) 2 piece(s) 2 x 8 SP No.2
ATT#10 Passed (15% M) 1 piece(s) 2 x 6 SP No.2
ATT#11 Passed (41% M) 3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL
ATT#12 Passed (84% ΔT) 3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL
ATT#13 Passed (64% M) 3 piece(s) 2 x 10 SP No.2
ATT#14 Passed (72% M) 3 piece(s) 2 x 8 SP No.2
ATT#15 Passed (11% M) 2 piece(s) 2 x 6 SP No.2
ATT#16 Passed (63% M) 1 piece(s) 2 x 6 SP No.2 @ 16" OC
ATT#17 Passed (74% M) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#18 Passed (85% ΔT) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#19 Passed (39% ΔT) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#20 Passed (85% M) 3 piece(s) 2 x 6 SP No.2
ATT#21 Passed (57% M) 3 piece(s) 2 x 8 SP No.2
ATT#22 Passed (37% ΔT) 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#23 Passed (34% M) 1 piece(s) 2 x 6 SP No.2 @ 16" OC
ATT#24 Passed (44% M) 1 piece(s) 2 x 6 SP No.2 @ 16" OC
ATT#25 Passed (42% M) 3 piece(s) 2 x 8 SP No.2
ATT#26 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#27 Passed (67% R) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#28 Passed (20% R) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#29 Passed (41% M) 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#30 Passed (83% R) 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
ATT#31 Passed (61% M) 1 piece(s) 2 x 8 SP No.2 @ 12" OC
ATT#32 Passed (97% M) 3 piece(s) 2 x 12 SP No.2
ATT#33 Passed (78% M) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#34 Passed (61% ΔT) 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#35 Passed (42% ΔT) 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#36 Passed (87% R) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#37 Passed (48% V) 3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL
ATT#38 Passed (84% ΔT) 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
ATT#39 Passed (50% R) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#40 Passed (33% R) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#41 Passed (44% M) 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#42 Passed (82% ΔT) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#43 Passed (98% V) 3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL
ATT#44 Passed (87% ΔT) 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
ATT#45 Passed (61% R) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#46 Passed (88% ΔT) 1 piece(s) W10X45 (A992) ASTM Steel
ATT#47 Passed (81% M) 3 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL
ATT#48 Passed (79% V) 3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL
ATT#49 Passed (76% M) 1 piece(s) 11 7/8" TJI® 210 @ 24" OC
ATT#50 Passed (37% M) 3 piece(s) 2 x 10 SP No.2
ATT#51 Passed (75% M) 3 piece(s) 2 x 10 SP No.2

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 1 / 70
ATT#52 Passed (72% M) 3 piece(s) 2 x 10 SP No.2
ATT#53 Passed (26% f꜀) 1 piece(s) 4 x 6 SPF No.1/No.2
ATT#54 Passed (24% f꜀) 1 piece(s) 4 x 6 SPF No.1/No.2
ATT#55 Passed (76% f꜀) 1 piece(s) 6 x 6 SPF No.2
ATT#56 Passed (20% f꜀) 1 piece(s) 6 x 6 SPF No.2
ATT#57 Passed (66% f꜀) 1 piece(s) 6 x 6 SPF No.1
ATT#58 Passed (18% f꜀) 1 piece(s) 6 x 6 SPF No.1
ATT#59 Passed (52% f꜀) 1 piece(s) 6 x 6 SPF No.1
ATT#60 Passed (58% R) 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ATT#61 Passed (92% M) 3 piece(s) 2 x 10 SP No.2
ATT#62 Passed (85% R) 3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 2 / 70
 MEMBER REPORT PASSED
Level, ATT#1
1 piece(s) 2 x 6 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 10"
System : Roof
Member Reaction (lbs) 223 @ 4' 11 1/4" 2966 (3.50") Passed (8%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 110 @ 5' 6 1/2" 1203 Passed (9%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) -161 @ 4' 11 1/4" 906 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.025 @ 9' 2 15/16" 0.399 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.048 @ 9' 3 3/16" 0.532 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Hanger on 5 1/2" LVL beam 3.50" Hanger¹ 1.50" 18 25 42 See note ¹

2 - Stud wall - SYP 3.50" 3.50" 1.50" 112 112 223 Blocking
3 - Stud wall - SYP 3.50" 3.50" 1.50" 46 47 93 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' 10" o/c

Bottom Edge (Lu) 12' 10" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live

Vertical Load Location (Side) Spacing (0.90) (1.25) Comments

1 - Uniform (PSF) 0 to 13' 1 1/2" 16" 10.0 10.0 CEILING LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 3 / 70
 MEMBER REPORT PASSED
Level, ATT#2
1 piece(s) 2 x 10 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 17' 1 1/16"
System : Roof
Member Reaction (lbs) 436 @ 16' 3 1/2" 1271 (1.50") Passed (34%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 443 @ 1' 7/16" 2023 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 1755 @ 8' 1/2" 1887 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.347 @ 8' 1 7/8" 0.833 Passed (L/576) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.672 @ 8' 1 7/8" 1.111 Passed (L/298) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 3.25/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Birdsmouth cut has not been analyzed.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Birdsmouth - SPF 3.50" 3.50" 1.50" 240 256 220 496 Blocking
2 - Hanger on 9 1/4" SYP beam 3.50" Hanger¹ 1.50" 218 233 222 451 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 8" o/c

Bottom Edge (Lu) 16' 11" o/c
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live Snow

Vertical Loads Location (Side) Spacing (0.90) (1.25) (1.15) Comments

1 - Uniform (PSF) 0 to 16' 7" 16" 18.0 20.0 20.0 ROOF LOAD
Linked from:
2 - Point (lb) 4' N/A 46 47 -
ATT#1, Support 3

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 4 / 70
 MEMBER REPORT PASSED
Level, ATT#3
1 piece(s) 2 x 10 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 22' 6"
System : Roof
Member Reaction (lbs) 240 @ 18' 3 1/2" 1271 (1.50") Passed (19%) -- 1.0 D + 1.0 S (Alt Spans)
Member Type : Joist
Shear (lbs) 309 @ 8' 5 11/16" 1862 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) -618 @ 7' 8 1/4" 1887 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.047 @ 13' 5 3/16" 0.637 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.092 @ 13' 5 13/16" 0.850 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch : 8/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Birdsmouth cut has not been analyzed.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Birdsmouth - SYP 3.50" 3.50" 1.50" 71 80 80 151 Blocking

2 - Beveled Plate - SYP 3.50" 3.50" 1.50" 334 309 309 643 None
3 - Hanger on 9 1/4" LVL beam 3.50" Hanger¹ 1.50" 130 125 125 254 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 22' o/c

Bottom Edge (Lu) 19' o/c
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
3 - Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live Snow

Vertical Load Location (Side) Spacing (0.90) (1.25) (1.15) Comments

1 - Uniform (PSF) 0 to 18' 7" 16" 18.0 20.0 20.0 ROOF LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 5 / 70
 MEMBER REPORT PASSED
Level, ATT#4
1 piece(s) 2 x 6 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 1/2"
System : Roof
Member Reaction (lbs) 64 @ 3 1/2" 1271 (1.50") Passed (5%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 52 @ 9" 1203 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 78 @ 2' 8 1/2" 906 Passed (9%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.006 @ 2' 8 1/2" 0.242 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.011 @ 2' 8 1/2" 0.322 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Hanger on 5 1/2" LVL beam 3.50" Hanger¹ 1.50" 36 36 72 See note ¹

2 - Stud wall - SYP 3.50" 3.50" 1.50" 35 35 70 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 1" o/c

Bottom Edge (Lu) 5' 1" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live

Vertical Load Location (Side) Spacing (0.90) (1.25) Comments

1 - Uniform (PSF) 0 to 5' 4" 16" 10.0 10.0 CEILING LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 6 / 70
 MEMBER REPORT PASSED
Level, ATT#5
1 piece(s) 2 x 10 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 22' 6"
System : Roof
Member Reaction (lbs) 693 @ 7' 8 1/4" 2682 (3.50") Passed (26%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 329 @ 8' 5 11/16" 1862 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) -658 @ 7' 8 1/4" 1887 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.058 @ 13' 5 1/4" 0.637 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.114 @ 13' 5 3/4" 0.850 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Member Pitch : 8/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Birdsmouth cut has not been analyzed.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Birdsmouth - SPF 3.50" 3.50" 1.50" 66 78 80 146 Blocking

2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 359 334 309 693 None
3 - Hanger on 9 1/4" SYP Ledger 3.50" Hanger¹ 1.50" 145 140 125 285 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 17' 10" o/c

Bottom Edge (Lu) 16' 10" o/c
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
3 - Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live Snow

Vertical Loads Location (Side) Spacing (0.90) (1.25) (1.15) Comments

1 - Uniform (PSF) 0 to 18' 7" 16" 18.0 20.0 20.0 ROOF LOAD
Linked from:
2 - Point (lb) 13' 5" N/A 35 35 -
ATT#4, Support 2

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 7 / 70
 MEMBER REPORT PASSED
Level, ATT#6
2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 15' 3"
System : Roof
Member Reaction (lbs) 5896 @ 14' 11" 8181 (5.50") Passed (72%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 4758 @ 13' 10 1/4" 9352 Passed (51%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 19626 @ 7' 8 5/8" 20171 Passed (97%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.476 @ 7' 7 5/8" 0.729 Passed (L/367) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.967 @ 7' 7 3/4" 0.972 Passed (L/181) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Stud wall - SPF 5.50" 5.50" 3.89" 2952 2829 2229 5781 Blocking
2 - Stud wall - SPF 5.50" 5.50" 3.96" 3027 2869 2294 5896 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 2' 5" o/c

Bottom Edge (Lu) 15' 3" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Roof Live Snow

Tributary (0.90) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 15' 3" N/A 11.5 -- --

Linked from:
1 - Uniform (PLF) 3' 4" to 9' 11" (Front) N/A 13.5 18.8 -
ATT#1, Support 1
Linked from:
2 - Uniform (PLF) 3' 2" to 9' 11" (Front) N/A 163.5 174.8 166.5
ATT#2, Support 2
Linked from:
3 - Uniform (PLF) 0 to 3' 2" (Top) N/A 250.5 231.8 231.8
ATT#3, Support 2
Linked from:
4 - Uniform (PLF) 9' 11" to 15' 3" (Top) N/A 250.5 231.8 231.8
ATT#3, Support 2
Linked from:
5 - Uniform (PLF) 0 to 15' 3" (Front) N/A 27.0 27.0 -
ATT#4, Support 1
Linked from:
6 - Uniform (PLF) 0 to 15' 3" (Back) N/A 27.0 27.0 -
ATT#4, Support 1
Linked from:
7 - Uniform (PLF) 0 to 15' 3" (Top) N/A 108.8 105.0 93.8
ATT#5, Support 3
• Side loads are assumed to not induce cross-grain tension.

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 9 / 70
 MEMBER REPORT PASSED
Level, ATT#7
3 piece(s) 2 x 8 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 11"
System : Roof
Member Reaction (lbs) 1125 @ 2" 8899 (3.50") Passed (13%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 729 @ 10 3/4" 4377 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) 1377 @ 2' 11 1/2" 3494 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.021 @ 2' 11 1/2" 0.279 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.042 @ 2' 11 1/2" 0.372 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 557 568 488 1125 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 557 568 488 1125 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 11" o/c

Bottom Edge (Lu) 5' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Roof Live Snow

Tributary (0.90) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 5' 11" N/A 8.3 -- --

Linked from:
1 - Uniform (PLF) 0 to 5' 11" (Top) N/A 180.0 192.0 165.0
ATT#2, Support 1
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 11 / 70
 MEMBER REPORT PASSED
Level, ATT#8
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 11"
System : Roof
Member Reaction (lbs) 3071 @ 2" 13322 (3.50") Passed (23%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 3017 @ 10 3/4" 9040 Passed (33%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 8307 @ 2' 11 1/2" 13340 Passed (62%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.065 @ 2' 11 1/2" 0.279 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.138 @ 2' 11 1/2" 0.372 Passed (L/486) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Snow Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 1657 1415 1115 3071 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 1657 1415 1115 3071 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 11" o/c

Bottom Edge (Lu) 5' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Roof Live Snow

Tributary (0.90) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 5' 11" N/A 11.1 -- --

1 - Uniform (PLF) 0 to 5' 11" (Top) N/A 50.0 - - Wall Load
Linked from:
2 - Point (lb) 2' 11 1/2" (Top) N/A 2952 2829 2229
ATT#6, Support 1
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 12 / 70
 MEMBER REPORT PASSED
Level, ATT#9
2 piece(s) 2 x 8 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 3"
System : Roof
Member Reaction (lbs) 1172 @ 2" 5933 (3.50") Passed (20%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 460 @ 10 3/4" 2538 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 670 @ 1' 7 1/2" 2025 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.005 @ 1' 7 1/2" 0.146 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.009 @ 1' 7 1/2" 0.194 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 559 466 352 1172 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 559 466 352 1172 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 3" o/c

Bottom Edge (Lu) 3' 3" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 3' 3" N/A 5.5 -- --

1 - Uniform (PSF) 0 to 3' 3" (Top) 10' 10" 18.0 - 20.0 ROOF LOAD
ATTIC W/
2 - Uniform (PSF) 0 to 3' 3" (Top) 14' 4" 10.0 20.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 13 / 70
 MEMBER REPORT PASSED
Level, ATT#10
1 piece(s) 2 x 6 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 6"
System : Roof
Member Reaction (lbs) 137 @ 3 1/2" 1271 (1.50") Passed (11%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 101 @ 9" 1203 Passed (8%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 120 @ 2' 1/2" 788 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.005 @ 2' 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.009 @ 2' 1/2" 0.233 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Hanger on 5 1/2" SPF beam 3.50" Hanger¹ 1.50" 77 82 159 See note ¹
2 - Hanger on 5 1/2" SPF beam 3.50" Hanger¹ 1.50" 77 82 159 See note ¹
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 6" o/c

Bottom Edge (Lu) 3' 6" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5
2 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live

Tributary (0.90) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 3 1/2" to 3' 9 1/2" N/A 2.1 --

1 - Uniform (PSF) 0 to 4' 1" (Top) 2' 18.0 20.0 ROOF LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 14 / 70
 MEMBER REPORT PASSED
Level, ATT#11
3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 7"
System : Roof
Member Reaction (lbs) 2667 @ 2" 7809 (3.50") Passed (34%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1950 @ 9" 6858 Passed (28%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 3291 @ 2' 9 1/2" 7971 Passed (41%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.063 @ 2' 9 1/2" 0.262 Passed (L/995) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.125 @ 2' 9 1/2" 0.350 Passed (L/503) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Beam - SPF 3.50" 3.50" 1.50" 1320 800 996 2667 None
2 - Beam - SPF 3.50" 3.50" 1.50" 1320 800 996 2667 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 7" o/c

Bottom Edge (Lu) 5' 7" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 5' 7" N/A 8.4 -- --

1 - Uniform (PSF) 0 to 5' 7" (Top) 17' 10" 18.0 - 20.0 ROOF LOAD
ATTIC W/
2 - Uniform (PSF) 0 to 5' 7" (Top) 14' 4" 10.0 20.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 15 / 70
 MEMBER REPORT PASSED
Level, ATT#12
3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 9"
System : Roof
Member Reaction (lbs) 5824 @ 2" 13322 (3.50") Passed (44%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 4014 @ 1' 1" 9476 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 14618 @ 6' 4 1/2" 17662 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.352 @ 6' 4 1/2" 0.621 Passed (L/423) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.692 @ 6' 4 1/2" 0.828 Passed (L/215) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.53" 2859 1976 1976 5824 None
2 - Column - SPF 3.50" 3.50" 1.53" 2859 1976 1976 5824 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 11' 7" o/c

Bottom Edge (Lu) 12' 9" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 12' 9" N/A 14.5 -- --

1 - Uniform (PSF) 0 to 12' 9" (Top) 15' 6" 18.0 - 20.0 ROOF LOAD
ATTIC W/
2 - Uniform (PSF) 0 to 12' 9" (Top) 15' 6" 10.0 20.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 16 / 70
 MEMBER REPORT PASSED
Level, ATT#13
3 piece(s) 2 x 10 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 10' 1"
System : Roof
Member Reaction (lbs) 1458 @ 2" 8899 (3.50") Passed (16%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1151 @ 1' 3/4" 6070 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 3437 @ 5' 1/2" 5349 Passed (64%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.072 @ 5' 1/2" 0.488 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.142 @ 5' 1/2" 0.650 Passed (L/827) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 719 739 1458 None

2 - Column - SPF 3.50" 3.50" 1.50" 719 739 1458 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 10' 1" o/c

Bottom Edge (Lu) 10' 1" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Roof Live

Tributary (0.90) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 10' 1" N/A 10.6 --

1 - Uniform (PSF) 0 to 10' 1" (Top) 7' 4" 18.0 20.0 ROOF LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 17 / 70
 MEMBER REPORT PASSED
Level, ATT#14
3 piece(s) 2 x 8 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 7"
System : Roof
Member Reaction (lbs) 2208 @ 2" 8899 (3.50") Passed (25%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1500 @ 10 3/4" 4758 Passed (32%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2725 @ 2' 9 1/2" 3797 Passed (72%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.030 @ 2' 9 1/2" 0.262 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.068 @ 2' 9 1/2" 0.350 Passed (L/932) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 1235 433 865 2208 None
2 - Column - SPF 3.50" 3.50" 1.50" 1235 433 865 2208 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 7" o/c

Bottom Edge (Lu) 5' 7" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 5' 7" N/A 8.3 -- --

1 - Uniform (PSF) 0 to 5' 7" (Top) 15' 6" 18.0 - 20.0 ROOF LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 5' 7" (Top) 15' 6" 10.0 10.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 18 / 70
 MEMBER REPORT PASSED
Level, ATT#15
2 piece(s) 2 x 6 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 11"
System : Roof
Member Reaction (lbs) 206 @ 2" 5933 (3.50") Passed (3%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 127 @ 9" 2406 Passed (5%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 169 @ 1' 11 1/2" 1575 Passed (11%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.003 @ 1' 11 1/2" 0.179 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.007 @ 1' 11 1/2" 0.239 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 118 39 78 206 None

2 - Column - SPF 3.50" 3.50" 1.50" 118 39 78 206 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 11" o/c

Bottom Edge (Lu) 3' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 3' 11" N/A 4.2 -- --

1 - Uniform (PSF) 0 to 3' 11" (Top) 2' 18.0 - 20.0 ROOF LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 3' 11" (Top) 2' 10.0 10.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 19 / 70
 MEMBER REPORT PASSED
Level, ATT#16
1 piece(s) 2 x 6 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 10' 15/16"
System : Roof
Member Reaction (lbs) 243 @ 9' 8" 1271 (1.50") Passed (19%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 220 @ 9' 2 11/16" 1203 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 575 @ 4' 11 1/4" 906 Passed (63%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.175 @ 4' 11 1/4" 0.487 Passed (L/668) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.338 @ 4' 11 1/4" 0.650 Passed (L/346) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 3/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Birdsmouth cut has not been analyzed.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Birdsmouth - SPF 3.50" 3.50" 1.50" 122 132 254 Blocking

2 - Hanger on 5 1/2" SPF Ledger 3.50" Hanger¹ 1.50" 124 134 258 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 10' o/c

Bottom Edge (Lu) 10' o/c
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live

Vertical Load Location (Side) Spacing (0.90) (1.25) Comments

1 - Uniform (PSF) 0 to 9' 11 1/2" 16" 18.0 20.0 ROOF LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 20 / 70
 MEMBER REPORT PASSED
Level, ATT#17
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 8 1/2"
System : Floor
Member Reaction (lbs) 824 @ 4 1/2" 1460 (3.50") Passed (56%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 784 @ 5 1/2" 1655 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2810 @ 7' 5 1/2" 3795 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.214 @ 7' 5 1/2" 0.472 Passed (L/796) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.299 @ 7' 5 1/2" 0.708 Passed (L/568) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 43 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Stud wall - SPF 5.50" 4.25" 1.75" 239 597 835 1 1/4" Rim Board
2 - Stud wall - SPF 5.50" 4.25" 1.75" 239 597 835 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 4" o/c

Bottom Edge (Lu) 14' 9" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 14' 11" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 21 / 70
 MEMBER REPORT PASSED
Level, ATT#18
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 11"
System : Floor
Member Reaction (lbs) 4429 @ 4" 8181 (5.50") Passed (54%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 3469 @ 1' 5 3/8" 9081 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) 14651 @ 7' 5 1/2" 20525 Passed (71%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.256 @ 7' 5 1/2" 0.475 Passed (L/669) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.606 @ 7' 5 1/2" 0.712 Passed (L/282) -- 1.0 D + 1.0 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories

1 - Stud wall - SPF 5.50" 5.50" 2.98" 2561 597 1868 1728 4429 Blocking
2 - Stud wall - SPF 5.50" 5.50" 2.98" 2561 597 1868 1728 4429 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 8' 8" o/c

Bottom Edge (Lu) 14' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live Snow

Tributary (0.90) (1.00) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 14' 11" N/A 12.1 -- -- --

1 - Uniform (PSF) 0 to 14' 11" (Top) 2' 16.0 40.0 - - FLOOR LOAD
2 - Uniform (PLF) 0 to 14' 11" (Top) N/A 30.0 - - - WALL LOAD
Linked from:
3 - Uniform (PLF) 0 to 14' 11" (Top) N/A 269.3 - 250.5 231.8
ATT#5, Support 2
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 22 / 70
 MEMBER REPORT PASSED
Level, ATT#19
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 11"
System : Floor
Member Reaction (lbs) 1926 @ 4" 8181 (5.50") Passed (24%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1705 @ 1' 5 3/8" 9081 Passed (19%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) 6799 @ 8' 11 9/16" 20525 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.137 @ 7' 5 1/8" 0.475 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.281 @ 7' 5 1/16" 0.712 Passed (L/608) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories

1 - Stud wall - SPF 5.50" 5.50" 1.50" 981 597 664 571 1926 Blocking
2 - Stud wall - SPF 5.50" 5.50" 1.50" 792 597 472 405 1593 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 14' 11" o/c

Bottom Edge (Lu) 14' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live Snow

Tributary (0.90) (1.00) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 14' 11" N/A 12.1 -- -- --

1 - Uniform (PSF) 0 to 14' 11" (Top) 2' 16.0 40.0 - - FLOOR LOAD
Linked from:
2 - Point (lb) 3' 6" (Top) N/A 557 - 568 488
ATT#7, Support 1
Linked from:
3 - Point (lb) 9' (Top) N/A 557 - 568 488
ATT#7, Support 2
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 23 / 70
 MEMBER REPORT PASSED
Level, ATT#20
3 piece(s) 2 x 6 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 1"
System : Floor
Member Reaction (lbs) 1452 @ 2" 6694 (3.50") Passed (22%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Drop Beam
Shear (lbs) 1023 @ 9" 2888 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 1611 @ 2' 6 1/2" 1890 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.037 @ 2' 6 1/2" 0.158 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.075 @ 2' 6 1/2" 0.237 Passed (L/761) -- 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Stud wall - SPF 3.50" 3.50" 1.50" 740 712 68 1452 Blocking
2 - Stud wall - SPF 3.50" 3.50" 1.50" 740 712 68 1452 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 1" o/c

Bottom Edge (Lu) 5' 1" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 5' 1" N/A 6.3 -- --

1 - Uniform (PSF) 0 to 5' 1" (Top) 7' 16.0 40.0 - FLOOR LOAD
2 - Uniform (PSF) 0 to 5' 1" (Top) 1' 4" 21.6 - 20.0 ROOF LOAD
3 - Uniform (PLF) 0 to 5' 1" (Top) N/A 144.0 - - WALL LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 24 / 70
 MEMBER REPORT PASSED
Level, ATT#21
3 piece(s) 2 x 8 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 2' 10 7/8"
System : Floor
Member Reaction (lbs) 2058 @ 2' 8 7/8" 6694 (3.50") Passed (31%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1710 @ 2' 1/8" 4758 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2156 @ 1' 6" 3797 Passed (57%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.004 @ 1' 5 1/2" 0.086 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.010 @ 1' 5 1/2" 0.129 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories

1 - Stud wall - SPF 3.50" 3.50" 1.50" 1085 407 682 537 1902 Blocking
2 - Stud wall - SPF 3.50" 3.50" 1.50" 1203 407 733 578 2058 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 2' 11" o/c

Bottom Edge (Lu) 2' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live Snow

Tributary (0.90) (1.00) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 2' 10 7/8" N/A 8.3 -- -- --

1 - Uniform (PSF) 0 to 2' 10 7/8" (Top) 7' 16.0 40.0 - - FLOOR LOAD
2 - Uniform (PLF) 0 to 1' 6" (Top) N/A 60.0 - - - WALL LOAD
3 - Uniform (PLF) 1' 6" to 2' 10" (Top) N/A 144.0 - - - WALL LOAD
Linked from:
4 - Point (lb) 1' 6" (Top) N/A 1657 - 1415 1115
ATT#8, Support 2
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 25 / 70
 MEMBER REPORT PASSED
Level, ATT#22
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 15' 5"
System : Floor
Member Reaction (lbs) 2728 @ 4" 12272 (5.50") Passed (22%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 2216 @ 1' 5 3/8" 14807 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 9625 @ 7' 8 1/2" 33465 Passed (29%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.132 @ 7' 8 1/2" 0.492 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.275 @ 7' 8 1/2" 0.738 Passed (L/644) -- 1.0 D + 1.0 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Stud wall - SPF 5.50" 5.50" 1.50" 1418 1310 2728 Blocking
2 - Stud wall - SPF 5.50" 5.50" 1.50" 1418 1310 2728 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 15' 5" o/c

Bottom Edge (Lu) 15' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Roof Live

Tributary (0.90) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 15' 5" N/A 18.2 --

1 - Uniform (PSF) 0 to 15' 5" (Top) 8' 6" 19.5 20.0 ROOF LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 26 / 70
 MEMBER REPORT PASSED
Level, ATT#23
1 piece(s) 2 x 6 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 8' 4"
System : Roof
Member Reaction (lbs) 194 @ 2 1/2" 2231 (3.50") Passed (9%) -- 1.0 D + 1.0 Lr (All Spans)
Member Type : Joist
Shear (lbs) 156 @ 8 7/16" 1203 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 312 @ 3' 7 1/2" 906 Passed (34%) 1.25 1.0 D + 1.0 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.056 @ 3' 7 1/2" 0.382 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.113 @ 3' 7 1/2" 0.509 Passed (L/814) -- 1.0 D + 1.0 Lr (All Spans) Member Pitch : 6/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Factored Accessories

1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 97 97 194 Blocking

2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 97 97 194 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 8' 1" o/c

Bottom Edge (Lu) 8' 1" o/c
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.

Dead Roof Live

Vertical Load Location (Side) Spacing (0.90) (1.25) Comments

1 - Uniform (PSF) 0 to 7' 3" 16" 18.0 20.0 ROOF LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 27 / 70
 MEMBER REPORT PASSED
Level, ATT#24
1 piece(s) 2 x 6 SP No.2 @ 16" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 9' 7"
System : Ceiling
Member Reaction (lbs) 128 @ 2 1/2" 2231 (3.50") Passed (6%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Attic Joist
Shear (lbs) 108 @ 9" 963 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 280 @ 4' 9 1/2" 630 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.073 @ 4' 9 1/2" 0.458 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.146 @ 4' 9 1/2" 0.611 Passed (L/756) -- 1.0 D + 1.0 L (All Spans) Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead

Floor/Ceiling
Factored
Accessories
Live
1 - Beam - SPF 3.50" 3.50" 1.50" 64 64 128 Blocking
2 - Beam - SPF 3.50" 3.50" 1.50" 64 64 128 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 9' 7" o/c

Bottom Edge (Lu) 9' 7" o/c
•Maximum allowable bracing intervals based on applied load.

Floor/Ceiling
Dead Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 9' 7" 16" 10.0 10.0 CEILING LOAD

• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 28 / 70
 MEMBER REPORT PASSED
Level, ATT#25
3 piece(s) 2 x 8 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 7' 11"
System : Floor
Member Reaction (lbs) 869 @ 2" 8899 (3.50") Passed (10%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 542 @ 10 3/4" 3806 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 1272 @ 3' 11 1/2" 3038 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.034 @ 3' 11 1/2" 0.253 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.082 @ 3' 11 1/2" 0.379 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 511 190 288 869 Blocking
2 - Column - SPF 3.50" 3.50" 1.50" 511 190 288 869 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 7' 11" o/c

Bottom Edge (Lu) 7' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 7' 11" N/A 8.3 -- --

Linked from:
1 - Uniform (PLF) 0 to 7' 11" (Top) N/A 72.8 - 72.8
ATT#23, Support 1
Linked from:
2 - Uniform (PLF) 0 to 7' 11" (Top) N/A 48.0 48.0 -
ATT#24, Support 1
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 29 / 70
 MEMBER REPORT

Level, ATT#26
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 6 1/4"
System : Floor
Member Reaction (lbs) 879 @ 5 1/2" 1005 (1.75") Passed (87%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 1135 @ 14' 7 1/2" 1655 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 3452 @ 8' 3 11/16" 3795 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.218 @ 7' 7" 0.475 Passed (L/783) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.376 @ 7' 9" 0.712 Passed (L/455) -- 1.0 D + 1.0 L (All Spans)

• Deflection criteria: LL (L/360) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Hanger on 11 7/8" LVL beam 5.50" Hanger¹ 1.75" / - ² 324 607 46 931 See note ¹
2 - Stud wall - SPF 5.50" 4.25" 2.41" 587 600 194 1187 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 10" o/c

Bottom Edge (Lu) 14' 6" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live Roof Live

Vertical Loads Location Spacing (0.90) (1.00) (1.25) Comments

1 - Uniform (PSF) 0 to 15' 1" 24" 16.0 40.0 - FLOOR LOAD

WALL + GABLE
2 - Point (PLF) 12' 24" 142.0 - 40.0 END LOAD FROM
ABOVE
ROOF RAFTER
3 - Point (PLF) 12' 24" 72.0 - 80.0 LOAD FROM
FRONT SIDE

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 30 / 70
 MEMBER REPORT PASSED
Level, ATT#27
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 4 1/4"
System : Floor
Member Reaction (lbs) 677 @ 5 1/2" 1005 (1.75") Passed (67%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 677 @ 5 1/2" 1655 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2044 @ 6' 6" 3795 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.120 @ 6' 6" 0.403 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.168 @ 6' 6" 0.604 Passed (L/861) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 47 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Hanger on 11 7/8" LVL beam 5.50" Hanger¹ 1.75" / - ² 208 520 728 See note ¹
2 - Stud wall - SPF 5.50" 4.25" 1.75" 205 513 719 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 2" o/c

Bottom Edge (Lu) 12' 4" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 12' 11" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 32 / 70
 MEMBER REPORT PASSED
Level, ATT#28
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 10 1/4"
System : Floor
Member Reaction (lbs) 201 @ 5 1/2" 1005 (1.75") Passed (20%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 201 @ 5 1/2" 1655 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 180 @ 2' 3" 3795 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.003 @ 2' 3" 0.119 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.004 @ 2' 3" 0.179 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 70 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Hanger on 11 7/8" LVL beam 5.50" Hanger¹ 1.75" / - ² 72 180 252 See note ¹
2 - Stud wall - SPF 5.50" 4.25" 1.75" 69 173 243 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 10" o/c

Bottom Edge (Lu) 3' 10" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 4' 5" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 33 / 70
 MEMBER REPORT PASSED
Level, ATT#29
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 9' 6"
System : Floor
Member Reaction (lbs) 6646 @ 4" 20934 (5.50") Passed (32%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 4620 @ 1' 5 3/8" 14807 Passed (31%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 13647 @ 4' 9" 33465 Passed (41%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.079 @ 4' 9" 0.294 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.156 @ 4' 9" 0.442 Passed (L/679) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 5.50" 5.50" 1.75" 3262 1662 2850 6646 Blocking
2 - Column - SPF 5.50" 5.50" 1.75" 3262 1662 2850 6646 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 9' 6" o/c

Bottom Edge (Lu) 9' 6" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 9' 6" N/A 18.2 -- --

WALL LOAD FROM
1 - Uniform (PLF) 0 to 9' 6" (Top) N/A 54.0 - -
ABOVE
2 - Uniform (PSF) 0 to 9' 6" (Top) 15' 21.6 - 20.0 TRUSS LOAD
ATTIC W/
3 - Uniform (PSF) 0 to 9' 6" (Top) 15' 10.0 - 20.0
STORAGE
Linked from:
4 - Uniform (PLF) 0 to 9' 6" (Back) N/A 104.0 260.0 - ATT#26
, Support 1
Linked from:
5 - Uniform (PLF) 0 to 9' 6" (Front) N/A 36.0 90.0 -
ATT#28, Support 1
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 34 / 70
 MEMBER REPORT PASSED
Level, ATT#30
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 1"
System : Wall
Member Reaction (lbs) 11034 @ 2" 13322 (3.50") Passed (83%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Header
Shear (lbs) 6817 @ 10 3/4" 9040 Passed (75%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 5496 @ 8" 13340 Passed (41%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.014 @ 8" 0.092 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.027 @ 8" 0.138 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 2.90" 5404 2843 4664 11034 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 1253 728 1036 2576 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 1" o/c

Bottom Edge (Lu) 3' 1" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 3' 1" N/A 11.1 -- --

1 - Uniform (PSF) 0 to 3' 1" 2' 16.0 40.0 - FLOOR LOAD
Linked from:
2 - Point (lb) 8" N/A 3262 1662 2850
ATT#29, Support 1
Linked from:
3 - Point (lb) 8" N/A 3262 1662 2850
ATT#29, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 35 / 70
 MEMBER REPORT PASSED
Level, ATT#31
1 piece(s) 2 x 8 SP No.2 @ 12" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 10' 4 1/4"
System : Floor
Member Reaction (lbs) 282 @ 10' 5 1/2" 1271 (1.50") Passed (22%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 249 @ 9' 10 1/4" 1269 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 712 @ 5' 5" 1165 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.140 @ 5' 5" 0.336 Passed (L/867) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.195 @ 5' 5" 0.504 Passed (L/620) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A -- N/A
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Stud wall - SPF 5.50" 4.25" 1.50" 87 217 303 1 1/4" Rim Board
2 - Hanger on 7 1/4" SPF beam 5.50" Hanger¹ 1.50" 88 220 308 See note ¹
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 10' 4" o/c

Bottom Edge (Lu) 10' 4" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 10' 11" 12" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 36 / 70
 MEMBER REPORT PASSED
Level, ATT#32
3 piece(s) 2 x 12 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 5"
System : Wall
Member Reaction (lbs) 1967 @ 2" 8899 (3.50") Passed (22%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Header
Shear (lbs) 1578 @ 1' 2 3/4" 5906 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 5782 @ 6' 2 1/2" 5933 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.139 @ 6' 2 1/2" 0.403 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.203 @ 6' 2 1/2" 0.604 Passed (L/713) -- 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 620 1347 1967 None

2 - Trimmer - SPF 3.50" 3.50" 1.50" 605 1311 1916 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 10" o/c

Bottom Edge (Lu) 12' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 12' 5" N/A 12.8 --

Linked from:
1 - Uniform (PLF) 0 to 12' 3" N/A 87.0 217.0
ATT#31, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 37 / 70
 MEMBER REPORT PASSED
Level, ATT#33
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 9 1/4"
System : Floor
Member Reaction (lbs) 827 @ 2 1/2" 1134 (2.25") Passed (73%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 806 @ 3 1/2" 1655 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2969 @ 7' 5 7/8" 3795 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.236 @ 7' 5 7/8" 0.485 Passed (L/739) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.331 @ 7' 5 7/8" 0.728 Passed (L/528) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 42 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Stud wall - SPF 3.50" 2.25" 1.75" 240 599 839 1 1/4" Rim Board
2 - Stud wall - SPF 3.50" 2.25" 1.75" 240 599 839 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 2" o/c

Bottom Edge (Lu) 14' 9" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 14' 11 3/4" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 38 / 70
 MEMBER REPORT PASSED
Level, ATT#34
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 11"
System : Floor
Member Reaction (lbs) 9020 @ 4" 20934 (5.50") Passed (43%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 7165 @ 13' 5 5/8" 11845 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 15556 @ 8' 1 3/8" 26772 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.207 @ 7' 6 15/16" 0.475 Passed (L/826) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.436 @ 7' 7 3/16" 0.712 Passed (L/393) -- 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 5.50" 5.50" 2.37" 4639 3733 2108 9020 Blocking
2 - Column - SPF 5.50" 5.50" 2.19" 4305 3517 1861 8339 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 14' 11" o/c

Bottom Edge (Lu) 14' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 14' 11" N/A 18.2 -- --

Linked from:
1 - Uniform (PLF) 0 to 14' 11" (Front) N/A 88.0 220.0 -
ATT#31, Support 2
Linked from:
2 - Point (lb) 10" (Top) N/A 2859 1976 1976
ATT#12, Support 1
Linked from:
3 - Point (lb) 13' 3" (Top) N/A 2859 1976 1976
ATT#12, Support 2
4 - Uniform (PLF) 0 to 10" (Top) N/A 18.0 - 20.0 ROOF LOAD
5 - Uniform (PLF) 13' 3" to 14' 11" (Top) N/A 10.0 10.0 - CEILING LOAD
WALL LOAD
6 - Uniform (PLF) 0 to 14' 11" (Top) N/A 108.0 - -
ABOVE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 39 / 70
 MEMBER REPORT PASSED
Level, ATT#35
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 9"
System : Floor
Member Reaction (lbs) 3870 @ 4" 20934 (5.50") Passed (18%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 2976 @ 1' 5 3/8" 11845 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 10570 @ 6' 5 11/16" 26772 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.098 @ 6' 4 1/2" 0.403 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.254 @ 6' 4 1/2" 0.604 Passed (L/571) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 5.50" 5.50" 1.50" 2403 950 1006 3870 Blocking
2 - Column - SPF 5.50" 5.50" 1.50" 2365 936 979 3801 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' 9" o/c

Bottom Edge (Lu) 12' 9" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 12' 9" N/A 18.2 -- --

Linked from:
1 - Point (lb) 3' 8 3/4" (Top) N/A 1235 433 865
ATT#14, Support 1
Linked from:
2 - Point (lb) 8' 10" (Top) N/A 1235 433 865
ATT#14, Support 2
3 - Uniform (PSF) 0 to 12' 9" (Top) 2' 18.0 40.0 - FLOOR LOAD
WALL LOAD +
4 - Uniform (PLF) 0 to 12' 9" (Top) N/A 126.0 - 20.0 ROOF RAFTER
LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 40 / 70
 MEMBER REPORT PASSED
Level, ATT#36
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 2 1/2"
System : Floor
Member Reaction (lbs) 984 @ 12' 2 1/2" 1134 (2.25") Passed (87%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 963 @ 12' 1 1/2" 1655 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2443 @ 6' 9 3/4" 3795 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.121 @ 6' 2 3/4" 0.400 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.201 @ 6' 4 1/8" 0.600 Passed (L/715) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 50 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Stud wall - SPF 3.50" 2.25" 1.75" 259 504 15 763 1 1/4" Rim Board
2 - Stud wall - SPF 3.50" 2.25" 1.75" 466 529 65 996 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 8" o/c

Bottom Edge (Lu) 12' 3" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Vertical Loads Location Spacing (0.90) (1.00) (1.25) Comments

1 - Uniform (PSF) 0 to 12' 5" 24" 16.0 40.0 - FLOOR LOAD

2 - Point (PLF) 10' 24" 36.0 - 40.0 ROOF LOAD
CEILING LOAD
3 - Point (PLF) 10' 24" 20.0 20.0 - WITHOUT
STORAGE
WALL LOAD
4 - Point (PLF) 10' 24" 108.0 - -
ABOVE

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 41 / 70
 MEMBER REPORT PASSED
Level, ATT#37
3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 3"
System : Wall
Member Reaction (lbs) 3252 @ 2" 13322 (3.50") Passed (24%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Header
Shear (lbs) 2612 @ 9" 5486 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2654 @ 1' 2" 6377 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.014 @ 1' 7 1/16" 0.097 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.035 @ 1' 7" 0.146 Passed (L/992) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 1946 1045 696 3252 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 1203 751 388 2058 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 3" o/c

Bottom Edge (Lu) 3' 3" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 3' 3" N/A 8.4 -- --

Linked from:
1 - Point (lb) 1' 2" N/A 2365 936 979
ATT#35, Support 2
Linked from:
2 - Uniform (PLF) 0 to 3' 3" N/A 233.0 264.5 32.5
ATT#36, Support 2

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 42 / 70
 MEMBER REPORT PASSED
Level, ATT#38
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 10' 8"
System : Floor
Member Reaction (lbs) 2873 @ 2" 13322 (3.50") Passed (22%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Drop Beam
Shear (lbs) 2390 @ 10 3/4" 7232 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 7189 @ 5' 4" 10672 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.243 @ 5' 4" 0.344 Passed (L/511) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.436 @ 5' 4" 0.517 Passed (L/284) -- 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 1275 1597 2873 Blocking

2 - Column - SPF 3.50" 3.50" 1.50" 1275 1597 2873 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 10' 8" o/c

Bottom Edge (Lu) 10' 8" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 10' 8" N/A 11.1 --

Linked from:
1 - Uniform (PLF) 0 to 10' 8" (Front) N/A 120.0 299.5
ATT#33, Support 1
2 - Uniform (PLF) 0 to 10' 8" (Top) N/A 108.0 - WALL LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 43 / 70
 MEMBER REPORT PASSED
Level, ATT#39
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 10' 2"
System : Floor
Member Reaction (lbs) 569 @ 2 1/2" 1134 (2.25") Passed (50%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 548 @ 3 1/2" 1655 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 1388 @ 5' 2 1/4" 3795 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.061 @ 5' 2 1/4" 0.332 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.086 @ 5' 2 1/4" 0.498 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 55 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Stud wall - SPF 3.50" 2.25" 1.75" 166 415 581 1 1/4" Rim Board
2 - Stud wall - SPF 3.50" 2.25" 1.75" 166 415 581 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 6' 3" o/c

Bottom Edge (Lu) 10' 2" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 10' 4 1/2" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 44 / 70
 MEMBER REPORT PASSED
Level, ATT#40
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 4 3/4"
System : Floor
Member Reaction (lbs) 2909 @ 8' 8" 8881 (3.50") Passed (33%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Drop Beam
Shear (lbs) 1357 @ 7' 6 3/8" 7897 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) -2402 @ 8' 8" 17848 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.025 @ 3' 11 3/4" 0.283 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.035 @ 3' 11 5/8" 0.425 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -353 lbs uplift at support located at 12' 4 3/4". Strapping or other restraint may be required.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Stud wall - SPF 3.50" 3.50" 1.50" 455 1039/-13 1494 Blocking
2 - Column - SPF 3.50" 3.50" 1.50" 907 2002 2909 Blocking
3 - Hanger on 11 7/8" SPF beam 3.50" Hanger¹ 1.50" 2 418/-354 420/-353 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' 5" o/c

Bottom Edge (Lu) 12' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
3 - Face Mount Hanger LUS410 2.00" N/A 8-10dx1.5 6-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 12' 4 3/4" N/A 12.1 --

Linked from:
1 - Uniform (PLF) 0 to 4' 4" (Front) N/A 120.0 299.5
ATT#33, Support 1
Linked from:
2 - Uniform (PLF) 4' 4" to 12' 8 1/4" (Front) N/A 83.0 207.5
ATT#39, Support 1
• Side loads are assumed to not induce cross-grain tension.

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 45 / 70
 MEMBER REPORT PASSED
Level, ATT#41
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 8' 8"
System : Floor
Member Reaction (lbs) 6225 @ 4" 20934 (5.50") Passed (30%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 3676 @ 1' 5 3/8" 11845 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 11823 @ 4' 4" 26772 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.081 @ 4' 4" 0.267 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.127 @ 4' 4" 0.400 Passed (L/756) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 5.50" 5.50" 1.64" 2238 2616 2700 6225 Blocking
2 - Column - SPF 5.50" 5.50" 1.57" 2154 2406 2700 5984 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 8' 8" o/c

Bottom Edge (Lu) 8' 8" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 8' 8" N/A 18.2 -- --

WALL LOAD FROM
1 - Uniform (PLF) 0 to 8' 8" (Top) N/A 54.0 - -
ABOVE
2 - Uniform (PSF) 0 to 8' 8" (Front) 15' - - 20.0 TRUSS LOAD
ATTIC W/
3 - Uniform (PSF) 0 to 8' 8" (Top) 15' 10.0 - 20.0
STORAGE
Linked from:
4 - Uniform (PLF) 0 to 8' 8" (Front) N/A 162.0 303.5 23.0
ATT#26, Support 1
Linked from:
5 - Uniform (PLF) 0 to 4' 4" (Back) N/A 36.0 90.0 -
ATT#28, Support 1
Linked from:
6 - Point (lb) 4' 4" (Back) N/A 907 2002 -
ATT#40, Support 2
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 47 / 70
 MEMBER REPORT PASSED
Level, ATT#42
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 8"
System : Floor
Member Reaction (lbs) 5900 @ 4" 8181 (5.50") Passed (72%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 3696 @ 1' 5 3/8" 7897 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 13617 @ 6' 4" 17848 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.166 @ 6' 4" 0.400 Passed (L/867) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.491 @ 6' 4" 0.600 Passed (L/293) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Stud wall - SPF 5.50" 5.50" 3.97" 3905 887 1773 5900 Blocking
2 - Stud wall - SPF 5.50" 5.50" 3.97" 3905 887 1773 5900 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 7' 3" o/c

Bottom Edge (Lu) 12' 8" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 12' 8" N/A 12.1 -- --

ROOF TRUSS
1 - Uniform (PSF) 0 to 12' 8" (Top) 14' 25.5 - 20.0
LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 12' 8" (Top) 14' 10.0 10.0 -
STORAGE
WALL LOAD
3 - Uniform (PLF) 0 to 12' 8" (Top) N/A 108.0 - -
ABOVE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 48 / 70
 MEMBER REPORT PASSED
Level, ATT#43
3 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 5' 11"
System : Wall
Member Reaction (lbs) 6736 @ 5' 9" 13322 (3.50") Passed (51%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Header
Shear (lbs) 5385 @ 5' 2" 5486 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 4350 @ 4' 1 5/16" 6377 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.078 @ 3' 1 5/16" 0.186 Passed (L/857) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.202 @ 3' 1 11/16" 0.279 Passed (L/332) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 1.50" 1423 878 453 2421 None
2 - Trimmer - SPF 3.50" 3.50" 1.77" 4279 1527 1750 6736 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 5' 11" o/c

Bottom Edge (Lu) 5' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 5' 11" N/A 8.4 -- --

Linked from:
1 - Point (lb) 5' N/A 3905 887 1773
ATT#42, Support 1
WALL LOAD
2 - Uniform (PSF) 0 to 5' 11" 10' 12.0 - -
ABOVE
Linked from:
3 - Uniform (PLF) 0 to 5' 11" N/A 72.8 - 72.8
ATT#23, Support 2
Linked from:
4 - Uniform (PLF) 0 to 5' 11" N/A 102.5 256.5 -
ATT#27, Support 2

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 49 / 70
 MEMBER REPORT PASSED
Level, ATT#44
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 9' 10"
System : Floor
Member Reaction (lbs) 3477 @ 2" 13322 (3.50") Passed (26%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 2361 @ 10 3/4" 7232 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 6623 @ 4' 11" 10672 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.210 @ 4' 11" 0.317 Passed (L/542) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.413 @ 4' 11" 0.475 Passed (L/276) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 3.50" 3.50" 1.50" 1707 1180 1180 3477 Blocking
2 - Column - SPF 3.50" 3.50" 1.50" 1707 1180 1180 3477 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 9' 10" o/c

Bottom Edge (Lu) 9' 10" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 9' 10" N/A 11.1 -- --

ROOF TRUSS
1 - Uniform (PSF) 0 to 9' 10" (Top) 12' 18.0 - 20.0
LOAD
ATTIC W/
2 - Uniform (PSF) 0 to 9' 10" (Top) 12' 10.0 20.0 -
STORAGE
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 50 / 70
 MEMBER REPORT PASSED
Level, ATT#45
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 6' 6 1/4"
System : Floor
Member Reaction (lbs) 2396 @ 6' 6 1/4" 3938 (1.50") Passed (61%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 1606 @ 5' 6 3/8" 7897 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 3705 @ 3' 4 1/8" 17848 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.019 @ 3' 4 1/8" 0.212 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.039 @ 3' 4 1/8" 0.318 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Stud wall - SPF 3.50" 3.50" 1.70" 1318 1137 468 2522 Blocking
2 - Hanger on 11 7/8" SPF beam 3.50" Hanger¹ 1.50" 1364 1179 486 2612 See note ¹
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 6' 6" o/c

Bottom Edge (Lu) 6' 6" o/c
•Maximum allowable bracing intervals based on applied load.

Connector: Simpson Strong-Tie

Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 6' 6 1/4" N/A 12.1 -- --

1 - Uniform (PSF) 0 to 6' 9 3/4" (Front) 8' 16.0 40.0 - FLOOR LOAD
ROOF TRUSS
2 - Uniform (PSF) 0 to 6' 9 3/4" (Top) 2' 18.0 - 20.0
LOAD
ATTIC WITHOUT
3 - Uniform (PSF) 0 to 6' 9 3/4" (Top) 2' 10.0 10.0 -
STORAGE
4 - Uniform (PSF) 0 to 6' 9 3/4" (Top) 9' 12.0 - - WALL LOAD
OUTER ROOF
5 - Uniform (PSF) 0 to 6' 9 3/4" (Front) 5' 18.0 - 20.0
LOAD
• Side loads are assumed to not induce cross-grain tension.

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 51 / 70
 MEMBER REPORT PASSED
Level, ATT#46
1 piece(s) W10X45 (A992) ASTM Steel

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 23' 11"
System : Floor
Member Reaction (lbs) 12547 @ 23' 7" 31980 (5.50") Passed (39%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Drop Beam
Shear (lbs) 12142 @ 23' 5 1/2" 70700 Passed (17%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Building Use : Residential
Moment (Ft-lbs) 76378 @ 12' 10 1/8" 95237 Passed (80%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.429 @ 12' 3/8" 0.775 Passed (L/650) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 1.018 @ 12' 7/16" 1.163 Passed (L/274) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Applicable calculations are based on ANSI/AISC 360-16.
• A lateral-torsional buckling factor (Cь) of 1.0 has been assumed.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Column - SPF 5.50" 5.50" 5.50" 7264 3130 3899 12536 Blocking
2 - Column - SPF 5.50" 5.50" 5.50" 7364 2909 4001 12547 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) End Bearing Points

Bottom Edge (Lu) End Bearing Points

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 23' 11" N/A 45.0 -- --

ROOF TRUSS
1 - Uniform (PSF) 0 to 23' 11" (Top) 15' 6" 21.6 - 20.0
LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 23' 11" (Top) 15' 6" 10.0 10.0 -
STORAGE
3 - Uniform (PSF) 0 to 14' 5" (Front) 2' 16.0 40.0 - FLOOR LOAD
Linked from:
4 - Point (lb) 14' 5" (Front) N/A 1364 1179 486
ATT#45, Support 2
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 53 / 70
 MEMBER REPORT PASSED
Level, ATT#47
3 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 9' 11"
System : Wall
Member Reaction (lbs) 10094 @ 2" 13322 (3.50") Passed (76%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Header
Shear (lbs) 7193 @ 1' 5 1/2" 13965 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 29444 @ 4' 8" 36387 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.107 @ 4' 8" 0.319 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.263 @ 4' 8" 0.479 Passed (L/437) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 2.65" 6029 2152 3268 10094 None
2 - Trimmer - SPF 3.50" 3.50" 2.06" 4645 1720 2565 7859 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 7' 3" o/c

Bottom Edge (Lu) 9' 11" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 9' 11" N/A 21.5 -- --

1 - Uniform (PSF) 0 to 4' 8" 14' 25.5 - 20.0 ROOF LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 4' 8" 15' 10.0 10.0 -
STORAGE
3 - Uniform (PSF) 4' 8" to 9' 11" 5' 18.0 - 20.0 ROOF LOAD
ATTIC WITHOUT
4 - Uniform (PSF) 4' 8" to 9' 11" 5' 10.0 10.0 -
STORAGE
Linked from:
5 - Point (lb) 4' 8" N/A 7364 2909 4001
ATT#46, Support 2

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 54 / 70
 MEMBER REPORT PASSED
Level, ATT#48
3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 3' 5"
System : Wall
Member Reaction (lbs) 9568 @ 2" 13322 (3.50") Passed (72%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Type : Header
Shear (lbs) 7311 @ 1' 3/4" 9227 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 7568 @ 1' 2" 16806 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.016 @ 1' 2" 0.103 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.037 @ 1' 2" 0.154 Passed (L/991) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 3.50" 3.50" 2.51" 5521 2481 2916 9568 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 2658 1533 1310 4790 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 5" o/c

Bottom Edge (Lu) 3' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 3' 5" N/A 14.2 -- --

1 - Uniform (PSF) 0 to 1' 2" 14' 25.5 - 20.0 ROOF LOAD
ATTIC WITHOUT
2 - Uniform (PSF) 0 to 1' 2" 14' 10.0 10.0 -
STORAGE
3 - Uniform (PSF) 1' 2" to 3' 5" 8' 16.0 40.0 - FLOOR LOAD
Linked from:
4 - Point (lb) 1' 2" N/A 7264 3130 3899
ATT#46, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 55 / 70
 MEMBER REPORT PASSED
Level, ATT#49
1 piece(s) 11 7/8" TJI® 210 @ 24" OC

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 14' 6 1/2"
System : Floor
Member Reaction (lbs) 814 @ 2 1/2" 1134 (2.25") Passed (72%) 1.00 1.0 D + 1.0 L (All Spans)
Member Type : Joist
Shear (lbs) 793 @ 3 1/2" 1655 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 2876 @ 7' 4 1/2" 3795 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.223 @ 7' 4 1/2" 0.478 Passed (L/771) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.312 @ 7' 4 1/2" 0.717 Passed (L/551) -- 1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 43 40 Passed -- --
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro™ Rating include: None.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Plate on concrete - SPF 3.50" 2.25" 1.75" 236 590 826 1 1/4" Rim Board
2 - Plate on concrete - SPF 3.50" 2.25" 1.75" 236 590 826 1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 3" o/c

Bottom Edge (Lu) 14' 7" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Vertical Load Location Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 14' 9" 24" 16.0 40.0 FLOOR LOAD

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 56 / 70
 MEMBER REPORT PASSED
Level, ATT#50
3 piece(s) 2 x 10 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 12' 5 3/4"
System : Floor
Member Reaction (lbs) 2910 @ 6' 2 3/4" 21994 (11.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Drop Beam
Shear (lbs) 918 @ 7' 5 3/4" 4856 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) -1573 @ 6' 2 3/4" 4279 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.010 @ 9' 1 1/8" 0.181 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.012 @ 9' 1 7/8" 0.271 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Plate on concrete - SPF 11.50" 11.50" 1.50" 373 958/-102 1331 Blocking
2 - Plate on concrete - SPF 11.50" 11.50" 1.52" 882 2027 2910 Blocking
3 - Plate on concrete - SPF 11.50" 11.50" 1.50" 374 961/-101 1335 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' 6" o/c

Bottom Edge (Lu) 12' 6" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 12' 5 3/4" N/A 10.6 --

1 - Uniform (PSF) 0 to 12' 5 3/4" (Top) 7' 6" 16.0 40.0 FLOOR LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 57 / 70
 MEMBER REPORT PASSED
Level, ATT#51
3 piece(s) 2 x 10 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 22' 1/4"
System : Floor
Member Reaction (lbs) 4586 @ 13' 7 1/4" 21994 (11.50") Passed (21%) -- 1.0 D + 1.0 L (Adj Spans)
Member Type : Drop Beam
Shear (lbs) 1801 @ 14' 10 1/4" 4856 Passed (37%) 1.00 1.0 D + 1.0 L (Adj Spans)
Building Use : Residential
Moment (Ft-lbs) -3200 @ 13' 7 1/4" 4279 Passed (75%) 1.00 1.0 D + 1.0 L (Adj Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.048 @ 17' 6 15/16" 0.253 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.064 @ 17' 7 1/2" 0.379 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Plate on concrete - SPF 11.50" 11.50" 1.50" 543 1408/-138 1951 Blocking
2 - Plate on concrete - SPF 11.50" 11.50" 2.09" 1090 2911 4002 Blocking
3 - Plate on concrete - SPF 11.50" 11.50" 2.40" 1312 3274 4586 Blocking
4 - Plate on concrete - SPF 11.50" 11.50" 1.50" 634 1581/-99 2215 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 22' o/c

Bottom Edge (Lu) 20' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 22' 1/4" N/A 10.6 --

1 - Uniform (PSF) 0 to 22' 1/4" (Top) 9' 6" 16.0 40.0 FLOOR LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 58 / 70
 MEMBER REPORT PASSED
Level, ATT#52
3 piece(s) 2 x 10 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 31' 3 1/4"
System : Floor
Member Reaction (lbs) 4674 @ 25' 3/4" 21994 (11.50") Passed (21%) -- 1.0 D + 1.0 L (Adj Spans)
Member Type : Drop Beam
Shear (lbs) 1796 @ 6' 8 1/4" 4856 Passed (37%) 1.00 1.0 D + 1.0 L (Adj Spans)
Building Use : Residential
Moment (Ft-lbs) -3063 @ 25' 3/4" 4279 Passed (72%) 1.00 1.0 D + 1.0 L (Adj Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.037 @ 4' 1 13/16" 0.237 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.050 @ 4' 1 1/2" 0.355 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -569 lbs uplift at support located at 27' 5 3/4". Strapping or other restraint may be required.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Plate on concrete - SPF 11.50" 11.50" 1.50" 662 1614/-56 2276 Blocking
2 - Plate on concrete - SPF 11.50" 11.50" 2.42" 1341 3294 4635 Blocking
3 - Plate on concrete - SPF 11.50" 11.50" 1.50" 436 2209/-83 2645 Blocking
4 - Plate on concrete - SPF 11.50" 11.50" 2.37" 1307 3233 4539 Blocking
5 - Plate on concrete - SPF 11.50" 11.50" 2.44" 1308 3365 4674 Blocking
6 - Plate on concrete - SPF 11.50" 11.50" 1.50" 108 1504/-677 1612/-569 Blocking
7 - Plate on concrete - SPF 11.50" 11.50" 1.50" 422 1046/-55 1468 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 26' 4" o/c

Bottom Edge (Lu) 21' 9" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 31' 3 1/4" N/A 10.6 --

1 - Uniform (PSF) 0 to 31' 3 1/4" (Top) 10' 6" 16.0 40.0 FLOOR LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 59 / 70
 MEMBER REPORT PASSED
Level, ATT#53
1 piece(s) 4 x 6 SPF No.1/No.2

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 31 50 Passed (62%) -- --
Compression (lbs) 2058 7919 Passed (26%) 1.25 1.0 D + 0.75 L + 0.75 Lr
Base Bearing (lbs) 2058 571725 Passed (0%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live Snow

Vertical Load (0.90) (1.00) (1.25) (1.15) Comments

1 - Point (lb) 1203 407 733 578 Linked from: ATT#21, Support 2

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 60 / 70
 MEMBER REPORT PASSED
Level, ATT#54
1 piece(s) 4 x 6 SPF No.1/No.2

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 31 50 Passed (62%) -- --
Compression (lbs) 1927 7919 Passed (24%) 1.25 1.0 D + 0.75 L + 0.75 Lr
Base Bearing (lbs) 1927 571725 Passed (0%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live Snow

Vertical Load (0.90) (1.00) (1.25) (1.15) Comments

1 - Point (lb) 981 597 664 571 Linked from: ATT#19, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 61 / 70
 MEMBER REPORT PASSED
Level, ATT#55
1 piece(s) 6 x 6 SPF No.2

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 20 50 Passed (39%) -- --
Compression (lbs) 11034 14459 Passed (76%) 1.25 1.0 D + 0.75 L + 0.75 Lr
Base Bearing (lbs) 11034 898425 Passed (1%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live

Vertical Load (0.90) (1.00) (1.25) Comments

1 - Point (lb) 5404 2843 4664 Linked from: ATT#30, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 62 / 70
 MEMBER REPORT PASSED
Level, ATT#56
1 piece(s) 6 x 6 SPF No.2

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 20 50 Passed (39%) -- --
Compression (lbs) 2916 14459 Passed (20%) 1.25 1.0 D + 1.0 Lr
Base Bearing (lbs) 2916 898425 Passed (0%) -- 1.0 D + 1.0 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Roof Live

Vertical Loads (0.90) (1.25) Comments

1 - Point (lb) 719 739 Linked from: ATT#13, Support 1

2 - Point (lb) 719 739 Linked from: ATT#13, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 63 / 70
 MEMBER REPORT PASSED
Level, ATT#57
1 piece(s) 6 x 6 SPF No.1

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 20 50 Passed (39%) -- --
Compression (lbs) 11175 16908 Passed (66%) 1.00 1.0 D + 1.0 L
Base Bearing (lbs) 12209 898425 Passed (1%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live

Vertical Loads (0.90) (1.00) (1.25) Comments

1 - Point (lb) 4305 3517 1861 Linked from: ATT#34, Support 2

2 - Point (lb) 2403 950 1006 Linked from: ATT#35, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 64 / 70
 MEMBER REPORT PASSED
Level, ATT#58
1 piece(s) 6 x 6 SPF No.1

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 20 50 Passed (39%) -- --
Compression (lbs) 2991 16908 Passed (18%) 1.00 1.0 D + 1.0 L
Base Bearing (lbs) 3252 898425 Passed (0%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live

Vertical Load (0.90) (1.00) (1.25) Comments

1 - Point (lb) 1946 1045 696 Linked from: ATT#37, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 65 / 70
 MEMBER REPORT PASSED
Level, ATT#59
1 piece(s) 6 x 6 SPF No.1

Post Height: 9'

Design Results Actual Allowed Result LDF Load: Combination

Slenderness 20 50 Passed (39%) -- --
Compression (lbs) 10094 19472 Passed (52%) 1.25 1.0 D + 0.75 L + 0.75 Lr
Base Bearing (lbs) 10094 898425 Passed (1%) -- 1.0 D + 0.75 L + 0.75 Lr
Bending/Compression N/A 1 Passed (N/A) -- N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.

Supports Type Material Member Type : Free Standing Post

Building Code : IBC 2018
Base Plate Steel
Design Methodology : ASD

Max Unbraced Length Comments

Full Member Length No bracing assumed.

Drawing is Conceptual

Dead Floor Live Roof Live

Vertical Load (0.90) (1.00) (1.25) Comments

1 - Point (lb) 6029 2152 3268 Linked from: ATT#47, Support 1

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes 1/30/2025 7:58:33 PM UTC

Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM
Page 66 / 70
 MEMBER REPORT PASSED
Level, ATT#60
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 15' 6"
System : Floor
Member Reaction (lbs) 3017 @ 2" 5206 (3.50") Passed (58%) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans)
Member Type : Drop Beam
Shear (lbs) 3201 @ 8' 8 5/8" 9081 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Building Use : Residential
Moment (Ft-lbs) -6603 @ 10' 1 1/2" 20525 Passed (32%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.050 @ 4' 8 3/4" 0.332 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Design Methodology : ASD
Total Load Defl. (in) 0.116 @ 4' 8 5/16" 0.498 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Snow Factored Accessories

1 - Plate on concrete - SPF 3.50" 3.50" 2.03" 1755 693/-19 990 990 3017 Blocking
2 - Plate on concrete - SPF 10.00" 10.00" 4.92" 4288 1649 2383 2383 7311 Blocking
3 - Plate on concrete - SPF 3.50" 3.50" 1.50" 269 408/-250 279/-132 279/-132 784/-18 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 15' 6" o/c

Bottom Edge (Lu) 15' 6" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live Snow

Tributary (0.90) (1.00) (1.25) (1.15)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 15' 6" N/A 12.1 -- -- --

Linked from:
1 - Uniform (PLF) 0 to 14' 11" (Top) N/A 250.5 - 231.8 231.8
ATT#3, Support 2
2 - Uniform (PSF) 0 to 15' 6" (Top) 2' 16.0 40.0 - - FLOOR LOAD
3 - Uniform (PSF) 0 to 15' 6" (Top) 15' 6.0 - - - WALL LOAD
4 - Uniform (PSF) 0 to 15' 6" (Front) 2' 16.0 40.0 - - FLOOR LOAD
• Side loads are assumed to not induce cross-grain tension.

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 67 / 70
 MEMBER REPORT PASSED
Level, ATT#61
3 piece(s) 2 x 10 SP No.2

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 34' 7 1/2"
System : Floor
Member Reaction (lbs) 7563 @ 6' 2" 22950 (12.00") Passed (33%) -- 1.0 D + 1.0 L (Adj Spans)
Member Type : Drop Beam
Shear (lbs) 2548 @ 4' 10 3/4" 4856 Passed (52%) 1.00 1.0 D + 1.0 L (Adj Spans)
Building Use : Residential
Moment (Ft-lbs) -3916 @ 6' 2" 4279 Passed (92%) 1.00 1.0 D + 1.0 L (Adj Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.024 @ 3' 4 5/16" 0.176 Passed (L/999+) -- 1.0 D + 1.0 L (Adj Spans) Design Methodology : ASD
Total Load Defl. (in) 0.034 @ 3' 3 11/16" 0.265 Passed (L/999+) -- 1.0 D + 1.0 L (Adj Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Factored Accessories

1 - Plate on concrete - SPF 12.00" 12.00" 2.13" 1405 2660/-170 4065 Blocking
2 - Plate on concrete - SPF 12.00" 12.00" 3.95" 2781 4781 7563 Blocking
3 - Plate on concrete - SPF 12.00" 12.00" 2.73" 1640 3588/-67 5227 Blocking
4 - Plate on concrete - SPF 12.00" 12.00" 1.50" 409 2364/-340 2774 Blocking
5 - Plate on concrete - SPF 12.00" 12.00" 1.75" 917 2438 3350 Blocking
6 - Plate on concrete - SPF 12.00" 12.00" 1.67" 867 2344 3190 Blocking
7 - Plate on concrete - SPF 12.00" 12.00" 1.50" 854 1975 2761 Blocking
8 - Plate on concrete - SPF 12.00" 12.00" 1.50" -210 1823 1613/-111 Blocking
9 - Plate on concrete - SPF 12.00" 12.00" 2.44" 1543 3284/-208 4658 Blocking
10 - Plate on concrete - SPF 12.00" 12.00" 1.50" 728 1804/-4 2532 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• Uplift constraint has been released at support location 27' 5".

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 20' 1" o/c

Bottom Edge (Lu) 12' 5" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live

Tributary (0.90) (1.00)
Vertical Loads Location (Side)
Width
Comments

0 - Self Weight (PLF) 0 to 34' 7 1/2" N/A 10.6 --

1 - Uniform (PSF) 0 to 6' 2" (Front) 7' 16.0 40.0 FLOOR LOAD
2 - Uniform (PSF) 6' 2" to 11' 10" (Front) 2' 4" 16.0 40.0 FLOOR LOAD
11' 10" to 34' 7
3 - Uniform (PSF) 7' 16.0 40.0 FLOOR LOAD
1/2" (Front)
Linked from:
4 - Uniform (PLF) 0 to 34' 7 1/2" (Top) N/A 119.5 298.5
ATT#17, Support 2
5 - Uniform (PSF) 0 to 12' 7" (Top) 13' 18.0 20.0 ROOF LOAD
• Side loads are assumed to not induce cross-grain tension.

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 68 / 70
 MEMBER REPORT PASSED
Level, ATT#62
3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL

Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Length : 8' 3"
System : Wall
Member Reaction (lbs) 4855 @ 0 5709 (1.50") Passed (85%) -- 1.0 D + 1.0 L (All Spans)
Member Type : Header
Shear (lbs) 3779 @ 10 3/4" 9227 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans)
Building Use : Residential
Moment (Ft-lbs) 9811 @ 4' 1/2" 16806 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2018
Live Load Defl. (in) 0.095 @ 4' 1/2" 0.269 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD
Total Load Defl. (in) 0.190 @ 4' 1/2" 0.404 Passed (L/511) -- 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Roof Live Factored Accessories

1 - Trimmer - SPF 1.50" 1.50" 1.50" 2430 2425 784 4855 None
2 - Trimmer - SPF 3.50" 3.50" 1.50" 2530 2525 816 5055 None

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 8' 3" o/c

Bottom Edge (Lu) 8' 3" o/c
•Maximum allowable bracing intervals based on applied load.

Dead Floor Live Roof Live

Tributary (0.90) (1.00) (1.25)
Vertical Loads Location
Width
Comments

0 - Self Weight (PLF) 0 to 8' 3" N/A 14.2 -- --

Linked from:
1 - Uniform (PLF) 0 to 8' 3" N/A 293.5 300.0 97.0
ATT#26, Support 2
Linked from:
2 - Uniform (PLF) 0 to 8' 3" N/A 293.5 300.0 97.0
ATT#26, Support 2

Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

ForteWEB Software Operator Job Notes

1/30/2025 7:58:33 PM UTC
Deep Patel
Cypher ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
(972) 333-0766
deeprphere@gmail.com File Name: 25001 RESIDENTIAL ANALYSIS_AJM

Page 70 / 70
F1: F9:
Load from First Floor(Right Side):
Load from Beam = 4.58 kips
Tributary = 43 sf
Service Load(DL + LL) = 56 psf
Hence, Point Load = 2.40 kips F10:
Load from Post = 2.87 kips
Load from post = 6.64 kips(from Forte Output) Load from Beam = 2.21 kips
Load from Beam = 5.22 kips(from Forte Output) Load from First Floor:
Total = 14.26 kips Tributary = 35 sf
Service Load(DL + LL) = 56 psf
F2: Hence, Point Load = 1.96 kips
Total Load = 7.04 kips
Load from Beam = 7.56 kips(from Forte Output)
Load from Beam = 0.78 kips(from Forte Output)
F11:
Total = 8.34 kips Load from Post = 3.0 kips
Load from First Floor:
F3: Tributary = 18 sf
Service Load(DL + LL) = 56 psf
Load from Beam 1 = 7.31 kips(from Forte Output) Hence, Point Load = 1.0 kips
Load from Beam 2 = 1.33 kips(from Forte Output) Total Load = 4.0 kips
Total = 8.64 kips F12:
F4: Load from Post = 9.56 kips

Load from First Floor(Right Side): F13:

Tributary = 36 sf
Service Load(DL + LL) = 56 psf Load from Post 1 = 3.47 kips
Hence, Point Load = 2.01 kips Load from Post 2 = 10 kips

Load from Beam 1 = 3.19 kips(from Forte Output) F14:

Load from above post = 0.819 lbs Load from HDR = 8 kips
Total = 6.02 kips F15:
Load from HDR = 3.5 kips
F5:
At Pier 2: F16:
Load from First Floor(Right Side):
Tributary = 30 sf Load from Post = 14.1 kips
Service Load(DL + LL) = 56 psf Load from First Floor = 2.30 kips
Hence, Point Load = 1.68 kips Total Load = 16.4 kips
Load from Beam 1 = 4.65 kips(from Forte Output)
at Pier 1: F17:
Load from Post = 4.42 kips(from Forte Output)
Load from Post = 9.02 kips
Load from Beam = 1.61 kips
Load from First Floor = 1.17 kips
Total Load = 11 kips
Total = 12.37 kips

F6: F18:
Load from Post = 2.1 kips
Load from First Floor:
Tributary = 72 sf
Service Load(DL + LL) = 56 psf F19:
Hence, Point Load = 4.03 kips Load from Above Floor = 3.92 kips
Load from First Floor = 3.92 kips
Load from Post = 12.91 kips(from Forte Output) Total Load = 7.84 kips

Total Load on Single Pier = 17 kips

F20:
F7: Load from Above HDR = 6.73 kips

Load from Post = 12.86 kips(from Forte Output)

Load from Beam = 4.53 kips
Total Load = 17.39

F8:
Load from Post = 6.22 kips(from Forte Output)
Load from Beam = 4.67 kips
Total Load = 10.89
Side Post Load = 5.9 kips
Footing Design F2.6

Data:
f'c: 3.0 ksi
fy: 60.0 ksi
Allowable Soil Bearing Pressure: 2.0 ksf
Dead Load(D): 9.6 k
Floor Live Load(L): 0.0 k
Roof Live Load(Lr): 0.0 k
Snow Load(S): 0.0 k
Wind Load(W): 0.0 k
Seismic Load(E): 0.0 k
d

d/2

Column/Padestral Depth 12 inch

Load Conitions(As per ACI 318, Sec 9.2):
Strength,
1.4D 13.4 k
1.2D+1.6L+0.5(Lr or S or R) 11.5 k
1.2D+1.6(Lr or S or R)+(1.0L or 0.5W) 11.5 k
1.2D+1.0E+1.0L+0.2S 11.5 k
0.9D+1.0W 8.6 k
0.9D+1.0E 8.6 k
Service,
1.0D 9.6 k
1.0D+1.0L 9.6 k
1.0D+1.0Lr 9.6 k
1.0D+1.0S 9.6 k
1.0D+0.75L+0.75Lr 9.6 k
1.0D+0.75L+0.75S 9.6 k
1.0D+0.6W 9.6 k
1.0D+0.75L+0.75(0.6W)+0.75Lr 9.6 k
1.0D+0.75L+0.75(0.6W)+0.75S 9.6 k
0.6D+0.6W 5.7 k
1.0D+0.7E 9.6 k
1.0D+0.525E+0.75L+0.75S 9.6 k
0.6D+0.7E 5.7 k

Sizing the Footing,

Ignoring the footing self-weight

Required Area of Footing 4.78 sq.ft.
Size of Footing 2.20 ft

Required Strength 13.4 k

Try D 12 inch
Design for Shear,

Φshear (9.3.2.3) 0.75

Assume Vs = 0 (No Shear Reinforcement)
ΦVn = ΦVc (11.1.1)
Two-way Action
d 9 inch
ΦVc = 0.75x4√f'cb 0d (11.12.2.1) 124.2 k
Vu 4.9 k
ϕVc > Vu Hence OK
One-way Action
bw 26 inch
d 8.5 inch
Vc = 2√f'cb wd (11.3.1.1) 24.6 k
ΦVc 18.4 k
Vu -0.7 k
ϕVc > Vu Hence OK
Bearing
Φbearing (9.3.2.4) 0.65
√(A2/A1) (10.17.1) 2
Bearing Resistance of Footing
Br = Φ(0.85f'cA1)√(A2/A1) 268.5 k
Safe in Bearing

Calculate Moment at the Column Face

Mu (15.4.2) 0.3 k-ft
2
ρ = 0.85f'c/fy (1-√(1-(28.32Mu/(Φbd f'c))) 7.8993E-05
Φ (Bening) 0.9
As 0.01 in2
As,min = 0.0018bh 0.57 in2
Bar No. #4
Area of Reinforcement 0.19 in2
No. of Bars 1.0
Use 3.0 Nos of #4 Bars in Both Direction.
Development Length
Critical sections for evelopment length occur at the column face.
ld = (fyΨtΨeλ/(25√f'c))/db (15.6.3) 33 inch
Footing Design F3.0

Data:
f'c: 3.0 ksi
fy: 60.0 ksi
Allowable Soil Bearing Pressure: 2.0 ksf
Dead Load(D): 14.3 k
Floor Live Load(L): 0.0 k
Roof Live Load(Lr): 0.0 k
Snow Load(S): 0.0 k
Wind Load(W): 0.0 k
Seismic Load(E): 0.0 k
d

d/2

Column/Padestral Depth 12 inch

Load Conitions(As per ACI 318, Sec 9.2):
Strength,
1.4D 20.0 k
1.2D+1.6L+0.5(Lr or S or R) 17.1 k
1.2D+1.6(Lr or S or R)+(1.0L or 0.5W) 17.1 k
1.2D+1.0E+1.0L+0.2S 17.1 k
0.9D+1.0W 12.8 k
0.9D+1.0E 12.8 k
Service,
1.0D 14.3 k
1.0D+1.0L 14.3 k
1.0D+1.0Lr 14.3 k
1.0D+1.0S 14.3 k
1.0D+0.75L+0.75Lr 14.3 k
1.0D+0.75L+0.75S 14.3 k
1.0D+0.6W 14.3 k
1.0D+0.75L+0.75(0.6W)+0.75Lr 14.3 k
1.0D+0.75L+0.75(0.6W)+0.75S 14.3 k
0.6D+0.6W 8.6 k
1.0D+0.7E 14.3 k
1.0D+0.525E+0.75L+0.75S 14.3 k
0.6D+0.7E 8.6 k

Sizing the Footing,

Ignoring the footing self-weight

Required Area of Footing 7.13 sq.ft.
Size of Footing 3.00 ft

Required Strength 20.0 k

Try D 12 inch
Design for Shear,

Φshear (9.3.2.3) 0.75

Assume Vs = 0 (No Shear Reinforcement)
ΦVn = ΦVc (11.1.1)
Two-way Action
d 9 inch
ΦVc = 0.75x4√f'cb 0d (11.12.2.1) 124.2 k
Vu 13.2 k
ϕVc > Vu Hence OK
One-way Action
bw 36 inch
d 8.5 inch
Vc = 2√f'cb wd (11.3.1.1) 33.5 k
ΦVc 25.1 k
Vu 1.9 k
ϕVc > Vu Hence OK
Bearing
Φbearing (9.3.2.4) 0.65
√(A2/A1) (10.17.1) 2
Bearing Resistance of Footing
Br = Φ(0.85f'cA1)√(A2/A1) 268.5 k
Safe in Bearing

Calculate Moment at the Column Face

Mu (15.4.2) 1.4 k-ft
2
ρ = 0.85f'c/fy (1-√(1-(28.32Mu/(Φbd f'c))) 0.00032826
Φ (Bening) 0.9
As 0.04 in2
As,min = 0.0018bh 0.78 in2
Bar No. #4
Area of Reinforcement 0.19 in2
No. of Bars 1.0
Use 4.0 Nos of #4 Bars in Both Direction.
Development Length
Critical sections for evelopment length occur at the column face.
ld = (fyΨtΨeλ/(25√f'c))/db (15.6.3) 33 inch
Footing Design F3.6

Data:
f'c: 3.0 ksi
fy: 60.0 ksi
Allowable Soil Bearing Pressure: 2.0 ksf
Dead Load(D): 17.4 k
Floor Live Load(L): 0.0 k
Roof Live Load(Lr): 0.0 k
Snow Load(S): 0.0 k
Wind Load(W): 0.0 k
Seismic Load(E): 0.0 k
d

d/2

Column/Padestral Depth 12 inch

Load Conitions(As per ACI 318, Sec 9.2):
Strength,
1.4D 24.3 k
1.2D+1.6L+0.5(Lr or S or R) 20.9 k
1.2D+1.6(Lr or S or R)+(1.0L or 0.5W) 20.9 k
1.2D+1.0E+1.0L+0.2S 20.9 k
0.9D+1.0W 15.7 k
0.9D+1.0E 15.7 k
Service,
1.0D 17.4 k
1.0D+1.0L 17.4 k
1.0D+1.0Lr 17.4 k
1.0D+1.0S 17.4 k
1.0D+0.75L+0.75Lr 17.4 k
1.0D+0.75L+0.75S 17.4 k
1.0D+0.6W 17.4 k
1.0D+0.75L+0.75(0.6W)+0.75Lr 17.4 k
1.0D+0.75L+0.75(0.6W)+0.75S 17.4 k
0.6D+0.6W 10.4 k
1.0D+0.7E 17.4 k
1.0D+0.525E+0.75L+0.75S 17.4 k
0.6D+0.7E 10.4 k

Sizing the Footing,

Ignoring the footing self-weight

Required Area of Footing 8.70 sq.ft.
Size of Footing 3.00 ft

Required Strength 24.3 k

Try D 12 inch
Design for Shear,

Φshear (9.3.2.3) 0.75

Assume Vs = 0 (No Shear Reinforcement)
ΦVn = ΦVc (11.1.1)
Two-way Action
d 9 inch
ΦVc = 0.75x4√f'cb 0d (11.12.2.1) 124.2 k
Vu 16.1 k
ϕVc > Vu Hence OK
One-way Action
bw 36 inch
d 8.5 inch
Vc = 2√f'cb wd (11.3.1.1) 33.5 k
ΦVc 25.1 k
Vu 2.4 k
ϕVc > Vu Hence OK
Bearing
Φbearing (9.3.2.4) 0.65
√(A2/A1) (10.17.1) 2
Bearing Resistance of Footing
Br = Φ(0.85f'cA1)√(A2/A1) 268.5 k
Safe in Bearing

Calculate Moment at the Column Face

Mu (15.4.2) 1.7 k-ft
2
ρ = 0.85f'c/fy (1-√(1-(28.32Mu/(Φbd f'c))) 0.00040066
Φ (Bening) 0.9
As 0.04 in2
As,min = 0.0018bh 0.78 in2
Bar No. #4
Area of Reinforcement 0.19 in2
No. of Bars 1.0
Use 4.0 Nos of #4 Bars in Both Direction.
Development Length
Critical sections for evelopment length occur at the column face.
ld = (fyΨtΨeλ/(25√f'c))/db (15.6.3) 33 inch
F6
Foundation analysis & design (ACI318) in accordance w ith ACI318-14
Tedds calculation version 3.2.09

FOOTING ANALYSIS
Length of foundation; L x = 5.917 ft
W idth of foundation; L y = 3 ft
Foundation area; A = L x  L y = 17.75 ft2
Depth of foundation; h = 12 in
Depth of soil over foundation; h soil = 8 in
Density of concrete;  conc = 150.0 lb/ft3

2.145 ksf 2.146 ksf

1 2
y

2.145 ksf 2.146 ksf

Column no.1 details

Length of column; lx1 = 12.00 in
W idth of column; ly1 = 12.00 in
position in x-axis; x1 = 18.50 in
position in y-axis; y 1 = 18.00 in
Column no.2 details
Length of column; lx2 = 12.00 in
W idth of column; ly2 = 12.00 in
position in x-axis; x2 = 52.50 in
position in y-axis; y 2 = 18.00 in
Soil properties
Net allowable bearing pressure; q allow_Net = 2 ksf
Density of soil;  soil = 120.0 lb/ft3
Angle of internal friction; b = 30.0 deg
Design base friction angle;  bb = 30.0 deg
Coefficient of base friction; tan( bb ) = 0.577

Foundation loads
Self weight; F swt = h   conc = 150 psf
Soil weight; F soil = h soil   soil = 80 psf
Column no.1 loads
Dead load in z; F Dz1 = 17.0 kips
Column no.2 loads
Dead load in z; F Dz2 = 17.0 kips
Footing analysis for soil and stability
Load combinations per ASCE 7-16
1.0D (0.975)
1.0D + 1.0L (0.975)
Combination 1 results: 1.0D
Forces on foundation
Force in z-axis; F dz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 38.1 kips

Moments on foundation
Moment in x-axis, about x is 0; M dx =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
112.7 kip_ft
Moment in y-axis, about y is 0; M dy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
57.1 kip_ft
Uplift verification
Vertical force; F dz = 38.082 kips
PASS - Foundation is not subject to uplift
Bearing resistance
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e dx = M dx / F dz - L x / 2 = 0.002 in
Eccentricity of base reaction in y-axis; e dy = M dy / F dz - L y / 2 = 0 in
Pad base pressures
q 1 = F dz  (1 - 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 2.145 ksf
q 2 = F dz  (1 - 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 2.145 ksf
q 3 = F dz  (1 + 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 2.146 ksf
q 4 = F dz  (1 + 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 2.146 ksf
Minimum base pressure; q min = min(q 1 ,q 2 ,q 3 ,q 4 ) = 2.145 ksf
Maximum base pressure; q max = max(q 1 ,q 2 ,q 3 ,q 4 ) = 2.146 ksf
Allow able bearing capacity
Allowable bearing capacity; q allow = q allow_Net + (h + h soil)   soil = 2.2 ksf
q max / q allow = 0.975
PASS - Allowable bearing capacity exceeds design base pressure

FOOTING DESIGN (ACI318)

In accordance w ith ACI318-14
Material details
Compressive strength of concrete; f’ c = 3000 psi
Yield strength of reinforcement; fy = 60000 psi
Cover to reinforcement; c nom = 3 in
Concrete type; Normal weight
Concrete modification factor;  = 1.00
Column type; Concrete
Analysis and design of concrete footing
Load combinations per ASCE 7-16
1.4D (0.140)
1.2D + 1.6L + 0.5Lr (0.120)
Combination 1 results: 1.4D
Forces on foundation
Ultimate force in z-axis; F uz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 53.3 kips

Moments on foundation
Ultimate moment in x-axis, about x is 0; M ux =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
157.7 kip_ft
Ultimate moment in y-axis, about y is 0; M uy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
80.0 kip_ft
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e ux = M ux / F uz - L x / 2 = 0.002 in
Eccentricity of base reaction in y-axis; e uy = M uy / F uz - L y / 2 = 0 in
Pad base pressures
q u1 = F uz  (1 - 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 3.003 ksf
q u2 = F uz  (1 - 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 3.003 ksf
q u3 = F uz  (1 + 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 3.004 ksf
q u4 = F uz  (1 + 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 3.004 ksf
Minimum ultimate base pressure; q umin = min(q u1 ,q u2,q u3 ,q u4 ) = 3.003 ksf
Maximum ultimate base pressure; q umax = max(q u1 ,q u2,q u3 ,q u4 ) = 3.004 ksf
Shear diagram, x axis (kips)
12.4 11.4

3.0
0
0 -3.0

-11.4 -12.4

Moment diagram, x axis (kip_ft)

4.9

0 0
1.5

9.6 9.6

Moment design, x direction, positive moment

Ultimate bending moment; M u.x.max = 4.868 kip_ft
Tension reinforcement provided; 4 No.4 bottom bars (9.8 in c/c)
Area of tension reinforcement provided; A sx.bot.prov = 0.8 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L y  h = 0.778 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - x.bot / 2 = 8.750 in
Depth of compression block; a = A sx.bot.prov  fy / (0.85  f'c  L y) = 0.523 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 0.615 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.03967
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sx.bot.prov  f y  (d - a / 2) = 33.954 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 30.559 kip_ft
M u.x.max / M n = 0.159
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, x direction
Ultimate shear force; V u.x = 3.016 kips
Depth to reinforcement; d v = h - c nom - x.bot / 2 = 8.75 in
Shear strength reduction factor; v = 0.75
Nominal shear capacity (Eq. 22.5.5.1); V n = 2    (f'c  1 psi)  L y  d v = 34.507 kips
Design shear capacity; V n =  v  V n = 25.88 kips
V u.x / V n = 0.117
PASS - Design shear capacity exceeds ultimate shear load
Shear diagram, y axis (kips)
23.8

5.1
0
0 -5.1

-23.8

Moment diagram, y axis (kip_ft)

7.9

0 0

17.8

Moment design, y direction, positive moment

Ultimate bending moment; M u.y.max = 7.933 kip_ft
Tension reinforcement provided; 8 No.6 bottom bars (9.1 in c/c)
Area of tension reinforcement provided; A sy.bot.prov = 3.52 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L x  h = 1.534 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - x.bot - y.bot / 2 = 8.125 in
Depth of compression block; a = A sy.bot.prov  fy / (0.85  f'c  L x ) = 1.167 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 1.372 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.01476
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sy.bot.prov  f y  (d - a / 2) = 132.735 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 119.461 kip_ft
 M u.y.max / M n = 0.066
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, y direction
Ultimate shear force; V u.y = 5.124 kips
Depth to reinforcement; d v = h - c nom - x.bot - y.bot / 2 = 8.125 in
Shear strength reduction factor; v = 0.75
Nominal shear capacity (Eq. 22.5.5.1); V n = 2    (f'c  1 psi)  L x  d v = 63.193 kips
Design shear capacity; V n =  v  V n = 47.395 kips
V u.y / V n = 0.108
PASS - Design shear capacity exceeds ultimate shear load
Tw o-w ay shear design at column 1
Depth to reinforcement; d v2 = 8.437 in
Shear perimeter length (22.6.4); lxp = 20.437 in
Shear perimeter width (22.6.4); lyp = 20.437 in
Shear perimeter (22.6.4); b o = 2  (l x1 + d v2) + 2  (ly1 + d v2 ) = 81.750 in
Shear area; A p = l x,perim  ly,perim = 417.691 in 2
Surcharge loaded area; A sur = A p - lx1  ly1 = 273.691 in 2
Ultimate bearing pressure at center of shear area; q up.avg = 3.003 ksf
Ultimate shear load; F up =  D  F Dz1 +  D  A p  F swt +  D  A sur  F soil - q up.avg  A p = 15.910
kips
Ultimate shear stress from vertical load; v ug = max(F up / (b o  d v2 ),0 psi) = 23.066 psi
Column geometry factor (Table 22.6.5.2);  = ly1 / l x1 = 1.00
Column location factor (22.6.5.3);  s =40
Concrete shear strength (22.6.5.2); v cpa = (2 + 4 / )    (f'c  1 psi) = 328.634 psi
v cpb = ( s  d v2 / b o + 2)    (f'c  1 psi) = 335.669 psi
v cpc = 4    (f'c  1 psi) = 219.089 psi
v cp = min(v cpa ,v cpb ,v cpc ) = 219.089 psi
Shear strength reduction factor; v = 0.75
Nominal shear stress capacity (Eq. 22.6.1.2); v n = v cp = 219.089 psi
Design shear stress capacity (8.5.1.1(d)); v n = v  v n = 164.317 psi
v ug / v n = 0.140
PASS - Design shear stress capacity exceeds ultimate shear stress load
Tw o-w ay shear design at column 2
Depth to reinforcement; d v2 = 8.437 in
Shear perimeter length (22.6.4); lxp = 20.438 in
Shear perimeter width (22.6.4); lyp = 20.437 in
Shear perimeter (22.6.4); b o = 2  (l x2 + d v2) + 2  (ly2 + d v2 ) = 81.750 in
Shear area; A p = l x,perim  ly,perim = 417.691 in 2
Surcharge loaded area; A sur = A p - lx2  ly2 = 273.691 in 2
Ultimate bearing pressure at center of shear area; q up.avg = 3.004 ksf
Ultimate shear load; F up =  D  F Dz2 +  D  A p  F swt +  D  A sur  F soil - q up.avg  A p = 15.909
kips
Ultimate shear stress from vertical load; v ug = max(F up / (b o  d v2 ),0 psi) = 23.064 psi
Column geometry factor (Table 22.6.5.2);  = ly2 / l x2 = 1.00
Column location factor (22.6.5.3);  s =40
Concrete shear strength (22.6.5.2); v cpa = (2 + 4 / )    (f'c  1 psi) = 328.634 psi
v cpb = ( s  d v2 / b o + 2)    (f'c  1 psi) = 335.669 psi
 v cpc = 4    (f'c  1 psi) = 219.089 psi
v cp = min(v cpa ,v cpb ,v cpc ) = 219.089 psi
Shear strength reduction factor; v = 0.75
Nominal shear stress capacity (Eq. 22.6.1.2); v n = v cp = 219.089 psi
Design shear stress capacity (8.5.1.1(d)); v n = v  v n = 164.317 psi
v ug / v n = 0.140
PASS - Design shear stress capacity exceeds ultimate shear stress load
Note: Two-way shear is not calculated for columns that may share a shear perimeter with another column. This
may need to be calculated conditionally by the engineer.

8 No.6 bottom bars (9.1 in c/c)

1 2

4 No.4 bottom bars (9.8 in c/c)

F8
Foundation analysis & design (ACI318) in accordance w ith ACI318-14
Tedds calculation version 3.2.09

FOOTING ANALYSIS
Length of foundation; L x = 4.417 ft
W idth of foundation; L y = 3 ft
Foundation area; A = L x  L y = 13.25 ft2
Depth of foundation; h = 12 in
Depth of soil over foundation; h soil = 8 in
Density of concrete;  conc = 150.0 lb/ft3

2.115 ksf 0.879 ksf

1 2

2.115 ksf 0.879 ksf

Column no.1 details

Length of column; lx1 = 12.00 in
W idth of column; ly1 = 12.00 in
position in x-axis; x1 = 12.00 in
position in y-axis; y 1 = 18.00 in
Column no.2 details
Length of column; lx2 = 12.00 in
W idth of column; ly2 = 12.00 in
position in x-axis; x2 = 41.00 in
position in y-axis; y 2 = 18.00 in
Soil properties
Net allowable bearing pressure; q allow_Net = 2 ksf
Density of soil;  soil = 120.0 lb/ft3
Angle of internal friction; b = 30.0 deg
Design base friction angle;  bb = 30.0 deg
Coefficient of base friction; tan( bb ) = 0.577
Foundation loads
Self weight; F swt = h   conc = 150 psf
Soil weight; F soil = h soil   soil = 80 psf

Column no.1 loads

Dead load in z; F Dz1 = 10.9 kips
Column no.2 loads
Dead load in z; F Dz2 = 5.9 kips
Footing analysis for soil and stability
Load combinations per ASCE 7-16
1.0D (0.962)
1.0D + 1.0L (0.962)
Combination 1 results: 1.0D
Forces on foundation
Force in z-axis; F dz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 19.8 kips

Moments on foundation
Moment in x-axis, about x is 0; M dx =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
37.8 kip_ft
Moment in y-axis, about y is 0; M dy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
29.8 kip_ft
Uplift verification
Vertical force; F dz = 19.837 kips
PASS - Foundation is not subject to uplift
Bearing resistance
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e dx = M dx / F dz - L x / 2 = -3.647 in
Eccentricity of base reaction in y-axis; e dy = M dy / F dz - L y / 2 = 0 in
Pad base pressures
q 1 = F dz  (1 - 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 2.115 ksf
q 2 = F dz  (1 - 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 2.115 ksf
q 3 = F dz  (1 + 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 0.879 ksf
q 4 = F dz  (1 + 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 0.879 ksf
Minimum base pressure; q min = min(q 1 ,q 2 ,q 3 ,q 4 ) = 0.879 ksf
Maximum base pressure; q max = max(q 1 ,q 2 ,q 3 ,q 4 ) = 2.115 ksf
Allow able bearing capacity
Allowable bearing capacity; q allow = q allow_Net + (h + h soil)   soil = 2.2 ksf
q max / q allow = 0.962
PASS - Allowable bearing capacity exceeds design base pressure

FOOTING DESIGN (ACI318)

In accordance w ith ACI318-14
Material details
Compressive strength of concrete; f’ c = 3000 psi
Yield strength of reinforcement; fy = 60000 psi
Cover to reinforcement; c nom = 3 in
Concrete type; Normal weight
Concrete modification factor;  = 1.00
Column type; Concrete
Analysis and design of concrete footing
Load combinations per ASCE 7-16
1.4D (0.091)
1.2D + 1.6L + 0.5Lr (0.078)
Combination 1 results: 1.4D
Forces on foundation
Ultimate force in z-axis; F uz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 27.8 kips

Moments on foundation
Ultimate moment in x-axis, about x is 0; M ux =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
52.9 kip_ft
Ultimate moment in y-axis, about y is 0; M uy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
41.7 kip_ft
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e ux = M ux / F uz - L x / 2 = -3.647 in
Eccentricity of base reaction in y-axis; e uy = M uy / F uz - L y / 2 = 0 in
Pad base pressures
q u1 = F uz  (1 - 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 2.962 ksf
q u2 = F uz  (1 - 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 2.962 ksf
q u3 = F uz  (1 + 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 1.231 ksf
q u4 = F uz  (1 + 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 1.231 ksf
Minimum ultimate base pressure; q umin = min(q u1 ,q u2,q u3 ,q u4 ) = 1.231 ksf
Maximum ultimate base pressure; q umax = max(q u1 ,q u2,q u3 ,q u4 ) = 2.962 ksf
Shear diagram, x axis (kips)
7.3
4.9

0.0 0
-0.8
0
-3.3

-7.9

Moment diagram, x axis (kip_ft)

1.0
-1.3
0 0

1.6

3.8

Moment design, x direction, positive moment

Ultimate bending moment; M u.x.max = 0.964 kip_ft
Tension reinforcement provided; 4 No.4 bottom bars (9.8 in c/c)
Area of tension reinforcement provided; A sx.bot.prov = 0.8 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L y  h = 0.778 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - y.bot - x.bot / 2 = 8.000 in
Depth of compression block; a = A sx.bot.prov  fy / (0.85  f'c  L y) = 0.523 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 0.615 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.03601
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sx.bot.prov  f y  (d - a / 2) = 30.954 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 27.859 kip_ft
M u.x.max / M n = 0.035
PASS - Design moment capacity exceeds ultimate moment load
Moment design, x direction, negative moment
Ultimate bending moment; M u.x.min = -1.261 kip_ft
Tension reinforcement provided; 4 No.6 top bars (9.7 in c/c)
Area of tension reinforcement provided; A sx.top.prov = 1.76 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L y  h = 0.778 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - x.top / 2 = 8.625 in
Depth of compression block; a = A sx.top.prov  fy / (0.85  f'c  L y) = 1.150 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 1.353 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.01612
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sx.top.prov  f y  (d - a / 2) = 70.839 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 63.755 kip_ft
abs(M u.x.min ) / M n = 0.020
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, x direction
Ultimate shear force; V u.x = 0.849 kips
Depth to reinforcement; d v = min(h - c nom - x.bot / 2,h - c nom - x.top / 2) = 8.625 in
Shear strength reduction factor; v = 0.75
Nominal shear capacity (Eq. 22.5.5.1); V n = 2    (f'c  1 psi)  L y  d v = 34.014 kips
Design shear capacity; V n =  v  V n = 25.51 kips
V u.x / V n = 0.033
PASS - Design shear capacity exceeds ultimate shear load
Shear diagram, y axis (kips)
11.8

2.5
0
0 -2.5

-11.8
 Moment diagram, y axis (kip_ft)
3.9

0 0

8.8

Moment design, y direction, positive moment

Ultimate bending moment; M u.y.max = 3.918 kip_ft
Tension reinforcement provided; 6 No.6 bottom bars (9.2 in c/c)
Area of tension reinforcement provided; A sy.bot.prov = 2.64 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L x  h = 1.145 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - y.bot / 2 = 8.625 in
Depth of compression block; a = A sy.bot.prov  fy / (0.85  f'c  L x ) = 1.172 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 1.379 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.01577
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sy.bot.prov  f y  (d - a / 2) = 106.115 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 95.503 kip_ft
M u.y.max / M n = 0.041
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, y direction
Ultimate shear force; V u.y = 2.53 kips
Depth to reinforcement; d v = min(h - c nom - x.bot - y.bot / 2,h - c nom - y.top / 2) = 8.125 in
Shear strength reduction factor; v = 0.75
Nominal shear capacity (Eq. 22.5.5.1); V n = 2    (f'c  1 psi)  L x  d v = 47.173 kips
Design shear capacity; V n =  v  V n = 35.379 kips
V u.y / V n = 0.072
PASS - Design shear capacity exceeds ultimate shear load
Tw o-w ay shear design at column 1
Depth to reinforcement; d v2 = 8.313 in
Shear perimeter length (22.6.4); lxp = 22.156 in
Shear perimeter width (22.6.4); lyp = 20.313 in
Shear perimeter (22.6.4); b o = 2  lx,perim + l y,perim = 64.625 in
Shear area; A p = l x,perim  ly,perim = 450.049 in 2
Surcharge loaded area; A sur = A p - lx1  ly1 = 306.049 in 2
Ultimate bearing pressure at center of shear area; q up.avg = 2.600 ksf
Ultimate shear load; F up =  D  F Dz1 +  D  A p  F swt +  D  A sur  F soil - q up.avg  A p = 8.015
kips
Ultimate shear stress from vertical load; v ug = max(F up / (b o  d v2 ),0 psi) = 14.921 psi
Column geometry factor (Table 22.6.5.2);  = ly1 / l x1 = 1.00
Column location factor (22.6.5.3);  s =30
Concrete shear strength (22.6.5.2); v cpa = (2 + 4 / )    (f'c  1 psi) = 328.634 psi
v cpb = ( s  d v2 / b o + 2)    (f'c  1 psi) = 320.900 psi
v cpc = 4    (f'c  1 psi) = 219.089 psi
v cp = min(v cpa ,v cpb ,v cpc ) = 219.089 psi
Shear strength reduction factor; v = 0.75
Nominal shear stress capacity (Eq. 22.6.1.2); v n = v cp = 219.089 psi
Design shear stress capacity (8.5.1.1(d)); v n = v  v n = 164.317 psi
v ug / v n = 0.091
PASS - Design shear stress capacity exceeds ultimate shear stress load
Tw o-w ay shear design at column 2
Depth to reinforcement; d v2 = 8.313 in
Shear perimeter length (22.6.4); lxp = 22.156 in
Shear perimeter width (22.6.4); lyp = 20.313 in
Shear perimeter (22.6.4); b o = 2  lx,perim + l y,perim = 64.625 in
Shear area; A p = l x,perim  ly,perim = 450.047 in 2
Surcharge loaded area; A sur = A p - lx2  ly2 = 306.047 in 2
Ultimate bearing pressure at center of shear area; q up.avg = 1.592 ksf
Ultimate shear load; F up =  D  F Dz2 +  D  A p  F swt +  D  A sur  F soil - q up.avg  A p = 4.178
kips
Ultimate shear stress from vertical load; v ug = max(F up / (b o  d v2 ),0 psi) = 7.777 psi
Column geometry factor (Table 22.6.5.2);  = ly2 / l x2 = 1.00
Column location factor (22.6.5.3);  s =30
Concrete shear strength (22.6.5.2); v cpa = (2 + 4 / )    (f'c  1 psi) = 328.634 psi
v cpb = ( s  d v2 / b o + 2)    (f'c  1 psi) = 320.900 psi
v cpc = 4    (f'c  1 psi) = 219.089 psi
v cp = min(v cpa ,v cpb ,v cpc ) = 219.089 psi
Shear strength reduction factor; v = 0.75
Nominal shear stress capacity (Eq. 22.6.1.2); v n = v cp = 219.089 psi
Design shear stress capacity (8.5.1.1(d)); v n = v  v n = 164.317 psi
v ug / v n = 0.047
PASS - Design shear stress capacity exceeds ultimate shear stress load
Note: Two-way shear is not calculated for columns that may share a shear perimeter with another column. This
may need to be calculated conditionally by the engineer.
 6 No.6 bottom bars (9.2 in c/c)

6 No.6 top bars (9.2 in c/c)

1 2

4 No.4 bottom bars (9.8 in c/c)

4 No.6 top bars (9.7 in c/c)

F13
Foundation analysis & design (ACI318) in accordance w ith ACI318-14
Tedds calculation version 3.2.09

FOOTING ANALYSIS
Length of foundation; L x = 3.333 ft
W idth of foundation; L y = 3 ft
Foundation area; A = L x  L y = 10 ft2
Depth of foundation; h = 12 in
Depth of soil over foundation; h soil = 8 in
Density of concrete;  conc = 150.0 lb/ft3

1.43 ksf 1.502 ksf

1 2

1.43 ksf 1.502 ksf

Column no.1 details

Length of column; lx1 = 12.00 in
W idth of column; ly1 = 12.00 in
position in x-axis; x1 = 12.00 in
position in y-axis; y 1 = 18.00 in
Column no.2 details
Length of column; lx2 = 12.00 in
W idth of column; ly2 = 12.00 in
position in x-axis; x2 = 28.00 in
position in y-axis; y 2 = 18.00 in
Soil properties
Net allowable bearing pressure; q allow_Net = 2 ksf
Density of soil;  soil = 120.0 lb/ft3
Angle of internal friction; b = 30.0 deg
Design base friction angle;  bb = 30.0 deg
Coefficient of base friction; tan( bb ) = 0.577

Foundation loads
Self weight; F swt = h   conc = 150 psf
Soil weight; F soil = h soil   soil = 80 psf

Column no.1 loads

Dead load in z; F Dz1 = 6.0 kips
Column no.2 loads
Dead load in z; F Dz2 = 6.3 kips
Footing analysis for soil and stability
Load combinations per ASCE 7-16
1.0D (0.683)
1.0D + 1.0L (0.683)
Combination 1 results: 1.0D
Forces on foundation
Force in z-axis; F dz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 14.7 kips

Moments on foundation
Moment in x-axis, about x is 0; M dx =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
24.6 kip_ft
Moment in y-axis, about y is 0; M dy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
22.0 kip_ft
Uplift verification
Vertical force; F dz = 14.66 kips
PASS - Foundation is not subject to uplift
Bearing resistance
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e dx = M dx / F dz - L x / 2 = 0.164 in
Eccentricity of base reaction in y-axis; e dy = M dy / F dz - L y / 2 = 0 in
Pad base pressures
q 1 = F dz  (1 - 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 1.43 ksf
q 2 = F dz  (1 - 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 1.43 ksf
q 3 = F dz  (1 + 6  e dx / L x - 6  e dy / L y) / (L x  L y) = 1.502 ksf
q 4 = F dz  (1 + 6  e dx / L x + 6  e dy / L y) / (L x  L y) = 1.502 ksf
Minimum base pressure; q min = min(q 1 ,q 2 ,q 3 ,q 4 ) = 1.43 ksf
Maximum base pressure; q max = max(q 1 ,q 2 ,q 3 ,q 4 ) = 1.502 ksf
Allow able bearing capacity
Allowable bearing capacity; q allow = q allow_Net + (h + h soil)   soil = 2.2 ksf
q max / q allow = 0.683
PASS - Allowable bearing capacity exceeds design base pressure

FOOTING DESIGN (ACI318)

In accordance w ith ACI318-14
Material details
Compressive strength of concrete; f’ c = 3000 psi
Yield strength of reinforcement; fy = 60000 psi
Cover to reinforcement; c nom = 3 in
Concrete type; Normal weight
Concrete modification factor;  = 1.00
Column type; Concrete
Analysis and design of concrete footing
Load combinations per ASCE 7-16
1.4D (0.076)
1.2D + 1.6L + 0.5Lr (0.065)
Combination 1 results: 1.4D
Forces on foundation
Ultimate force in z-axis; F uz =  D  A  (F swt + F soil) +  D  F Dz1 +  D  F Dz2 = 20.5 kips

Moments on foundation
Ultimate moment in x-axis, about x is 0; M ux =  D  (A  (F swt + F soil)  L x / 2) + D  (F Dz1  x 1) +  D  (F Dz2  x2 ) =
34.5 kip_ft
Ultimate moment in y-axis, about y is 0; M uy =  D  (A  (F swt + F soil)  L y / 2) + D  (F Dz1  y 1 ) +  D  (F Dz2  y 2 ) =
30.8 kip_ft
Eccentricity of base reaction
Eccentricity of base reaction in x-axis; e ux = M ux / F uz - L x / 2 = 0.164 in
Eccentricity of base reaction in y-axis; e uy = M uy / F uz - L y / 2 = 0 in
Pad base pressures
q u1 = F uz  (1 - 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 2.002 ksf
q u2 = F uz  (1 - 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 2.002 ksf
q u3 = F uz  (1 + 6  e ux / L x - 6  e uy / L y) / (L x  L y) = 2.103 ksf
q u4 = F uz  (1 + 6  e ux / L x + 6  e uy / L y) / (L x  L y) = 2.103 ksf
Minimum ultimate base pressure; q umin = min(q u1 ,q u2,q u3 ,q u4 ) = 2.002 ksf
Maximum ultimate base pressure; q umax = max(q u1 ,q u2,q u3 ,q u4 ) = 2.103 ksf
Shear diagram, x axis (kips)
5.1
3.6

0.0
0.0 0
0

-3.4
-5.3

Moment diagram, x axis (kip_ft)

1.5

0 0

1.4
2.5
2.5 2.7

Moment design, x direction, positive moment

Ultimate bending moment; M u.x.max = 1.528 kip_ft
Tension reinforcement provided; 4 No.4 bottom bars (9.8 in c/c)
Area of tension reinforcement provided; A sx.bot.prov = 0.8 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L y  h = 0.778 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
 PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - y.bot - x.bot / 2 = 8.250 in
Depth of compression block; a = A sx.bot.prov  fy / (0.85  f'c  L y) = 0.523 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 0.615 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.03723
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sx.bot.prov  f y  (d - a / 2) = 31.954 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 28.759 kip_ft
M u.x.max / M n = 0.053
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, x direction
One-way shear design does not apply. Shear failure plane fall outside extents of foundation.
Shear diagram, y axis (kips)
8.7

1.8
0
0 -1.8

-8.7

Moment diagram, y axis (kip_ft)

2.9

0 0

6.5

Moment design, y direction, positive moment

Ultimate bending moment; M u.y.max = 2.884 kip_ft
Tension reinforcement provided; 5 No.4 bottom bars (8.3 in c/c)
Area of tension reinforcement provided; A sy.bot.prov = 1 in 2
Minimum area of reinforcement (8.6.1.1); A s.min = 0.0018  L x  h = 0.864 in 2
PASS - Area of reinforcement provided exceeds minimum
Maximum spacing of reinforcement (8.7.2.2); s max = min(2  h, 18 in) = 18 in
PASS - Maximum permissible reinforcement spacing exceeds actual spacing
Depth to tension reinforcement; d = h - c nom - y.bot / 2 = 8.750 in
Depth of compression block; a = A sy.bot.prov  fy / (0.85  f'c  L x ) = 0.588 in
Neutral axis factor;  1 = 0.85
Depth to neutral axis; c = a /  1 = 0.692 in
Strain in tensile reinforcement (8.3.3.1);  t = 0.003  d / c - 0.003 = 0.03493
PASS - Tensile strain exceeds minimum required, 0.004
Nominal moment capacity; M n = A sy.bot.prov  f y  (d - a / 2) = 42.279 kip_ft
Flexural strength reduction factor; f = min(max(0.65 + ( t - 0.002)  (250 / 3), 0.65), 0.9) = 0.900
Design moment capacity; M n = f  M n = 38.051 kip_ft
M u.y.max / M n = 0.076
PASS - Design moment capacity exceeds ultimate moment load
One-w ay shear design, y direction
Ultimate shear force; V u.y = 1.802 kips
Depth to reinforcement; d v = h - c nom - y.bot / 2 = 8.75 in
Shear strength reduction factor; v = 0.75
Nominal shear capacity (Eq. 22.5.5.1); V n = 2    (f'c  1 psi)  L x  d v = 38.34 kips
Design shear capacity; V n =  v  V n = 28.755 kips
V u.y / V n = 0.063
PASS - Design shear capacity exceeds ultimate shear load
Tw o-w ay shear design at column 1
WARNING – Two-way shear check for columns that share a shear perimeter are outside the scope of this
calculation. Two-way shear is not checked at this column location.
Tw o-w ay shear design at column 2
WARNING – Two-way shear check for columns that share a shear perimeter are outside the scope of this
calculation. Two-way shear is not checked at this column location.

5 No.4 bottom bars (8.3 in c/c)

1 2

4 No.4 bottom bars (9.8 in c/c)